HomeMy WebLinkAbout02_Sheetz - Shade Tree - Storm Report - 2024.10.29
STORMWATER REPORT
SHEETZ – SHADE TREE LANE
WILMINGTON, NORTH CAROLINA
OCTOBER 29, 2024
PREPARED FOR:
Sheetz, Inc.
5700 Sixth Avenue
Altoona, PA 16602
PREPARED BY:
Timmons Group, NC License No. 023728
5410 Trinity Road, Suite 102
Raleigh, North Carolina 27607
www.timmons.com
Sheetz – Shade Tree Lane
Wilmington, NC
Project Number: 64250.002
Table of Contents
Stormwater Narrative ......................................................................................................................................... 1
Project Background ........................................................................................................................................ 1
Proposed Project Description ......................................................................................................................... 1
Proposed Stormwater Management ............................................................................................................... 1
Stormwater Runoff Control ......................................................................................................................... 1
TSS Removal ............................................................................................................................................. 1
Seasonal High Water Table ........................................................................................................................ 1
Methodology for Stormwater Modeling ....................................................................................................... 2
Hydrology ................................................................................................................................................... 2
Hydraulics .................................................................................................................................................. 2
Pre & Post Development Runoff Summary ................................................................................................. 2
Reference Material ............................................................................................................................................ 3
SHWT Report................................................................................................................................................. 3
NOAA Rainfall Data ....................................................................................................................................... 3
National Wetlands Inventory Map................................................................................................................... 3
USGS Map ..................................................................................................................................................... 3
FEMA Map ..................................................................................................................................................... 3
Soil Survey Map ............................................................................................................................................. 3
1974 Site Aerial Image ................................................................................................................................... 3
Pre/Post Development Drainage Area Maps .................................................................................................. 3
Inlet Drainage Area Map ................................................................................................................................ 3
Peak Flow Analysis ........................................................................................................................................... 4
Worksheet – SCS Curve Numbers ................................................................................................................. 4
Hydraflow Report ........................................................................................................................................... 4
Water Quality Calculations ................................................................................................................................ 5
SCM Sizing Worksheet .................................................................................................................................. 5
ADS Design Worksheets ................................................................................................................................ 5
Anti-Buoyancy Calculations............................................................................................................................ 5
Stormwater Operation & Maintenance Agreement ............................................................................................. 6
Inlet and Pipe Calculations ................................................................................................................................ 7
Rational Runoff Coefficients ........................................................................................................................... 7
25-Year Spread and Ponding Calculations ..................................................................................................... 7
25-Year (50% Clogged) Spread and Ponding Calculations ............................................................................ 7
100-Year (50% Clogged) Spread and Ponding Calculations .......................................................................... 7
Sheetz – Shade Tree Lane
Wilmington, NC
Project Number: 64250.002
25-Year Hydraulic Grade Line Calculations .................................................................................................... 7
100-Year Hydraulic Grade Line Calculations .................................................................................................. 7
Culvert Calculations ........................................................................................................................................... 8
Culvert Hydrograph Report ............................................................................................................................ 8
10-Year Culvert Analysis ................................................................................................................................ 8
25-Year Culvert Analysis ................................................................................................................................ 8
100-Year Culvert Analysis .............................................................................................................................. 8
500-Year Culvert Analysis .............................................................................................................................. 8
Overtopping Culvert Analysis ......................................................................................................................... 8
Open Channel Calculations ............................................................................................................................... 9
25-Year Open Channel Design Calculations .................................................................................................. 9
100-Year Open Channel Analysis .................................................................................................................. 9
Flood Routing .................................................................................................................................................. 10
Overland Relief Exhibit ................................................................................................................................. 10
Hydraflow Flood Routing .............................................................................................................................. 10
Sheetz – Shade Tree Lane
Wilmington, NC
Project Number: 64250.002
1 | www.timmons.com
Stormwater Narrative
Project Background
The Sheetz – Shade Tree Lane project is located at 4915 Carolina Beach Road, Wilmington, North Carolina.
The property identification number (PIN) is as follows:
• R07100-003-024-000
The site consists of approximately 4.4 acres and is currently occupied by a landscaping company. The
property will be subdivided, and the resulting Sheetz property will be 2.76 acres. FIRM Panel 3720313400K
indicates the site is not within a special flood hazard area.
There is an existing jurisdictional stream on the property. Permits will be obtained to remove this stream.
Proposed Project Description
This project proposes a new 6,138 SF convenience store and gas canopy with associated parking lot and
utilities. The proposed development will be completed in one phase.
There is approximately 0.59 AC of existing impervious cover within the existing property boundary. As shown
in the 1974 aerial, included in the reference material section of this report, approximately 0.49 AC of
impervious cover existed on the site pre-1988. The proposed improvements will result in 1.84 AC of new
impervious (including 0.09 AC (4,100 SF) future impervious). The total post-developed impervious cover for the
site is 1.96 AC (44.6%).
Proposed Stormwater Management
This site has been graded to maintain similar drainage patterns to the existing conditions. To the maximum
extent practical, the onsite impervious areas are directed toward the proposed underground detention and
BayFilter SCM.
Stormwater Runoff Control
An ADS underground detention & BayFilter system is proposed to improve the quantity and quality of
stormwater runoff for the site in compliance with the rules contained in the New Hanover County Design
Manual. The SCM has been designed for 85% TSS removal in accordance with the NCDENR BMP Manual.
Since the existing impervious is sheet flowing off the site, we are providing greater stormwater control by
reducing the area of uncontrolled runoff from the site.
TSS Removal
The NCDEQ Stormwater Design Manual requirement of 85% Total Suspended Solid removal requirement has
been exceeded by the proposed underground detention and BayFilter SCM.
Seasonal High Water Table
A seasonal high water table investigation was performed by ECS Southeast, LLC. The attached report
indicates that at the location of the SCM, the SHWT is 16-18” below existing grade. See the attached report for
more detailed information. A clay liner is not required due to the anti-buoyancy calculations of the ADS system.
Sheetz – Shade Tree Lane
Wilmington, NC
Project Number: 64250.002
2 | www.timmons.com
Methodology for Stormwater Modeling
A pre-development and post-development hydrologic analysis was completed for the site using the SCS TR20
method. A hydraulic analysis was completed using Hydraflow modeling software to route these storm events
through the proposed underground detention and outlet structure.
Hydrology
The SCS TR20 method was used to determine the peak discharge rates for the pre-development and post-
development conditions, develop runoff hydrographs and size the detention storage for the SCM. Rainfall data
used in the design was taken from published NOAA data for the City of Wilmington. SCS runoff curve numbers
were based on Table 2-2 in the TR55 manual. The Time of Concentration (Tc) values were determined using
the TR55 method for sheet, shallow and concentrated flows, with a minimum Tc of 5 minutes.
Hydraulics
Computer simulated reservoir routing using Hydraflow modeling software was completed for the 1-year, 2-year,
10-year, 25-year, and 100-year storm events utilizing stage-storage and stage-discharge functions. Stage-
storage was determined using the dimensions of the detention system and stage-discharge functions were
developed using the proposed outlet structures. The outlet structures were designed to attenuate the post-
development discharge rates for the 1, 2, 10, and 25-year storm events equal to or less than pre-development
levels.
Pre & Post Development Runoff Summary
Site Condition Storm Event (cfs)
1-year (cfs) 2-year (cfs) 10-year (cfs) 25-year (cfs) 100-year (cfs)
Pre-Development 7.751 10.37 18.86 25.03 36.80
Post-
Development with
Detention
5.336 8.550 18.27
24.66 37.89
Sheetz – Shade Tree Lane
Wilmington, NC
Project Number: 64250.002
3 | www.timmons.com
Reference Material
SHWT Report
NOAA Rainfall Data
National Wetlands Inventory Map
USGS Map
FEMA Map
Soil Survey Map
1974 Site Aerial Image
Pre/Post Development Drainage Area Maps
Inlet Drainage Area Map
January 17, 2024 Mr. Richard Collier, PE McKim & Creed 243 North Front Street Wilmington, North Carolina 28401 Reference: Report of Seasonal High Water Table Estimation and Infiltration Testing Sheetz Shade Tree Wilmington, New Hanover County, North Carolina ECS Project No. 49.22135 Dear Mr. Collier: ECS Southeast, LLC (ECS) recently conducted a seasonal high water table (SHWT) estimation and infiltration testing within the stormwater control measure (SCM) area(s) at the intersection of Shade Tree Lane and Carolina Beach Road in Wilmington, New Hanover County, North Carolina. This letter, with attachments, is the report of our testing. Field Testing On January 16, 2024, ECS conducted an exploration of the subsurface soil and groundwater conditions, in accordance with the NCDEQ Stormwater Design Manual section A-2, at two requested locations shown on the attached Boring Location Plan (Figure 1). The boring locations were surveyed prior to ECSs site visit. The purpose of this exploration was to obtain subsurface information of the in situ soils for the SCM area(s). ECS explored the subsurface soil and groundwater conditions by advancing one hand auger boring into the existing ground surface at each of the requested boring locations. ECS visually classified the subsurface soils and obtained representative samples of each soil type encountered. ECS also recorded the SHWT and groundwater elevation observed at the time of the hand auger borings. The attached Infiltration Testing Form provides a summary of the subsurface conditions encountered at the hand auger boring locations. The SHWT and groundwater elevation was estimated at the boring locations below the existing grade elevation. A summary of the findings are as follows:
Location SHWT Groundwater
I-1 18 inches 36 inches
I-2 16 inches 32 inches
ECS has conducted two infiltration tests utilizing a compact constant head permeameter near the hand auger borings in order to estimate the infiltration rate for the subsurface soils. Infiltration tests are typically conducted at two feet above the SHWT or in the most restrictive soil horizon Tests in clayey conditions are conducted for durations of up to 30 minutes. If a more precise hydraulic conductivity value is desired for these locations, then ECS recommends collecting samples and performing laboratory permeability testing.
Report of SHWT Estimation and Infiltration Testing
Sheetz Shade Tree Wilmington, New Hanover County, North Carolina ECS Project No. 49.22135
January 17, 2024
2
Field Test Results Below is a summary of the infiltration test results: Location Description Depth Inches/ hour
I-1 Gray/orange sandy CLAY 24 inches <0.001
I-2 Black silty SAND 12 inches 0.03
Infiltration rates and SHWT may vary within the proposed site due to changes in elevation, soil classification and subsurface conditions. ECS recommends that a licensed surveyor provide the elevations of the boring locations. Closure ECS’s analysis of the site has been based on our understanding of the site, the project information provided to us, and the data obtained during our exploration. If the project information provided to us is changed, please contact us so that our recommendations can be reviewed and appropriate revisions provided, if necessary. The discovery of any site or subsurface conditions during construction which deviate from the data outlined in this exploration should be reported to
us for our review, analysis and revision of our recommendations, if necessary. The assessment of site environmental conditions for the presence of pollutants in the soil and groundwater of the site is beyond the scope of this geotechnical exploration.
ECS appreciates the opportunity to provide our services to you on this project. If you have any questions concerning this report or this project, please contact us. Respectfully, ECS SOUTHEAST, LLC
K. Brooks Wall W. Brandon Fulton, PSC, PWS, LSS Project Manager Environmental Department Manager bwall@ecslimited.com bfulton@ecslimited.com
910-686-9114 704-525-5152 Attachments: Figure 1 - Boring Location Plan Infiltration Testing Form GBA Document
APPROXIMATE BORING LOCATIONS
SCALE SHOWN ABOVE
Sheetz Shade Tree
Wilmington, New Hanover County,
North Carolina
ECS Project # 49.22135
January 16, 2024
KBW
Figure 1–Boring Location Plan
Provided by: Mckim & Creed
I-1
I-2
N
W
S
E
N
W
S
E
Infiltration Testing Form
Sheetz Shade Tree
Wilmington, New Hanover County, North Carolina
ECS Project No. 49.22135 January 16, 2024
Location Depth USCS Soil Description
I-1 0-18” SM Black silty SAND
18”-24” SC Gray clayey SAND 24”-36” SC Gray/orange sandy CLAY Seasonal High Water Table was estimated to be at 18 inches below the existing grade elevation.
Groundwater was observed to be at 36 inches below the existing grade
elevation.
Test was conducted at 24 inches below existing grade elevation
Infiltration Rate: <0.001 inches per hour
Location Depth USCS Soil Description I-2 0-36” SM Black silty SAND 36”-48” SC Gray/orange sandy CLAY Seasonal High Water Table was estimated to be at 16 inches below the
existing grade elevation.
Groundwater was observed to be at 32 inches below the existing grade
elevation.
Test was conducted at 12 inches below existing grade elevation
Infiltration Rate: 0.03 inches per hour
Geotechnical-Engineering Report
Important Information about This
Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.
While you cannot eliminate all such risks, you can manage them. The following information is provided to help.
The Geoprofessional Business Association (GBA) has prepared this advisory to help you – assumedly a client representative – interpret and apply this geotechnical-engineering report as effectively as possible. In that way, clients can benefit from a lowered exposure to the subsurface problems that, for decades, have been a principal cause of construction delays, cost overruns, claims, and disputes. If you have questions or want more information about any of the issues discussed below, contact your GBA-member geotechnical engineer. Active involvement in the Geoprofessional Business Association exposes geotechnical engineers to a wide array of risk-confrontation techniques that can be of genuine benefit for everyone involved with a construction project.
Geotechnical-Engineering Services Are Performed for Specific Purposes, Persons, and ProjectsGeotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical-engineering study conducted for a given civil engineer will not likely meet the needs of a civil-works constructor or even a different civil engineer. Because each geotechnical-engineering study is unique, each geotechnical-engineering report is unique, prepared solely for the client. Those who rely on a geotechnical-engineering report prepared for a different client can be seriously misled. No one except authorized client representatives should rely on this geotechnical-engineering report without first conferring with the geotechnical engineer who prepared it. And no one – not even you – should apply this report for any purpose or project except the one originally contemplated.
Read this Report in FullCostly problems have occurred because those relying on a geotechnical-engineering report did not read it in its entirety. Do not rely on an executive summary. Do not read selected elements only. Read this report in full.
You Need to Inform Your Geotechnical Engineer about ChangeYour geotechnical engineer considered unique, project-specific factors when designing the study behind this report and developing the confirmation-dependent recommendations the report conveys. A few typical factors include: • the client’s goals, objectives, budget, schedule, and risk-management preferences; • the general nature of the structure involved, its size, configuration, and performance criteria; • the structure’s location and orientation on the site; and • other planned or existing site improvements, such as retaining walls, access roads, parking lots, and underground utilities.
Typical changes that could erode the reliability of this report include
those that affect:
• the site’s size or shape;
• the function of the proposed structure, as when it’s
changed from a parking garage to an office building, or
from a light-industrial plant to a refrigerated warehouse;
• the elevation, configuration, location, orientation, or
weight of the proposed structure;
• the composition of the design team; or
• project ownership.
As a general rule, always inform your geotechnical engineer of project
changes – even minor ones – and request an assessment of their
impact. The geotechnical engineer who prepared this report cannot accept responsibility or liability for problems that arise because the geotechnical engineer was not informed about developments the engineer otherwise would have considered.
This Report May Not Be ReliableDo not rely on this report if your geotechnical engineer prepared it:
• for a different client;
• for a different project;
• for a different site (that may or may not include all or a
portion of the original site); or
• before important events occurred at the site or adjacent
to it; e.g., man-made events like construction or
environmental remediation, or natural events like floods,
droughts, earthquakes, or groundwater fluctuations.
Note, too, that it could be unwise to rely on a geotechnical-engineering
report whose reliability may have been affected by the passage of time,
because of factors like changed subsurface conditions; new or modified
codes, standards, or regulations; or new techniques or tools. If your geotechnical engineer has not indicated an “apply-by” date on the report, ask what it should be, and, in general, if you are the least bit uncertain
about the continued reliability of this report, contact your geotechnical
engineer before applying it. A minor amount of additional testing or
analysis – if any is required at all – could prevent major problems.
Most of the “Findings” Related in This Report Are Professional Opinions
Before construction begins, geotechnical engineers explore a site’s
subsurface through various sampling and testing procedures. Geotechnical engineers can observe actual subsurface conditions only at those specific locations where sampling and testing were performed. The
data derived from that sampling and testing were reviewed by your
geotechnical engineer, who then applied professional judgment to
form opinions about subsurface conditions throughout the site. Actual
sitewide-subsurface conditions may differ – maybe significantly – from
those indicated in this report. Confront that risk by retaining your
geotechnical engineer to serve on the design team from project start to
project finish, so the individual can provide informed guidance quickly,
whenever needed.
This Report’s Recommendations Are Confirmation-DependentThe recommendations included in this report – including any options or alternatives – are confirmation-dependent. In other words, they are not final, because the geotechnical engineer who developed them relied heavily on judgment and opinion to do so. Your geotechnical engineer can finalize the recommendations only after observing actual subsurface conditions revealed during construction. If through observation your geotechnical engineer confirms that the conditions assumed to exist actually do exist, the recommendations can be relied upon, assuming no other changes have occurred. The geotechnical engineer who prepared this report cannot assume responsibility or liability for confirmation-dependent recommendations if you fail to retain that engineer to perform construction observation.
This Report Could Be MisinterpretedOther design professionals’ misinterpretation of geotechnical-engineering reports has resulted in costly problems. Confront that risk by having your geotechnical engineer serve as a full-time member of the design team, to: • confer with other design-team members, • help develop specifications, • review pertinent elements of other design professionals’ plans and specifications, and • be on hand quickly whenever geotechnical-engineering guidance is needed. You should also confront the risk of constructors misinterpreting this report. Do so by retaining your geotechnical engineer to participate in prebid and preconstruction conferences and to perform construction observation.
Give Constructors a Complete Report and GuidanceSome owners and design professionals mistakenly believe they can shift unanticipated-subsurface-conditions liability to constructors by limiting the information they provide for bid preparation. To help prevent the costly, contentious problems this practice has caused, include the complete geotechnical-engineering report, along with any attachments or appendices, with your contract documents, but be certain to note conspicuously that you’ve included the material for informational purposes only. To avoid misunderstanding, you may also want to note that “informational purposes” means constructors have no right to rely on the interpretations, opinions, conclusions, or recommendations in the report, but they may rely on the factual data relative to the specific times, locations, and depths/elevations referenced. Be certain that constructors know they may learn about specific project requirements, including options selected from the report, only from the design drawings and specifications. Remind constructors that they may
perform their own studies if they want to, and be sure to allow enough time to permit them to do so. Only then might you be in a position
to give constructors the information available to you, while requiring
them to at least share some of the financial responsibilities stemming
from unanticipated conditions. Conducting prebid and preconstruction
conferences can also be valuable in this respect.
Read Responsibility Provisions Closely
Some client representatives, design professionals, and constructors do
not realize that geotechnical engineering is far less exact than other
engineering disciplines. That lack of understanding has nurtured
unrealistic expectations that have resulted in disappointments, delays,
cost overruns, claims, and disputes. To confront that risk, geotechnical
engineers commonly include explanatory provisions in their reports.
Sometimes labeled “limitations,” many of these provisions indicate
where geotechnical engineers’ responsibilities begin and end, to help
others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should
respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The personnel, equipment, and techniques used to perform an
environmental study – e.g., a “phase-one” or “phase-two” environmental
site assessment – differ significantly from those used to perform
a geotechnical-engineering study. For that reason, a geotechnical-
engineering report does not usually relate any environmental findings,
conclusions, or recommendations; e.g., about the likelihood of
encountering underground storage tanks or regulated contaminants. Unanticipated subsurface environmental problems have led to project failures. If you have not yet obtained your own environmental
information, ask your geotechnical consultant for risk-management
guidance. As a general rule, do not rely on an environmental report prepared for a different client, site, or project, or that is more than six months old.
Obtain Professional Assistance to Deal with Moisture Infiltration and Mold
While your geotechnical engineer may have addressed groundwater,
water infiltration, or similar issues in this report, none of the engineer’s
services were designed, conducted, or intended to prevent uncontrolled
migration of moisture – including water vapor – from the soil through
building slabs and walls and into the building interior, where it can
cause mold growth and material-performance deficiencies. Accordingly, proper implementation of the geotechnical engineer’s recommendations will not of itself be sufficient to prevent moisture infiltration. Confront
the risk of moisture infiltration by including building-envelope or mold
specialists on the design team. Geotechnical engineers are not building-envelope or mold specialists.
Copyright 2016 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly
prohibited, except with GBA’s specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any kind. Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent
Telephone: 301/565-2733
e-mail: info@geoprofessional.org www.geoprofessional.org
NOAA Atlas 14, Volume 2, Version 3
Location name: Wilmington, North Carolina, USA*
Latitude: 34.1511°, Longitude: -77.9024°
Elevation: 17 ft**
* source: ESRI Maps** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.530
(0.494‑0.572)
0.630
(0.587‑0.680)
0.737
(0.685‑0.793)
0.819
(0.759‑0.883)
0.925
(0.853‑0.994)
1.00
(0.922‑1.08)
1.09
(0.991‑1.17)
1.17
(1.06‑1.26)
1.27
(1.14‑1.38)
1.36
(1.21‑1.47)
10-min 0.846
(0.789‑0.914)
1.01
(0.938‑1.09)
1.18
(1.10‑1.27)
1.31
(1.21‑1.41)
1.47
(1.36‑1.58)
1.60
(1.47‑1.72)
1.73
(1.58‑1.86)
1.85
(1.68‑1.99)
2.02
(1.81‑2.18)
2.14
(1.91‑2.32)
15-min 1.06
(0.986‑1.14)
1.27
(1.18‑1.37)
1.49
(1.39‑1.61)
1.66
(1.54‑1.79)
1.87
(1.72‑2.01)
2.02
(1.86‑2.18)
2.18
(1.99‑2.35)
2.34
(2.12‑2.52)
2.54
(2.28‑2.74)
2.69
(2.40‑2.91)
30-min 1.45
(1.35‑1.57)
1.75
(1.63‑1.89)
2.12
(1.97‑2.28)
2.40
(2.23‑2.59)
2.77
(2.55‑2.97)
3.05
(2.80‑3.28)
3.34
(3.05‑3.60)
3.64
(3.30‑3.92)
4.04
(3.62‑4.36)
4.36
(3.88‑4.72)
60-min 1.81
(1.68‑1.95)
2.20
(2.04‑2.37)
2.72
(2.53‑2.93)
3.13
(2.90‑3.37)
3.68
(3.40‑3.96)
4.13
(3.80‑4.45)
4.60
(4.20‑4.95)
5.10
(4.62‑5.49)
5.79
(5.20‑6.26)
6.36
(5.66‑6.89)
2-hr 2.14
(1.97‑2.34)
2.61
(2.40‑2.86)
3.32
(3.06‑3.63)
3.91
(3.59‑4.27)
4.76
(4.34‑5.19)
5.48
(4.97‑5.97)
6.26
(5.65‑6.82)
7.11
(6.37‑7.74)
8.38
(7.42‑9.13)
9.46
(8.31‑10.4)
3-hr 2.28
(2.10‑2.51)
2.78
(2.56‑3.06)
3.56
(3.26‑3.90)
4.22
(3.86‑4.62)
5.20
(4.72‑5.69)
6.05
(5.47‑6.62)
7.00
(6.27‑7.65)
8.05
(7.15‑8.78)
9.64
(8.46‑10.5)
11.0
(9.57‑12.1)
6-hr 2.85
(2.62‑3.14)
3.48
(3.20‑3.84)
4.45
(4.08‑4.91)
5.29
(4.83‑5.82)
6.55
(5.93‑7.18)
7.64
(6.88‑8.38)
8.87
(7.93‑9.71)
10.2
(9.05‑11.2)
12.3
(10.7‑13.5)
14.2
(12.2‑15.6)
12-hr 3.34
(3.04‑3.72)
4.08
(3.71‑4.53)
5.26
(4.77‑5.83)
6.28
(5.68‑6.95)
7.82
(7.01‑8.64)
9.19
(8.18‑10.1)
10.7
(9.47‑11.8)
12.5
(10.9‑13.7)
15.1
(13.0‑16.7)
17.5
(14.9‑19.3)
24-hr 3.94
(3.59‑4.38)
4.78
(4.36‑5.32)
6.18
(5.63‑6.88)
7.42
(6.73‑8.25)
9.33
(8.37‑10.4)
11.0
(9.80‑12.2)
13.0
(11.4‑14.4)
15.2
(13.1‑16.9)
18.6
(15.8‑20.8)
21.7
(18.0‑24.4)
2-day 4.62
(4.23‑5.10)
5.59
(5.12‑6.18)
7.17
(6.55‑7.94)
8.55
(7.78‑9.46)
10.7
(9.59‑11.8)
12.5
(11.2‑13.9)
14.6
(12.9‑16.3)
17.0
(14.8‑19.0)
20.6
(17.6‑23.2)
23.9
(19.9‑27.0)
3-day 4.90
(4.49‑5.40)
5.91
(5.42‑6.53)
7.54
(6.89‑8.32)
8.94
(8.14‑9.87)
11.1
(9.97‑12.2)
12.9
(11.5‑14.3)
15.0
(13.2‑16.6)
17.3
(15.1‑19.3)
20.9
(17.8‑23.4)
24.0
(20.2‑27.1)
4-day 5.17
(4.75‑5.69)
6.24
(5.73‑6.87)
7.90
(7.23‑8.71)
9.33
(8.50‑10.3)
11.5
(10.4‑12.6)
13.3
(11.9‑14.7)
15.3
(13.6‑17.0)
17.6
(15.4‑19.6)
21.1
(18.1‑23.6)
24.1
(20.4‑27.3)
7-day 5.91
(5.47‑6.44)
7.13
(6.60‑7.76)
8.96
(8.27‑9.77)
10.5
(9.66‑11.4)
12.7
(11.6‑13.9)
14.6
(13.3‑16.0)
16.7
(15.0‑18.3)
19.0
(16.8‑20.8)
22.3
(19.5‑24.7)
25.1
(21.6‑28.0)
10-day 6.66
(6.19‑7.22)
7.98
(7.40‑8.66)
9.89
(9.14‑10.7)
11.5
(10.6‑12.5)
13.8
(12.7‑15.0)
15.8
(14.4‑17.1)
17.9
(16.1‑19.5)
20.2
(18.0‑22.0)
23.5
(20.7‑25.9)
26.3
(22.8‑29.2)
20-day 8.92
(8.32‑9.59)
10.6
(9.92‑11.4)
12.9
(12.1‑13.9)
14.9
(13.8‑16.0)
17.6
(16.3‑18.9)
19.9
(18.2‑21.4)
22.3
(20.3‑24.1)
24.8
(22.4‑27.0)
28.4
(25.3‑31.1)
31.4
(27.6‑34.6)
30-day 11.0
(10.3‑11.7)
13.0
(12.3‑13.9)
15.7
(14.7‑16.7)
17.8
(16.7‑19.0)
20.7
(19.3‑22.1)
23.1
(21.4‑24.7)
25.5
(23.6‑27.4)
28.0
(25.7‑30.2)
31.5
(28.5‑34.2)
34.3
(30.8‑37.5)
45-day 13.6
(12.9‑14.5)
16.1
(15.2‑17.2)
19.1
(18.0‑20.4)
21.6
(20.2‑22.9)
24.9
(23.3‑26.5)
27.6
(25.7‑29.4)
30.3
(28.1‑32.4)
33.1
(30.5‑35.6)
37.0
(33.6‑39.9)
40.0
(36.1‑43.5)
60-day 16.4
(15.5‑17.4)
19.3
(18.3‑20.5)
22.6
(21.4‑24.0)
25.2
(23.8‑26.8)
28.8
(27.0‑30.5)
31.5
(29.5‑33.5)
34.2
(31.9‑36.5)
37.0
(34.3‑39.5)
40.6
(37.3‑43.7)
43.4
(39.6‑46.9)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency
estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates
at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
5/9/24, 2:50 PM Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.1511&lon=-77.9024&data=depth&units=english&series=pds 1/4
NOAA Atlas 14, Volume 2, Version 3
Location name: Wilmington, North Carolina, USA*
Latitude: 34.1511°, Longitude: -77.9024°
Elevation: 17 ft**
* source: ESRI Maps** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 6.36
(5.93‑6.86)
7.56
(7.04‑8.16)
8.84
(8.22‑9.52)
9.83
(9.11‑10.6)
11.1
(10.2‑11.9)
12.0
(11.1‑13.0)
13.0
(11.9‑14.0)
14.0
(12.7‑15.1)
15.3
(13.7‑16.5)
16.3
(14.5‑17.7)
10-min 5.08
(4.73‑5.48)
6.05
(5.63‑6.52)
7.08
(6.58‑7.63)
7.86
(7.28‑8.47)
8.84
(8.15‑9.50)
9.59
(8.81‑10.3)
10.4
(9.45‑11.1)
11.1
(10.1‑12.0)
12.1
(10.9‑13.1)
12.9
(11.4‑13.9)
15-min 4.23
(3.94‑4.57)
5.07
(4.72‑5.47)
5.97
(5.55‑6.43)
6.63
(6.14‑7.14)
7.47
(6.89‑8.03)
8.10
(7.44‑8.72)
8.72
(7.96‑9.39)
9.34
(8.46‑10.1)
10.1
(9.10‑11.0)
10.8
(9.58‑11.7)
30-min 2.90
(2.70‑3.13)
3.50
(3.26‑3.78)
4.24
(3.94‑4.57)
4.80
(4.45‑5.18)
5.53
(5.10‑5.95)
6.10
(5.60‑6.56)
6.68
(6.10‑7.19)
7.27
(6.59‑7.83)
8.07
(7.24‑8.72)
8.72
(7.76‑9.44)
60-min 1.81
(1.68‑1.95)
2.20
(2.04‑2.37)
2.72
(2.53‑2.93)
3.13
(2.90‑3.37)
3.68
(3.40‑3.96)
4.13
(3.80‑4.45)
4.60
(4.20‑4.95)
5.10
(4.62‑5.49)
5.79
(5.20‑6.26)
6.36
(5.66‑6.89)
2-hr 1.07
(0.985‑1.17)
1.31
(1.20‑1.43)
1.66
(1.53‑1.81)
1.96
(1.79‑2.13)
2.38
(2.17‑2.59)
2.74
(2.48‑2.98)
3.13
(2.82‑3.41)
3.56
(3.19‑3.87)
4.19
(3.71‑4.57)
4.73
(4.16‑5.18)
3-hr 0.760
(0.699‑0.835)
0.926
(0.852‑1.02)
1.18
(1.09‑1.30)
1.40
(1.28‑1.54)
1.73
(1.57‑1.89)
2.02
(1.82‑2.20)
2.33
(2.09‑2.55)
2.68
(2.38‑2.92)
3.21
(2.82‑3.50)
3.67
(3.18‑4.02)
6-hr 0.476
(0.437‑0.525)
0.580
(0.534‑0.641)
0.743
(0.681‑0.819)
0.884
(0.806‑0.972)
1.09
(0.990‑1.20)
1.28
(1.15‑1.40)
1.48
(1.32‑1.62)
1.71
(1.51‑1.87)
2.06
(1.79‑2.26)
2.37
(2.04‑2.60)
12-hr 0.277
(0.252‑0.308)
0.338
(0.307‑0.375)
0.436
(0.396‑0.484)
0.521
(0.471‑0.577)
0.649
(0.581‑0.717)
0.762
(0.679‑0.840)
0.890
(0.786‑0.980)
1.03
(0.904‑1.14)
1.26
(1.08‑1.38)
1.45
(1.23‑1.60)
24-hr 0.164
(0.149‑0.182)
0.199
(0.181‑0.221)
0.257
(0.234‑0.286)
0.309
(0.280‑0.343)
0.388
(0.348‑0.431)
0.459
(0.408‑0.509)
0.539
(0.474‑0.599)
0.632
(0.547‑0.703)
0.775
(0.656‑0.868)
0.902
(0.750‑1.02)
2-day 0.096
(0.088‑0.106)
0.116
(0.106‑0.128)
0.149
(0.136‑0.165)
0.178
(0.162‑0.197)
0.221
(0.199‑0.245)
0.260
(0.232‑0.289)
0.304
(0.268‑0.338)
0.353
(0.307‑0.395)
0.429
(0.365‑0.483)
0.496
(0.415‑0.562)
3-day 0.068
(0.062‑0.074)
0.082
(0.075‑0.090)
0.104
(0.095‑0.115)
0.124
(0.113‑0.137)
0.153
(0.138‑0.169)
0.179
(0.160‑0.198)
0.207
(0.183‑0.230)
0.240
(0.209‑0.267)
0.289
(0.247‑0.325)
0.333
(0.280‑0.376)
4-day 0.053
(0.049‑0.059)
0.064
(0.059‑0.071)
0.082
(0.075‑0.090)
0.097
(0.088‑0.107)
0.119
(0.107‑0.131)
0.138
(0.124‑0.152)
0.159
(0.141‑0.176)
0.183
(0.160‑0.203)
0.219
(0.188‑0.246)
0.251
(0.212‑0.284)
7-day 0.035
(0.032‑0.038)
0.042
(0.039‑0.046)
0.053
(0.049‑0.058)
0.062
(0.057‑0.068)
0.075
(0.069‑0.082)
0.087
(0.079‑0.095)
0.099
(0.089‑0.108)
0.112
(0.100‑0.123)
0.132
(0.115‑0.146)
0.149
(0.128‑0.166)
10-day 0.027
(0.025‑0.030)
0.033
(0.030‑0.036)
0.041
(0.038‑0.044)
0.047
(0.044‑0.051)
0.057
(0.052‑0.062)
0.065
(0.059‑0.071)
0.074
(0.067‑0.081)
0.084
(0.075‑0.091)
0.097
(0.086‑0.107)
0.109
(0.095‑0.121)
20-day 0.018
(0.017‑0.019)
0.022
(0.020‑0.023)
0.026
(0.025‑0.029)
0.030
(0.028‑0.033)
0.036
(0.033‑0.039)
0.041
(0.038‑0.044)
0.046
(0.042‑0.050)
0.051
(0.046‑0.056)
0.059
(0.052‑0.064)
0.065
(0.057‑0.072)
30-day 0.015
(0.014‑0.016)
0.018
(0.017‑0.019)
0.021
(0.020‑0.023)
0.024
(0.023‑0.026)
0.028
(0.026‑0.030)
0.032
(0.029‑0.034)
0.035
(0.032‑0.038)
0.038
(0.035‑0.041)
0.043
(0.039‑0.047)
0.047
(0.042‑0.052)
45-day 0.012
(0.011‑0.013)
0.014
(0.014‑0.015)
0.017
(0.016‑0.018)
0.019
(0.018‑0.021)
0.023
(0.021‑0.024)
0.025
(0.023‑0.027)
0.028
(0.025‑0.030)
0.030
(0.028‑0.032)
0.034
(0.031‑0.036)
0.037
(0.033‑0.040)
60-day 0.011
(0.010‑0.012)
0.013
(0.012‑0.014)
0.015
(0.014‑0.016)
0.017
(0.016‑0.018)
0.019
(0.018‑0.021)
0.021
(0.020‑0.023)
0.023
(0.022‑0.025)
0.025
(0.023‑0.027)
0.028
(0.025‑0.030)
0.030
(0.027‑0.032)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
5/9/24, 2:49 PM Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.1511&lon=-77.9024&data=intensity&units=english&series=pds 1/4
Sheetz
U.S. Fish and Wildlife Service, National Standards and Support Team,wetlands_team@fws.gov
Wetlands
Estuarine and Marine Deepwater
Estuarine and Marine Wetland
Freshwater Emergent Wetland
Freshwater Forested/Shrub Wetland
Freshwater Pond
Lake
Other
Riverine
May 15, 2024
0 0.1 0.20.05 mi
0 0.15 0.30.075 km
1:5,967
This page was produced by the NWI mapperNational Wetlands Inventory (NWI)
This map is for general reference only. The US Fish and Wildlife Service is not responsible for the accuracy or currentness of the base data shown on this map. All wetlands related data should be used in accordance with the layer metadata found on the Wetlands Mapper web site.
SITE
National Flood Hazard Layer FIRMette
0 500 1,000 1,500 2,000250
Feet
Ü
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOODHAZARD AREAS
Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or DepthZone AE, AO, AH, VE, AR
Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mileZone X
Future Conditions 1% Annual
Chance Flood HazardZone X
Area with Reduced Flood Risk due to
Levee. See Notes.Zone X
Area with Flood Risk due to LeveeZone D
NO SCREENArea of Minimal Flood Hazard Zone X
Area of Undetermined Flood HazardZone D
Channel, Culvert, or Storm Sewer
Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
Coastal Transect
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of Study
Jurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.The basemap shown complies with FEMA's basemapaccuracy standards
The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 5/13/2024 at 10:45 AM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time.
This map image is void if the one or more of the following map
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OTHER AREAS OF
FLOOD HAZARD
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GENERAL
STRUCTURES
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MAP PANELS
8
B 20.2
The pin displayed on the map is an approximatepoint selected by the user and does not representan authoritative property location.
1:6,000
77°54'31"W 34°9'19"N
77°53'54"W 34°8'49"N
Basemap Imagery Source: USGS National Map 2023
SITE
17
Custom Soil Resource Report
Map—Hydrologic Soil Group
37
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232200 232240 232280 232320 232360 232400
232200 232240 232280 232320 232360 232400
34° 9' 10'' N
77
°
5
4
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1
7
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'
W
34° 9' 10'' N
77
°
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4
'
7
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34° 8' 59'' N
77
°
5
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'
1
7
'
'
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34° 8' 59'' N
77
°
5
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'
7
'
'
W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84
0 50 100 200 300
Feet
0 20 40 80 120
Meters
Map Scale: 1:1,590 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
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contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
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Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
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Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: New Hanover County, North Carolina
Survey Area Data: Version 25, Sep 13, 2023
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 8, 2022—Dec 1,
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The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
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Custom Soil Resource Report
18
Table—Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
Le Leon sand A/D 3.0 51.0%
Ly Lynn Haven fine sand A/D 1.9 33.0%
St Stallings fine sand A/D 0.9 15.9%
Totals for Area of Interest 5.9 100.0%
Rating Options—Hydrologic Soil Group
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Custom Soil Resource Report
19
PROJECT SITE
(1974 AERIAL)
T
TP
TP
MKF
TTP
SPIGOT
Sign "No Soliciting"
Pet Waste Can
Sign "Speed Limit 25"
7
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4' Wire FenceBusiness Sign
Sign "Speed Limit 45"
4
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MB
MB
MB
Grass Median
Grass Median
C
TVP
61873
61627
61624
60360
Gravel
Dirt
Di
r
t
R
o
a
d
LLR Investments of Wilmington Inc.
PARID: R07100-003-022-000
MAPID: 313405.18.5180.000
DB 5819 PG 398
Susan Ann Wilson,
Trustee of the Susan Ann Wilson
Revocable Trust
PARID: R07117-005-004-000
MAPID: 313405.27.0958.000
DB 6097 PG 548
Frances D. Reith
PARID: R07117-005-001-000
MAPID: 313405.27.1901.000
DB 2985 PG 500
Richard D. Welch
& Chester F. Welch Jr
PARID: R07117-005-003-000
MAPID: 313405.28.0035.000
DB 6453 PG 2820
John Huntley Munn
PARID: R07113-003-001-000
MAPID: 313405.28.0112.000
DB 6440 PG 1151
Keith E. Noxon
& wife, Kelly Ann Kennedy
PARID: R07113-003-002-000
MAPID: 313405.18.9189.000
DB 2513 PG 248
Marsha Hill
& husband, Keith Hill
PARID: R07113-003-003-000
MAPID: 313405.18.9267.000
DB 6150 PG 2400
Keith Alan McCormick
& wife, Debra A. McCormick
PARID: R07113-005-010-000
MAPID: 313405.18.8376.000
DB 2878 PG 227
Robert Hart
& wife, Susan Hart
PARID: R07113-005-011-000
MAPID: 313405.18.7388.000
DB 5991 PG 7561 Story Block GarageMetal
Carpo
r
t
Wood F
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a
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e
Buildin
g
AC
1 Story Brick House
AC
EM
T
TP
TTP
6' Metal Fence
OH
U
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H
U
O
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U
OHU
OHU
VU
WVW
V
8''
W
8''
W
8''
W
8''
W
8''
W
N38°57'42"W
10.34' (Tie)
S50°24'58"W
49.18' (Tie)
EM
MKG
WM
Road Name Sign
X
X
X
X
X
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X
X
X
X
X
X
X
X
X
X
X
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X
G
G
OH
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OH
P
OH
P
OH
P
OH
P
OHPOHPOHP
X
X
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X
X
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U
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U
GGGGGGGGGGGGGGGG
X
OH
P
OH
P
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P
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X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
Gr
a
v
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l
Grav
e
l
Gr
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Gate
CONCRETE
S
5
0
°
3
0
'
4
7
"
W
3
2
2
.
6
6
'
S87
°
2
1
'
0
9
"
E
2
3
9
.
4
7
'
FES - Inv. = 18.67'FES - Inv. = 18.70'
FES - Inv. = 18.99'
FES - Inv. = 18.63'
62483 - Inv. = 16.44'Inv. = 9.31'
62612 - Inv. = 10.35'
60263 - Inv. = 12.33'
FES - Inv. = 18.96'
FES - Inv. = 1873'
Exist
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Brick Sign "The Lakes"
w/ Post Lights
S
5
0
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0
'
4
7
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W
5
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1
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1
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(
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N39°45'40"W
N
2
5
°
3
9
'
1
0
"
E
1
6
6
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2
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'
(
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18
18
19
19
18
18
1
9
2
0
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26
2
1
2
0
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1
21
20
19
18
20
18
17
1
6
15
1
4
15
17 17 18
19
20
20
1
9
1
8
1
7
19
18
2
0
1918
19
20
21
20 19
21
20
21
20
1
7
17
18
19
18 17 16
15
14
13
15
16
17
18
19
20
18
19
20
21
22
21
20
19
20
16
1
8
19
18
20
2
0
19
18" RCP
18" RCP
Possible Junction
Possible Junction
62544 - Inv. = 18.10'
62544 - Inv. = 17.66'
60394-Storm Inlet
Rim Elev. = 19.83'
Inv. (NW) = 11.19'
Inv. (SE) = 11.02'
Inv. (SW) = 10.96'
61055-Drainage Manhole
Rim Elev. = 19.54'
Inv. (SE) = 15.81'
Inv. (NE) = 10.35'
Inv. (NW) = 10.39'
60359-Drainage Manhole
Rim Elev. = 20.25'
Inv. (B.O.B) = 11.38'
1
3
18
"
R
C
P
18
"
R
C
P
18" RCP
18
"
R
C
P
18" RCP 15" RCP
1
8
"
R
C
P
18" RCP
18" RCP
18" RCP18" RCP18" RCP
7
2
"
R
C
P
7
2
"
R
C
P
48" RCP
48
"
R
C
P
48
"
R
C
P
48" RCP
4
8
"
R
C
P
36" RCP
18" RCP
18" RCP
Asphalt
19
19
20
21
21
20
23
19
17
18
17
1
8
1819
17171717
16
18
1
6
16
16
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0
19
19
20
20
20
20
20
2
0
2
1
2
0
19
19
21 19 15
12
1919
19
W
W
W
WWWWWWWWWWWW
8''
W
8''
W
8''
W
WN39°34'02"W 521.97'
CAROLINA BEACH ROAD
VARIABLE WIDTH PUBLIC R/W
DB 20 PG 91, PB 16 PG 1,
PB 25 PG 190 & PB 42 PG 346
US-421
Rim = 19.41'
Inv. In (62483) = 15.68'
Inv. In (61627) = 15.63'
Inv. Out = 15.53'
62210 Rim = 18.56'
Inv. In = 14.79'
Inv. Out = 14.66'
Rim = 18.28'
Inv. In = 13.71'
Inv. Out = 13.57'
61881
Rim = 19.25'
Inv. In = 13.40'
Inv. Out = 13.34'
N1
2
°
4
3
'
3
0
"
W
1
3
2
.
4
3
'
N1°57'16"W
1
5
6
.
7
2
'
S83°37'31"E
1
8
5
.
1
0
'
S23°
0
8
'
0
4
"
E
4
9
0
.
8
6
'
ANALYSIS POINT B
EXISTING STORM DRAIN
HYDROLOGIC SOIL GROUP:
D
ANALYSIS POINT A
EXISTING STORM DRAIN
DA 1.1
TO ANALYSIS POINT A
DA 1.2
TO ANALYSIS POINT B
TC PATH SEGMENT:
SHEET FLOW 50 LF @ 1%
TC PATH SEGMENT:
SHALLOW CONCENTRATED
FLOW 55 LF @ 5.1%
TC PATH SEGMENT:
CHANNEL FLOW 624 LF @ 0.6%
TC PATH SEGMENT:
CHANNEL FLOW 42 LF @ 2.6%
TC PATH SEGMENT:
CHANNEL FLOW 503 LF @ 0.1%
JOB NO.
SHEET NO.
SCALE
DESIGNED BY
CHECKED BY
DA
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DRAWN BY
DATE
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ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NEW HANOVER
COUNTY, NCDEQ, AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS
10/28/2024
EX
PR
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-
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332
P. BARBEAU
P. BARBEAU
10/28/2024
SH
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64250.002
N
A
D
8
3
0
SCALE 1"=30'
60'30'
ONSITE IMPERVIOUS AREA
(PRE-1988)
DRAINAGE AREA BOUNDARY
LEGEND
TIME OF CONCENTRATION
(TC) PATH
ONSITE IMPERVIOUS AREA
(POST-1988)
T
TP
TP
MKF
TTP
SPIGOT
Sign "No Soliciting"
Pet Waste Can
Sign "Speed Limit 25"
7
'
W
i
r
e
F
e
n
c
e
5'
W
i
r
e
F
e
n
c
e
5' Wir
e
F
e
n
c
e
Sign "Speed Limit 45"
6' W
i
r
e
F
e
n
c
e
4'
W
i
r
e
F
e
n
c
e
VU
MB
MB
Grass Median
Grass Median
61873
61627
61624
60360
Gravel
Dirt
LLR Investments of Wilmington Inc.
PARID: R07100-003-022-000
MAPID: 313405.18.5180.000
DB 5819 PG 398
Susan Ann Wilson,
Trustee of the Susan Ann Wilson
Revocable Trust
PARID: R07117-005-004-000
MAPID: 313405.27.0958.000
DB 6097 PG 548
Frances D. Reith
PARID: R07117-005-001-000
MAPID: 313405.27.1901.000
DB 2985 PG 500
Richard D. Welch
& Chester F. Welch Jr
PARID: R07117-005-003-000
MAPID: 313405.28.0035.000
DB 6453 PG 2820
John Huntley Munn
PARID: R07113-003-001-000
MAPID: 313405.28.0112.000
DB 6440 PG 1151
Keith E. Noxon
& wife, Kelly Ann Kennedy
PARID: R07113-003-002-000
MAPID: 313405.18.9189.000
DB 2513 PG 248
Marsha Hill
& husband, Keith Hill
PARID: R07113-003-003-000
MAPID: 313405.18.9267.000
DB 6150 PG 2400
Keith Alan McCormick
& wife, Debra A. McCormick
PARID: R07113-005-010-000
MAPID: 313405.18.8376.000
DB 2878 PG 227
Robert Hart
& wife, Susan Hart
PARID: R07113-005-011-000
MAPID: 313405.18.7388.000
DB 5991 PG 7561 Story Block GarageMetal
Carpo
r
t
T
TP
TTP
6' Metal Fence
TC
OH
U
O
H
U
O
H
U
OHU
OHU
VU
WVW
V
8''
W
8''
W
8''
W
8''
W
8''
W
D
N38°57'42"W
10.34' (Tie)
S50°24'58"W
49.18' (Tie)
EM
MKG
WM
Road Name Sign
D
D
D
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
UGP
UG
P
UG
P
UG
P
G
G
OH
P
OH
P
OH
P
OH
P
OH
P
OHPOHPOHP
X
X
X
X
X
X
X
X
X
X
X
X
XUG
P
UG
P
UG
P
UG
P
UG
P
UG
P
UG
P
UG
P
OH
U
OH
U
GGGGGGGGGGGGGGGG
X
OH
P
OH
P
OH
P
UGP
UGP
UGP
UG
P
UG
P
UG
P
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
S
5
0
°
3
0
'
4
7
"
W
3
2
2
.
6
6
'
S87
°
2
1
'
0
9
"
E
2
3
9
.
4
7
'
FES - Inv. = 18.67'FES - Inv. = 18.70'
FES - Inv. = 18.99'
FES - Inv. = 18.63'
62483 - Inv. = 16.44'Inv. = 9.31'
62612 - Inv. = 10.35'
60263 - Inv. = 12.33'
FES - Inv. = 18.96'
FES - Inv. = 1873'
Exist
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n
g
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0
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4
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4
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2
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Brick Sign "The Lakes"
w/ Post Lights
S
5
0
°
3
0
'
4
7
"
W
5
2
7
.
1
4
'
(
T
i
e
)
S83°46'57"E
1
6
4
.
6
9
'
(
T
i
e
)
S23°
1
1
'
2
5
"
E
5
1
6
.
0
3
'
(
T
i
e
)
N39°45'40"W
N
2
5
°
3
9
'
1
0
"
E
1
6
6
.
2
6
'
(
T
i
e
)
18
18
19
19
18
18
1
9
2
0
2
5
26
2
1
2
0
2
1
21
20
19
18
20
18
17
1
6
15
1
4
15
17 17 18
19
20
20
1
9
1
8
1
7
19
18
2
0
1918
19
20
21
20 19
21
20
21
20
1
7
17
18
19
18 17 16
15
14
13
15
16
17
18
19
20
18
19
20
21
22
21
20
19
20
16
1
8
19
18
20
2
0
19
18" RCP
18" RCP
Possible Junction
Possible Junction
60394-Storm Inlet
Rim Elev. = 19.83'
Inv. (NW) = 11.19'
Inv. (SE) = 11.02'
Inv. (SW) = 10.96'
61055-Drainage Manhole
Rim Elev. = 19.54'
Inv. (SE) = 15.81'
Inv. (NE) = 10.35'
Inv. (NW) = 10.39'
60359-Drainage Manhole
Rim Elev. = 20.25'
Inv. (B.O.B) = 11.38'
1
3
18
"
R
C
P
18
"
R
C
P
18" RCP
18
"
R
C
P
18" RCP 15" RCP
1
8
"
R
C
P
18" RCP
18" RCP
18" RCP18" RCP
7
2
"
R
C
P
7
2
"
R
C
P
48" RCP
48
"
R
C
P
48
"
R
C
P
48" RCP
4
8
"
R
C
P
36" RCP
18" RCP
18" RCP
19
19
20
21
21
20
23
19
17
18
17
1
8
1819
17171717
16
18
1
6
16
16
2
0
19
19
20
20
20
20
20
2
0
2
1
2
0
19
19
21 19 15
12
1919
19
W
W
W
WWWWWWWWWWWW
8''
W
8''
W
8''
W
WN39°34'02"W 521.97'
CAROLINA BEACH ROAD
VARIABLE WIDTH PUBLIC R/W
DB 20 PG 91, PB 16 PG 1,
PB 25 PG 190 & PB 42 PG 346
US-421
Rim = 19.41'
Inv. In (62483) = 15.68'
Inv. In (61627) = 15.63'
Inv. Out = 15.53'
Rim = 18.28'
Inv. In = 13.71'
Inv. Out = 13.57'
61881
Rim = 19.25'
Inv. In = 13.40'
Inv. Out = 13.34'
N1
2
°
4
3
'
3
0
"
W
1
3
2
.
4
3
'
N1°57'16"W
1
5
6
.
7
2
'
S83°37'31"E
1
8
5
.
1
0
'
S23°
0
8
'
0
4
"
E
4
9
0
.
8
6
'
STANDARD
UST FIELD
VA
N
DRIVE THRU FINISH
GRADE 6" BELOW F.F.
ST
O
P
10"WIDE X 6" HIGH CONCRETE
CURB OFFSET FROM BUILDING
6'-0"H X 6"DIA. BOLLARD
1'-4" OFFSET FROM BUILDING
NEW SHEETZ STORE
6139 SQ. FT.
FFE: 22.50'
FM
FM
FM
FM
FM
FM
RD RD RD
DS
RD
RD RD RD
DS
DS
DS
RD RD
RD
DS DS DS DS DS
DS
19
W W W
W
W
W
W
W
W
W
G G
G
G
G
G
ANALYSIS POINT A
EXISTING STORM DRAIN
DA 2.1
TO SCM
DA 2.3
TO ANALYSIS POINT B
DA 2.2
BYPASS TO ANALYSIS POINT A
HYDROLOGIC SOIL GROUP:
D
ANALYSIS POINT B
EXISTING STORM DRAIN
TC PATH SEGMENT:
SHEET FLOW 50 LF @ 1%
TC PATH SEGMENT:
SHALLOW CONCENTRATED
FLOW 55 LF @ 5.1%
TC PATH SEGMENT:
CHANNEL FLOW 624 LF @ 0.6%
TC PATH SEGMENT:
CHANNEL FLOW 42 LF @ 2.6%
TC PATH SEGMENT:
CHANNEL FLOW 503 LF @ 0.1%
DA 2.2
BYPASS TO ANALYSIS POINT A
DA 2.3
TO ANALYSIS POINT B
PROPOSED
PROPERTY LINE
192021
20
1919
22
20
18
17 16
15 13 11
10
15 16
17
18
20
21
21
20
17
18
20
2
1
2
1
20
21
2
1
2
0
20
21
21
19
17
20
20 19 18
19
20
20
1
8
2
1
20
20
18
20
FE300 EW200
CB107
FE109
CB105
CB106
JB301
CB102
CB101
CB103
CB104
YI302
PE121
PE120
TRENCH DRAIN 1 END
TRENCH DRAIN 2 END
JOB NO.
SHEET NO.
SCALE
DESIGNED BY
CHECKED BY
DA
T
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DRAWN BY
DATE
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4
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2
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ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NEW HANOVER
COUNTY, NCDEQ, AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS
10/28/2024
EX
PO
S
T
-
D
E
V
E
L
O
P
M
E
N
T
D
R
A
I
N
A
G
E
A
R
E
A
M
A
P
332
P. BARBEAU
P. BARBEAU
10/28/2024
SH
E
E
T
Z
-
S
H
A
D
E
T
R
E
E
L
A
N
E
WI
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C
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C
A
R
O
L
I
N
A
64250.002
N
A
D
8
3
0
SCALE 1"=30'
60'30'
ONSITE IMPERVIOUS AREA TO SCM
DRAINAGE AREA BOUNDARY
LEGEND
TIME OF CONCENTRATION
(TC) PATH
BUILT-UPON AREA TO BE REPLACED
WITHIN BYPASS AREA (1,077 SF)
BUILT-UPON AREA PRE-1988 WITHIN
PROPOSED BYPASS AREA (7,128 SF)
BUILT-UPON AREA PRE-1988 WITHIN
PROPOSED BYPASS AREA TO REMAIN
(4,453 SF)
T
TP
TP
MKF
TTP
SPIGOT
Sign "No Soliciting"
Pet Waste Can
Sign "Speed Limit 25"
7
'
W
i
r
e
F
e
n
c
e
5'
W
i
r
e
F
e
n
c
e
5' Wir
e
F
e
n
c
e
Sign "Do Not Enter"
Sign "Speed Limit 45"
6' W
i
r
e
F
e
n
c
e
4'
W
i
r
e
F
e
n
c
e
VU
MB
MB
Grass Median
Grass Median
Conc. Median
61873
61627
61624
60360
Gravel
Dirt
LLR Investments of Wilmington Inc.
PARID: R07100-003-022-000
MAPID: 313405.18.5180.000
DB 5819 PG 398
Susan Ann Wilson,
Trustee of the Susan Ann Wilson
Revocable Trust
PARID: R07117-005-004-000
MAPID: 313405.27.0958.000
DB 6097 PG 548
Frances D. Reith
PARID: R07117-005-001-000
MAPID: 313405.27.1901.000
DB 2985 PG 500
Richard D. Welch
& Chester F. Welch Jr
PARID: R07117-005-003-000
MAPID: 313405.28.0035.000
DB 6453 PG 2820
John Huntley Munn
PARID: R07113-003-001-000
MAPID: 313405.28.0112.000
DB 6440 PG 1151
Keith E. Noxon
& wife, Kelly Ann Kennedy
PARID: R07113-003-002-000
MAPID: 313405.18.9189.000
DB 2513 PG 248
Marsha Hill
& husband, Keith Hill
PARID: R07113-003-003-000
MAPID: 313405.18.9267.000
DB 6150 PG 2400
Keith Alan McCormick
& wife, Debra A. McCormick
PARID: R07113-005-010-000
MAPID: 313405.18.8376.000
DB 2878 PG 227
Robert Hart
& wife, Susan Hart
PARID: R07113-005-011-000
MAPID: 313405.18.7388.000
DB 5991 PG 7561 Story Block GarageMetal
Carpo
r
t
T
TP
TTP
OH
U
O
H
U
OHU
OHU
VU
8''
W
8''
W
8''
W
8''
W
8''
W
EM
MKG
WM
Road Name Sign
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
UGP
UG
P
UG
P
UG
P
G
G
OH
P
OH
P
OH
P
OH
P
OH
P
OHPOHPOHP
X
X
X
X
X
X
X
X
X
X
X
X
XUG
P
UG
P
UG
P
UG
P
UG
P
UG
P
UG
P
UG
P
OH
U
OH
U
GGGGGGGGGGGGGGGGG
OH
P
OH
P
OH
P
OH
P
X
UGP
UGP
UGP
UG
P
UG
P
UG
P
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
FES - Inv. = 18.67'FES - Inv. = 18.70'
FES - Inv. = 18.99'
FES - Inv. = 18.63'
62483 - Inv. = 16.44'Inv. = 9.31'
62612 - Inv. = 10.35'
60263 - Inv. = 12.33'
Storm Inlet
Rim Elev. = 21.50'
Inv. Out = 18.58'
FES - Inv. = 18.96'
FES - Inv. = 1873'
Exist
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n
g
5
0
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a
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Eas
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4
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6
PB
4
2
P
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3
4
6
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3
4
P
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1
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6
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R
2
3
6
1
Brick Sign "The Lakes"
w/ Post Lights
18
18
19
19
18
18
1
9
2
0
2
5
26
2
1
2
0
2
1
21
20
19
18
20
18
17
1
6
15
14
15
17 17 18
19
20
20
1
9
1
8
1
7
19
18
2
0
1918
19
20
21
20 19
21
20
21
20
1
7
17
18
19
18 17 16
15
14
13
15
16
17
18
19
20
18
19
20
21
22
21
20
19
20
16
1
8
19
18
20
2
0
19
18" RCP
18" RCP
Possible Junction
Possible Junction
60394-Storm Inlet
Rim Elev. = 19.83'
Inv. (NW) = 11.19'
Inv. (SE) = 11.02'
Inv. (SW) = 10.96'
61055-Drainage Manhole
Rim Elev. = 19.54'
Inv. (SE) = 15.81'
Inv. (NE) = 10.35'
Inv. (NW) = 10.39'
60359-Drainage Manhole
Rim Elev. = 20.25'
Inv. (B.O.B) = 11.38'
1
3
18
"
R
C
P
18
"
R
C
P
18" RCP
1
8
"
R
C
P
18" RCP 15" RCP
1
8
"
R
C
P
1
8
"
R
C
P
18" RCP
18" RCP
18" RCP18" RCP
7
2
"
R
C
P
7
2
"
R
C
P
48" RCP
4
8
"
R
C
P
48
"
R
C
P
48" RCP
4
8
"
R
C
P
36" RCP
18" RCP
18" RCP
19
19
20
21
21
20
23
19
17
18
17
1
8
1819
17171717
16
18
1
6
16
16
20
19
19
20
20
20
20
20
2
0
2
1
2
0
19
19
21
20 21 19 15
12
1919
19
W
W
W
WWWWWWWWWWWWW
8'
'
W
8'
'
W
8'
'
W
W
CAROLINA BEACH ROAD
VARIABLE WIDTH PUBLIC R/W
DB 20 PG 91, PB 16 PG 1,
PB 25 PG 190 & PB 42 PG 346
US-421
Rim = 19.41'
Inv. In (62483) = 15.68'
Inv. In (61627) = 15.63'
Inv. Out = 15.53'
Rim = 18.28'
Inv. In = 13.71'
Inv. Out = 13.57'
61881
Rim = 19.25'
Inv. In = 13.40'
Inv. Out = 13.34'
Rim = 21.03'
Inv. In (61624)= 16.53'
Inv. In (61532) = 16.23'
Inv. Out = 16.16'
Rim = 21.34'
Inv. Out = 17.64'
STANDARD
UST FIELD
VA
N
DRIVE THRU FINISH
GRADE 6" BELOW F.F.
ST
O
P
10"WIDE X 6" HIGH CONCRETE
CURB OFFSET FROM BUILDING
6'-0"H X 6"DIA. BOLLARD
1'-4" OFFSET FROM BUILDING
NEW SHEETZ STORE
6139 SQ. FT.
FFE: 22.50'
FM
FM
FM
FM
FM
FM
RD RD RD
DS
RD
RD RD RD
DS
DS
DS
RD RD
RD
DS DS DS DS DS
DS
19
W W W
W
W
W
W
W
W
W
G G
G
G
G
G
19 20 21
20
1919
22
20
18
17 16
15 13 11
10
15 16
17
18
20
21
21
20
17
18
CB107
FE109
CB103 CB101
CB102
CB105
CB106
JB301
YI302
CB104
CB101
DA = 0.01 AC
IMP = 0.00 AC
CB104
DA = 0.36 AC
IMP = 0.35 AC
YI302
DA = 2.37 AC
IMP = 0.10 AC
FE109
DA = 0.13 AC
IMP = 0.00 AC
CB107
DA = 0.15 AC
IMP = 0.15 AC
CB105
DA = 0.17 AC
IMP = 0.15 AC
CB106
DA = 0.35 AC
IMP = 0.34 AC
CB102
DA = 0.44 AC
IMP = 0.38 AC
TRENCH DRAIN 1 END
TRENCH DRAIN 2 END
TRENCH DRAIN #1
DA = 0.03 AC
IMP = 0.03 AC
TRENCH DRAIN #2
DA = 0.02 AC
IMP = 0.02 AC
CB103
DA = 0.09 AC
IMP = 0.09 AC
21
2
1
20
2
1 21
22
21
20
21
22
21
19
20
JB108
20
1
8
21
20
20
19
18
PDD1B
DA = 0.13 AC
PDD1A
DA = 2.24 AC
YI302
DA = 2.37 AC
IMP = 0.10 AC
PDD2 DA
= 0.41 AC PDD3 DA
= 0.41 AC
JOB NO.
SHEET NO.
SCALE
DESIGNED BY
CHECKED BY
DA
T
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DRAWN BY
DATE
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V
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ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NEW HANOVER
COUNTY, NCDEQ, AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS
10/28/2024
EX
IN
L
E
T
D
R
A
I
N
A
G
E
A
R
E
A
M
A
P
332
P. BARBEAU
P. BARBEAU
10/28/2024
SH
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N
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64250.002
N
A
D
8
3
0
SCALE 1"=30'
60'30'
INLET DRAINAGE AREA BOUNDARY
LEGEND
Sheetz – Shade Tree Lane
Wilmington, NC
Project Number: 64250.002
4 | www.timmons.com
Peak Flow Analysis
Worksheet – SCS Curve Numbers
Hydraflow Report
Project: Sheetz - Shade Tree Project No.: 64250.002
Calculated By: April Blye Date: 10/28/2024
SCS Weighted Curve Numbers - Pre-Development
*CNi Ai (Ac)CNi x Ai
98 0.31 31
91 0.27 25
77 0.53 41
80 3.24 259
4.36 356
∑ (Ci x Ai)
∑ Ai
*CNi Ai (Ac)CNi x Ai
98 0.001 0
77 0.008 1
80 0.036 3
0.04 4
∑ (Ci x Ai)
∑ Ai
Cc = = 80
TIMMONS GROUP
Category
Impervious
Lawns/Managed Open Space (D Soils)
Gravel (D Soils)
Woods (D Soils)
DA 1.1 (To Analysis Point A)
DA 1.2 (To Analysis Point B)
Cc = = 82
Category
Impervious
Woods (D Soils)
Lawns/Managed Open Space (D Soils)
Project: Sheetz - Shade Tree Project No.: 64250.002
Calculated By: April Blye Date: 10/28/2024
SCS Weighted Curve Numbers - Post-Development
*CNi Ai (Ac)CNi x Ai
98 1.84 180.0
80 0.16 12.8
2.00 193
∑ (Ci x Ai)
∑ Ai
*CNi Ai (Ac)CNi x Ai
98 0.08 8
Gravel (D Soils) 91 0.05 4
80 1.84 147
77 0.36 28
2.32 187
∑ (Ci x Ai)
∑ Ai
*CNi Ai (Ac)CNi x Ai
98 0.00 0
80 0.07 5.7
77 0.01 0.8
0.08 7
∑ (Ci x Ai)
∑ Ai
Cc = = 80
Lawns/Managed Open Space (D Soils)
Cc = = 80
Lawns/Managed Open Space (D Soils)
DA 2.3 (Bypass to Analysis Point B)
Category
Impervious
Woods (D Soils)
Woods
Impervious
TIMMONS GROUP
DA 2.1 (TO BMP)
Category
Lawns/Managed Open Space (D Soils)
Cc = = 97
DA 2.2 (Bypass to Analysis Point A)
Category
Impervious (Includes 0.09 ac future impervious)
Hydraflow Table of Contents 2024-10-24-Sheetz.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 - Year
Summary Report......................................................................................................................... 3
Hydrograph Reports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, DA1.1 (Analysis Pt A)............................................................ 4
TR-55 Tc Worksheet............................................................................................................ 5
Hydrograph No. 2, SCS Runoff, DA1.2 (Analysis Pt B)........................................................... 6
Hydrograph No. 4, Combine, Pre-Development Total.............................................................. 7
Hydrograph No. 6, SCS Runoff, DA2.1 (To SCM).................................................................... 8
Hydrograph No. 7, SCS Runoff, DA2.2 (Bypass Analysis Pt A)............................................... 9
TR-55 Tc Worksheet.......................................................................................................... 10
Hydrograph No. 8, SCS Runoff, DA2.3 (Bypass Analysis Pt B)............................................. 11
Hydrograph No. 9, Reservoir, UG DETENTION..................................................................... 12
Pond Report - UG DETENTION........................................................................................ 13
Hydrograph No. 10, Combine, Post Analysis Point A............................................................. 14
Hydrograph No. 12, Combine, Post-Development Total........................................................ 15
2 - Year
Summary Report....................................................................................................................... 16
Hydrograph Reports................................................................................................................. 17
Hydrograph No. 1, SCS Runoff, DA1.1 (Analysis Pt A).......................................................... 17
Hydrograph No. 2, SCS Runoff, DA1.2 (Analysis Pt B)......................................................... 18
Hydrograph No. 4, Combine, Pre-Development Total............................................................ 19
Hydrograph No. 6, SCS Runoff, DA2.1 (To SCM).................................................................. 20
Hydrograph No. 7, SCS Runoff, DA2.2 (Bypass Analysis Pt A)............................................. 21
Hydrograph No. 8, SCS Runoff, DA2.3 (Bypass Analysis Pt B)............................................. 22
Hydrograph No. 9, Reservoir, UG DETENTION..................................................................... 23
Hydrograph No. 10, Combine, Post Analysis Point A............................................................. 24
Hydrograph No. 12, Combine, Post-Development Total........................................................ 25
10 - Year
Summary Report....................................................................................................................... 26
Hydrograph Reports................................................................................................................. 27
Hydrograph No. 1, SCS Runoff, DA1.1 (Analysis Pt A).......................................................... 27
Hydrograph No. 2, SCS Runoff, DA1.2 (Analysis Pt B)......................................................... 28
Hydrograph No. 4, Combine, Pre-Development Total............................................................ 29
Hydrograph No. 6, SCS Runoff, DA2.1 (To SCM).................................................................. 30
Hydrograph No. 7, SCS Runoff, DA2.2 (Bypass Analysis Pt A)............................................. 31
Hydrograph No. 8, SCS Runoff, DA2.3 (Bypass Analysis Pt B)............................................. 32
Hydrograph No. 9, Reservoir, UG DETENTION..................................................................... 33
Hydrograph No. 10, Combine, Post Analysis Point A............................................................. 34
Hydrograph No. 12, Combine, Post-Development Total........................................................ 35
25 - Year
Summary Report....................................................................................................................... 36
Contents continued...2024-10-24-Sheetz.gpw
Hydrograph Reports................................................................................................................. 37
Hydrograph No. 1, SCS Runoff, DA1.1 (Analysis Pt A).......................................................... 37
Hydrograph No. 2, SCS Runoff, DA1.2 (Analysis Pt B)......................................................... 38
Hydrograph No. 4, Combine, Pre-Development Total............................................................ 39
Hydrograph No. 6, SCS Runoff, DA2.1 (To SCM).................................................................. 40
Hydrograph No. 7, SCS Runoff, DA2.2 (Bypass Analysis Pt A)............................................. 41
Hydrograph No. 8, SCS Runoff, DA2.3 (Bypass Analysis Pt B)............................................. 42
Hydrograph No. 9, Reservoir, UG DETENTION..................................................................... 43
Hydrograph No. 10, Combine, Post Analysis Point A............................................................. 44
Hydrograph No. 12, Combine, Post-Development Total........................................................ 45
100 - Year
Summary Report....................................................................................................................... 46
Hydrograph Reports................................................................................................................. 47
Hydrograph No. 1, SCS Runoff, DA1.1 (Analysis Pt A).......................................................... 47
Hydrograph No. 2, SCS Runoff, DA1.2 (Analysis Pt B)......................................................... 48
Hydrograph No. 4, Combine, Pre-Development Total............................................................ 49
Hydrograph No. 6, SCS Runoff, DA2.1 (To SCM).................................................................. 50
Hydrograph No. 7, SCS Runoff, DA2.2 (Bypass Analysis Pt A)............................................. 51
Hydrograph No. 8, SCS Runoff, DA2.3 (Bypass Analysis Pt B)............................................. 52
Hydrograph No. 9, Reservoir, UG DETENTION..................................................................... 53
Hydrograph No. 10, Combine, Post Analysis Point A............................................................. 54
Hydrograph No. 12, Combine, Post-Development Total........................................................ 55
IDF Report.................................................................................................................. 56
1 2
4
6 7 8
9
10
12
1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Project: 2024-10-24-Sheetz.gpw Monday, 10 / 28 / 2024
Hyd.Origin Description
Legend
1 SCS Runoff DA1.1 (Analysis Pt A)
2 SCS Runoff DA1.2 (Analysis Pt B)
4 Combine Pre-Development Total
6 SCS Runoff DA2.1 (To SCM)
7 SCS Runoff DA2.2 (Bypass Analysis Pt A)
8 SCS Runoff DA2.3 (Bypass Analysis Pt B)
9 Reservoir UG DETENTION
10 Combine Post Analysis Point A
12 Combine Post-Development Total
Hydrograph Return Period Recap
2
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 ------ 7.710 10.31 ------- ------- 18.76 24.89 ------- 36.59 DA1.1 (Analysis Pt A)
2 SCS Runoff ------ 0.091 0.123 ------- ------- 0.228 0.305 ------- 0.451 DA1.2 (Analysis Pt B)
4 Combine 1, 2, 7.751 10.37 ------- ------- 18.86 25.03 ------- 36.80 Pre-Development Total
6 SCS Runoff ------ 7.329 8.943 ------- ------- 13.99 17.63 ------- 24.61 DA2.1 (To SCM)
7 SCS Runoff ------ 3.793 5.150 ------- ------- 9.604 12.87 ------- 19.12 DA2.2 (Bypass Analysis Pt A)
8 SCS Runoff ------ 0.181 0.246 ------- ------- 0.456 0.609 ------- 0.902 DA2.3 (Bypass Analysis Pt B)
9 Reservoir 6 1.815 3.320 ------- ------- 8.750 12.18 ------- 20.33 UG DETENTION
10 Combine 7, 9 5.258 8.440 ------- ------- 18.02 24.33 ------- 37.26 Post Analysis Point A
12 Combine 7, 8, 9, 5.336 8.550 ------- ------- 18.27 24.66 ------- 37.89 Post-Development Total
Proj. file: 2024-10-24-Sheetz.gpw Monday, 10 / 28 / 2024
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hydrograph Summary Report
3
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 7.710 2 734 34,056 ------ ------ ------ DA1.1 (Analysis Pt A)
2 SCS Runoff 0.091 2 724 271 ------ ------ ------ DA1.2 (Analysis Pt B)
4 Combine 7.751 2 734 34,327 1, 2, ------ ------ Pre-Development Total
6 SCS Runoff 7.329 2 724 24,446 ------ ------ ------ DA2.1 (To SCM)
7 SCS Runoff 3.793 2 734 16,777 ------ ------ ------ DA2.2 (Bypass Analysis Pt A)
8 SCS Runoff 0.181 2 724 542 ------ ------ ------ DA2.3 (Bypass Analysis Pt B)
9 Reservoir 1.815 2 744 24,442 6 15.93 12,392 UG DETENTION
10 Combine 5.258 2 736 41,220 7, 9 ------ ------ Post Analysis Point A
12 Combine 5.336 2 736 41,762 7, 8, 9, ------ ------ Post-Development Total
2024-10-24-Sheetz.gpw Return Period: 1 Year Monday, 10 / 28 / 2024
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 1
DA1.1 (Analysis Pt A)
Hydrograph type = SCS Runoff Peak discharge = 7.710 cfs
Storm frequency = 1 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 34,056 cuft
Drainage area = 4.360 ac Curve number = 82
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 3.94 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
4
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (min)
DA1.1 (Analysis Pt A)
Hyd. No. 1 -- 1 Year
Hyd No. 1
TR55 Tc Worksheet
5
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 1
DA1.1 (Analysis Pt A)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 4.78 0.00 0.00
Land slope (%) = 1.00 0.00 0.00
Travel Time (min) = 6.08 + 0.00 + 0.00 = 6.08
Shallow Concentrated Flow
Flow length (ft) = 55.00 0.00 0.00
Watercourse slope (%) = 5.10 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =3.64 0.00 0.00
Travel Time (min) = 0.25 + 0.00 + 0.00 = 0.25
Channel Flow
X sectional flow area (sqft) = 21.00 7.00 12.56
Wetted perimeter (ft) = 15.23 9.40 12.56
Channel slope (%) = 0.60 2.60 0.10
Manning's n-value = 0.150 0.013 0.013
Velocity (ft/s) =0.95
15.17
3.62
Flow length (ft) ({0})624.0 42.0 503.0
Travel Time (min) = 10.90 + 0.05 + 2.31 = 13.26
Total Travel Time, Tc .............................................................................. 19.60 min
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 2
DA1.2 (Analysis Pt B)
Hydrograph type = SCS Runoff Peak discharge = 0.091 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 271 cuft
Drainage area = 0.040 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.94 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
6
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.01 0.01
0.02 0.02
0.03 0.03
0.04 0.04
0.05 0.05
0.06 0.06
0.07 0.07
0.08 0.08
0.09 0.09
0.10 0.10
Q (cfs)
Time (min)
DA1.2 (Analysis Pt B)
Hyd. No. 2 -- 1 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 4
Pre-Development Total
Hydrograph type = Combine Peak discharge = 7.751 cfs
Storm frequency = 1 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 34,327 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 4.400 ac
7
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (min)
Pre-Development Total
Hyd. No. 4 -- 1 Year
Hyd No. 4 Hyd No. 1 Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 6
DA2.1 (To SCM)
Hydrograph type = SCS Runoff Peak discharge = 7.329 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 24,446 cuft
Drainage area = 2.000 ac Curve number = 97
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.94 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
8
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (min)
DA2.1 (To SCM)
Hyd. No. 6 -- 1 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 7
DA2.2 (Bypass Analysis Pt A)
Hydrograph type = SCS Runoff Peak discharge = 3.793 cfs
Storm frequency = 1 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 16,777 cuft
Drainage area = 2.320 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 3.94 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
9
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
DA2.2 (Bypass Analysis Pt A)
Hyd. No. 7 -- 1 Year
Hyd No. 7
TR55 Tc Worksheet
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 7
DA2.2 (Bypass Analysis Pt A)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 4.78 0.00 0.00
Land slope (%) = 1.00 0.00 0.00
Travel Time (min) = 6.08 + 0.00 + 0.00 = 6.08
Shallow Concentrated Flow
Flow length (ft) = 55.00 0.00 0.00
Watercourse slope (%) = 5.10 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =3.64 0.00 0.00
Travel Time (min) = 0.25 + 0.00 + 0.00 = 0.25
Channel Flow
X sectional flow area (sqft) = 21.00 7.00 12.56
Wetted perimeter (ft) = 15.23 9.40 12.56
Channel slope (%) = 0.60 2.60 0.10
Manning's n-value = 0.150 0.013 0.013
Velocity (ft/s) =0.95
15.17
3.62
Flow length (ft) ({0})624.0 42.0 503.0
Travel Time (min) = 10.90 + 0.05 + 2.31 = 13.26
Total Travel Time, Tc .............................................................................. 19.60 min
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 8
DA2.3 (Bypass Analysis Pt B)
Hydrograph type = SCS Runoff Peak discharge = 0.181 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 542 cuft
Drainage area = 0.080 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.94 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
11
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
DA2.3 (Bypass Analysis Pt B)
Hyd. No. 8 -- 1 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 9
UG DETENTION
Hydrograph type = Reservoir Peak discharge = 1.815 cfs
Storm frequency = 1 yrs Time to peak = 744 min
Time interval = 2 min Hyd. volume = 24,442 cuft
Inflow hyd. No. = 6 - DA2.1 (To SCM) Max. Elevation = 15.93 ft
Reservoir name = UG DETENTION Max. Storage = 12,392 cuft
Storage Indication method used.
12
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (min)
UG DETENTION
Hyd. No. 9 -- 1 Year
Hyd No. 9 Hyd No. 6 Total storage used = 12,392 cuft
Pond Report 13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Pond No. 1 - UG DETENTION
Pond Data
Pond storage is based on user-defined values.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 13.33 n/a 0 0
0.17 13.50 n/a 477 477
0.42 13.75 n/a 716 1,193
0.67 14.00 n/a 715 1,908
0.92 14.25 n/a 1,206 3,114
1.17 14.50 n/a 1,437 4,551
1.42 14.75 n/a 1,424 5,975
1.67 15.00 n/a 1,406 7,381
1.92 15.25 n/a 1,386 8,767
2.17 15.50 n/a 1,364 10,131
2.42 15.75 n/a 1,337 11,468
2.67 16.00 n/a 1,306 12,774
2.92 16.25 n/a 1,270 14,044
3.17 16.50 n/a 1,228 15,272
3.42 16.75 n/a 1,178 16,450
3.67 17.00 n/a 1,118 17,568
3.92 17.25 n/a 1,040 18,608
4.17 17.50 n/a 921 19,529
4.42 17.75 n/a 777 20,306
4.92 18.25 n/a 1,435 21,741
5.50 18.83 n/a 1,670 23,411
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 24.00 1.94 0.00 0.00
Span (in)= 24.00 1.94 0.00 0.00
No. Barrels = 1 1 0 0
Invert El. (ft)= 10.50 10.50 0.00 0.00
Length (ft)= 31.00 1.00 0.00 0.00
Slope (%)= 0.85 1.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes No No
Crest Len (ft)= 2.20 1.30 0.00 0.00
Crest El. (ft)= 17.50 15.40 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = Rect Rect --- ---
Multi-Stage = Yes Yes No No
Exfil.(in/hr)= 0.000 (by Wet area)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00
Stage (ft)
0.00 13.33
1.00 14.33
2.00 15.33
3.00 16.33
4.00 17.33
5.00 18.33
6.00 19.33
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 10
Post Analysis Point A
Hydrograph type = Combine Peak discharge = 5.258 cfs
Storm frequency = 1 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 41,220 cuft
Inflow hyds. = 7, 9 Contrib. drain. area = 2.320 ac
14
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
Post Analysis Point A
Hyd. No. 10 -- 1 Year
Hyd No. 10 Hyd No. 7 Hyd No. 9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 12
Post-Development Total
Hydrograph type = Combine Peak discharge = 5.336 cfs
Storm frequency = 1 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 41,762 cuft
Inflow hyds. = 7, 8, 9 Contrib. drain. area = 2.400 ac
15
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
Post-Development Total
Hyd. No. 12 -- 1 Year
Hyd No. 12 Hyd No. 7 Hyd No. 8 Hyd No. 9
Hydrograph Summary Report
16
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 10.31 2 732 45,630 ------ ------ ------ DA1.1 (Analysis Pt A)
2 SCS Runoff 0.123 2 724 368 ------ ------ ------ DA1.2 (Analysis Pt B)
4 Combine 10.37 2 732 45,998 1, 2, ------ ------ Pre-Development Total
6 SCS Runoff 8.943 2 724 30,137 ------ ------ ------ DA2.1 (To SCM)
7 SCS Runoff 5.150 2 734 22,754 ------ ------ ------ DA2.2 (Bypass Analysis Pt A)
8 SCS Runoff 0.246 2 724 736 ------ ------ ------ DA2.3 (Bypass Analysis Pt B)
9 Reservoir 3.320 2 736 30,134 6 16.21 13,837 UG DETENTION
10 Combine 8.440 2 734 52,887 7, 9 ------ ------ Post Analysis Point A
12 Combine 8.550 2 734 53,623 7, 8, 9, ------ ------ Post-Development Total
2024-10-24-Sheetz.gpw Return Period: 2 Year Monday, 10 / 28 / 2024
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 1
DA1.1 (Analysis Pt A)
Hydrograph type = SCS Runoff Peak discharge = 10.31 cfs
Storm frequency = 2 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 45,630 cuft
Drainage area = 4.360 ac Curve number = 82
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 4.78 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
17
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (min)
DA1.1 (Analysis Pt A)
Hyd. No. 1 -- 2 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 2
DA1.2 (Analysis Pt B)
Hydrograph type = SCS Runoff Peak discharge = 0.123 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 368 cuft
Drainage area = 0.040 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.78 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
18
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
DA1.2 (Analysis Pt B)
Hyd. No. 2 -- 2 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 4
Pre-Development Total
Hydrograph type = Combine Peak discharge = 10.37 cfs
Storm frequency = 2 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 45,998 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 4.400 ac
19
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (min)
Pre-Development Total
Hyd. No. 4 -- 2 Year
Hyd No. 4 Hyd No. 1 Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 6
DA2.1 (To SCM)
Hydrograph type = SCS Runoff Peak discharge = 8.943 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 30,137 cuft
Drainage area = 2.000 ac Curve number = 97
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.78 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
20
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
DA2.1 (To SCM)
Hyd. No. 6 -- 2 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 7
DA2.2 (Bypass Analysis Pt A)
Hydrograph type = SCS Runoff Peak discharge = 5.150 cfs
Storm frequency = 2 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 22,754 cuft
Drainage area = 2.320 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 4.78 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
21
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
DA2.2 (Bypass Analysis Pt A)
Hyd. No. 7 -- 2 Year
Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 8
DA2.3 (Bypass Analysis Pt B)
Hydrograph type = SCS Runoff Peak discharge = 0.246 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 736 cuft
Drainage area = 0.080 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.78 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
22
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
DA2.3 (Bypass Analysis Pt B)
Hyd. No. 8 -- 2 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 9
UG DETENTION
Hydrograph type = Reservoir Peak discharge = 3.320 cfs
Storm frequency = 2 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 30,134 cuft
Inflow hyd. No. = 6 - DA2.1 (To SCM) Max. Elevation = 16.21 ft
Reservoir name = UG DETENTION Max. Storage = 13,837 cuft
Storage Indication method used.
23
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
UG DETENTION
Hyd. No. 9 -- 2 Year
Hyd No. 9 Hyd No. 6 Total storage used = 13,837 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 10
Post Analysis Point A
Hydrograph type = Combine Peak discharge = 8.440 cfs
Storm frequency = 2 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 52,887 cuft
Inflow hyds. = 7, 9 Contrib. drain. area = 2.320 ac
24
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
Post Analysis Point A
Hyd. No. 10 -- 2 Year
Hyd No. 10 Hyd No. 7 Hyd No. 9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 12
Post-Development Total
Hydrograph type = Combine Peak discharge = 8.550 cfs
Storm frequency = 2 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 53,623 cuft
Inflow hyds. = 7, 8, 9 Contrib. drain. area = 2.400 ac
25
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
Post-Development Total
Hyd. No. 12 -- 2 Year
Hyd No. 12 Hyd No. 7 Hyd No. 8 Hyd No. 9
Hydrograph Summary Report
26
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 18.76 2 732 84,056 ------ ------ ------ DA1.1 (Analysis Pt A)
2 SCS Runoff 0.228 2 724 692 ------ ------ ------ DA1.2 (Analysis Pt B)
4 Combine 18.86 2 732 84,748 1, 2, ------ ------ Pre-Development Total
6 SCS Runoff 13.99 2 724 48,061 ------ ------ ------ DA2.1 (To SCM)
7 SCS Runoff 9.604 2 732 42,811 ------ ------ ------ DA2.2 (Bypass Analysis Pt A)
8 SCS Runoff 0.456 2 724 1,384 ------ ------ ------ DA2.3 (Bypass Analysis Pt B)
9 Reservoir 8.750 2 728 48,058 6 16.98 17,459 UG DETENTION
10 Combine 18.02 2 730 90,869 7, 9 ------ ------ Post Analysis Point A
12 Combine 18.27 2 730 92,253 7, 8, 9, ------ ------ Post-Development Total
2024-10-24-Sheetz.gpw Return Period: 10 Year Monday, 10 / 28 / 2024
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 1
DA1.1 (Analysis Pt A)
Hydrograph type = SCS Runoff Peak discharge = 18.76 cfs
Storm frequency = 10 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 84,056 cuft
Drainage area = 4.360 ac Curve number = 82
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 7.42 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
27
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
DA1.1 (Analysis Pt A)
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 2
DA1.2 (Analysis Pt B)
Hydrograph type = SCS Runoff Peak discharge = 0.228 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 692 cuft
Drainage area = 0.040 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.42 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
28
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
DA1.2 (Analysis Pt B)
Hyd. No. 2 -- 10 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 4
Pre-Development Total
Hydrograph type = Combine Peak discharge = 18.86 cfs
Storm frequency = 10 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 84,748 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 4.400 ac
29
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
Pre-Development Total
Hyd. No. 4 -- 10 Year
Hyd No. 4 Hyd No. 1 Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 6
DA2.1 (To SCM)
Hydrograph type = SCS Runoff Peak discharge = 13.99 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 48,061 cuft
Drainage area = 2.000 ac Curve number = 97
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.42 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
30
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (min)
DA2.1 (To SCM)
Hyd. No. 6 -- 10 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 7
DA2.2 (Bypass Analysis Pt A)
Hydrograph type = SCS Runoff Peak discharge = 9.604 cfs
Storm frequency = 10 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 42,811 cuft
Drainage area = 2.320 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 7.42 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
31
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
DA2.2 (Bypass Analysis Pt A)
Hyd. No. 7 -- 10 Year
Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 8
DA2.3 (Bypass Analysis Pt B)
Hydrograph type = SCS Runoff Peak discharge = 0.456 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 1,384 cuft
Drainage area = 0.080 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.42 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
32
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
DA2.3 (Bypass Analysis Pt B)
Hyd. No. 8 -- 10 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 9
UG DETENTION
Hydrograph type = Reservoir Peak discharge = 8.750 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 48,058 cuft
Inflow hyd. No. = 6 - DA2.1 (To SCM) Max. Elevation = 16.98 ft
Reservoir name = UG DETENTION Max. Storage = 17,459 cuft
Storage Indication method used.
33
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (min)
UG DETENTION
Hyd. No. 9 -- 10 Year
Hyd No. 9 Hyd No. 6 Total storage used = 17,459 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 10
Post Analysis Point A
Hydrograph type = Combine Peak discharge = 18.02 cfs
Storm frequency = 10 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 90,869 cuft
Inflow hyds. = 7, 9 Contrib. drain. area = 2.320 ac
34
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
Post Analysis Point A
Hyd. No. 10 -- 10 Year
Hyd No. 10 Hyd No. 7 Hyd No. 9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 12
Post-Development Total
Hydrograph type = Combine Peak discharge = 18.27 cfs
Storm frequency = 10 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 92,253 cuft
Inflow hyds. = 7, 8, 9 Contrib. drain. area = 2.400 ac
35
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
Post-Development Total
Hyd. No. 12 -- 10 Year
Hyd No. 12 Hyd No. 7 Hyd No. 8 Hyd No. 9
Hydrograph Summary Report
36
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 24.89 2 732 112,853 ------ ------ ------ DA1.1 (Analysis Pt A)
2 SCS Runoff 0.305 2 724 937 ------ ------ ------ DA1.2 (Analysis Pt B)
4 Combine 25.03 2 732 113,790 1, 2, ------ ------ Pre-Development Total
6 SCS Runoff 17.63 2 724 61,044 ------ ------ ------ DA2.1 (To SCM)
7 SCS Runoff 12.87 2 732 57,954 ------ ------ ------ DA2.2 (Bypass Analysis Pt A)
8 SCS Runoff 0.609 2 724 1,874 ------ ------ ------ DA2.3 (Bypass Analysis Pt B)
9 Reservoir 12.18 2 728 61,041 6 17.37 19,055 UG DETENTION
10 Combine 24.33 2 730 118,995 7, 9 ------ ------ Post Analysis Point A
12 Combine 24.66 2 730 120,868 7, 8, 9, ------ ------ Post-Development Total
2024-10-24-Sheetz.gpw Return Period: 25 Year Monday, 10 / 28 / 2024
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 1
DA1.1 (Analysis Pt A)
Hydrograph type = SCS Runoff Peak discharge = 24.89 cfs
Storm frequency = 25 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 112,853 cuft
Drainage area = 4.360 ac Curve number = 82
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 9.33 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
37
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
DA1.1 (Analysis Pt A)
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 2
DA1.2 (Analysis Pt B)
Hydrograph type = SCS Runoff Peak discharge = 0.305 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 937 cuft
Drainage area = 0.040 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 9.33 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
38
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
DA1.2 (Analysis Pt B)
Hyd. No. 2 -- 25 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 4
Pre-Development Total
Hydrograph type = Combine Peak discharge = 25.03 cfs
Storm frequency = 25 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 113,790 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 4.400 ac
39
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
Pre-Development Total
Hyd. No. 4 -- 25 Year
Hyd No. 4 Hyd No. 1 Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 6
DA2.1 (To SCM)
Hydrograph type = SCS Runoff Peak discharge = 17.63 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 61,044 cuft
Drainage area = 2.000 ac Curve number = 97
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 9.33 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
40
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (min)
DA2.1 (To SCM)
Hyd. No. 6 -- 25 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 7
DA2.2 (Bypass Analysis Pt A)
Hydrograph type = SCS Runoff Peak discharge = 12.87 cfs
Storm frequency = 25 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 57,954 cuft
Drainage area = 2.320 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 9.33 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
41
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (min)
DA2.2 (Bypass Analysis Pt A)
Hyd. No. 7 -- 25 Year
Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 8
DA2.3 (Bypass Analysis Pt B)
Hydrograph type = SCS Runoff Peak discharge = 0.609 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 1,874 cuft
Drainage area = 0.080 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 9.33 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
42
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
DA2.3 (Bypass Analysis Pt B)
Hyd. No. 8 -- 25 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 9
UG DETENTION
Hydrograph type = Reservoir Peak discharge = 12.18 cfs
Storm frequency = 25 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 61,041 cuft
Inflow hyd. No. = 6 - DA2.1 (To SCM) Max. Elevation = 17.37 ft
Reservoir name = UG DETENTION Max. Storage = 19,055 cuft
Storage Indication method used.
43
0 240 480 720 960 1200 1440 1680 1920
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (min)
UG DETENTION
Hyd. No. 9 -- 25 Year
Hyd No. 9 Hyd No. 6 Total storage used = 19,055 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 10
Post Analysis Point A
Hydrograph type = Combine Peak discharge = 24.33 cfs
Storm frequency = 25 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 118,995 cuft
Inflow hyds. = 7, 9 Contrib. drain. area = 2.320 ac
44
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
Post Analysis Point A
Hyd. No. 10 -- 25 Year
Hyd No. 10 Hyd No. 7 Hyd No. 9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 12
Post-Development Total
Hydrograph type = Combine Peak discharge = 24.66 cfs
Storm frequency = 25 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 120,868 cuft
Inflow hyds. = 7, 8, 9 Contrib. drain. area = 2.400 ac
45
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
Post-Development Total
Hyd. No. 12 -- 25 Year
Hyd No. 12 Hyd No. 7 Hyd No. 8 Hyd No. 9
Hydrograph Summary Report
46
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 36.59 2 732 169,227 ------ ------ ------ DA1.1 (Analysis Pt A)
2 SCS Runoff 0.451 2 724 1,418 ------ ------ ------ DA1.2 (Analysis Pt B)
4 Combine 36.80 2 732 170,644 1, 2, ------ ------ Pre-Development Total
6 SCS Runoff 24.61 2 724 86,004 ------ ------ ------ DA2.1 (To SCM)
7 SCS Runoff 19.12 2 732 87,725 ------ ------ ------ DA2.2 (Bypass Analysis Pt A)
8 SCS Runoff 0.902 2 724 2,836 ------ ------ ------ DA2.3 (Bypass Analysis Pt B)
9 Reservoir 20.33 2 726 86,001 6 17.97 20,925 UG DETENTION
10 Combine 37.26 2 728 173,726 7, 9 ------ ------ Post Analysis Point A
12 Combine 37.89 2 728 176,562 7, 8, 9, ------ ------ Post-Development Total
2024-10-24-Sheetz.gpw Return Period: 100 Year Monday, 10 / 28 / 2024
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 1
DA1.1 (Analysis Pt A)
Hydrograph type = SCS Runoff Peak discharge = 36.59 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 169,227 cuft
Drainage area = 4.360 ac Curve number = 82
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 13.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
47
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
DA1.1 (Analysis Pt A)
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 2
DA1.2 (Analysis Pt B)
Hydrograph type = SCS Runoff Peak discharge = 0.451 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 1,418 cuft
Drainage area = 0.040 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 13.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
48
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
DA1.2 (Analysis Pt B)
Hyd. No. 2 -- 100 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 4
Pre-Development Total
Hydrograph type = Combine Peak discharge = 36.80 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 170,644 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 4.400 ac
49
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
Pre-Development Total
Hyd. No. 4 -- 100 Year
Hyd No. 4 Hyd No. 1 Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 6
DA2.1 (To SCM)
Hydrograph type = SCS Runoff Peak discharge = 24.61 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 86,004 cuft
Drainage area = 2.000 ac Curve number = 97
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 13.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
50
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
DA2.1 (To SCM)
Hyd. No. 6 -- 100 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 7
DA2.2 (Bypass Analysis Pt A)
Hydrograph type = SCS Runoff Peak discharge = 19.12 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 87,725 cuft
Drainage area = 2.320 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 13.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
51
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
DA2.2 (Bypass Analysis Pt A)
Hyd. No. 7 -- 100 Year
Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 8
DA2.3 (Bypass Analysis Pt B)
Hydrograph type = SCS Runoff Peak discharge = 0.902 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 2,836 cuft
Drainage area = 0.080 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 13.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
52
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
DA2.3 (Bypass Analysis Pt B)
Hyd. No. 8 -- 100 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 9
UG DETENTION
Hydrograph type = Reservoir Peak discharge = 20.33 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 86,001 cuft
Inflow hyd. No. = 6 - DA2.1 (To SCM) Max. Elevation = 17.97 ft
Reservoir name = UG DETENTION Max. Storage = 20,925 cuft
Storage Indication method used.
53
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
UG DETENTION
Hyd. No. 9 -- 100 Year
Hyd No. 9 Hyd No. 6 Total storage used = 20,925 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 10
Post Analysis Point A
Hydrograph type = Combine Peak discharge = 37.26 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 173,726 cuft
Inflow hyds. = 7, 9 Contrib. drain. area = 2.320 ac
54
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
Post Analysis Point A
Hyd. No. 10 -- 100 Year
Hyd No. 10 Hyd No. 7 Hyd No. 9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 12
Post-Development Total
Hydrograph type = Combine Peak discharge = 37.89 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 176,562 cuft
Inflow hyds. = 7, 8, 9 Contrib. drain. area = 2.400 ac
55
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
Post-Development Total
Hyd. No. 12 -- 100 Year
Hyd No. 12 Hyd No. 7 Hyd No. 8 Hyd No. 9
Hydraflow Rainfall Report
56
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Return Intensity-Duration-Frequency Equation Coefficients (FHA)
Period
(Yrs) B D E (N/A)
1 78.7228 12.4000 0.8810 --------
2 91.8716 12.6000 0.8709 --------
3 0.0000 0.0000 0.0000 --------
5 97.1683 12.7000 0.8342 --------
10 93.7879 12.1000 0.7948 --------
25 87.4911 11.1000 0.7431 --------
50 82.4765 10.5000 0.7036 --------
100 74.7156 9.3000 0.6577 --------
File name: WILMINGTON.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 6.36 5.09 4.26 3.68 3.24 2.90 2.63 2.41 2.22 2.06 1.93 1.81
2 7.56 6.08 5.11 4.42 3.90 3.50 3.18 2.91 2.69 2.50 2.34 2.20
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 8.84 7.18 6.08 5.30 4.70 4.24 3.87 3.56 3.30 3.08 2.89 2.72
10 9.82 8.01 6.81 5.95 5.31 4.80 4.39 4.05 3.77 3.52 3.31 3.13
25 11.10 9.08 7.75 6.80 6.09 5.53 5.08 4.70 4.39 4.12 3.88 3.68
50 11.99 9.85 8.45 7.45 6.69 6.10 5.62 5.22 4.89 4.60 4.35 4.13
100 12.99 10.66 9.16 8.10 7.31 6.68 6.17 5.75 5.40 5.10 4.83 4.60
Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
Precip. file name: Sample.pcp
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.94 4.78 18.60 3.30 7.42 9.33 11.00 13.00
SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00
Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00
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 1.75 0.00 2.80 3.90 5.25 6.00 7.10
Sheetz – Shade Tree Lane
Wilmington, NC
Project Number: 64250.002
5 | www.timmons.com
Water Quality Calculations
SCM Sizing Worksheet
ADS Design Worksheets
Anti-Buoyancy Calculations
Project: Sheetz - Shade Tree Project No.: 64250.002
Calculated By: Jeff Yokley, EI Date: 10/28/2024
Determine Volume To Be Treated
(per Chapter 3.3 NCDENR BMP Manual)
Description Acres
Total Drainage Area To SCM 2.00
Offsite Impervious Area 0.00
Site Impervious Area 1.74
Future Impervious Area 0.09
Percent Impervious Area 92.0%
1.5-Inch Runoff Volume Calculation
Volume calculations using the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.9(I) Where: Rv = Runoff Coefficient, in/in
I = Percent Impervious
I= 92.0%
Rv = 0.878
V = 3630 x Rainfall Depth x Rv x Drainage Area
Design Rainfall =1.5 inch
Drainage Area = 2.00 acres
V Required= 9,545 cu. ft.
Runoff Volume From Schueler Simple Method
Developed Drainage Areas
TIMMONS GROUP
Project Name:Date 10/28/2024
Location:
Site Designation:
SITE CONDITIONS
Rainfall Depth 1.5 in
Impervious Acreage 1.84 ac
Total Acreage 2.00 ac
Time of Concentration 5 min
I 92.0 %
Rv(Runoff Coefficient)0.88
WQv 9545 cf
75% WQv (Treatment Volume)7159 cf
qu(Unit Peak Discharge)1000 csm/in From Type II Chart
Qp(Water Quality Storm)4.11 cfs
VOLUME BASED SIZING
Volume per cartridge 2500 CF
Cartridge Type 545 <--input Cartridge type.
Min. Number of cartridge required 3
Cartridge Flow rate 22.5 gpm (0.250 gpm/SF)
System Flow Rate 0.15 cfs
Release time 13.2 hours
SEDIMENT BASED SIZING
Influent Concentration 70 mg/L
Annual Rainfall (P)57.61 in
Annual Sediment Load 1438 lbs
Pretreatment reduction 30%
Sediment Load to BayFilter 1007 lbs
85% Capture Capacity 856 lbs
Cartridge Type 545
Sediment load per cartridge 262 lbs
Min. Number of cartridge required 4
Anticipated Maintenance Cycle 1.22 years (must be greater than 1 year)
FINAL DESIGN
Cartridge Type 545 Elevation
Number of Cartridges 4 WQv Elevation 15.39
Precast Size 6'x9' byp Storage invert 13.33 Filter drop
Equivalent Orifice Size 1.94 inch Filter out 10.5 2.83
BF-1
Sheetz Shade Tree Lane
Wilmington, NC
Project:
Chamber Model - MC-3500
Units -Imperial
Number of Chambers -113
Number of End Caps - 24
Voids in the stone (porosity) - 40 %
Base of Stone Elevation - 13.33 ft
Amount of Stone Above Chambers - 12 in
Amount of Stone Below Chambers - 9 in
Area of system -7155 sf Min. Area -
Height of
System
Incremental Single
Chamber
Incremental
Single End Cap
Incremental
Chambers
Incremental
End Cap
Incremental
Stone
Incremental Ch,
EC and Stone
Cumulative
System Elevation
(inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet)
66 0.00 0.00 0.00 0.00 238.50 238.50 23410.79 18.83
65 0.00 0.00 0.00 0.00 238.50 238.50 23172.29 18.75
64 0.00 0.00 0.00 0.00 238.50 238.50 22933.79 18.66
63 0.00 0.00 0.00 0.00 238.50 238.50 22695.29 18.58
62 0.00 0.00 0.00 0.00 238.50 238.50 22456.79 18.50
61 0.00 0.00 0.00 0.00 238.50 238.50 22218.29 18.41
60 0.00 0.00 0.00 0.00 238.50 238.50 21979.79 18.33 #VALUE!
59 0.00 0.00 0.00 0.00 238.50 238.50 21741.29 18.25 #VALUE!
58 0.00 0.00 0.00 0.00 238.50 238.50 21502.79 18.16 Volume between elevations and =
57 0.00 0.00 0.00 0.00 238.50 238.50 21264.29 18.08 #VALUE!
56 0.00 0.00 0.00 0.00 238.50 238.50 21025.79 18.00 #VALUE!
55 0.00 0.00 0.00 0.00 238.50 238.50 20787.29 17.91 WQ Volume achieved at elevation 15.39
54 0.06 0.00 6.56 0.00 235.87 242.44 20548.79 17.83
53 0.19 0.02 21.93 0.57 229.50 252.00 20306.35 17.75
52 0.29 0.04 33.22 0.90 224.85 258.97 20054.34 17.66
51 0.40 0.05 45.61 1.24 219.76 266.61 19795.37 17.58
50 0.69 0.07 77.65 1.62 206.79 286.06 19528.76 17.50
49 1.03 0.09 116.20 2.12 191.17 309.49 19242.70 17.41
48 1.25 0.11 141.20 2.57 180.99 324.76 18933.21 17.33
47 1.42 0.13 160.71 3.03 173.00 336.75 18608.45 17.25
46 1.57 0.14 177.76 3.47 166.01 347.24 18271.70 17.16
45 1.71 0.16 192.91 3.91 159.77 356.59 17924.46 17.08
44 1.83 0.18 206.62 4.36 154.11 365.09 17567.87 17.00
43 1.94 0.20 218.97 4.81 148.99 372.77 17202.78 16.91
42 2.04 0.22 230.61 5.24 144.16 380.01 16830.02 16.83
41 2.13 0.23 241.22 5.64 139.76 386.62 16450.01 16.75
40 2.22 0.25 251.34 6.01 135.56 392.91 16063.39 16.66
39 2.31 0.27 260.67 6.37 131.68 398.72 15670.48 16.58
38 2.38 0.28 269.48 6.72 128.02 404.22 15271.76 16.50
37 2.46 0.29 277.88 7.05 124.53 409.46 14867.54 16.41
36 2.53 0.31 285.68 7.39 121.27 414.34 14458.08 16.33
35 2.59 0.32 293.09 7.71 118.18 418.98 14043.73 16.25
34 2.66 0.33 300.13 8.03 115.24 423.40 13624.75 16.16
33 2.72 0.35 306.81 8.33 112.45 427.58 13201.36 16.08
32 2.77 0.36 313.16 8.64 109.78 431.58 12773.78 16.00
31 2.82 0.37 319.19 8.94 107.25 435.37 12342.20 15.91
30 2.88 0.38 324.93 9.22 104.84 438.99 11906.83 15.83
29 2.92 0.40 330.43 9.51 102.53 442.46 11467.84 15.75
28 2.97 0.41 335.60 9.78 100.35 445.73 11025.38 15.66
27 3.01 0.42 340.41 10.05 98.32 448.77 10579.65 15.58
26 3.05 0.43 345.02 10.31 96.37 451.70 10130.88 15.50
25 3.09 0.44 349.65 10.57 94.41 454.63 9679.18 15.41
24 3.13 0.45 353.75 10.82 92.67 457.24 9224.54 15.33
23 3.17 0.46 357.72 11.06 90.99 459.77 8767.30 15.25
22 3.20 0.47 361.54 11.30 89.37 462.20 8307.53 15.16
21 3.23 0.48 365.12 11.52 87.84 464.48 7845.33 15.08
20 3.26 0.49 368.54 11.74 86.39 466.67 7380.85 15.00
19 3.29 0.50 371.80 11.95 85.00 468.75 6914.18 14.91
18 3.32 0.51 374.93 12.15 83.67 470.75 6445.43 14.83
17 3.34 0.51 377.89 12.35 82.41 472.64 5974.68 14.75
16 3.37 0.52 380.65 12.53 81.23 474.41 5502.04 14.66
15 3.39 0.53 383.35 12.71 80.08 476.14 5027.63 14.58
14 3.41 0.54 385.84 12.88 79.01 477.73 4551.49 14.50
13 3.44 0.54 388.38 13.04 77.93 479.35 4073.76 14.41
12 3.46 0.55 390.72 13.19 76.94 480.84 3594.41 14.33
11 3.48 0.56 393.09 13.33 75.93 482.35 3113.56 14.25
10 3.51 0.59 396.08 14.28 74.36 484.71 2631.21 14.16
9 0.00 0.00 0.00 0.00 238.50 238.50 2146.50 14.08
8 0.00 0.00 0.00 0.00 238.50 238.50 1908.00 14.00
7 0.00 0.00 0.00 0.00 238.50 238.50 1669.50 13.91
6 0.00 0.00 0.00 0.00 238.50 238.50 1431.00 13.83
5 0.00 0.00 0.00 0.00 238.50 238.50 1192.50 13.75
4 0.00 0.00 0.00 0.00 238.50 238.50 954.00 13.66
3 0.00 0.00 0.00 0.00 238.50 238.50 715.50 13.58
2 0.00 0.00 0.00 0.00 238.50 238.50 477.00 13.50
1 0.00 0.00 0.00 0.00 238.50 238.50 238.50 13.41
REV1 Sheetz - Shade Tree Lane
5991 sf min. area
StormTech MC-3500 Cumulative Storage Volumes
Include Perimeter Stone in Calculations
Click Here for Metric
Click for Stage Area Data
Click to Invert Stage Area Data
Project Sheetz Shade Tree Lane Date 10/3/2024
Llocation Wilmington, NC
Finished Grade 19.33
Top system stone 18.83
Bottom System stone 13.33
2' Above SHWT Elevation 16.75 SHWT 14.75
System Height 5.5
Average Wt Per SF 330.99
Cover Height 0.5
Soil Wt 120
Soil Pressure over system 60 Average Wt SC310 is 172.92
Average Wt MC3500 is 330.99
Uplift due to differential 213.408
Downward force psf 390.99
Factor of safety 1.832124 Uplift Force vs Downward force
(this is chamber dependent!!!!) = width center of stone to center of
stone * height base stone to top stone - chamber area per ft * 100 pcf
stone + wt of chamber/length
Anti-Buoyancy Calculations
Sheetz – Shade Tree Lane
Wilmington, NC
Project Number: 64250.002
6 | www.timmons.com
Stormwater Operation & Maintenance Agreement
1
-
-
The receiving water Discharges from the
StormFilter are causing
erosion or sedimentation in
the receiving water.
Contact the local NCDEQ Regional Office.
Erosion or other signs of
damage have occurred at
the outlet.
Repair the damage and improve the flow dissipation structure.
All other operation and maintenance activities should be in accordance with Contech’s StormFilter Inspection and
Maintenance Procedures document. Any problems that are found shall be repaired immediately. The responsible party shall
have received and understand Contech’s StormFilter Inspection and Maintenance Procedures document.
ATTACH MANUFACTURER'S MAINTENANCE MANUAL FOR ALL PROPRIETARY DEVICES
StormFilter Cartridges The structure is clogged. Unclog the conveyance and dispose of any sediment offsite.
The structure is damaged. Make any necessary repairs or replace if damage is too large for
repair.
Outlet device Clogging has occurred. Clean out the outlet device. Dispose of the sediment offsite.
The outlet device is
damaged
Repair or replace the outlet device.
Adjacent pavement (if
applicable)
Trash/debris is present. Remove the trash/debris.
Flow diversion structure Sediment is present on the
pavement surface.
Sweep or vacuum the sediment as soon as possible.
The sedimentation chamber or forebay will be cleaned out whenever sediment depth exceeds six inches.
The StormFilter system will be inspected quarterly. Records of operation and maintenance will be kept in
a known set location and will be available upon request.
BMP element: Potential problem: How to remediate the problem:
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
Proprietary System Maintenance Requirements
How many devices are
Contech StormFilters?
Important operation and maintenance procedures:
The drainage area will be carefully managed to reduce the sediment load to the StormFilter.
1
Maintenance on Baysaver BayFilter
Due to the high level of pollutant variation and specifically sediment loading, the unit shall be
inspected at least every other month during the first year of operation to determine loading
and required maintenance intervals. This information can be used to establish an appropriate
maintenance schedule for subsequent years. If soil disturbing activities are being conducted
within the unit’s drainage area, inspection frequencies must be increased to once each month
and after rain events of 0.5” and larger. The maintenance cycle of the BayFilter system will be
driven mostly by the actual solids load on the filter. The system should be periodically
monitored to be certain it is operating correctly.
Indications of the need for maintenance:
· Effluent flow decreasing to below the design flow rate or decrease in treatment below
required levels (e.g., greater than 24hr drain down for a volume based system, or the
detention drain down time- whichever is greater).
· Filter cartridge replacement should also be considered when sediment levels are at or
above the level of the manifold system which is 6 inches and 3 inches for a BayFilter 545
and 545-LP, respectively.
· Bypass occurs during storm events
· If excessive floatables (trash and debris) are present (but no standing water or excessive
sedimentation), perform a minor maintenance consisting of gross solids removal, not
filter media replacement.
· If standing water above the bottom of the filter cartridge is present in the vault 96 hours
after a 2 year rainfall event.
· Removal of trash and silt from the pretreatment chamber
Maintenance & Inspection Procedure
· Remove the manhole covers and open all access hatches.
· Before entering the system make sure the air is safe per OSHA Standards or use a
breathing apparatus. Use low O2, high CO, or other applicable warning devices per
regulatory requirements.
· Using a vacuum truck remove any liquid and sediments that can be removed prior to
entry.
· Using a small lift or the boom of the vacuum truck, remove the used cartridges by lifting
them out.
· Any BayFilters that cannot be readily lifted directly out of the vault should be removed
from their location and carried to the lifting point using the Trolley system installed in
the vault (if applicable).
· When all BayFilters are removed, remove the balance of the solids and water; then
loosen the stainless clamps on the Fernco couplings in the pipe manifold; remove the
drain pipes as well. Carefully cap the manifold and the Ferncos and rinse the floor
removing the balance of the collected solids.
· Clean the manifold pipes, inspect, and reinstall.
· Install the exchange BayFilters and close all covers.
· BaySaver Technologies, LLC. states that used BayFilter cartridges may be sent back to
them for exchange/recycling and credit on undamaged units. Contact BaySaver
Technologies at 1.800.229.7283 for more information.
· According to 30 TAC 330 or 30 TAC 335, identify any special disposal requirements
associated with spent media, absorbents, or other material to be generated during
routine cleaning/maintenance operations.
· Removed media will be disposed of according to local and state regulations.
Maintenance on Storage System
Underground detention vaults are similar in function as open detention basins. They have
moderate to high maintenance requirements, depending on the extent to which future
maintenance needs are anticipated during the design stage. Responsibilities for both routine
and non-routine maintenance tasks need to be clearly understood and enforced. If regular
maintenance and inspections are not undertaken, the basin will not achieve its intended
purposes.
Inspections. Storage vaults should be inspected at least twice a year (once during or immediately
following wet weather) to evaluate facility operation. When possible, inspections should be
conducted during wet weather to determine if the vault is meeting the target detention times. In
particular, the vault’s flow control device should be regularly inspected for evidence of
clogging, or conversely, for too rapid a release. If the design drawdown times are exceeded by
more than 24 hours, then repairs should be scheduled immediately.
Debris and Litter Removal. Debris and litter will accumulate near the vault’s flow control device.
Particular attention should be paid to floating debris that can eventually clog the control device
or riser or orifice.
Structural Repairs and Replacement. With each inspection, any damage to the structural
elements of the system (pipes, concrete drainage structures, etc.) should be identified and
repaired immediately.
Nuisance Control. Standing water within the bottom of the basin can create nuisance conditions
for nearby residents. Odors, mosquitoes, and litter are all occasionally perceived to be
problems. Most of these problems are generally a sign that regular inspections and
maintenance are not being performed.
Sediment Removal. When properly designed, storage vaults will accumulate quantities of
sediment over time. Sediment accumulation is a serious maintenance concern in vaults for
several reasons. First, the sediment gradually reduces available stormwater management
storage capacity within the vault. Second sediment tends to accumulate around the control
device. Sediment deposition increases the risk that the orifice will become clogged, and
gradually reduces storage capacity reserved for pollutant removal. Sediment can also be re-
suspended if allowed to accumulate over time. For these reasons, accumulated sediment needs
to be removed from the lower stage when sediment buildup fills 20% of the volume of the vault
or at least every 10 years.
Manufacturer Contact Information:
ADS/BaySaver Technologies Engineering Department
Email: info@baysaver.com
Phone: 1.800.229.7283
Website: http://www.baysaver.com/
Mail or other: 1030 Deer Hollow Drive
Mount Airy, MD 21771
Isolator Row Inspection Maintenance
DATE OBSERVATIONS / RECOMMENDATIONS INTIALS
Additional Notes:
Step 1) Inspect Isolator Row for sediment
A) Remove cover from manhole at upstream end of Isolator Row
B) Using a flashlight, inspect down Isolator Row through outlet pipe
1. Mirrors on poles or cameras may be used to avoid a
confined space entry
2. Follow OSHA regulations for confined space entry if
entering manhole
C) If sediment is approximately 3 inches, proceed to Step 2.
If not, proceed to Step 3.
Step 2) Clean out Isolator Row using JetVac process
A) A fixed culvert cleaning nozzle with rear facing nozzle
spread of at least 45 inches or more is preferable
B) Apply multiple passes of JetVac until backflush water is clean
C) Vacuum manhole sump as required
Step 3) Replace all caps, lids, and covers, record observations and actions
Step 4) Inspect and clean basins and manholes upstream of the Isolator Row
1. Inspect every 6 months during the first year of operation. Adjust the
inspection interval based on previous observations of sediment accumulation
and high water elevations.
2. Conduct jetting and vactoring only when inspection shows that
maintenance is necessary.
Sheetz – Shade Tree Lane
Wilmington, NC
Project Number: 64250.002
7 | www.timmons.com
Inlet and Pipe Calculations
Rational Runoff Coefficients
25-Year Spread and Ponding Calculations
25-Year (50% Clogged) Spread and Ponding Calculations
100-Year (50% Clogged) Spread and Ponding Calculations
25-Year Hydraulic Grade Line Calculations
100-Year Hydraulic Grade Line Calculations
TIMMONS GROUP
Sheetz - Shade Tree Lane
Runoff Coefficients Table
28-Oct-24
Jeff Yokley, EI
10-Year Storm
Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac)
CB101 0.35 0.01 Impervious (D) 0.95 0.00
Open Space / Lawn (D)0.35 0.01
Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac)
CB102 0.87 0.44 Impervious (D) 0.95 0.38
Open Space / Lawn (D)0.35 0.06
Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac)
CB103 0.95 0.09 Impervious (D) 0.95 0.09
Open Space / Lawn (D)0.35 0.00
Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac)
CB104 0.93 0.36 Impervious (D) 0.95 0.35
Open Space / Lawn (D)0.35 0.01
Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac)
CB105 0.88 0.17 Impervious (D) 0.95 0.15
Open Space / Lawn (D)0.35 0.02
Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac)
CB106 0.93 0.35 Impervious (D) 0.95 0.34
Open Space / Lawn (D)0.35 0.01
Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac)
CB107 0.95 0.15 Impervious (D) 0.95 0.15
Open Space / Lawn (D)0.35 0.00
Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac)
FE109 0.35 0.13 Impervious (D) 0.95 0.00
Open Space / Lawn (D)0.35 0.13
Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac)
YI302 0.56 2.37 Impervious (D) 0.95 0.10
Gravel (D) 0.95 0.71
Open Space / Lawn (D)0.35 1.56
Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac)
Trench Drain 1 0.95 0.03 Impervious (D) 0.95 0.03
Open Space / Lawn (D)0.35 0.00
Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac)
Trench Drain 2 0.95 0.02 Impervious (D) 0.95 0.02
Open Space / Lawn (D)0.35 0.00
25-Year Storm 100-Year Storm
Subarea:C25:Subarea:C100:
CB101 0.39 CB101 0.44
Subarea:C25:Subarea:C100:
CB102 0.96 CB102 1.00
The above runoff coefficients were taken from the New Hanover County Stormwater Design Manual.
Subarea:C25:Subarea:C100:
CB103 1.00 CB103 1.00
Subarea:C25:Subarea:C100:
CB104 1.00 CB104 1.00
Subarea:C25:Subarea:C100:
CB105 0.96 CB105 1.00
Subarea:C25:Subarea:C100:
CB106 1.00 CB106 1.00
Subarea:C25:Subarea:C100:
CB107 1.00 CB107 1.00
Subarea:C25:Subarea:C100:
FE109 0.39 FE109 0.44
Subarea:C25:Subarea:C100:
YI302 0.61 YI302 0.69
Subarea:C25:Subarea:C100:
Trench Drain 1 1.00 YI302 1.00
Subarea:C25:Subarea:C100:
Trench Drain 2 1.00 YI302 1.00
The above runoff coefficientswere calculated using frequency factors for the 25-year and 100-year storms:
C_25yr = C_10yr X 1.1
C_100yr = C_10yr x 1.25
The C value shall never be greater than 1.0.
25-YEAR; 4 IN. PER HOUR
25-YEAR; 4 IN. PER HOUR (50% CLOGGED CONDITION)
GRATE AREAS AND WIDTHS ARE DIVIDED BY
2 TO MODEL A 50% CLOGGED CONDITION
100-YEAR; (50% CLOGGED CONDITION)
GRATE AREAS AND WIDTHS ARE DIVIDED BY
2 TO MODEL A 50% CLOGGED CONDITION
YI302
JB301
FE300
SCMEW200
CB105
CB106
TRENCH DRAIN 2
CB107
JB108
FE109
CB104CB103
CB102
TRECNH DRAIN 1
CB101
25-YEAR
TD
1
CB
1
0
2
CB
1
0
1
SC
M
25-YEAR
25-YEAR
CB
1
0
3
CB
1
0
1
25-YEAR
CB104
CB101
25-YEAR
TD2CB107SCM
25-YEAR
FE109JB108SCM
25-YEAR
CB105SCM
25-YEAR
CB106SCM
25-YEAR
SCM
EW200
25-YEAR
YI302JB301FE300
YI302
JB301
FE300
SCMEW200
CB105
CB106
TRENCH DRAIN 2
CB107
JB108
FE109
CB104CB103
CB102
TRECNH DRAIN 1
CB101
100-YEAR
100-YEAR
TD1CB102CB101SCM
100-YEAR
CB103
CB101
100-YEAR
CB104
CB101
100-YEAR
TD2CB107SCM
100-YEAR
FE109JB108SCM
100-YEAR
CB105SCM
100-YEAR
CB106SCM
100-YEAR
EW200 SCM
100-YEAR
YI302JB301FE300
Sheetz – Shade Tree Lane
Wilmington, NC
Project Number: 64250.002
8 | www.timmons.com
Culvert Calculations
Culvert Hydrograph Report
10-Year Culvert Analysis
25-Year Culvert Analysis
100-Year Culvert Analysis
500-Year Culvert Analysis
Overtopping Culvert Analysis
Hydrograph Return Period Recap
1
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 Rational ------ 3.392 4.033 ------- ------- 5.241 5.921 6.398 6.930 DA to PE121
Proj. file: New.gpw Thursday, 10 / 3 / 2024
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Thursday, 10 / 3 / 2024
Hyd. No. 1
DA to PE121
Hydrograph type = Rational Peak discharge = 3.392 cfs
Storm frequency = 1 yrs Time to peak = 0.08 hrs
Time interval = 1 min Hyd. volume = 1,017 cuft
Drainage area = 0.920 ac Runoff coeff. = 0.58
Intensity = 6.356 in/hr Tc by User = 5.00 min
IDF Curve = WILMINGTON.IDF Asc/Rec limb fact = 1/1
2
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (hrs)
DA to PE121
Hyd. No. 1 -- 1 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Thursday, 10 / 3 / 2024
Hyd. No. 1
DA to PE121
Hydrograph type = Rational Peak discharge = 4.033 cfs
Storm frequency = 2 yrs Time to peak = 0.08 hrs
Time interval = 1 min Hyd. volume = 1,210 cuft
Drainage area = 0.920 ac Runoff coeff. = 0.58
Intensity = 7.558 in/hr Tc by User = 5.00 min
IDF Curve = WILMINGTON.IDF Asc/Rec limb fact = 1/1
3
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (hrs)
DA to PE121
Hyd. No. 1 -- 2 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Thursday, 10 / 3 / 2024
Hyd. No. 1
DA to PE121
Hydrograph type = Rational Peak discharge = 5.241 cfs
Storm frequency = 10 yrs Time to peak = 0.08 hrs
Time interval = 1 min Hyd. volume = 1,572 cuft
Drainage area = 0.920 ac Runoff coeff. = 0.58
Intensity = 9.822 in/hr Tc by User = 5.00 min
IDF Curve = WILMINGTON.IDF Asc/Rec limb fact = 1/1
4
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (hrs)
DA to PE121
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Thursday, 10 / 3 / 2024
Hyd. No. 1
DA to PE121
Hydrograph type = Rational Peak discharge = 5.921 cfs
Storm frequency = 25 yrs Time to peak = 0.08 hrs
Time interval = 1 min Hyd. volume = 1,776 cuft
Drainage area = 0.920 ac Runoff coeff. = 0.58
Intensity = 11.096 in/hr Tc by User = 5.00 min
IDF Curve = WILMINGTON.IDF Asc/Rec limb fact = 1/1
5
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (hrs)
DA to PE121
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Thursday, 10 / 3 / 2024
Hyd. No. 1
DA to PE121
Hydrograph type = Rational Peak discharge = 6.398 cfs
Storm frequency = 50 yrs Time to peak = 0.08 hrs
Time interval = 1 min Hyd. volume = 1,919 cuft
Drainage area = 0.920 ac Runoff coeff. = 0.58
Intensity = 11.990 in/hr Tc by User = 5.00 min
IDF Curve = WILMINGTON.IDF Asc/Rec limb fact = 1/1
6
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (hrs)
DA to PE121
Hyd. No. 1 -- 50 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Thursday, 10 / 3 / 2024
Hyd. No. 1
DA to PE121
Hydrograph type = Rational Peak discharge = 6.930 cfs
Storm frequency = 100 yrs Time to peak = 0.08 hrs
Time interval = 1 min Hyd. volume = 2,079 cuft
Drainage area = 0.920 ac Runoff coeff. = 0.58
Intensity = 12.988 in/hr Tc by User = 5.00 min
IDF Curve = WILMINGTON.IDF Asc/Rec limb fact = 1/1
7
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (hrs)
DA to PE121
Hyd. No. 1 -- 100 Year
Hyd No. 1
Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Oct 3 2024
PE121
Invert Elev Dn (ft) = 16.62
Pipe Length (ft) = 118.50
Slope (%) = 1.00
Invert Elev Up (ft) = 17.80
Rise (in) = 18.0
Shape = Circular
Span (in) = 18.0
No. Barrels = 1
n-Value = 0.013
Culvert Type = Circular Concrete
Culvert Entrance = Groove end projecting (C)
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2
Embankment
Top Elevation (ft) = 20.80
Top Width (ft) = 85.00
Crest Width (ft) = 85.00
Calculations
Qmin (cfs) = 5.24
Qmax (cfs) = 5.24
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 5.24
Qpipe (cfs) = 5.24
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 3.48
Veloc Up (ft/s) = 4.86
HGL Dn (ft) = 17.81
HGL Up (ft) = 18.68
Hw Elev (ft) = 19.08
Hw/D (ft) = 0.85
Flow Regime = Inlet Control
10-year
Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Oct 3 2024
PE121
Invert Elev Dn (ft) = 16.62
Pipe Length (ft) = 118.50
Slope (%) = 1.00
Invert Elev Up (ft) = 17.80
Rise (in) = 18.0
Shape = Circular
Span (in) = 18.0
No. Barrels = 1
n-Value = 0.013
Culvert Type = Circular Concrete
Culvert Entrance = Groove end projecting (C)
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2
Embankment
Top Elevation (ft) = 20.80
Top Width (ft) = 85.00
Crest Width (ft) = 85.00
Calculations
Qmin (cfs) = 5.92
Qmax (cfs) = 5.92
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 5.92
Qpipe (cfs) = 5.92
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 3.85
Veloc Up (ft/s) = 5.09
HGL Dn (ft) = 17.84
HGL Up (ft) = 18.74
Hw Elev (ft) = 19.18
Hw/D (ft) = 0.92
Flow Regime = Inlet Control
25-year
Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Oct 3 2024
PE121
Invert Elev Dn (ft) = 16.62
Pipe Length (ft) = 118.50
Slope (%) = 1.00
Invert Elev Up (ft) = 17.80
Rise (in) = 18.0
Shape = Circular
Span (in) = 18.0
No. Barrels = 1
n-Value = 0.013
Culvert Type = Circular Concrete
Culvert Entrance = Groove end projecting (C)
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2
Embankment
Top Elevation (ft) = 20.80
Top Width (ft) = 85.00
Crest Width (ft) = 85.00
Calculations
Qmin (cfs) = 6.93
Qmax (cfs) = 6.93
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 6.93
Qpipe (cfs) = 6.93
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 4.38
Veloc Up (ft/s) = 5.43
HGL Dn (ft) = 17.88
HGL Up (ft) = 18.82
Hw Elev (ft) = 19.34
Hw/D (ft) = 1.03
Flow Regime = Inlet Control
100-year
Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Oct 3 2024
PE121
Invert Elev Dn (ft) = 16.62
Pipe Length (ft) = 118.50
Slope (%) = 1.00
Invert Elev Up (ft) = 17.80
Rise (in) = 18.0
Shape = Circular
Span (in) = 18.0
No. Barrels = 1
n-Value = 0.013
Culvert Type = Circular Concrete
Culvert Entrance = Groove end projecting (C)
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2
Embankment
Top Elevation (ft) = 20.80
Top Width (ft) = 85.00
Crest Width (ft) = 85.00
Calculations
Qmin (cfs) = 8.16
Qmax (cfs) = 8.16
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 8.16
Qpipe (cfs) = 8.16
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 5.01
Veloc Up (ft/s) = 5.84
HGL Dn (ft) = 17.92
HGL Up (ft) = 18.91
Hw Elev (ft) = 19.53
Hw/D (ft) = 1.15
Flow Regime = Inlet Control
500-year
Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Oct 3 2024
PE121
Invert Elev Dn (ft) = 16.62
Pipe Length (ft) = 118.50
Slope (%) = 1.00
Invert Elev Up (ft) = 17.80
Rise (in) = 18.0
Shape = Circular
Span (in) = 18.0
No. Barrels = 1
n-Value = 0.013
Culvert Type = Circular Concrete
Culvert Entrance = Groove end projecting (C)
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2
Embankment
Top Elevation (ft) = 20.80
Top Width (ft) = 85.00
Crest Width (ft) = 85.00
Calculations
Qmin (cfs) = 14.00
Qmax (cfs) = 14.00
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 14.00
Qpipe (cfs) = 13.98
Qovertop (cfs) = 0.02
Veloc Dn (ft/s) = 8.02
Veloc Up (ft/s) = 7.91
HGL Dn (ft) = 18.06
HGL Up (ft) = 20.05
Hw Elev (ft) = 20.81
Hw/D (ft) = 2.01
Flow Regime = Inlet Control
Overtopping Flow
Sheetz – Shade Tree Lane
Wilmington, NC
Project Number: 64250.002
9 | www.timmons.com
Open Channel Calculations
25-Year Open Channel Design Calculations
100-Year Open Channel Analysis
PDD 1A - 25 Year
Area (A) =2.26 (Acres)
Coef. (C) = 0.61 (Dimensionless)
Inte. (I) =8.84 (in/hr)
Flow (Q25) =12.2 (cfs)
Line channel with:6 " rip-rap (Assume 6" even if using grass)
Manning n =0.030 (Dimensionless) Ditch Length = 50 LF
Slope = 0.006 (ft/ft) Highest Elevation = 16.8
Z Required = 3.17 Ratio Lowest Elevation = 16.5
Side Slope (M) =3 :1
Flow Depth (Y) =1.00 ft 12.0 in
Bottom Width (B) =1.75 ft 21.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 0.37 LB/SF D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
LB/SF
Jute Net 0.45 LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
New A = 4.75 SF
New P = 8.07 Wetted perimeter
New R = 0.59 Hydraulic radius
Z Actual =3.33 Must be greater than z required=>3.17 Okay
New V = 2.70 fps
Liner:1.55 LB/SF > 0.38 LB/SF Okay
Min. Ditch Depth = 1.5 ft
3
1
Side Slope
3:1
*RED IS USER INPUT
Ditch Liner
North American Green, S75
North American Green, S75
General Lining North American
Green Lining
Determine If Z Actual Is Greater Than Z Required
Minimum Design Geometry
Min. Ditch Depth (ft)
1.50
Bottom Width (ft)
Flow Depth (Y) = 1 ft
Ditch Geometry
Bottom Width (B) = 1.75 ft
Top Width (ft)Flow Depth (ft)
Drainage Ditch Design (Velocity Constraint)
PROJECT NAME
PROJECT NUMBER
64250.002
DITCH NAME
CALCULATED BY
April Blye
Sheetz - Shade Tree Lane
1.75 1.00 10.75
PERMANENT DIVERSION DITCH: PDD 1A - 25 Year
Top Width = 10.75 ft
Variable Quantities (Ditch Width & Depth)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be
correct; select appropriate lining based on tractive force)
Watershed Data
Known Quantities
Compute Tractive Force
LATEST REVISION: 10/2/2024 10:02 AM
PDD 1B - 25 Year
Area (A) =0.13 (Acres)
Coef. (C) = 0.61 (Dimensionless)
Inte. (I) =11.10 (in/hr)
Flow (Q25) =0.9 (cfs)
Line channel with:6 " rip-rap (Assume 6" even if using grass)
Manning n =0.030 (Dimensionless) Ditch Length = 32 LF
Slope = 0.047 (ft/ft) Highest Elevation = 18
Z Required = 0.08 Ratio Lowest Elevation = 16.5
Side Slope (M) =3 :1
Flow Depth (Y) =0.50 ft 6.0 in
Bottom Width (B) =0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 1.46 LB/SF D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
LB/SF
Jute Net 0.45 LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual =0.29 Must be greater than z required=>0.08 Okay
New V = 4.12 fps
Liner:1.55 LB/SF > 1.47 LB/SF Okay
Min. Ditch Depth = 1 ft
3
1
Side Slope
3:1
*RED IS USER INPUT
0.00 0.50 6
PERMANENT DIVERSION DITCH: PDD 1B - 25 Year
Top Width = 6 ft
Variable Quantities (Ditch Width & Depth)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be
correct; select appropriate lining based on tractive force)
Watershed Data
Known Quantities
Compute Tractive Force
Drainage Ditch Design (Velocity Constraint)
PROJECT NAME
PROJECT NUMBER
64250.002
DITCH NAME
CALCULATED BY
April Blye
Sheetz - Shade Tree Lane
Ditch Liner
North American Green, S75
North American Green, S75
General Lining North American
Green Lining
Determine If Z Actual Is Greater Than Z Required
Minimum Design Geometry
Min. Ditch Depth (ft)
1.00
Bottom Width (ft)
Flow Depth (Y) = 0.5 ft
Ditch Geometry
Bottom Width (B) = 0 ft
Top Width (ft)Flow Depth (ft)
LATEST REVISION: 10/2/2024 10:07 AM
PDD 2 - 25 Year
Area (A) =0.41 (Acres)
Coef. (C) = 0.70 (Dimensionless)
Inte. (I) =11.10 (in/hr)
Flow (Q25) =3.2 (cfs)
Line channel with:6 " rip-rap (Assume 6" even if using grass)
Manning n =0.030 (Dimensionless) Ditch Length = 148 LF
Slope = 0.053 (ft/ft) Highest Elevation = 17.8
Z Required = 0.28 Ratio Lowest Elevation = 10
Side Slope (M) =3 :1
Flow Depth (Y) =0.40 ft 4.8 in
Bottom Width (B) =2.00 ft 24.0 in
Freeboard = 0.60 ft 7.2 in
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 1.32 LB/SF D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
LB/SF
Jute Net 0.45 LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
New A = 1.28 SF
New P = 4.53 Wetted perimeter
New R = 0.28 Hydraulic radius
Z Actual =0.55 Must be greater than z required=>0.28 Okay
New V = 4.91 fps
Liner:1.55 LB/SF > 1.32 LB/SF Okay
Min. Ditch Depth = 1 ft
3
1
Side Slope
3:1
*RED IS USER INPUT
Ditch Liner
North American Green, S75
North American Green, S75
General Lining North American
Green Lining
Determine If Z Actual Is Greater Than Z Required
Minimum Design Geometry
Min. Ditch Depth (ft)
1.00
Bottom Width (ft)
Flow Depth (Y) = 0.4 ft
Ditch Geometry
Bottom Width (B) = 2 ft
Top Width (ft)Flow Depth (ft)
Drainage Ditch Design (Velocity Constraint)
PROJECT NAME
PROJECT NUMBER
64250.002
DITCH NAME
CALCULATED BY
April Blye
Sheetz - Shade Tree Lane
2.00 0.40 8
PERMANENT DIVERSION DITCH: PDD 2 - 25 Year
Top Width = 8 ft
Variable Quantities (Ditch Width & Depth)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be
correct; select appropriate lining based on tractive force)
Watershed Data
Known Quantities
Compute Tractive Force
LATEST REVISION: 10/2/2024 10:12 AM
PDD 3 - 25 Year
Area (A) =0.41 (Acres)
Coef. (C) = 0.70 (Dimensionless)
Inte. (I) =11.10 (in/hr)
Flow (Q25) =3.2 (cfs)
Line channel with:6 " rip-rap (Assume 6" even if using grass)
Manning n =0.030 (Dimensionless) Ditch Length = 297 LF
Slope = 0.037 (ft/ft) Highest Elevation = 21
Z Required = 0.33 Ratio Lowest Elevation = 10
Side Slope (M) =3 :1
Flow Depth (Y) =0.60 ft 7.2 in
Bottom Width (B) =0.00 ft 0.0 in
Freeboard = 0.40 ft 4.8 in
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 1.39 LB/SF D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
LB/SF
Jute Net 0.45 LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
New A = 1.08 SF
New P = 3.79 Wetted perimeter
New R = 0.28 Hydraulic radius
Z Actual =0.47 Must be greater than z required=>0.33 Okay
New V = 4.14 fps
Liner:1.55 LB/SF > 1.39 LB/SF Okay
Min. Ditch Depth = 1 ft
3
1
Side Slope
3:1
*RED IS USER INPUT
Ditch Liner
North American Green, S75
North American Green, S75
General Lining North American
Green Lining
Determine If Z Actual Is Greater Than Z Required
Minimum Design Geometry
Min. Ditch Depth (ft)
1.00
Bottom Width (ft)
Flow Depth (Y) = 0.6 ft
Ditch Geometry
Bottom Width (B) = 0 ft
Top Width (ft)Flow Depth (ft)
Drainage Ditch Design (Velocity Constraint)
PROJECT NAME
PROJECT NUMBER
64250.002
DITCH NAME
CALCULATED BY
April Blye
Sheetz - Shade Tree Lane
0.00 0.60 6
PERMANENT DIVERSION DITCH: PDD 3 - 25 Year
Top Width = 6 ft
Variable Quantities (Ditch Width & Depth)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be
correct; select appropriate lining based on tractive force)
Watershed Data
Known Quantities
Compute Tractive Force
LATEST REVISION: 10/2/2024 10:14 AM
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Oct 2 2024
PDD1A
Trapezoidal
Bottom Width (ft) = 1.75
Side Slopes (z:1) = 3.00, 3.00
Total Depth (ft) = 1.50
Invert Elev (ft) = 16.50
Slope (%) = 0.50
N-Value = 0.030
Calculations
Compute by: Known Q
Known Q (cfs) = 16.22
Highlighted
Depth (ft) = 1.16
Q (cfs) = 16.22
Area (sqft) = 6.07
Velocity (ft/s) = 2.67
Wetted Perim (ft) = 9.09
Crit Depth, Yc (ft) = 0.88
Top Width (ft) = 8.71
EGL (ft) = 1.27
0 2 4 6 8 10 12 14 16
Elev (ft) Depth (ft)Section
16.00 -0.50
16.50 0.00
17.00 0.50
17.50 1.00
18.00 1.50
18.50 2.00
19.00 2.50
Reach (ft)
100-YEAR
Q = CIA = 0.69 * 10.4 * 2.26 = 16.2 CFS
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Oct 2 2024
PDD1B
Triangular
Side Slopes (z:1) = 3.00, 3.00
Total Depth (ft) = 1.00
Invert Elev (ft) = 16.50
Slope (%) = 5.00
N-Value = 0.030
Calculations
Compute by: Known Q
Known Q (cfs) = 1.17
Highlighted
Depth (ft) = 0.35
Q (cfs) = 1.170
Area (sqft) = 0.37
Velocity (ft/s) = 3.18
Wetted Perim (ft) = 2.21
Crit Depth, Yc (ft) = 0.40
Top Width (ft) = 2.10
EGL (ft) = 0.51
0 1 2 3 4 5 6 7 8
Elev (ft) Depth (ft)Section
16.00 -0.50
16.50 0.00
17.00 0.50
17.50 1.00
18.00 1.50
Reach (ft)
100-YEAR
Q = CIA = 0.69 * 13.0 * 0.13 = 1.17 CFS
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Oct 2 2024
PDD2
Trapezoidal
Bottom Width (ft) = 2.00
Side Slopes (z:1) = 3.00, 3.00
Total Depth (ft) = 1.00
Invert Elev (ft) = 10.00
Slope (%) = 5.20
N-Value = 0.030
Calculations
Compute by: Known Q
Known Q (cfs) = 4.30
Highlighted
Depth (ft) = 0.33
Q (cfs) = 4.300
Area (sqft) = 0.99
Velocity (ft/s) = 4.36
Wetted Perim (ft) = 4.09
Crit Depth, Yc (ft) = 0.43
Top Width (ft) = 3.98
EGL (ft) = 0.63
0 1 2 3 4 5 6 7 8 9 10
Elev (ft) Depth (ft)Section
9.50 -0.50
10.00 0.00
10.50 0.50
11.00 1.00
11.50 1.50
12.00 2.00
Reach (ft)
100-YEAR
Q = CIA = 0.80 * 13.0 * 0.41 = 4.3 CFS
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Oct 2 2024
PDD3
Triangular
Side Slopes (z:1) = 3.00, 3.00
Total Depth (ft) = 1.00
Invert Elev (ft) = 10.00
Slope (%) = 1.00
N-Value = 0.030
Calculations
Compute by: Known Q
Known Q (cfs) = 4.30
Highlighted
Depth (ft) = 0.76
Q (cfs) = 4.300
Area (sqft) = 1.73
Velocity (ft/s) = 2.48
Wetted Perim (ft) = 4.81
Crit Depth, Yc (ft) = 0.67
Top Width (ft) = 4.56
EGL (ft) = 0.86
0 1 2 3 4 5 6 7 8
Elev (ft) Depth (ft)Section
9.50 -0.50
10.00 0.00
10.50 0.50
11.00 1.00
11.50 1.50
12.00 2.00
Reach (ft)
100-YEAR
Q = CIA = 0.80 * 13.0 * 0.41 = 4.3 CFS
Sheetz – Shade Tree Lane
Wilmington, NC
Project Number: 64250.002
10 | www.timmons.com
Flood Routing
Overland Relief Exhibit
Hydraflow Flood Routing
T
TP
T
TP
MKF
TTP
SPIGOT
Sign "No Soliciting"
Pet Waste Can
Sign "Speed Limit 25"
7
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Sign "Speed Limit 45"
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Grass Median
Grass Median
Conc. Median
61873
61627
61624
60360
Gravel
Dirt
LLR Investments of Wilmington Inc.
PARID: R07100-003-022-000
MAPID: 313405.18.5180.000
DB 5819 PG 398
Susan Ann Wilson,
Trustee of the Susan Ann Wilson
Revocable Trust
PARID: R07117-005-004-000
MAPID: 313405.27.0958.000
DB 6097 PG 548
Frances D. Reith
PARID: R07117-005-001-000
MAPID: 313405.27.1901.000
DB 2985 PG 500
Richard D. Welch
& Chester F. Welch Jr
PARID: R07117-005-003-000
MAPID: 313405.28.0035.000
DB 6453 PG 2820
John Huntley Munn
PARID: R07113-003-001-000
MAPID: 313405.28.0112.000
DB 6440 PG 1151
Keith E. Noxon
& wife, Kelly Ann Kennedy
PARID: R07113-003-002-000
MAPID: 313405.18.9189.000
DB 2513 PG 248
Marsha Hill
& husband, Keith Hill
PARID: R07113-003-003-000
MAPID: 313405.18.9267.000
DB 6150 PG 2400
Keith Alan McCormick
& wife, Debra A. McCormick
PARID: R07113-005-010-000
MAPID: 313405.18.8376.000
DB 2878 PG 227
Robert Hart
& wife, Susan Hart
PARID: R07113-005-011-000
MAPID: 313405.18.7388.000
DB 5991 PG 7561 Story Block GarageMetal
Carpo
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Road Name Sign
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FES - Inv. = 18.67'FES - Inv. = 18.70'
FES - Inv. = 18.99'
FES - Inv. = 18.63'
62483 - Inv. = 16.44'Inv. = 9.31'
62612 - Inv. = 10.35'
60263 - Inv. = 12.33'
Storm Inlet
Rim Elev. = 21.50'
Inv. Out = 18.58'
FES - Inv. = 18.96'
FES - Inv. = 1873'
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w/ Post Lights
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18" RCP
18" RCP
Possible Junction
Possible Junction
60394-Storm Inlet
Rim Elev. = 19.83'
Inv. (NW) = 11.19'
Inv. (SE) = 11.02'
Inv. (SW) = 10.96'
61055-Drainage Manhole
Rim Elev. = 19.54'
Inv. (SE) = 15.81'
Inv. (NE) = 10.35'
Inv. (NW) = 10.39'
60359-Drainage Manhole
Rim Elev. = 20.25'
Inv. (B.O.B) = 11.38'
1
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CAROLINA BEACH ROAD
VARIABLE WIDTH PUBLIC R/W
DB 20 PG 91, PB 16 PG 1,
PB 25 PG 190 & PB 42 PG 346
US-421
Rim = 19.41'
Inv. In (62483) = 15.68'
Inv. In (61627) = 15.63'
Inv. Out = 15.53'
Rim = 18.28'
Inv. In = 13.71'
Inv. Out = 13.57'
61881
Rim = 19.25'
Inv. In = 13.40'
Inv. Out = 13.34'
Rim = 21.03'
Inv. In (61624)= 16.53'
Inv. In (61532) = 16.23'
Inv. Out = 16.16'
Rim = 21.34'
Inv. Out = 17.64'
STANDARD
UST FIELD
VA
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DRIVE THRU FINISH
GRADE 6" BELOW F.F.
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10"WIDE X 6" HIGH CONCRETE
CURB OFFSET FROM BUILDING
6'-0"H X 6"DIA. BOLLARD
1'-4" OFFSET FROM BUILDING
NEW SHEETZ STORE
6139 SQ. FT.
FFE: 22.50'
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OUTLET #1
85 LF OF CURB
OUTLET #2
57 LF OF CURB
OUTLET #3
30' DRIVEWAY
OUTLET #5
33 LF OF CURB
OUTLET #4
100 LF OF CURB
PONDING AREA #1PONDING AREA #2
PONDING AREA #3
PONDING AREA #4
PONDING AREA #5
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ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NEW HANOVER
COUNTY, NCDEQ, AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS
10/28/2024
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P. BARBEAU
P. BARBEAU
10/28/2024
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SCALE 1"=30'
60'30'
DRAINAGE AREA BOUNDARY
LEGEND
Hydraflow Table of Contents Sheetz-ShadeTree-OverlandRelief.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 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...................................................................................... 4
Hydrograph No. 2, SCS Runoff, DA 2...................................................................................... 5
Hydrograph No. 3, SCS Runoff, DA 3...................................................................................... 6
Hydrograph No. 4, SCS Runoff, DA 4...................................................................................... 7
Hydrograph No. 5, SCS Runoff, DA 5...................................................................................... 8
Hydrograph No. 6, Reservoir, Ponding Area #1....................................................................... 9
Pond Report - Ponding Area #1......................................................................................... 10
Hydrograph No. 7, Reservoir, Ponding Area #2..................................................................... 11
Pond Report - Ponding Area #2......................................................................................... 12
Hydrograph No. 8, Reservoir, Ponding Area #3..................................................................... 13
Pond Report - Ponding Area #3......................................................................................... 14
Hydrograph No. 9, Reservoir, Ponding Area #4..................................................................... 15
Pond Report - Ponding Area #4......................................................................................... 16
Hydrograph No. 10, Reservoir, Ponding Area #5................................................................... 17
Pond Report - Ponding Area #5......................................................................................... 18
2 - Year
Summary Report....................................................................................................................... 19
Hydrograph Reports................................................................................................................. 20
Hydrograph No. 1, SCS Runoff, DA 1.................................................................................... 20
Hydrograph No. 2, SCS Runoff, DA 2.................................................................................... 21
Hydrograph No. 3, SCS Runoff, DA 3.................................................................................... 22
Hydrograph No. 4, SCS Runoff, DA 4.................................................................................... 23
Hydrograph No. 5, SCS Runoff, DA 5.................................................................................... 24
Hydrograph No. 6, Reservoir, Ponding Area #1..................................................................... 25
Hydrograph No. 7, Reservoir, Ponding Area #2..................................................................... 26
Hydrograph No. 8, Reservoir, Ponding Area #3..................................................................... 27
Hydrograph No. 9, Reservoir, Ponding Area #4..................................................................... 28
Hydrograph No. 10, Reservoir, Ponding Area #5................................................................... 29
10 - Year
Summary Report....................................................................................................................... 30
Hydrograph Reports................................................................................................................. 31
Hydrograph No. 1, SCS Runoff, DA 1.................................................................................... 31
Hydrograph No. 2, SCS Runoff, DA 2.................................................................................... 32
Hydrograph No. 3, SCS Runoff, DA 3.................................................................................... 33
Hydrograph No. 4, SCS Runoff, DA 4.................................................................................... 34
Hydrograph No. 5, SCS Runoff, DA 5.................................................................................... 35
Hydrograph No. 6, Reservoir, Ponding Area #1..................................................................... 36
Hydrograph No. 7, Reservoir, Ponding Area #2..................................................................... 37
Hydrograph No. 8, Reservoir, Ponding Area #3..................................................................... 38
Contents continued...Sheetz-ShadeTree-OverlandRelief.gpw
Hydrograph No. 9, Reservoir, Ponding Area #4..................................................................... 39
Hydrograph No. 10, Reservoir, Ponding Area #5................................................................... 40
25 - Year
Summary Report....................................................................................................................... 41
Hydrograph Reports................................................................................................................. 42
Hydrograph No. 1, SCS Runoff, DA 1.................................................................................... 42
Hydrograph No. 2, SCS Runoff, DA 2.................................................................................... 43
Hydrograph No. 3, SCS Runoff, DA 3.................................................................................... 44
Hydrograph No. 4, SCS Runoff, DA 4.................................................................................... 45
Hydrograph No. 5, SCS Runoff, DA 5.................................................................................... 46
Hydrograph No. 6, Reservoir, Ponding Area #1..................................................................... 47
Hydrograph No. 7, Reservoir, Ponding Area #2..................................................................... 48
Hydrograph No. 8, Reservoir, Ponding Area #3..................................................................... 49
Hydrograph No. 9, Reservoir, Ponding Area #4..................................................................... 50
Hydrograph No. 10, Reservoir, Ponding Area #5................................................................... 51
100 - Year
Summary Report....................................................................................................................... 52
Hydrograph Reports................................................................................................................. 53
Hydrograph No. 1, SCS Runoff, DA 1.................................................................................... 53
Hydrograph No. 2, SCS Runoff, DA 2.................................................................................... 54
Hydrograph No. 3, SCS Runoff, DA 3.................................................................................... 55
Hydrograph No. 4, SCS Runoff, DA 4.................................................................................... 56
Hydrograph No. 5, SCS Runoff, DA 5.................................................................................... 57
Hydrograph No. 6, Reservoir, Ponding Area #1..................................................................... 58
Hydrograph No. 7, Reservoir, Ponding Area #2..................................................................... 59
Hydrograph No. 8, Reservoir, Ponding Area #3..................................................................... 60
Hydrograph No. 9, Reservoir, Ponding Area #4..................................................................... 61
Hydrograph No. 10, Reservoir, Ponding Area #5................................................................... 62
IDF Report.................................................................................................................. 63
1 2 3 4 5
6
7
8
9
10
1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Project: Sheetz-ShadeTree-OverlandRelief.gpw Monday, 10 / 28 / 2024
Hyd.Origin Description
Legend
1 SCS Runoff DA 1
2 SCS Runoff DA 2
3 SCS Runoff DA 3
4 SCS Runoff DA 4
5 SCS Runoff DA 5
6 Reservoir Ponding Area #1
7 Reservoir Ponding Area #2
8 Reservoir Ponding Area #3
9 Reservoir Ponding Area #4
10 Reservoir Ponding Area #5
Hydrograph Return Period Recap
2
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 ------ 2.880 3.539 ------- ------- 5.593 7.069 ------- 9.895 DA 1
2 SCS Runoff ------ 2.263 2.781 ------- ------- 4.394 5.554 ------- 7.774 DA 2
3 SCS Runoff ------ 0.771 0.948 ------- ------- 1.498 1.893 ------- 2.650 DA 3
4 SCS Runoff ------ 1.851 2.275 ------- ------- 3.595 4.544 ------- 6.361 DA 4
5 SCS Runoff ------ 0.463 0.569 ------- ------- 0.899 1.136 ------- 1.590 DA 5
6 Reservoir 1 2.805 3.445 ------- ------- 5.440 6.874 ------- 9.733 Ponding Area #1
7 Reservoir 2 2.139 2.628 ------- ------- 4.154 5.250 ------- 7.578 Ponding Area #2
8 Reservoir 3 0.728 0.895 ------- ------- 1.415 1.788 ------- 2.503 Ponding Area #3
9 Reservoir 4 1.815 2.228 ------- ------- 3.516 4.441 ------- 6.216 Ponding Area #4
10 Reservoir 5 0.454 0.558 ------- ------- 0.880 1.112 ------- 1.556 Ponding Area #5
Proj. file: Sheetz-ShadeTree-OverlandRelief.gpw Monday, 10 / 28 / 2024
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hydrograph Summary Report
3
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 2.880 2 716 6,426 ------ ------ ------ DA 1
2 SCS Runoff 2.263 2 716 5,049 ------ ------ ------ DA 2
3 SCS Runoff 0.771 2 716 1,721 ------ ------ ------ DA 3
4 SCS Runoff 1.851 2 716 4,131 ------ ------ ------ DA 4
5 SCS Runoff 0.463 2 716 1,033 ------ ------ ------ DA 5
6 Reservoir 2.805 2 718 6,426 1 20.03 209 Ponding Area #1
7 Reservoir 2.139 2 718 5,049 2 20.04 259 Ponding Area #2
8 Reservoir 0.728 2 718 1,721 3 21.02 89.1 Ponding Area #3
9 Reservoir 1.815 2 718 4,131 4 20.02 57.0 Ponding Area #4
10 Reservoir 0.454 2 718 1,033 5 20.01 17.1 Ponding Area #5
Sheetz-ShadeTree-OverlandRelief.gpw Return Period: 1 Year Monday, 10 / 28 / 2024
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 1
DA 1
Hydrograph type = SCS Runoff Peak discharge = 2.880 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 6,426 cuft
Drainage area = 0.560 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
4
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
DA 1
Hyd. No. 1 -- 1 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 2
DA 2
Hydrograph type = SCS Runoff Peak discharge = 2.263 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 5,049 cuft
Drainage area = 0.440 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
5
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
DA 2
Hyd. No. 2 -- 1 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 3
DA 3
Hydrograph type = SCS Runoff Peak discharge = 0.771 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 1,721 cuft
Drainage area = 0.150 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
6
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
DA 3
Hyd. No. 3 -- 1 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 4
DA 4
Hydrograph type = SCS Runoff Peak discharge = 1.851 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 4,131 cuft
Drainage area = 0.360 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
7
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
DA 4
Hyd. No. 4 -- 1 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 5
DA 5
Hydrograph type = SCS Runoff Peak discharge = 0.463 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 1,033 cuft
Drainage area = 0.090 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
8
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
DA 5
Hyd. No. 5 -- 1 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 6
Ponding Area #1
Hydrograph type = Reservoir Peak discharge = 2.805 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 6,426 cuft
Inflow hyd. No. = 1 - DA 1 Max. Elevation = 20.03 ft
Reservoir name = Ponding Area #1 Max. Storage = 209 cuft
Storage Indication method used.
9
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
Ponding Area #1
Hyd. No. 6 -- 1 Year
Hyd No. 6 Hyd No. 1 Total storage used = 209 cuft
Pond Report 10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Pond No. 1 - Ponding Area #1
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 20.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 20.00 2,387 0 0
1.00 21.00 10,938 6,663 6,663
2.00 22.00 20,309 15,624 22,286
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 0.00 0.00 0.00 0.00
Span (in)= 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0
Invert El. (ft)= 0.00 0.00 0.00 0.00
Length (ft)= 0.00 0.00 0.00 0.00
Slope (%)= 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft)= 85.00 0.00 0.00 0.00
Crest El. (ft)= 20.00 0.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = Rect --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.0 80.0 160.0 240.0 320.0 400.0 480.0 560.0 640.0 720.0 800.0 880.0
Stage (ft)
0.00 20.00
0.20 20.20
0.40 20.40
0.60 20.60
0.80 20.80
1.00 21.00
1.20 21.20
1.40 21.40
1.60 21.60
1.80 21.80
2.00 22.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 7
Ponding Area #2
Hydrograph type = Reservoir Peak discharge = 2.139 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 5,049 cuft
Inflow hyd. No. = 2 - DA 2 Max. Elevation = 20.04 ft
Reservoir name = Ponding Area #2 Max. Storage = 259 cuft
Storage Indication method used.
11
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
Ponding Area #2
Hyd. No. 7 -- 1 Year
Hyd No. 7 Hyd No. 2 Total storage used = 259 cuft
Pond Report 12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Pond No. 2 - Ponding Area #2
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 20.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 20.00 2,894 0 0
1.00 21.00 11,625 7,260 7,260
2.00 22.00 17,339 14,482 21,742
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 0.00 0.00 0.00 0.00
Span (in)= 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0
Invert El. (ft)= 0.00 0.00 0.00 0.00
Length (ft)= 0.00 0.00 0.00 0.00
Slope (%)= 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft)= 57.00 0.00 0.00 0.00
Crest El. (ft)= 20.00 0.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = Rect --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0 550.0
Stage (ft)
0.00 20.00
0.20 20.20
0.40 20.40
0.60 20.60
0.80 20.80
1.00 21.00
1.20 21.20
1.40 21.40
1.60 21.60
1.80 21.80
2.00 22.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 8
Ponding Area #3
Hydrograph type = Reservoir Peak discharge = 0.728 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 1,721 cuft
Inflow hyd. No. = 3 - DA 3 Max. Elevation = 21.02 ft
Reservoir name = Ponding Area #3 Max. Storage = 89 cuft
Storage Indication method used.
13
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
Ponding Area #3
Hyd. No. 8 -- 1 Year
Hyd No. 8 Hyd No. 3 Total storage used = 89 cuft
Pond Report 14
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Pond No. 3 - Ponding Area #3
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 21.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 21.00 1,531 0 0
1.00 22.00 6,196 3,864 3,864
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 0.00 0.00 0.00 0.00
Span (in)= 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0
Invert El. (ft)= 0.00 0.00 0.00 0.00
Length (ft)= 0.00 0.00 0.00 0.00
Slope (%)= 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft)= 30.00 0.00 0.00 0.00
Crest El. (ft)= 21.00 0.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = Rect --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00
Stage (ft)
0.00 21.00
0.10 21.10
0.20 21.20
0.30 21.30
0.40 21.40
0.50 21.50
0.60 21.60
0.70 21.70
0.80 21.80
0.90 21.90
1.00 22.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 9
Ponding Area #4
Hydrograph type = Reservoir Peak discharge = 1.815 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 4,131 cuft
Inflow hyd. No. = 4 - DA 4 Max. Elevation = 20.02 ft
Reservoir name = Ponding Area #4 Max. Storage = 57 cuft
Storage Indication method used.
15
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
Ponding Area #4
Hyd. No. 9 -- 1 Year
Hyd No. 9 Hyd No. 4 Total storage used = 57 cuft
Pond Report 16
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Pond No. 4 - Ponding Area #4
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 20.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 20.00 1,124 0 0
1.00 21.00 5,488 3,306 3,306
2.00 22.00 12,543 9,016 12,322
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 0.00 0.00 0.00 0.00
Span (in)= 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0
Invert El. (ft)= 0.00 0.00 0.00 0.00
Length (ft)= 0.00 0.00 0.00 0.00
Slope (%)= 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft)= 100.00 0.00 0.00 0.00
Crest El. (ft)= 20.00 0.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = Rect --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.0 90.0 180.0 270.0 360.0 450.0 540.0 630.0 720.0 810.0 900.0 990.0
Stage (ft)
0.00 20.00
0.20 20.20
0.40 20.40
0.60 20.60
0.80 20.80
1.00 21.00
1.20 21.20
1.40 21.40
1.60 21.60
1.80 21.80
2.00 22.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 10
Ponding Area #5
Hydrograph type = Reservoir Peak discharge = 0.454 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 1,033 cuft
Inflow hyd. No. = 5 - DA 5 Max. Elevation = 20.01 ft
Reservoir name = Ponding Area #5 Max. Storage = 17 cuft
Storage Indication method used.
17
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
Ponding Area #5
Hyd. No. 10 -- 1 Year
Hyd No. 10 Hyd No. 5 Total storage used = 17 cuft
Pond Report 18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Pond No. 5 - Ponding Area #5
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 20.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 20.00 210 0 0
1.00 21.00 2,413 1,312 1,312
2.00 22.00 3,719 3,066 4,378
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 0.00 0.00 0.00 0.00
Span (in)= 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0
Invert El. (ft)= 0.00 0.00 0.00 0.00
Length (ft)= 0.00 0.00 0.00 0.00
Slope (%)= 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft)= 33.00 0.00 0.00 0.00
Crest El. (ft)= 20.00 0.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = Rect --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.0 30.0 60.0 90.0 120.0 150.0 180.0 210.0 240.0 270.0 300.0 330.0
Stage (ft)
0.00 20.00
0.20 20.20
0.40 20.40
0.60 20.60
0.80 20.80
1.00 21.00
1.20 21.20
1.40 21.40
1.60 21.60
1.80 21.80
2.00 22.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Summary Report
19
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 3.539 2 716 8,007 ------ ------ ------ DA 1
2 SCS Runoff 2.781 2 716 6,291 ------ ------ ------ DA 2
3 SCS Runoff 0.948 2 716 2,145 ------ ------ ------ DA 3
4 SCS Runoff 2.275 2 716 5,148 ------ ------ ------ DA 4
5 SCS Runoff 0.569 2 716 1,287 ------ ------ ------ DA 5
6 Reservoir 3.445 2 718 8,007 1 20.04 256 Ponding Area #1
7 Reservoir 2.628 2 718 6,291 2 20.04 318 Ponding Area #2
8 Reservoir 0.895 2 718 2,145 3 21.03 109 Ponding Area #3
9 Reservoir 2.228 2 718 5,148 4 20.02 70.0 Ponding Area #4
10 Reservoir 0.558 2 718 1,287 5 20.02 21.0 Ponding Area #5
Sheetz-ShadeTree-OverlandRelief.gpw Return Period: 2 Year Monday, 10 / 28 / 2024
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 1
DA 1
Hydrograph type = SCS Runoff Peak discharge = 3.539 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 8,007 cuft
Drainage area = 0.560 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.78 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
20
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
DA 1
Hyd. No. 1 -- 2 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 2
DA 2
Hydrograph type = SCS Runoff Peak discharge = 2.781 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 6,291 cuft
Drainage area = 0.440 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.78 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
21
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
DA 2
Hyd. No. 2 -- 2 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 3
DA 3
Hydrograph type = SCS Runoff Peak discharge = 0.948 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 2,145 cuft
Drainage area = 0.150 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.78 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
22
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
DA 3
Hyd. No. 3 -- 2 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 4
DA 4
Hydrograph type = SCS Runoff Peak discharge = 2.275 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 5,148 cuft
Drainage area = 0.360 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.78 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
23
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
DA 4
Hyd. No. 4 -- 2 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 5
DA 5
Hydrograph type = SCS Runoff Peak discharge = 0.569 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 1,287 cuft
Drainage area = 0.090 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.78 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
24
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
DA 5
Hyd. No. 5 -- 2 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 6
Ponding Area #1
Hydrograph type = Reservoir Peak discharge = 3.445 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 8,007 cuft
Inflow hyd. No. = 1 - DA 1 Max. Elevation = 20.04 ft
Reservoir name = Ponding Area #1 Max. Storage = 256 cuft
Storage Indication method used.
25
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
Ponding Area #1
Hyd. No. 6 -- 2 Year
Hyd No. 6 Hyd No. 1 Total storage used = 256 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 7
Ponding Area #2
Hydrograph type = Reservoir Peak discharge = 2.628 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 6,291 cuft
Inflow hyd. No. = 2 - DA 2 Max. Elevation = 20.04 ft
Reservoir name = Ponding Area #2 Max. Storage = 318 cuft
Storage Indication method used.
26
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
Ponding Area #2
Hyd. No. 7 -- 2 Year
Hyd No. 7 Hyd No. 2 Total storage used = 318 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 8
Ponding Area #3
Hydrograph type = Reservoir Peak discharge = 0.895 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 2,145 cuft
Inflow hyd. No. = 3 - DA 3 Max. Elevation = 21.03 ft
Reservoir name = Ponding Area #3 Max. Storage = 109 cuft
Storage Indication method used.
27
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
Ponding Area #3
Hyd. No. 8 -- 2 Year
Hyd No. 8 Hyd No. 3 Total storage used = 109 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 9
Ponding Area #4
Hydrograph type = Reservoir Peak discharge = 2.228 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 5,148 cuft
Inflow hyd. No. = 4 - DA 4 Max. Elevation = 20.02 ft
Reservoir name = Ponding Area #4 Max. Storage = 70 cuft
Storage Indication method used.
28
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
Ponding Area #4
Hyd. No. 9 -- 2 Year
Hyd No. 9 Hyd No. 4 Total storage used = 70 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 10
Ponding Area #5
Hydrograph type = Reservoir Peak discharge = 0.558 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 1,287 cuft
Inflow hyd. No. = 5 - DA 5 Max. Elevation = 20.02 ft
Reservoir name = Ponding Area #5 Max. Storage = 21 cuft
Storage Indication method used.
29
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
Ponding Area #5
Hyd. No. 10 -- 2 Year
Hyd No. 10 Hyd No. 5 Total storage used = 21 cuft
Hydrograph Summary Report
30
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 5.593 2 716 13,004 ------ ------ ------ DA 1
2 SCS Runoff 4.394 2 716 10,218 ------ ------ ------ DA 2
3 SCS Runoff 1.498 2 716 3,483 ------ ------ ------ DA 3
4 SCS Runoff 3.595 2 716 8,360 ------ ------ ------ DA 4
5 SCS Runoff 0.899 2 716 2,090 ------ ------ ------ DA 5
6 Reservoir 5.440 2 718 13,004 1 20.06 405 Ponding Area #1
7 Reservoir 4.154 2 718 10,218 2 20.07 502 Ponding Area #2
8 Reservoir 1.415 2 718 3,483 3 21.04 173 Ponding Area #3
9 Reservoir 3.516 2 718 8,360 4 20.03 110 Ponding Area #4
10 Reservoir 0.880 2 718 2,090 5 20.03 33.2 Ponding Area #5
Sheetz-ShadeTree-OverlandRelief.gpw Return Period: 10 Year Monday, 10 / 28 / 2024
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 1
DA 1
Hydrograph type = SCS Runoff Peak discharge = 5.593 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 13,004 cuft
Drainage area = 0.560 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
31
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
DA 1
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 2
DA 2
Hydrograph type = SCS Runoff Peak discharge = 4.394 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 10,218 cuft
Drainage area = 0.440 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
32
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
DA 2
Hyd. No. 2 -- 10 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 3
DA 3
Hydrograph type = SCS Runoff Peak discharge = 1.498 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 3,483 cuft
Drainage area = 0.150 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
33
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
DA 3
Hyd. No. 3 -- 10 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 4
DA 4
Hydrograph type = SCS Runoff Peak discharge = 3.595 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 8,360 cuft
Drainage area = 0.360 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
34
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
DA 4
Hyd. No. 4 -- 10 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 5
DA 5
Hydrograph type = SCS Runoff Peak discharge = 0.899 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 2,090 cuft
Drainage area = 0.090 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
35
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
DA 5
Hyd. No. 5 -- 10 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 6
Ponding Area #1
Hydrograph type = Reservoir Peak discharge = 5.440 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 13,004 cuft
Inflow hyd. No. = 1 - DA 1 Max. Elevation = 20.06 ft
Reservoir name = Ponding Area #1 Max. Storage = 405 cuft
Storage Indication method used.
36
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
Ponding Area #1
Hyd. No. 6 -- 10 Year
Hyd No. 6 Hyd No. 1 Total storage used = 405 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 7
Ponding Area #2
Hydrograph type = Reservoir Peak discharge = 4.154 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 10,218 cuft
Inflow hyd. No. = 2 - DA 2 Max. Elevation = 20.07 ft
Reservoir name = Ponding Area #2 Max. Storage = 502 cuft
Storage Indication method used.
37
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
Ponding Area #2
Hyd. No. 7 -- 10 Year
Hyd No. 7 Hyd No. 2 Total storage used = 502 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 8
Ponding Area #3
Hydrograph type = Reservoir Peak discharge = 1.415 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 3,483 cuft
Inflow hyd. No. = 3 - DA 3 Max. Elevation = 21.04 ft
Reservoir name = Ponding Area #3 Max. Storage = 173 cuft
Storage Indication method used.
38
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
Ponding Area #3
Hyd. No. 8 -- 10 Year
Hyd No. 8 Hyd No. 3 Total storage used = 173 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 9
Ponding Area #4
Hydrograph type = Reservoir Peak discharge = 3.516 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 8,360 cuft
Inflow hyd. No. = 4 - DA 4 Max. Elevation = 20.03 ft
Reservoir name = Ponding Area #4 Max. Storage = 110 cuft
Storage Indication method used.
39
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
Ponding Area #4
Hyd. No. 9 -- 10 Year
Hyd No. 9 Hyd No. 4 Total storage used = 110 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 10
Ponding Area #5
Hydrograph type = Reservoir Peak discharge = 0.880 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 2,090 cuft
Inflow hyd. No. = 5 - DA 5 Max. Elevation = 20.03 ft
Reservoir name = Ponding Area #5 Max. Storage = 33 cuft
Storage Indication method used.
40
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
Ponding Area #5
Hyd. No. 10 -- 10 Year
Hyd No. 10 Hyd No. 5 Total storage used = 33 cuft
Hydrograph Summary Report
41
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 7.069 2 716 16,631 ------ ------ ------ DA 1
2 SCS Runoff 5.554 2 716 13,067 ------ ------ ------ DA 2
3 SCS Runoff 1.893 2 716 4,455 ------ ------ ------ DA 3
4 SCS Runoff 4.544 2 716 10,691 ------ ------ ------ DA 4
5 SCS Runoff 1.136 2 716 2,673 ------ ------ ------ DA 5
6 Reservoir 6.874 2 718 16,631 1 20.08 512 Ponding Area #1
7 Reservoir 5.250 2 718 13,067 2 20.09 635 Ponding Area #2
8 Reservoir 1.788 2 718 4,455 3 21.06 219 Ponding Area #3
9 Reservoir 4.441 2 718 10,691 4 20.04 139 Ponding Area #4
10 Reservoir 1.112 2 718 2,673 5 20.03 42.0 Ponding Area #5
Sheetz-ShadeTree-OverlandRelief.gpw Return Period: 25 Year Monday, 10 / 28 / 2024
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 1
DA 1
Hydrograph type = SCS Runoff Peak discharge = 7.069 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 16,631 cuft
Drainage area = 0.560 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 9.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
42
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (min)
DA 1
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 2
DA 2
Hydrograph type = SCS Runoff Peak discharge = 5.554 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 13,067 cuft
Drainage area = 0.440 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 9.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
43
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
DA 2
Hyd. No. 2 -- 25 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 3
DA 3
Hydrograph type = SCS Runoff Peak discharge = 1.893 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 4,455 cuft
Drainage area = 0.150 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 9.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
44
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
DA 3
Hyd. No. 3 -- 25 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 4
DA 4
Hydrograph type = SCS Runoff Peak discharge = 4.544 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 10,691 cuft
Drainage area = 0.360 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 9.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
45
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
DA 4
Hyd. No. 4 -- 25 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 5
DA 5
Hydrograph type = SCS Runoff Peak discharge = 1.136 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 2,673 cuft
Drainage area = 0.090 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 9.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
46
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
DA 5
Hyd. No. 5 -- 25 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 6
Ponding Area #1
Hydrograph type = Reservoir Peak discharge = 6.874 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 16,631 cuft
Inflow hyd. No. = 1 - DA 1 Max. Elevation = 20.08 ft
Reservoir name = Ponding Area #1 Max. Storage = 512 cuft
Storage Indication method used.
47
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (min)
Ponding Area #1
Hyd. No. 6 -- 25 Year
Hyd No. 6 Hyd No. 1 Total storage used = 512 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 7
Ponding Area #2
Hydrograph type = Reservoir Peak discharge = 5.250 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 13,067 cuft
Inflow hyd. No. = 2 - DA 2 Max. Elevation = 20.09 ft
Reservoir name = Ponding Area #2 Max. Storage = 635 cuft
Storage Indication method used.
48
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
Ponding Area #2
Hyd. No. 7 -- 25 Year
Hyd No. 7 Hyd No. 2 Total storage used = 635 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 8
Ponding Area #3
Hydrograph type = Reservoir Peak discharge = 1.788 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 4,455 cuft
Inflow hyd. No. = 3 - DA 3 Max. Elevation = 21.06 ft
Reservoir name = Ponding Area #3 Max. Storage = 219 cuft
Storage Indication method used.
49
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
Ponding Area #3
Hyd. No. 8 -- 25 Year
Hyd No. 8 Hyd No. 3 Total storage used = 219 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 9
Ponding Area #4
Hydrograph type = Reservoir Peak discharge = 4.441 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 10,691 cuft
Inflow hyd. No. = 4 - DA 4 Max. Elevation = 20.04 ft
Reservoir name = Ponding Area #4 Max. Storage = 139 cuft
Storage Indication method used.
50
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
Ponding Area #4
Hyd. No. 9 -- 25 Year
Hyd No. 9 Hyd No. 4 Total storage used = 139 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 10
Ponding Area #5
Hydrograph type = Reservoir Peak discharge = 1.112 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 2,673 cuft
Inflow hyd. No. = 5 - DA 5 Max. Elevation = 20.03 ft
Reservoir name = Ponding Area #5 Max. Storage = 42 cuft
Storage Indication method used.
51
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
Ponding Area #5
Hyd. No. 10 -- 25 Year
Hyd No. 10 Hyd No. 5 Total storage used = 42 cuft
Hydrograph Summary Report
52
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 9.895 2 716 23,610 ------ ------ ------ DA 1
2 SCS Runoff 7.774 2 716 18,551 ------ ------ ------ DA 2
3 SCS Runoff 2.650 2 716 6,324 ------ ------ ------ DA 3
4 SCS Runoff 6.361 2 716 15,178 ------ ------ ------ DA 4
5 SCS Runoff 1.590 2 716 3,795 ------ ------ ------ DA 5
6 Reservoir 9.733 2 718 23,610 1 20.10 698 Ponding Area #1
7 Reservoir 7.578 2 718 18,551 2 20.11 830 Ponding Area #2
8 Reservoir 2.503 2 718 6,324 3 21.08 306 Ponding Area #3
9 Reservoir 6.216 2 716 15,178 4 20.06 195 Ponding Area #4
10 Reservoir 1.556 2 718 3,794 5 20.04 58.7 Ponding Area #5
Sheetz-ShadeTree-OverlandRelief.gpw Return Period: 100 Year Monday, 10 / 28 / 2024
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 1
DA 1
Hydrograph type = SCS Runoff Peak discharge = 9.895 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 23,610 cuft
Drainage area = 0.560 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 13.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
53
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
DA 1
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 2
DA 2
Hydrograph type = SCS Runoff Peak discharge = 7.774 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 18,551 cuft
Drainage area = 0.440 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 13.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
54
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (min)
DA 2
Hyd. No. 2 -- 100 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 3
DA 3
Hydrograph type = SCS Runoff Peak discharge = 2.650 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 6,324 cuft
Drainage area = 0.150 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 13.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
55
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
DA 3
Hyd. No. 3 -- 100 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 4
DA 4
Hydrograph type = SCS Runoff Peak discharge = 6.361 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 15,178 cuft
Drainage area = 0.360 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 13.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
56
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (min)
DA 4
Hyd. No. 4 -- 100 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 5
DA 5
Hydrograph type = SCS Runoff Peak discharge = 1.590 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 3,795 cuft
Drainage area = 0.090 ac Curve number = 95
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 13.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
57
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
DA 5
Hyd. No. 5 -- 100 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 6
Ponding Area #1
Hydrograph type = Reservoir Peak discharge = 9.733 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 23,610 cuft
Inflow hyd. No. = 1 - DA 1 Max. Elevation = 20.10 ft
Reservoir name = Ponding Area #1 Max. Storage = 698 cuft
Storage Indication method used.
58
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
Ponding Area #1
Hyd. No. 6 -- 100 Year
Hyd No. 6 Hyd No. 1 Total storage used = 698 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 7
Ponding Area #2
Hydrograph type = Reservoir Peak discharge = 7.578 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 18,551 cuft
Inflow hyd. No. = 2 - DA 2 Max. Elevation = 20.11 ft
Reservoir name = Ponding Area #2 Max. Storage = 830 cuft
Storage Indication method used.
59
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (min)
Ponding Area #2
Hyd. No. 7 -- 100 Year
Hyd No. 7 Hyd No. 2 Total storage used = 830 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 8
Ponding Area #3
Hydrograph type = Reservoir Peak discharge = 2.503 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 6,324 cuft
Inflow hyd. No. = 3 - DA 3 Max. Elevation = 21.08 ft
Reservoir name = Ponding Area #3 Max. Storage = 306 cuft
Storage Indication method used.
60
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
Ponding Area #3
Hyd. No. 8 -- 100 Year
Hyd No. 8 Hyd No. 3 Total storage used = 306 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 9
Ponding Area #4
Hydrograph type = Reservoir Peak discharge = 6.216 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 15,178 cuft
Inflow hyd. No. = 4 - DA 4 Max. Elevation = 20.06 ft
Reservoir name = Ponding Area #4 Max. Storage = 195 cuft
Storage Indication method used.
61
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (min)
Ponding Area #4
Hyd. No. 9 -- 100 Year
Hyd No. 9 Hyd No. 4 Total storage used = 195 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Hyd. No. 10
Ponding Area #5
Hydrograph type = Reservoir Peak discharge = 1.556 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 3,794 cuft
Inflow hyd. No. = 5 - DA 5 Max. Elevation = 20.04 ft
Reservoir name = Ponding Area #5 Max. Storage = 59 cuft
Storage Indication method used.
62
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
Ponding Area #5
Hyd. No. 10 -- 100 Year
Hyd No. 10 Hyd No. 5 Total storage used = 59 cuft
Hydraflow Rainfall Report
63
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024
Return Intensity-Duration-Frequency Equation Coefficients (FHA)
Period
(Yrs) B D E (N/A)
1 78.7228 12.4000 0.8810 --------
2 91.8716 12.6000 0.8709 --------
3 0.0000 0.0000 0.0000 --------
5 97.1683 12.7000 0.8342 --------
10 93.7879 12.1000 0.7948 --------
25 87.4911 11.1000 0.7431 --------
50 82.4765 10.5000 0.7036 --------
100 74.7156 9.3000 0.6577 --------
File name: WILMINGTON.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 6.36 5.09 4.26 3.68 3.24 2.90 2.63 2.41 2.22 2.06 1.93 1.81
2 7.56 6.08 5.11 4.42 3.90 3.50 3.18 2.91 2.69 2.50 2.34 2.20
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 8.84 7.18 6.08 5.30 4.70 4.24 3.87 3.56 3.30 3.08 2.89 2.72
10 9.82 8.01 6.81 5.95 5.31 4.80 4.39 4.05 3.77 3.52 3.31 3.13
25 11.10 9.08 7.75 6.80 6.09 5.53 5.08 4.70 4.39 4.12 3.88 3.68
50 11.99 9.85 8.45 7.45 6.69 6.10 5.62 5.22 4.89 4.60 4.35 4.13
100 12.99 10.66 9.16 8.10 7.31 6.68 6.17 5.75 5.40 5.10 4.83 4.60
Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
Precip. file name: S:\332\64250-Sheetz\002-332-ShadeTreeLn\Calc\Storm\02_Hydraflow\2_Hydraflow SCM\Wilmington.pcp
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.94 4.78 0.00 3.30 7.42 9.33 6.80 13.00
SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00
Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00
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 1.75 0.00 2.80 3.90 5.25 6.00 7.10