SWA000075_As-Built - Calculations_20231130

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PINNACLE CRANES AS-BUILT REPORT
Stormwater Management Plan (SWMP)
Prepared For: Pinnacle Cranes
January 12, 2023
EVANS `9
MECHWART
r�* HAMBLETON &
11LTON, INC. 1 r"
No. F-1016 -ice;
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PROJECT SUMMARY
Project Name: Pinnacle Cranes
Location: Town of Midland, Cabarrus County, North Carolina
Type: Stormwater Management Plan
Reviewing Agency: Town of Midland, North Carolina DEQ
HYDROLOGIC SUMMARY
Rainfall Data: NOAA Atlas 14, Volume 2, Version 3, 2004
1-yr 2.91"
2-yr 3.51"
10-yr 5.12"
25-yr 6.09"
50-yr 6.86"
100-yr 7.65"
Rainfall Distribution: NRCS Type II 24 hour
Detention Policy: Town of Midland, Cabarrus County
Water Quality: Town of Midland, North Carolina DEQ
Hydrology Modeling Program: HydroCAD 10.0
DESIGN SUMMARY
Detention: Sand Filter
Water Quality: Sand Filter, Treatment Swale
Receiving Water Body: Unnamed Tributaries of Muddy Creek
Minimum Design Criteria:
-Water quality = first flush (or first 1" of rainfall) per NCDEQ for Sand Filter, 0.75" of rainfall for
Treatment Swale
-Detention = post to pre-release rates for the 1-year (NCDEQ), 2-year (Town of Midland), 10-
year (NCDEQ), 25-year (Town of Midland), and 100-year (Cabarrus County) storm events
-Freeboard = 0.5 feet above the 100-year elevation
REVISIONS
November 2021 — Approved report has been revised to reflect the as-built conditions based on
October 2021 survey. As-built numbers are shown in red text with the approved design crossed
out.
January 2023 — As-built has been updated to incorporate the treatment swale for the site's drive
entrances.

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TABLE OF CONTENTS
1.0 Introduction 1
2.0 Hydrologic Analysis 1
3.0 Pre-Developed Analysis 2
4.0 Post-Developed Analysis 2
5.0 Outlet Design 4
6.0 Water Quality 4
7.0 Conclusion 5
TABLES
Table 1 - Pre-developed Subarea Characteristics 2
Table 2 - Pre-developed Peak Flow Rates 2
Table 3 - Post-developed Subarea Characteristics 3
Table 4 - Allowable and Proposed Release Rates to NW 3
Table 5 - Allowable and Proposed Release Rates with Sand Filter Performance Summary 3
Table 6 - Water Quality Calculations 5
APPENDICES
Appendix A: USDA Soils and NOAA Rainfall Reports
Appendix B: Water Quality Calculations
Appendix C: HydroCAD Output
Appendix D: Storm Sewer Calculations

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1 .0 INTRODUCTION
The following report provides a detailed analysis and design of the Stormwater Management Plan
for Pinnacle Cranes. The proposed site is located northwest of US-601, northeast of Fieldstone
Trace, and southeast of Slatebrooks Drive. The proposed project area involves the development of
grassy open area and wooded area into an industrial development. The Stormwater Management
Plan was prepared in accordance with the requirements of both the Town of Midland and the North
Carolina DEQ. The runoff from this site will be routed through a sand filter for water quality and
quantity control before discharging to existing roadway swales which outlet to unnamed tributaries
of Muddy Creek.
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Figure 1 — Site Location Map
2.0 HYDROLOGIC ANALYSIS
Hydrologic parameters such as Runoff Curve Number (RCN) and Time of Concentration were
determined using standard Natural Resources Conservation Service (NRCS) methodology. The 1-,
2-, 10-, 25-, 50-, and 100-year storm event discharge amounts were calculated using the NRCS
TR-55 method. This analysis reflects the NRCS Type II distribution, 24-hr storm duration. Rainfall
depths were obtained from NOAA Atlas 14, Volume 2, Version 3, 2004. The peak flow rates were
computed using the HydroCAD 1 0.0 computer program.
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3.0 PRE-DEVELOPED ANALYSIS
The pre-developed condition, as seen on Sheet 6.0 of the plan set, consists of grassy open space
and wooded area in good condition in Type "C" soils (Badin channery silt loam and Kirksey silt
loam). The subarea Pre NW naturally drains to the northwest to an existing roadway swale along
Slatebrooks Drive. The subarea Pre SE naturally drains to the southeast to an existing roadway
swale along US-601. Both subareas eventually discharge into Muddy Creek.
All pre-developed subarea characteristics are summarized in Table 1. Pre-developed peak flow
rates are provided in Table 2. All time of concentration calculations can be found in the HydroCAD
output in Appendix C.
Table 1 -Pre-developed Subarea Characteristics
Tributary Runoff % Time of
Subarea Area Curve Impervious Concentration
Identifier (acres) Land Usage Number (%) (min)
1.004 Open Space,
Pre NW 1.732 Woodland 74 0% 13.5 15.6
Open Space,
Pre SE 6.537 Woodland 74 0% 34.6
Total 8.269 - 74 0% -
Table 2 -Pre-developed Peak Flow Rates
Pre NW Peak Flow Pre SE
Storm Event Rates Peak Flow Rates
(year) (cfs.) (cfs.)
11-1.82 3.97
2 1.67 2.76 6.08
10 3.36 5.58 1 2.56
25 47 46 7.41 16.78
50 5.35 8.89 20.23
100 6.28 10.43 23.82
4.0 POST-DEVELOPED ANALYSIS
The post-developed condition, as seen on Sheet 6.1 of the plan set, shows the post-developed
condition. The Pinnacle Cranes project will utilize a sand filter within a dry basin to provide water
quality and quantity control for the proposed development. Post SE consists of a new building,
parking lot, and gravel area that will drain to the Sand Filter which discharges to the swale along
US-601. Post NW consists of the proposed driveway entrances which will drain offsite undctaincd,
but will not incrcasc pcak flow ratcs to the into a treatment swale along Slatebrooks Drive.
The post-developed subarea characteristics are summarized in Table 3. The post-developed
allowable release rates and proposed release rates for the swale along Slatebrooks Drive (NW
outfall) can be found in Table 4. The post-developed allowable release rates, proposed release
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rates, and the Sand Filter performance summary can be found in Table 5. HydroCAD output has
been provided in Appendix C.
Table 3 -Post-developed Subarea Characteristics
Tributary Runoff % Time of
Subarea Area Curve Impervious Concentration
Identifier (acres) Land Usage Number (%) (min)
0.263 Open Space and
Post NW 0.991 Impervious Area 9-1- 78 69% 1 8°Ao 5.0
Open Space, Woodland,
Post SE 7.278 Gravel, Impervious Area 91 77% 6.6
7
Total 8.269 - 91- 89 77% 70% -
Offsite to Existing Industrial
Swale 2.098 development 94 85% 6.8
Table 4 -Allowable and Proposed Release Rates to NW
Pre NW Peak Offsite Peak Allowable
Storm Flow Rates Flow Rates Release Rates Proposed NW
Event [A] [B] [A+B] Release Rates
(yr.) (cfs.) (cfs.) (cfs.) (cfs.)
11-1.82 7.691-9.51 0.93 9.63
2 1.67 2.76 9.52 1.67 1 2.28 -1,18 1 2.26
10 3.36 5.58 14.39 3.36 19.97 1.83 19.31
25 446 7.41 17.30 446 24.71 2.22 23.49
50 5.35 8.89 19.59 _ - _ 2.53 26.60
100 672-8 10.43 21.94 8 32.37 2.85 29.32
Table 5 -Allowable and Proposed Release Rates with Sand Filter Performance Summary
Pre SE Sand Filter Maximum Storage
Storm Peak Flow Allowable Proposed W.S.E., T.O.B. Volume
Event Rates Release Rates Release Rates = 514.50 Utilized
(yr.) (cfs.) (cfs.) (cfs.) (feet) (ac-ft)
1.52 510.89 0.685
1 3.97 3.97 2.75 511.24 0.607
43$ 511.12 0.799
2 6.08 6.08 5.25 511.55 0.756
11.37 511.93 1.222
10 12.56 12.56 9.13 512.47 1.214
14.23 512.41 1.491
25 16.78 16.78 10.73 513.01 1.497
17.03 512.76 1.688
50 20.23 - 19.97 513.29 1.649
17.78 513.12 1.901
100 23.82 23.82 30.46 513.53 1.781
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Storage Utilized (100-yr event): 1.901 1.781 ac-ft
Storage Provided (Top of Bank = 514.50 514.00 ft.): 2.779 2.049 ac-ft
5.0 OUTLET DESIGN
The outlet structure for the Sand Filter will be located on the north side of the basin. The location of
this structure can be seen on Sheet 6.1 of the plan set.
Sand Filter - Outlet Control Structure
• Area of sand required = 2469 2272 sf.
• Area of sand provided = 2885 3120 sf.
• Sand Filter was designed at an infiltration rate of 3.5 ft/day
• Top of sand — 509.00 ft.
• Bottom of sand/top of gravel — 507.00 ft.
• Bottom of gravel — 506.00 ft.
• Top of Bank — 514.50 514.00 ft.
• 100-year elevation — 51 3.1 2 513.53 ft.
• 1st stage outlet — Sand filter to underdrain, underdrain at 506.00 ft. with turn-up to 508.00
508.11 ft.
• 2nd stage outlet — (-2-)-(1) 28-inch wide by-6-8-inch high windows, invert at 510.70 510.76 ft.
• 3rd stage outlet— NCDOT grate 840.16, top of casting 512.40 at 513.03 ft.
• Tailwater Control — 18-inch outlet pipe with 0.51% 0.18% slope, invert at 508.04 508.11 ft.
(controls 1st through 3rd stage outlets)
• Emergency Spillway — 35 40-foot long asymmetric reinforced earthen weir, crest of weir at
514.00 513.04 ft.
Treatment Swale — Outlet Control Structure
• Bottom of Swale — 507.36 ft.
• Top of Swale — 513.00 ft.
• Swale has an average bottom width of 4.78 ft, side slopes of 2.5H:1V, and a channel slope
of 0.19%
• Tailwater Control — 30-inch outlet pipe with 0.66% slope, invert at 507.36 ft.
6.0 WATER QUALITY
The North Carolina DEQ requires that the first flush (or first 1" of rainfall) gets treated for water
quality. The water quality volume shall be drawn down for a period of two to five days. Water
quality drawdown for the basin will be provided by the basin's 1 st stage outlet listed in Section 5.0.
The first stage outlet is a sand filter for the Pinnacle Cranes site,which was designed at an infiltration
rate of 3.5 ft/day.Water quality calculations are summarized in Table 6 and provided in Appendix
B.
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Table 6 -Water Quality Calculations
Tributary Percent Water Quality Water Quality Required Provided
area Impervious Volume Elevation Sand Area Sand Area
Basin Identifier (acres) (%) (ac-ft) (feet) (sf.) (sf.)
510.42 2469 2885
Sand Filter 7.278 77% 0.448 510.89 2272 3120
Furthermore, the North Carolina DEQ requires 0.75" of rainfall to be treated in treatment swales
for water quality, while detaining the water for a minimum of 4 minutes. The event must be below
6-inches of depth. The Pinnacle Cranes site will utilize the Treatment Swale on the northwest side of
the site to treat the proposed drive entrances and 2.10 acres of offsite area. The water quality
event creates a 1.6" normal depth in the swale, as seen in the FlowMaster output in Appendix B.
The swale detains water for this event for approximately 18 minutes.
7.0 CONCLUSION
The proposed stormwater management plan for Pinnacle Cranes meets all requirements for
detention and water quality as set forth by the Town of Midland and the North Carolina DEQ.
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APPENDIX A:
USDA Soils and NOAA Rainfall Reports

Hydrologic Soil Group—Cabarrus County, North Carolina
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Meters N
0 45 90 180 270 m
Feet
0 150 300 600 900
Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WCS84
A
USDA Natural Resources Web Soil Survey 6/22/2020
elm Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Cabarrus County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(Aol) ❑ C The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) C/D 1:24,000.
Soils ❑ D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
0 A ❑ Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
0 A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
B scale.
Transportation
0 B/D H4 Rails Please rely on the bar scale on each map sheet for map
0 C measurements.
•V Interstate Highways
0 C/D US Routes Source of Map: Natural Resources Conservation Service
D Web Soil Survey URL:
Major Roads Coordinate System: Web Mercator(EPSG:3857)
Not rated or not available Local Roads Maps from the Web Soil Survey are based on the VVeb Mercator
soil Rating Lines projection,which preserves direction and shape but distorts
ti A Background distance and area.A projection that preserves area,such as the
Aerial Photography Albers equal-area conic projection,should be used if more
wi A/D accurate calculations of distance or area are required.
▪ B This product is generated from the USDA-NRCS certified data as
,y B/D of the version date(s)listed below.
C Soil Survey Area: Cabarrus County,North Carolina
Survey Area Data: Version 18,Sep 16,2019
�y C/D
Soil map units are labeled(as space allows)for map scales
Y D 1:50,000 or larger.
..• Not rated or not available Date(s)aerial images were photographed: Jul 18,2011—Nov
25,2017
Soil Rating Points
■ A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
■ A/D imagery displayed on these maps.As a result,some minor
•
B shifting of map unit boundaries may be evident.
■ B/D
Lsu;\ Natural Resources Web Soil Survey 6/22/2020
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Cabarrus County,North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
BaB Badin channery silt C 7.4 35.9%
loam,2 to 8 percent
slopes
KkB Kirksey silt loam, 1 to 6 C 13.3 64.1%
percent slopes
Totals for Area of Interest 20.7 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
USDA Natural Resources Web Soil Survey 6/22/2020
1111.1 Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Cabarrus County,North Carolina
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 6/22/2020
0111. Conservation Service National Cooperative Soil Survey Page 4 of 4

Precipitation Frequency Data Server Page 1 of 4
NOAA Atlas 14,Volume 2,Version 3
Location name:Midland, North Carolina,USA* c
Latitude:35.2199°,Longitude:-80.5159° I
Elevation:517.55 ft** i.
ad,.�` *source:ESRI Maps •',b `.
**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 I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90%confidence intervals (in inches)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 0.408 0.482 0.561 0.617 0.680 0.723 0.762 0.796 0.833 0.859
(0.376-0.443) (0.444-0.525) (0.515-0.610) (0.565-0.669) (0.620-0.736) (0.657-0.783) (0.689-0.825) (0.716-0.862) (0.743-0.904) (0.760-0.933)
10-min 0.652 0.771 0.898 0.986 1.08 1.15 1.21 1.26 1.32 1.35
(0.601-0.708) (0.710-0.840) (0.825-0.977) (0.904-1.07) (0.989-1.17) (1.05-1.25) (1.10-1.31) (1.14-1.37) (1.18-1.43) (1.20-1.47)
15-min 0.815 0.969 1.14 1.25 1.37 1.46 1.53 1.59 1.66 1.70
(0.751-0.885) (0.892-1.06) (1.04-1.24) (1.14-1.35) (1.25-1.49) (1.32-1.58) (1.38-1.66) (1.43-1.72) (1.48-1.80) (1.50-1.84)
30-min 1.12 1.34 1.61 1.81 2.03 2.20 2.34 2.48 2.64 2.75
(1.03-1.21) (1.23-1.46) (1.48-1.76) (1.66-1.96) (1.86-2.20) (2.00-2.38) (2.12-2.54) (2.23-2.68) (2.35-2.86) (2.43-2.99)
60-min 1.39 1.68 2.07 2.35 2.71 2.98 3.23 3.48 3.79 4.01
(1.28-1.51) (1.55-1.83) (1.90-2.25) (2.16-2.55) (2.47-2.93) (2.70-3.22) (2.92-3.49) (3.13-3.76) (3.38-4.11) (3.55-4.36)
2-hr 1.61 1.95 2.42 2.77 3.23 3.57 3.91 4.24 4.67 5.00
(1.48-1.76) (1.79-2.13) (2.21-2.65) (2.53-3.03) (2.93-3.52) (3.23-3.89) (3.51-4.26) (3.79-4.62) (4.13-5.10) (4.38-5.46)
3-hr 1.72 2.08 2.59 2.99 3.52 3.93 4.35 4.77 5.34 5.79
(1.57-1.89) (1.90-2.28) (2.37-2.84) (2.72-3.27) (3.19-3.84) (3.55-4.29) (3.89-4.73) (4.24-5.19) (4.69-5.83) (5.03-6.32)
6-hr 2.07 2.50 3.12 3.61 4.26 4.78 5.31 5.85 6.59 7.17
(1.90-2.27) (2.29-2.74) (2.86-3.42) (3.29-3.94) (3.87-4.64) (4.31-5.20) (4.75-5.77) (5.18-6.36) (5.77-7.16) (6.20-7.79)
12-hr 2.46 2.97 3.72 4.33 5.15 5.82 6.50 7.22 8.21 9.01
(2.26-2.69) (2.73-3.26) (3.41-4.08) (3.95-4.73) (4.67-5.61) (5.23-6.32) (5.79-7.06) (6.36-7.83) (7.12-8.89) (7.71-9.77)
24-hr 2.91 3.51 4.41 5.12 6.09 6.86 7.65 8.47 9.59 10.5
(2.70-3.15) (3.26-3.81) (4.09-4.78) (4.74-5.54) (5.61-6.58) (6.30-7.41) (7.01-8.27) (7.73-9.15) (8.72-10.4) (9.49-11.4)
2-day 3.42 4.12 5.13 5.93 7.02 7.89 8.78 9.70 11.0 12.0
(3.17-3.68) (3.82-4.45) (4.76-5.54) (5.49-6.40) (6.48-7.56) (7.26-8.50) (8.06-9.46) (8.87-10.5) (9.97-11.8) (10.8-12.9)
3-day 3.62 4.35 5.40 6.22 7.35 8.25 9.17 10.1 11.4 12.5
(3.36-3.90) (4.05-4.69) (5.01-5.81) (5.77-6.70) (6.79-7.91) (7.60-8.88) (8.43-9.87) (9.27-10.9) (10.4-12.3) (11.3-13.5)
4-day 3.83 4.59 5.67 6.52 7.68 8.62 9.57 10.6 11.9 13.0
(3.56-4.11) (4.27-4.93) (5.26-6.08) (6.04-7.00) (7.10-8.25) (7.94-9.26) (8.80-10.3) (9.68-11.3) (10.9-12.8) (11.8-14.0)
7-day 4.41 5.26 6.41 7.32 8.58 9.58 10.6 11.7 13.1 14.3
(4.13-4.71) (4.93-5.62) (6.00-6.84) (6.84-7.82) (7.99-9.16) (8.90-10.2) (9.83-11.3) (10.8-12.5) (12.1-14.1) (13.1-15.3)
10-day 5.06 6.02 7.24 8.19 9.48 10.5 11.5 12.6 14.0 15.1
(4.76-5.39) (5.65-6.41) (6.79-7.70) (7.68-8.72) (8.86-10.1) (9.79-11.2) (10.7-12.3) (11.7-13.4) (12.9-14.9) (13.9-16.1)
20-day 6.79 8.02 9.47 10.6 12.2 13.4 14.6 15.8 17.5 18.8
(6.42-7.18) (7.58-8.48) (8.94-10.0) (10.0-11.2) (11.4-12.9) (12.5-14.1) (13.7-15.4) (14.8-16.8) (16.3-18.6) (17.4-20.0)
30-day 8.34 9.81 11.4 12.6 14.3 15.5 16.8 18.0 19.7 20.9
(7.90-8.80) (9.30-10.3) (10.8-12.0) (12.0-13.3) (13.5-15.1) (14.6-16.4) (15.8-17.7) (16.9-19.1) (18.4-20.8) (19.5-22.2)
45-day 10.5 12.3 14.1 15.4 17.2 18.5 19.8 21.1 22.8 24.0
(10.0-11.0) (11.7-12.9) (13.4-14.7) (14.7-16.2) (16.3-18.0) (17.5-19.4) (18.7-20.8) (19.9-22.1) (21.4-23.9) (22.5-25.3)
60-day 12.5 14.6 16.5 18.0 19.9 21.3 22.7 24.0 25.8 27.1
(12.0-13.1) (14.0-15.3) (15.8-17.3) (17.2-18.8) (19.0-20.8) (20.3-22.3) (21.6-23.7) (22.8-25.2) (24.4-27.0) (25.6-28.4)
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.
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds printpage.html?lat=35.2199&lon=-80.5159&dat... 6/22/2020

Precipitation Frequency Data Server Page 2 of 4
PF graphical
PDS-based depth-duration-frequency(DDF) curves
Latitude: 35.2199°, Longitude:-80.5159°
30 r I I I I T I -r I I 1 I I I r 1 "I—
Average recurrence
25 interval
(years)
2 '
L 20
a
2
ai — 5
0 15 . .. - . - — 10
— 25
a • — 50
CU
a • - 200
5 -- •_- ..... — 500
•
•
— 1000
0 —
C C C C C ' >. T T T A T T T T
•,- •E •E •E E N L L N L N N N N N N r0 N N
N n'1 � N V 7 7"O 7 7 "O 10 V'O
LA 6 in O O H N N A 4 N 6 O O V1 O
e-1 r-1 1+1 ,D r-I N P•1 V kb
Duration
30 r I ,
25 •
c
s 20 - Duration
a) • 5-min — 2-day
15 — 10-min — 3-day
15-min — 4-day
Y
ii — 30-min — 7-day
0 10 - — 60+nin — 10 day
v
a — 2-hr — 20-day
— 3-hr — 30-day
5 _ — — — 6-hr — 45-day
— 12-hr — 60-day
0 i �i 1 1 i I I- ; — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Mon Jun 22 13-26:55 2020
Back to Top
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds printpage.html?lat=35.2199&lon=-80.5159&dat... 6/22/2020

E Mal
A legacy of experience.A reputation for excellence.
APPENDIX B:
Water Quality Calculations

Sand Filter Design
Sand Filter
Onsite Area
7.278 acres
1 = 76.5 %
Rv = 0.05+0.0091
Rv = 0.74
WQ Rain 1 "
WQv = 19512 cu-ft
Af = (WQv)(df) /((k)(hf+df)(tf)) (required sand filter surface area)
A = 7.278 acres
WQv = 19512 cu-ft (water quality volume)
df = 2 ft (optimal efficiency)
k = 3.5 ft/day
hf = 0.945 ft (24" max depth)
t = 1.667 days
Af (required) = 2272 sf (required area)
Af (provided) = 3120 sf
As (required) = 1 288 sf
As (provided) = 6115 sf
Stage Discharge Calculation-Sand Filter Only
Qo = Af(k)(hf+df)/df
Af = 3120 sf (designed area)
k = 3.5 ft/day
hf = 0.945 ft
df = 2 ft
Elev.
hf Qo (ft)
0 0 0 cfs 509.00
0.10 11466 cf/day 0.133 cfs 509.10
0.20 12012 cf/day 0.139 cfs 509.20
0.30 12558 cf/day 0.145 cfs 509.30
0.40 13104 cf/day 0.152 cfs 509.40
0.50 13650 cf/day 0.158 cfs 509.50
0.75 15015 cf/day 0.174 cfs 509.75
1.00 16380 cf/day 0.190 cfs 510.00
1.50 19110 cf/day 0.221 cfs 510.50
2.00 21840 cf/day 0.253 cfs 511.00
2.50 24570 cf/day 0.284 cfs 511.50
3.00 27300 cf/day 0.316 cfs 512.00
3.50 30030 cf/day 0.348 cfs 512.50
4.00 32760 cf/day 0.379 cfs 513.00
4.50 35490 cf/day 0.411 cfs 513.50
5.00 38220 cf/day 0.442 cfs 514.00

Outlet Design
Top of Gravel 509.25 ft
Top of Sand 509 ft
Total Bottom Area 3120 sq-ft
Min Sand Area 2272 sq-ft
Actual Sand Area 3120 sq-ft
Static WO elevation 510.89 ft
1-year storm elev 511.24 ft
2nd stage outlet elev 510.76 ft
2nd stage outlet (1) 28" W x 8" H window
Tailwater Control 18-inch outlet pipe
Top of Bank 514
bottom of sand elev 507
SHWT elevation ft
Underdrain Calculation
WQv = 19512 cu-ft
Drawdown = 0.1 1 3 cfs (48 hours)
Length of Pipe = 295.15 ft
Perforations = 1180.6 holes (4 per ft)
50%clogged = 590.3 holes
Hole Diameter= 3/8"
Capacity = 0.009 cfs (per hole)
Total Capacity = 5.077 cfs
Perforation Capacity is greater than filter media capacity
50-year Storm
Peak Elevation = 513.29
Top of Bank = 514.00

Worksheet for Treatment Swale - 0.75"
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.019 ft/ft
Left Side Slope 2.500 H:V
Right Side Slope 2.500 H:V
Bottom Width 4.78 ft
Discharge 1.12 cfs
Results
Normal Depth 1.6 in
Flow Area 0.7 ft2
Wetted Perimeter 5.5 ft
Hydraulic Radius 1.5 in
Top Width 5.43 ft
Critical Depth 1.4 in
Critical Slope 0.028 ft/ft
Velocity 1.69 ft/s
Velocity Head 0.04 ft
Specific Energy 0.17 ft
Froude Number 0.852
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity 0.00 ft/s
Upstream Velocity 0.00 ft/s
Normal Depth 1.6 in
Critical Depth 1.4 in
Channel Slope 0.019 ft/ft
Critical Slope 0.028 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Roadside Swale.fm8 Center [10.02.00.01]
1/12/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for Treatment Swale - 10-year
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.019 ft/ft
Left Side Slope 2.500 H:V
Right Side Slope 2.500 H:V
Bottom Width 4.78 ft
Discharge 19.44 cfs
Results
Normal Depth 8.1 in
Flow Area 4.4 ft2
Wetted Perimeter 8.4 ft
Hydraulic Radius 6.2 in
Top Width 8.15 ft
Critical Depth 8.4 in
Critical Slope 0.017 ft/ft
Velocity 4.45 ft/s
Velocity Head 0.31 ft
Specific Energy 0.98 ft
Froude Number 1.073
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 8.1 in
Critical Depth 8.4 in
Channel Slope 0.019 ft/ft
Critical Slope 0.017 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Roadside Swale.fm8 Center [10.02.00.01]
1/12/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

/A\ AND
Sand Filter 01 WQ @ Forebay
510.89'
Subcat Reach Pon MI Routing Diagram for 2020-0122 Pinnacle Cranes 2023-01-12 As-built
Prepared by EMH&T, Printed 1/12/2023
HydroCAD®10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type II 24-hr WQ Rainfall=1.00"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 2
Summary for Pond 8P: Forebay
Volume Invert Avail.Storage Storage Description
#1 510.00' 8,847 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
510.00 366 0 0
511.00 5,508 2,937 2,937
512.00 6,311 5,910 8,847

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr WQ Rainfall=1.00"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 3
Summary for Pond 10P: Sand Filter 01 WQ @ 510.89'
Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Outflow = 0.60 cfs @ 0.00 hrs, Volume= 0.450 af, Atten= 0%, Lag= 0.0 min
Primary = 0.60 cfs @ 0.00 hrs, Volume= 0.450 af
Routed to nonexistent node 4P
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Starting Elev= 510.89' Surf.Area= 18,760 sf Storage= 19,576 cf
Peak Elev= 510.89' @ 0.00 hrs Surf.Area= 18,760 sf Storage= 19,576 cf
Plug-Flow detention time= (not calculated: no plugs found)
Center-of-Mass det. time= (not calculated: no inflow)
Volume Invert _ Avail.Storage Storage Description
#1 509.00' 89,264 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
509.00 740 0 0
510.00 11,490 6,115 6,115
511.00 19,659 15,575 21,690
512.00 21,730 20,695 42,384
513.00 23,449 22,590 64,974
514.00 25,131 24,290 89,264
Device Routing Invert Outlet Devices
#1 Primary 509.00' Sand Filter
Head (feet) 0.00 0.10 0.20 0.30 0.40 0.50 0.75 1.00 1.50 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Disch. (cfs) 0.000 0.133 0.139 0.145 0.152 0.158 0.174 0.190
0.221 0.253 0.284 0.316 0.348 0.379 0.411 0.442 0.474
#2 Primary 510.76' 28.0"W x 8.0" H Vert.Window C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=0.60 cfs @ 0.00 hrs HW=510.89' (Free Discharge)
t1=Sand Filter (Custom Controls 0.25 cfs)
2=Window (Orifice Controls 0.35 cfs @ 1.16 fps)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type II 24-hr WQ Rainfall=1.00"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 4
Pond 10P: Sand Filter 01 WQ @ 510.89'
Hydrograph
Inflow
0.65 0 Primary
0.6
0.55
0.5 tar...age=1:9,..576...._ef
i
.%
: ' ..
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type ll 24-hr WQ Rainfall=1.00"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 5
Hydrograph for Pond 10P: Sand Filter 01 WQ @ 510.89'
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 19,576 510.89 0.60
2.00 0.00 17,048 510.75 0.24
4.00 0.00 15,363 510.65 0.23
6.00 0.00 13,724 510.55 0.22
8.00 0.00 12,132 510.45 0.22
10.00 0.00 10,586 510.35 0.21
12.00 0.00 9,087 510.24 0.20
14.00 0.00 7,638 510.13 0.20
16.00 0.00 6,239 510.01 0.19
18.00 0.00 4,894 509.89 0.18
20.00 0.00 3,608 509.75 0.17
22.00 0.00 2,388 509.60 0.16
24.00 0.00 1,244 509.42 0.15
26.00 0.00 201 509.13 0.14
28.00 0.00 0 509.00 0.00
30.00 0.00 0 509.00 0.00
32.00 0.00 0 509.00 0.00
34.00 0.00 0 509.00 0.00
36.00 0.00 0 509.00 0.00
38.00 0.00 0 509.00 0.00
40.00 0.00 0 509.00 0.00
42.00 0.00 0 509.00 0.00
44.00 0.00 0 509.00 0.00
46.00 0.00 0 509.00 0.00
48.00 0.00 0 509.00 0.00
50.00 0.00 0 509.00 0.00
52.00 0.00 0 509.00 0.00
54.00 0.00 0 509.00 0.00
56.00 0.00 0 509.00 0.00
58.00 0.00 0 509.00 0.00
60.00 0.00 0 509.00 0.00

EMU
A legacy of experience.A reputation for excellence.
APPENDIX C:
HydroCAD Output

<8S>
3S
Pre NW Pre SE
5S 1S
Post NW ndetained
-
Post SE - T Sand Filter
des
<19s>
D 18P /2ND
Offsite to Swale Roadside swale Sand Filter 01
Subcat Reach Pon MI Routing Diagram for 2020-0122 Pinnacle Cranes 2023-01-12 As-built
Prepared by EMH&T, Printed 1/12/2023
HydroCAD®10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC

2020-0122 Pinnacle Cranes 2023-01-12 As-built
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-year Type II 24-hr Default 24.00 1 2.91 2
2 2-year Type II 24-hr Default 24.00 1 3.51 2
3 10-year Type II 24-hr Default 24.00 1 5.12 2
4 25-year Type II 24-hr Default 24.00 1 6.09 2
5 50-year Type II 24-hr Default 24.00 1 6.86 2
6 100-year Type II 24-hr Default 24.00 1 7.65 2

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 1-year Rainfall=2.91"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1 S: Post SE - To Sand Filter
Runoff = 24.40 cfs @ 11.98 hrs, Volume= 1.205 af, Depth= 1.99"
Routed to Pond 2P : Sand Filter 01
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-year Rainfall=2.91"
Area (ac) CN Description
* 1.124 98 impervious area
4.444 96 Gravel surface, HSG C
0.319 70 Woods, Good, HSG C
1.391 74 >75% Grass cover, Good, HSG C
7.278 91 Weighted Average
6.154 84.56% Pervious Area
1.124 15.44% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.6 792 2.00 Direct Entry, Pipe flow
Subcatchment 1S: Post SE - To Sand Filter
Hydrograph
..........i..........i..........:........_i..........i...... Runoff
26= • uno
..... ............i.I 24.40 cfs f..... ....i.--_;.
24=' TVneI4-h
22- / , - - 1- a.ar Rainfall=2.91 ..........
Y :
20: / 1111 _
18=' i I/ i
_...._ Runoff rea .. ... . _7g....0.0....
_ i ;..... I .._ f me='1-.205.-af._--
/ unaff sofa
16-'
/ Qyp
" 14-
F� noff..tepth-
1 12- / 114w Length. 7921;
10=' /
- C6 m in
.
8- _
:1........................................ I--'---------------- --------------- t-------------------------------------------------------------------------------------------- ----- ----- ----- -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 1-year Rainfall=2.91"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 3S: Pre SE
Runoff = 3.97 cfs @ 12.34 hrs, Volume= 0.464 af, Depth= 0.85"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-year Rainfall=2.91"
Area (ac) CN Description
0.487 70 Woods, Good, HSG C
6.050 74 Pasture/grassland/range, Good, HSG C
6.537 74 Weighted Average
6.537 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.7 100 0.0183 0.08 Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.51"
12.9 552 0.0104 0.71 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
34.6 652 Total
Subcatchment 3S: Pre SE
Hydrograph
D Runoff
.. .. . s...1 3.97 cfs I....... - - - - - - - - - - - - - -
4 Type 1124-h
� 1-year Rainfall=2.911"
....._
3
,.. ._,-Runoff Volume=0.1464 of
Runoff DepOh=0.85"
2 h-6 FlOvv Lehgt 52'
TC#34S1 min
=
N 74....
1-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 1-year Rainfall=2.91"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 5S: Post NW - Undetained drives
Runoff = 1.96 cfs @ 11.97 hrs, Volume= 0.088 af, Depth= 1.07"
Routed to Pond 18P : Roadside swale
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-year Rainfall=2.91"
Area (ac) CN Description
* 0.181 98
0.082 74 >75% Grass cover, Good, HSG C
0.728 74 >75% Grass cover, Good, HSG C
0.991 78 Weighted Average
0.810 81.74% Pervious Area
0.181 18.26% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.0 100 0.0261 1.60 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.51"
0.3 53 0.0261 3.28 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
1.1 309 0.0019 4.52 481.33 TrapNee/Rect Channel Flow,
Bot.W=4.78' D=5.64' Z= 2.5 '/' Top.W=32.98'
n= 0.030
2.6 Direct Entry, to minimum
5.0 462 Total

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 1-year Rainfall=2.91"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 6
Subcatchment 5S: Post NW - Undetained drives
Hydrograph
❑Runoff
2- i t96 cfs i
Type II: 24-h r
,d 1�year Rainfall=2.91'"
Runoff Area=4.991 aC
Runoff Volume 0.088 of
Runoff Death=1.07"
L' .' : : : : 0 ; ; ; i ; ; ; ; i ; ; Flew1010
62,..
Te=5O min
CN=78
j •,///li�T////� //// /////
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 1-year Rainfall=2.91"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 8S: Pre NW
Runoff = 1.82 cfs @ 12.08 hrs, Volume= 0.123 af, Depth= 0.85"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-year Rainfall=2.91"
Area (ac) CN Description
1.707 74 Pasture/grassland/range, Good, HSG C
0.025 70 Woods, Good, HSG C
1.732 74 Weighted Average
1.732 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.2 100 0.0636 0.13 Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.51"
0.3 30 0.0729 1.89 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
1.2 324 0.0019 4.52 481.33 TrapNee/Rect Channel Flow,
Bot.W=4.78' D=5.64' Z= 2.5 '/' Top.W=32.98'
n= 0.030
14.7 454 Total
Subcatchment 8S: Pre NW
Hydrograph
2— ❑Runoff
Type II 24-h r
jH H H H 1-year Rainfall=2.91"
j Runoff Area='I 732 ac
/ Runoff Volume=0 123 of
N HI i /
0 1
LL Flow Length=454'
- H i H H Tc14L7 mini
- / CN=74
o . . ll / /������ //illll�lll//////// ///��li //i/i/�/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 1-year Rainfall=2.91"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 19S: Offsite to Swale
Runoff = 7.69 cfs @ 11.98 hrs, Volume= 0.396 af, Depth= 2.26"
Routed to Pond 18P : Roadside swale
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-year Rainfall=2.91"
Area (ac) CN Description
2.098 94 Urban commercial, 85% imp, HSG C
0.315 15.00% Pervious Area
1.783 85.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.5 100 0.0262 0.48 Sheet Flow,
Fallow n= 0.050 P2= 3.51"
3.3 445 0.0194 2.24 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.8 545 Total
Subcatchment 19S: Offsite to Swale
Hydrograph
■Runoff
8 i I7.69cfsl
2440.........
1-year Rainfall=2.917
6_ , ;....._Runoff.Area=2 098 eC
i.Ru6aff..valu 06 a#...
w 5_'
Runoff De -th#2.26".......
LL 4 Flow Length=545'
c`6
3-, —
/ min
1_
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 1-year Rainfall=2.91"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 9
Summary for Pond 2P: Sand Filter 01
Inflow Area = 7.278 ac, 15.44% Impervious, Inflow Depth = 1.99" for 1-year event
Inflow = 24.40 cfs @ 11.98 hrs, Volume= 1.205 af
Outflow = 2.75 cfs @ 12.34 hrs, Volume= 1.205 af, Atten= 89%, Lag= 21.9 min
Primary = 2.75 cfs @ 12.34 hrs, Volume= 1.205 af
Routed to nonexistent node 4P
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Peak Elev= 511.24' @ 12.34 hrs Surf.Area= 20,152 sf Storage= 26,432 cf
Plug-Flow detention time= 508.0 min calculated for 1.205 af(100% of inflow)
Center-of-Mass det. time= 508.0 min ( 1,311.6 - 803.5 )
Volume Invert Avail.Storage Storage Description
#1 509.00' 89,264 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
509.00 740 0 0
510.00 11,490 6,115 6,115
511.00 19,659 15,575 21,690
512.00 21,730 20,695 42,384
513.00 23,449 22,590 64,974
514.00 25,131 24,290 89,264
Device Routing Invert Outlet Devices _
#1 Primary 508.11' 18.0" Round Culvert
L= 43.960' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 508.11' / 508.03' S= 0.0018 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 509.00' Sand Filter
Head (feet) 0.00 0.10 0.20 0.30 0.40 0.50 0.75 1.00 1.50 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Disch. (cfs) 0.000 0.133 0.139 0.145 0.152 0.158 0.174 0.190
0.221 0.253 0.284 0.316 0.348 0.379 0.411 0.442 0.474
#3 Device 1 510.76' 28.0"W x 8.0" H Vert.Window C= 0.600
Limited to weir flow at low heads
#4 Device 1 513.03' 2.0"x 16.5" Horiz. Grate X 8.00 columns X 2 rows C= 0.600
Limited to weir flow at low heads
#5 Secondary 513.04' Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 10.20 19.18 29.79 39.61 39.61
Elev. (feet) 514.01 513.41 513.30 513.04 514.00 514.01

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 1-year Rainfall=2.91"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 10
Primary OutFlow Max=2.74 cfs @ 12.34 hrs HW=511.24' (Free Discharge)
—1=Culvert (Passes 2.74 cfs of 12.21 cfs potential flow)
—2=Sand Filter (Custom Controls 0.27 cfs)
—3=Window (Orifice Controls 2.48 cfs @ 2.22 fps)
—4=Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=509.00' (Free Discharge)
4-5=Asymmetrical Weir ( Controls 0.00 cfs)
Pond 2P: Sand Filter 01
Hydrograph
•Inflow
24
4
o cts I + 1 H it 11/ I /Ar l-.2- II Outflow
j nP)i—v ea -ac - E Se ond
ary
26:' ! -
: ; /r
241:- Peak'Et 1°1:24"....
II il
22: :% %'. i
fora... ;a=2 6,432 icy
20_" /
18:'
,-;-; 16 '''
i
3
14 " ir
12- : ;' i i i i/
8:' .
6: 2.75 cfs
I o.00 crs
/',,,;X �fff����
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 1-year Rainfall=2.91"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 11
Summary for Pond 18P: Roadside swale
Inflow Area = 3.089 ac, 63.59% Impervious, Inflow Depth = 1.88" for 1-year event
Inflow = 9.63 cfs @ 11.97 hrs, Volume= 0.484 af
Outflow = 9.63 cfs @ 11.98 hrs, Volume= 0.484 af, Atten= 0%, Lag= 0.1 min
Primary = 9.63 cfs @ 11.98 hrs, Volume= 0.484 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Peak Elev= 508.80' @ 11.98 hrs Surf.Area= 69 sf Storage= 37 cf
Plug-Flow detention time= 0.0 min calculated for 0.484 af(100% of inflow)
Center-of-Mass det. time= 0.0 min ( 799.2 - 799.1 )
Volume Invert Avail.Storage Storage Description
#1 507.36' 18,738 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
507.36 0 0 0
508.00 13 4 4
509.00 83 48 52
510.00 718 401 453
511.00 2,504 1,611 2,064
512.00 6,427 4,466 6,529
513.00 17,991 12,209 18,738
Device Routing Invert Outlet Devices
#1 Primary 507.36' 30.0" Round Culvert
L= 56.170' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 507.36' /506.99' S= 0.0066 '/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
Primary OutFlow Max=9.61 cfs @ 11.98 hrs HW=508.80' (Free Discharge)
t 1=Culvert (Barrel Controls 9.61 cfs @ 4.74 fps)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 1-year Rainfall=2.91"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 12
Pond 18P: Roadside swale
Hydrograph
- :. IL9.63cfsI _ Primary
10-'
• I..I9.63 cfs �
1 Ii11'f1OW-A,
r
Peak Elev=508-.807.
age=37_e-f
-:Star
0
v � 1
Rau u . ert
LL / n=O013.....
4- ,......_I------i.__._.:, - -- - - - .. L=5 0;....._.
.................
i i i i
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 2-year Rainfall=3.51"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 1 S: Post SE - To Sand Filter
Runoff = 30.87 cfs @ 11.98 hrs, Volume= 1.547 af, Depth= 2.55"
Routed to Pond 2P : Sand Filter 01
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-year Rainfall=3.51"
Area (ac) CN Description
1.124 98 impervious area
4.444 96 Gravel surface, HSG C
0.319 70 Woods, Good, HSG C
1.391 74 >75% Grass cover, Good, HSG C
7.278 91 Weighted Average
6.154 84.56% Pervious Area
1.124 15.44% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.6 792 2.00 Direct Entry, Pipe flow
Subcatchment 1S: Post SE - To Sand Filter
Hydrograph
34 Runoff
32 soa7 crs
30 ! _ - Tvhe I I24-h r....
_ 2-year Ftafnfa�h-�.5
24 Rung rea= 78 ac.......
22=
20_ / - F�unoff!-1folu�ne-1 .547;of
: .. : - , It
I
0 16- i
14-
12= : : Tc=66....rri.r
1 ....
: : : : : : : :
0 ' ........_i... '......................' _.... fir+ww'' A
4-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 2-year Rainfall=3.51"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 3S: Pre SE
Runoff = 6.08 cfs @ 12.33 hrs, Volume= 0.679 af, Depth= 1.25"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-year Rainfall=3.51"
Area (ac) CN Description
0.487 70 Woods, Good, HSG C
6.050 74 Pasture/grassland/range, Good, HSG C
6.537 74 Weighted Average
6.537 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.7 100 0.0183 0.08 Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.51"
12.9 552 0.0104 0.71 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
34.6 652 Total
Subcatchment 3S: Pre SE
/ Hydrograph
■Runoff
i..........i- 6.08 cfs : : .._ .. _.. _ .._ _.. T 1111 .. ... .. .. ......
Typo ll 2 r
2-. _ear-fta-infall-- --5-1--
5_ % Ru nOff Area=G.537 eC
/ : f 111CO Valume ,0.679 of
N 4
Runoff Depth=1.25"
3 ; % Flow Length=6$2 .-.
/
/
. 14 if
2 j C N=74
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 2-year Rainfall=3.51"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 5S: Post NW - Undetained drives
Runoff = 2.78 cfs @ 11.96 hrs, Volume= 0.124 af, Depth= 1.50"
Routed to Pond 18P : Roadside swale
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-year Rainfall=3.51"
Area (ac) CN Description
* 0.181 98
0.082 74 >75% Grass cover, Good, HSG C
0.728 74 >75% Grass cover, Good, HSG C
0.991 78 Weighted Average
0.810 81.74% Pervious Area
0.181 18.26% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.0 100 0.0261 1.60 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.51"
0.3 53 0.0261 3.28 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
1.1 309 0.0019 4.52 481.33 TrapNee/Rect Channel Flow,
Bot.W=4.78' D=5.64' Z= 2.5 '/' Top.W=32.98'
n= 0.030
2.6 Direct Entry, to minimum
5.0 462 Total

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 2-year Rainfall=3.51"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 16
Subcatchment 5S: Post NW - Undetained drives
Hydrograph
4.
3 ■Runoff
1 2.78 cfs I .
Type 1124-h
2-year Rainfall=3.51'"
- RunoffAr 1
. . . . . . . . . . . . . . . . . . . . . . . . . .
: . . . . . . . . . . . . . . . . . . . . . . . . . . . .
2- Runoff Volume 0.124 of
Runoff Depth=1.50"
LL ✓ Flow Length=462'
CN=7$
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 2-year Rainfall=3.51"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 8S: Pre NW
Runoff = 2.76 cfs @ 12.07 hrs, Volume= 0.180 af, Depth= 1.25"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-year Rainfall=3.51"
Area (ac) CN Description
1.707 74 Pasture/grassland/range, Good, HSG C
0.025 70 Woods, Good, HSG C
1.732 74 Weighted Average
1.732 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.2 100 0.0636 0.13 Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.51"
0.3 30 0.0729 1.89 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
1.2 324 0.0019 4.52 481.33 TrapNee/Rect Channel Flow,
Bot.W=4.78' D=5.64' Z= 2.5 '/' Top.W=32.98'
n= 0.030
14.7 454 Total
Subcatchment 8S: Pre NW
Hydrograph
3_,. : : : : D Runoff
12.76 cfs
2 Type 1124-h r
- 0
2-year Rainfall=3.51"
2— / Runoff Volume=0 180 of
r/
Runoff Depth=1.25"
LL r Flow Length=454'
1—
CN=74
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 2-year Rainfall=3.51"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 19S: Offsite to Swale
Runoff = 9.52 cfs @ 11.98 hrs, Volume= 0.497 af, Depth= 2.85"
Routed to Pond 18P : Roadside swale
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-year Rainfall=3.51"
Area (ac) CN Description
2.098 94 Urban commercial, 85% imp, HSG C
0.315 15.00% Pervious Area
1.783 85.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.5 100 0.0262 0.48 Sheet Flow,
Fallow n= 0.050 P2= 3.51"
3.3 445 0.0194 2.24 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.8 545 Total
Subcatchment 19S: Offsite to Swale
Hydrograph
•Runoff
107 1 9.52 cfs l
9111H=
-i
- i
-year ern a �—. . . . ¢
a3-
uno .;... rya-°
7- ��....
• [
..... ........._............ .................... ... me=O.497...af........
_.Runoff _Qlu
Runoff_Depth=2.85
LL 5 Flow Length-545'..-..-...
41. ' Tc=6 8 min
• i .
' i 's CN=J4
2.
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 2-year Rainfall=3.51"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 19
Summary for Pond 2P: Sand Filter 01
Inflow Area = 7.278 ac, 15.44% Impervious, Inflow Depth = 2.55" for 2-year event
Inflow = 30.87 cfs @ 11.98 hrs, Volume= 1.547 af
Outflow = 5.25 cfs @ 12.18 hrs, Volume= 1.547 af, Atten= 83%, Lag= 12.1 min
Primary = 5.25 cfs @ 12.18 hrs, Volume= 1.547 af
Routed to nonexistent node 4P
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Peak Elev= 511.55' @ 12.18 hrs Surf.Area= 20,808 sf Storage= 32,916 cf
Plug-Flow detention time= 418.5 min calculated for 1.547 af(100% of inflow)
Center-of-Mass det. time= 418.5 min ( 1,215.0 - 796.5 )
Volume Invert Avail.Storage Storage Description
#1 509.00' 89,264 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
509.00 740 0 0
510.00 11,490 6,115 6,115
511.00 19,659 15,575 21,690
512.00 21,730 20,695 42,384
513.00 23,449 22,590 64,974
514.00 25,131 24,290 89,264
Device Routing Invert Outlet Devices _
#1 Primary 508.11' 18.0" Round Culvert
L= 43.960' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 508.11' / 508.03' S= 0.0018 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 509.00' Sand Filter
Head (feet) 0.00 0.10 0.20 0.30 0.40 0.50 0.75 1.00 1.50 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Disch. (cfs) 0.000 0.133 0.139 0.145 0.152 0.158 0.174 0.190
0.221 0.253 0.284 0.316 0.348 0.379 0.411 0.442 0.474
#3 Device 1 510.76' 28.0"W x 8.0" H Vert.Window C= 0.600
Limited to weir flow at low heads
#4 Device 1 513.03' 2.0"x 16.5" Horiz. Grate X 8.00 columns X 2 rows C= 0.600
Limited to weir flow at low heads
#5 Secondary 513.04' Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 10.20 19.18 29.79 39.61 39.61
Elev. (feet) 514.01 513.41 513.30 513.04 514.00 514.01

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 2-year Rainfall=3.51"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 20
Primary OutFlow Max=5.25 cfs @ 12.18 hrs HW=511.55' (Free Discharge)
L1=Culvert (Passes 5.25 cfs of 13.29 cfs potential flow)
—2=Sand Filter (Custom Controls 0.29 cfs)
—3=Window (Orifice Controls 4.96 cfs @ 3.19 fps)
—4=Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=509.00' (Free Discharge)
L5=Asymmetrical Weir ( Controls 0.00 cfs)
Pond 2P: Sand Filter 01
Hydrograph
IT 130.87 cfs I.--H t . . . ow
O Outflow
- . . . I 4 6114 .!All - ❑▪Secondary
ea 2 8 G .
32
30=
28 i e=3�rrag Of
24='
i --
0 16=
12_
.
10=' 525cfs
8_''";' : 15 25 cfs' _ ._ . _- ,,!___ : - _--
;' /////i�/ / ///
I 070:0 ciiiii,7 Z
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 2-year Rainfall=3.51"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 21
Summary for Pond 18P: Roadside swale
Inflow Area = 3.089 ac, 63.59% Impervious, Inflow Depth = 2.42" for 2-year event
Inflow = 12.26 cfs @ 11.97 hrs, Volume= 0.622 af
Outflow = 12.26 cfs @ 11.98 hrs, Volume= 0.622 af, Atten= 0%, Lag= 0.1 min
Primary = 12.26 cfs @ 11.98 hrs, Volume= 0.622 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Peak Elev= 509.02' @ 11.98 hrs Surf.Area= 98 sf Storage= 54 cf
Plug-Flow detention time= 0.0 min calculated for 0.622 af(100% of inflow)
Center-of-Mass det. time= 0.0 min ( 793.3 - 793.2 )
Volume Invert Avail.Storage Storage Description
#1 507.36' 18,738 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
507.36 0 0 0
508.00 13 4 4
509.00 83 48 52
510.00 718 401 453
511.00 2,504 1,611 2,064
512.00 6,427 4,466 6,529
513.00 17,991 12,209 18,738
Device Routing Invert Outlet Devices
#1 Primary 507.36' 30.0" Round Culvert
L= 56.170' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 507.36' /506.99' S= 0.0066 '/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
Primary OutFlow Max=12.23 cfs @ 11.98 hrs HW=509.02' (Free Discharge)
t 1=Culvert (Barrel Controls 12.23 cfs @ 5.00 fps)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 2-year Rainfall=3.51"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 22
Pond 18P: Roadside swale
Hydrograph
i Ie Inflow
12.26 cfs 0 Primary
13- l f
:. i 12.26cfs 1
rea-3.08._:..._ac.
11 Peak Elev :5- 09 02.,._.._
I .
10 ' ..............................._....-- ........_.........................._........ .. Stora e 54 \i l ya#....__
30.0
w _ j
7_ I __- - - __.4und-.; I u erg....
3
o ;........_I......-__-
5=, L*55.
4= i _
t An/1
3_
•" ................._...... - .__.
2
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32' 34 36 38 40 42 44 46' 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 10-year Rainfall=5.12"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 1 S: Post SE - To Sand Filter
Runoff = 48.12 cfs @ 11.98 hrs, Volume= 2.486 af, Depth= 4.10"
Routed to Pond 2P : Sand Filter 01
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-year Rainfall=5.12"
Area (ac) CN Description
1.124 98 impervious area
4.444 96 Gravel surface, HSG C
0.319 70 Woods, Good, HSG C
1.391 74 >75% Grass cover, Good, HSG C
7.278 91 Weighted Average
6.154 84.56% Pervious Area
1.124 15.44% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.6 792 2.00 Direct Entry, Pipe flow
Subcatchment 1S: Post SE - To Sand Filter
Hydrograph
....;... +..........:..._..-.i._._-..i..... 0 Runoff
50- 4a12crs
45_
- , 1-0-yea - Rainfall=512' ._.....
40-
Runoff... a-a ;..-; 78 .a
35_'
m.�_ 2. 8fi af._ ...........
30_ / un Runoff Da th4.10"
0 25-
LL
- Flow Length792'
20- Tc=6,6 min
w'
CW-J1
10
5
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 10-year Rainfall=5.12"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 3S: Pre SE
Runoff = 12.56 cfs @ 12.30 hrs, Volume= 1.340 af, Depth= 2.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-year Rainfall=5.12"
Area (ac) CN Description
0.487 70 Woods, Good, HSG C
6.050 74 Pasture/grassland/range, Good, HSG C
6.537 74 Weighted Average
6.537 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.7 100 0.0183 0.08 Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.51"
12.9 552 0.0104 0.71 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
34.6 652 Total
Subcatchment 3S: Pre SE
Hydrograph
14
. ...._. . . ■Runoff
137
,. 112.56 cfs I
12 j Li Type 11 hr
11-' I O'year Ran i ...f....;aII_;...... ..12
10
Runoff Ar e -Y
a 37 00
Runoff DePth*Z 467
,� Flow 52 6
..........
5= " T0=346...m M..
CN=74
3
2
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 10-year Rainfall=5.12"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 5S: Post NW - Undetained drives
Runoff = 5.13 cfs @ 11.96 hrs, Volume= 0.232 af, Depth= 2.81"
Routed to Pond 18P : Roadside swale
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-year Rainfall=5.12"
Area (ac) CN Description
* 0.181 98
0.082 74 >75% Grass cover, Good, HSG C
0.728 74 >75% Grass cover, Good, HSG C
0.991 78 Weighted Average
0.810 81.74% Pervious Area
0.181 18.26% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.0 100 0.0261 1.60 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.51"
0.3 53 0.0261 3.28 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
1.1 309 0.0019 4.52 481.33 TrapNee/Rect Channel Flow,
Bot.W=4.78' D=5.64' Z= 2.5 '/' Top.W=32.98'
n= 0.030
2.6 Direct Entry, to minimum
5.0 462 Total

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 10-year Rainfall=5.12"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 26
Subcatchment 5S: Post NW - Undetained drives
Hydrograph
- ❑Runoff
,_.5.13 cfs I :
5-
24»hr
10year Rainfall=5.12"
4 Runoff Area=O 99'1 'ac
Runoff Volume0.232 of
3 Ft noff Dep h 8-1
LL _ ;� Flow Length=462'
1 i ,
T'c-5`0...m
CN=7$
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 10-year Rainfall=5.12"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 8S: Pre NW
Runoff = 5.58 cfs @ 12.07 hrs, Volume= 0.355 af, Depth= 2.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-year Rainfall=5.12"
Area (ac) CN Description
1.707 74 Pasture/grassland/range, Good, HSG C
0.025 70 Woods, Good, HSG C
1.732 74 Weighted Average
1.732 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.2 100 0.0636 0.13 Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.51"
0.3 30 0.0729 1.89 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
1.2 324 0.0019 4.52 481.33 TrapNee/Rect Channel Flow,
Bot.W=4.78' D=5.64' Z= 2.5 '/' Top.W=32.98'
n= 0.030
14.7 454 Total
Subcatchment 8S: Pre NW
Hydrograph
/ :... :........._;....
6 ■Runoff
- 1558cfs
Typell 24-h r
5JI
10-year Rainfall=51.12"
Runoff Area=1 .732 ac
4-... Runoff,,Volume=0 355 of
w
_ I 1
j
i
u.
3-:.
LL _ Flow Length=454'
r-..-..-... ...
Tc .4 .7...m.ir ..
2-- 0 i CN=74
1-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 10-year Rainfall=5.12"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 19S: Offsite to Swale
Runoff = 14.39 cfs @ 11.98 hrs, Volume= 0.774 af, Depth= 4.43"
Routed to Pond 18P : Roadside swale
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-year Rainfall=5.12"
Area (ac) CN Description
2.098 94 Urban commercial, 85% imp, HSG C
0.315 15.00% Pervious Area
1.783 85.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.5 100 0.0262 0.48 Sheet Flow,
Fallow n= 0.050 P2= 3.51"
3.3 445 0.0194 2.24 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.8 545 Total
Subcatchment 19S: Offsite to Swale
Hydrograph
I Ili ll Ili ;16 ■Runoff
15— ,.. 114.39 cfs I:
14= Type II Z4-hr
13 i
-- / _ .-I---I----�---�-- _----�-- � 10-year .Ilairfall $.1127........
12
11=' Runoff rea=2.09 ad
10= /
..._ . Runoff_Volume O 774.ef__.
_.. .... ........_........ ....... ...... ..... :...... ........;.
9= ._Runoff Depth=443"........
3 8" l
t
7_ Flow Length
6I iTc-.fi8.;..rrt.i.r ........
4-
1_.
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 10-year Rainfall=5.12"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 29
Summary for Pond 2P: Sand Filter 01
Inflow Area = 7.278 ac, 15.44% Impervious, Inflow Depth = 4.10" for 10-year event
Inflow = 48.12 cfs @ 11.98 hrs, Volume= 2.486 af
Outflow = 9.13 cfs @ 12.16 hrs, Volume= 2.486 af, Atten= 81%, Lag= 10.9 min
Primary = 9.13 cfs @ 12.16 hrs, Volume= 2.486 af
Routed to nonexistent node 4P
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Peak Elev= 512.47' @ 12.16 hrs Surf.Area= 22,545 sf Storage= 52,877 cf
Plug-Flow detention time= 298.3 min calculated for 2.485 af(100% of inflow)
Center-of-Mass det. time= 298.5 min ( 1,081.9 - 783.3 )
Volume Invert Avail.Storage Storage Description
#1 509.00' 89,264 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
509.00 740 0 0
510.00 11,490 6,115 6,115
511.00 19,659 15,575 21,690
512.00 21,730 20,695 42,384
513.00 23,449 22,590 64,974
514.00 25,131 24,290 89,264
Device Routing Invert Outlet Devices _
#1 Primary 508.11' 18.0" Round Culvert
L= 43.960' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 508.11' / 508.03' S= 0.0018 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 509.00' Sand Filter
Head (feet) 0.00 0.10 0.20 0.30 0.40 0.50 0.75 1.00 1.50 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Disch. (cfs) 0.000 0.133 0.139 0.145 0.152 0.158 0.174 0.190
0.221 0.253 0.284 0.316 0.348 0.379 0.411 0.442 0.474
#3 Device 1 510.76' 28.0"W x 8.0" H Vert.Window C= 0.600
Limited to weir flow at low heads
#4 Device 1 513.03' 2.0"x 16.5" Horiz. Grate X 8.00 columns X 2 rows C= 0.600
Limited to weir flow at low heads
#5 Secondary 513.04' Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 10.20 19.18 29.79 39.61 39.61
Elev. (feet) 514.01 513.41 513.30 513.04 514.00 514.01

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 10-year Rainfall=5.12"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 30
Primary OutFlow Max=9.13 cfs @ 12.16 hrs HW=512.47' (Free Discharge)
—1=Culvert (Passes 9.13 cfs of 16.03 cfs potential flow)
—2=Sand Filter (Custom Controls 0.35 cfs)
—3=Window (Orifice Controls 8.78 cfs @ 5.64 fps)
—4=Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=509.00' (Free Discharge)
L5=Asymmetrical Weir ( Controls 0.00 cfs)
Pond 2P: Sand Filter 01
Hydrograph
............_......-i...._...i:.........._._..i_...._i...... - - ..... 0 Inflow
1 48.12 cfs I Outflow
- � --^ /�. ❑Primary
/ Inflow Area 7.21S....c'�G._._... ❑Secondary
50
......................................................_....._ PeakEteV^ -12 471
Storage52877 icf
30_: f i
-
:::
9.13 cfs
15- ........_........................
9.13cfs
*10
10.00 cfs
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 10-year Rainfall=5.12"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 31
Summary for Pond 18P: Roadside swale
Inflow Area = 3.089 ac, 63.59% Impervious, Inflow Depth = 3.91" for 10-year event
Inflow = 19.44 cfs @ 11.97 hrs, Volume= 1.006 af
Outflow = 19.31 cfs @ 11.98 hrs, Volume= 1.006 af, Atten= 1%, Lag= 0.5 min
Primary = 19.31 cfs @ 11.98 hrs, Volume= 1.006 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Peak Elev= 509.58' @ 11.98 hrs Surf.Area= 451 sf Storage= 207 cf
Plug-Flow detention time= 0.1 min calculated for 1.006 af(100% of inflow)
Center-of-Mass det. time= 0.1 min ( 782.1 - 782.0 )
Volume Invert Avail.Storage Storage Description
#1 507.36' 18,738 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
507.36 0 0 0
508.00 13 4 4
509.00 83 48 52
510.00 718 401 453
511.00 2,504 1,611 2,064
512.00 6,427 4,466 6,529
513.00 17,991 12,209 18,738
Device Routing Invert Outlet Devices
#1 Primary 507.36' 30.0" Round Culvert
L= 56.170' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 507.36' /506.99' S= 0.0066 '/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
Primary OutFlow Max=19.31 cfs @ 11.98 hrs HW=509.58' (Free Discharge)
t 1=Culvert (Barrel Controls 19.31 cfs @ 5.56 fps)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 10-year Rainfall=5.12"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 32
Pond 18P: Roadside swale
Hydrograph
"inflow
1944 cfs ❑Primary
I _
119.31 cfs i
i i i i i
i i i i i
' :' � nf�P�v_�4re� 3.1�8 ad .
19 •
lii
18 ,�I Peak Ehev=509.5►8'
17 i
...- '--- --->---=- S Q #
13 '
_ . i
0 10=' ;- .
LL _. Ofll3
9=
8_ ;' ^_._..-`------ --- __.....-`----------.__........._.-----------_;.....----`---...._;.------.;...-----`:,--.....-------i---._.. _..
---- =56- 170
, 1_.._..
:
5 ' :
2
1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 25-year Rainfall=6.09"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 33
Summary for Subcatchment 1 S: Post SE - To Sand Filter
Runoff = 58.42 cfs @ 11.97 hrs, Volume= 3.060 af, Depth= 5.05"
Routed to Pond 2P : Sand Filter 01
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-year Rainfall=6.09"
Area (ac) CN Description
1.124 98 impervious area
4.444 96 Gravel surface, HSG C
0.319 70 Woods, Good, HSG C
1.391 74 >75% Grass cover, Good, HSG C
7.278 91 Weighted Average
6.154 84.56% Pervious Area
1.124 15.44% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.6 792 2.00 Direct Entry, Pipe flow
Subcatchment 1S: Post SE - To Sand Filter
Hydrograph
65
•Runoff
60 i 1s aa2 cis
� :h
Yp
eI 2 r'-
::i
'
' / 25-Y �11r.-..R�Ii11fZ1t ;t9"....
/ .....- .... _ Runoff...Area=/ 2Tg....a0....
40_ Runoff Volurne3.10601ar
35_ Runoff Depth .q51'....
O 30- 1 1 r
'
25_'
;........_:..................__ ,..........,...........,.........,........._;...........,..........�..........,..........,........._,...........,..........,..........,........._;.........._ r........_�.Tc 6.6_min........
20-
15
10-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 25-year Rainfall=6.09"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 3S: Pre SE
Runoff = 16.78 cfs @ 12.30 hrs, Volume= 1.776 af, Depth= 3.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-year Rainfall=6.09"
Area (ac) CN Description
0.487 70 Woods, Good, HSG C
6.050 74 Pasture/grassland/range, Good, HSG C
6.537 74 Weighted Average
6.537 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.7 100 0.0183 0.08 Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.51"
12.9 552 0.0104 0.71 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
34.6 652 Total
Subcatchment 3S: Pre SE
Hydrograph
18:" ■Runoff
i i_-_-_..'.I16.78 sl
17-' i
16 ' i i - - - - -- -- If
-- - - - ----Type
..-..11 2 ••.4- _._..
15=
ear- airfa11409
13-" t ' , ' , , Runoff .. ea=6 037 ac...._..
i
�--r
12]:. .....-.._1 .-_i.................... --... / '. ..-..,.. -..-.. 1..-.. ..-.. m-' 1= 77-V.-.af.-.....
u"t1"Off "fu"; �"�O
Ft R
e.
3
--------------------- --
- i h*6
_
:
.. ;
-" "T� "346..mir�..
51/ i
..............................................
3
„,,„„/0 ./ . . . ,
.,,,,,.....
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 25-year Rainfall=6.09"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 35
Summary for Subcatchment 5S: Post NW - Undetained drives
Runoff = 6.61 cfs @ 11.96 hrs, Volume= 0.302 af, Depth= 3.66"
Routed to Pond 18P : Roadside swale
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-year Rainfall=6.09"
Area (ac) CN Description
* 0.181 98
0.082 74 >75% Grass cover, Good, HSG C
0.728 74 >75% Grass cover, Good, HSG C
0.991 78 Weighted Average
0.810 81.74% Pervious Area
0.181 18.26% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.0 100 0.0261 1.60 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.51"
0.3 53 0.0261 3.28 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
1.1 309 0.0019 4.52 481.33 TrapNee/Rect Channel Flow,
Bot.W=4.78' D=5.64' Z= 2.5 '/' Top.W=32.98'
n= 0.030
2.6 Direct Entry, to minimum
5.0 462 Total

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type II 24-hr 25-year Rainfall=6.09"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 36
Subcatchment 5S: Post NW - Undetained drives
Hydrograph
Z'
- • i i I ii ii ii i I .i. I .i. 1 .1. 1 1 I .. .1 .i. .1. .. .. •Runoff
6 61.fs I ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! !
: /..._.4...................1..........i......._ .....4.....................;.........1 0 Type II 244h i.
! ! ! '"-----T--T--T--T--T--T--r--T-"T--"T--T--T"-"Th-- (---!--- ---r--!---
HIIIII ! 112.5yoai- Rainifa0.09"
Runoff Ar0-0=0-.901 ac
5 11 il i II ii II I i i 1 ! , , 11 i 1 I i• 1 1 i 1
1 1 I 1 1 1 1 1 1 11,1.166ff VOItline0.3021af
4
! ! ! ! ! ! ! ! ! ! ! ! Runoff Depth3
- " • • 01 : : : : : : : : : : ; 111 , : iii,
2 - . i i
1 1 I 1 1 i i i i i F. F I-. Flow----L--eilgth=4, 62--------
, , I
10 Ilii 11 li i i 1 1 1 . 1
: : : : : : : : : : : : : : : : Te=5.0i min
2 ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! cN=78
: : : : :
•
/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 5 8 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 25-year Rainfall=6.09"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment 8S: Pre NW
Runoff = 7.41 cfs @ 12.07 hrs, Volume= 0.471 af, Depth= 3.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-year Rainfall=6.09"
Area (ac) CN Description
1.707 74 Pasture/grassland/range, Good, HSG C
0.025 70 Woods, Good, HSG C
1.732 74 Weighted Average
1.732 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.2 100 0.0636 0.13 Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.51"
0.3 30 0.0729 1.89 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
1.2 324 0.0019 4.52 481.33 TrapNee/Rect Channel Flow,
Bot.W=4.78' D=5.64' Z= 2.5 '/' Top.W=32.98'
n= 0.030
14.7 454 Total
Subcatchment 8S: Pre NW
Hydrograph
8 : : : : : : : : : •Runoff
':. 17.41 cfs l
1
25- ear Rainfall=5.09"
6--_, ; ,/ Runoff Area='I 732 ac
......._......
i Volume=0 471 of
_ /- . n Runoff_De th=3.26"
a 4-
Flow Length-454'
3- Tc1417' min
... - - - .....c.N=7.4
2-:: :
1
o /// ii4/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 25-year Rainfall=6.09"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 19S: Offsite to Swale
Runoff = 17.30 cfs @ 11.98 hrs, Volume= 0.942 af, Depth= 5.39"
Routed to Pond 18P : Roadside swale
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-year Rainfall=6.09"
Area (ac) CN Description
2.098 94 Urban commercial, 85% imp, HSG C
0.315 15.00% Pervious Area
1.783 85.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.5 100 0.0262 0.48 Sheet Flow,
Fallow n= 0.050 P2= 3.51"
3.3 445 0.0194 2.24 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.8 545 Total
Subcatchment 19S: Offsite to Swale
Hydrograph
19_' •
Runoff ill ; 11
18=' 17.30 cfs
17=' 1 .
15- 25 ear Rainfall= . 9'*..-..-..
12= :..............................._........_.............Runoff VoIumne=Q942...af.......
ep h=5
7= Tc=.68...rrt.i.r ........
6— „.. ........_...........1... _
4
3
.... ... .............. ...
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 25-year Rainfall=6.09"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 39
Summary for Pond 2P: Sand Filter 01
Inflow Area = 7.278 ac, 15.44% Impervious, Inflow Depth = 5.05" for 25-year event
Inflow = 58.42 cfs @ 11.97 hrs, Volume= 3.060 af
Outflow = 10.73 cfs @ 12.16 hrs, Volume= 3.060 af, Atten= 82%, Lag= 11.2 min
Primary = 10.73 cfs @ 12.16 hrs, Volume= 3.060 af
Routed to nonexistent node 4P
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Peak Elev= 513.01' @ 12.16 hrs Surf.Area= 23,465 sf Storage= 65,195 cf
Plug-Flow detention time= 263.1 min calculated for 3.059 of(100% of inflow)
Center-of-Mass det. time= 263.3 min ( 1,041.1 - 777.8 )
Volume Invert Avail.Storage Storage Description
#1 509.00' 89,264 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
509.00 740 0 0
510.00 11,490 6,115 6,115
511.00 19,659 15,575 21,690
512.00 21,730 20,695 42,384
513.00 23,449 22,590 64,974
514.00 25,131 24,290 89,264
Device Routing Invert Outlet Devices _
#1 Primary 508.11' 18.0" Round Culvert
L= 43.960' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 508.11' / 508.03' S= 0.0018 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 509.00' Sand Filter
Head (feet) 0.00 0.10 0.20 0.30 0.40 0.50 0.75 1.00 1.50 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Disch. (cfs) 0.000 0.133 0.139 0.145 0.152 0.158 0.174 0.190
0.221 0.253 0.284 0.316 0.348 0.379 0.411 0.442 0.474
#3 Device 1 510.76' 28.0"W x 8.0" H Vert.Window C= 0.600
Limited to weir flow at low heads
#4 Device 1 513.03' 2.0"x 16.5" Horiz. Grate X 8.00 columns X 2 rows C= 0.600
Limited to weir flow at low heads
#5 Secondary 513.04' Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 10.20 19.18 29.79 39.61 39.61
Elev. (feet) 514.01 513.41 513.30 513.04 514.00 514.01

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 25-year Rainfall=6.09"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 40
Primary OutFlow Max=10.73 cfs @ 12.16 hrs HW=513.01' (Free Discharge)
—1=Culvert (Passes 10.73 cfs of 17.33 cfs potential flow)
—2=Sand Filter (Custom Controls 0.38 cfs)
—3=Window (Orifice Controls 10.35 cfs @ 6.66 fps)
—4=Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=509.00' (Free Discharge)
L5=Asymmetrical Weir ( Controls 0.00 cfs)
Pond 2P: Sand Filter 01
Hydrograph
i,.......;.....-�-..-.i- i-- +-......-;-..---+..-..-....--.._i.............._..... Inflow
' i i 158.42 cfs I Outflow
Primary
65= IfillbAWArea=7.218 ad ❑Se ondary
60 v=i ea'k EIe___ 1.3.01
55= I
III
6
orag P .
45= . . . . . . . . . . . . . . .
40='
• 35_:
o 30=.
25=;
20= i' ; 10.73 cfs
% ......... - ......_ _ _ .....
15
I 0.00 cfs
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 25-year Rainfall=6.09"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 41
Summary for Pond 18P: Roadside swale
Inflow Area = 3.089 ac, 63.59% Impervious, Inflow Depth = 4.83" for 25-year event
Inflow = 23.79 cfs @ 11.97 hrs, Volume= 1.244 af
Outflow = 23.49 cfs @ 11.98 hrs, Volume= 1.244 af, Atten= 1%, Lag= 0.8 min
Primary = 23.49 cfs @ 11.98 hrs, Volume= 1.244 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Peak Elev= 509.91' @ 11.98 hrs Surf.Area= 659 sf Storage= 388 cf
Plug-Flow detention time= 0.1 min calculated for 1.244 af(100% of inflow)
Center-of-Mass det. time= 0.1 min ( 777.3 - 777.2 )
Volume Invert Avail.Storage Storage Description
#1 507.36' 18,738 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
507.36 0 0 0
508.00 13 4 4
509.00 83 48 52
510.00 718 401 453
511.00 2,504 1,611 2,064
512.00 6,427 4,466 6,529
513.00 17,991 12,209 18,738
Device Routing Invert Outlet Devices
#1 Primary 507.36' 30.0" Round Culvert
L= 56.170' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 507.36' /506.99' S= 0.0066 '/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
Primary OutFlow Max=23.45 cfs @ 11.98 hrs HW=509.90' (Free Discharge)
t 1=Culvert (Barrel Controls 23.45 cfs @ 5.83 fps)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 25-year Rainfall=6.09"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 42
Pond 18P: Roadside swale
Hydrograph
/ ! 1 ! 1 i, !:
' ' ' '
26 ' 1 2379crs I ':. f. 1. 0 Primary
Inflow
i Inflow-.._Area 3 08.9....a.C.....
1 1 I rill ! 1.:' I-,' i:' ! ! ji:' :r ! f:' :1 !
- ' St r ge 88 ci
16
-
0
:
0
- : : :w
14 ._. :. I , .. ;
Round Cul ert..
3 -
LL = !01.3...
10-
V L56.'1..7.0 ....
8- r. i t 1
4
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 50-year Rainfall=6.86"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment 1 S: Post SE - To Sand Filter
Runoff = 66.55 cfs @ 11.97 hrs, Volume= 3.518 af, Depth= 5.80"
Routed to Pond 2P : Sand Filter 01
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-year Rainfall=6.86"
Area (ac) CN Description
1.124 98 impervious area
4.444 96 Gravel surface, HSG C
0.319 70 Woods, Good, HSG C
1.391 74 >75% Grass cover, Good, HSG C
7.278 91 Weighted Average
6.154 84.56% Pervious Area
1.124 15.44% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.6 792 2.00 Direct Entry, Pipe flow
Subcatchment 1S: Post SE - To Sand Filter
Hydrograph
0 Runoff
70 166.55 cfs
65= ;
y z4nr
60- i '
..........:....5© . Rainfalls-f,86"
55
Runoffrea- . a.�..
..lul m _0..5
0415 ._af....
............_....... u o 'o u
_
; ;
40 h=5
p
Runoffe
LL 357 :........ j j Fl -Lent''.;th=79-2<...._....
30 0 ow
i----- , 1 '• -- .. .. c= ....
r 6�7
25
r-
20 '
15
5
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 50-year Rainfall=6.86"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 44
Summary for Subcatchment 3S: Pre SE
Runoff = 20.23 cfs @ 12.30 hrs, Volume= 2.136 af, Depth= 3.92"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-year Rainfall=6.86"
Area (ac) CN Description
0.487 70 Woods, Good, HSG C
6.050 74 Pasture/grassland/range, Good, HSG C
6.537 74 Weighted Average
6.537 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.7 100 0.0183 0.08 Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.51"
12.9 552 0.0104 0.71 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
34.6 652 Total
Subcatchment 3S: Pre SE
Hydrograph
........_.........._.........._i22 .
= i
- .- .. •Runoff
-`, ._..............._............._-- 2023 cfs _:_.____........ .. .. .. .. .. ... .. .. .. .. .. .. .. .. .. ......
20c' .._.............._....................i ,.._.......,...........,........_..........,...........,..........,.........._ 24 0.r...._..
18-' _> , j I i- i i + 0- ar_Rai ifa11. .
164' ....._.._..--_................... --..._. .---....._--...._........_........_.-.....i..--....... .. ... .......Runoff...Are ' . ..:: 37-is _:........
.i _I.. ._I a f 5 �
.......... .........^---......;. ....._;--......._I----..._I........_t........._j................. .. .. pp� f `� m 2 A 6+ f.....
14, i - ........--i- -.. I'�W�off if'Q���'11� G�! F�V!t�f...
7, 13=
p n
u 12_ I I /..... i I f unoff Dep h 3 9L-"........
311='
LL = Ti!
% Flpw Lein jthfi : : ::::
- _
6
3
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 5'2 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 50-year Rainfall=6.86"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 45
Summary for Subcatchment 5S: Post NW - Undetained drives
Runoff = 7.79 cfs @ 11.96 hrs, Volume= 0.359 af, Depth= 4.35"
Routed to Pond 18P : Roadside swale
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-year Rainfall=6.86"
Area (ac) CN Description
* 0.181 98
0.082 74 >75% Grass cover, Good, HSG C
0.728 74 >75% Grass cover, Good, HSG C
0.991 78 Weighted Average
0.810 81.74% Pervious Area
0.181 18.26% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.0 100 0.0261 1.60 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.51"
0.3 53 0.0261 3.28 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
1.1 309 0.0019 4.52 481.33 TrapNee/Rect Channel Flow,
Bot.W=4.78' D=5.64' Z= 2.5 '/' Top.W=32.98'
n= 0.030
2.6 Direct Entry, to minimum
5.0 462 Total

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 50-year Rainfall=6.86"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 46
Subcatchment 5S: Post NW - Undetained drives
Hydrograph
■Runoff
8 iIziscfsI
: 24-h r
Ype II
50-year Rainfall=6.86"
6- 11111 uno -- -real--..... .6911
�C...
one0 359...af.........Runoff Depth=4.35"'
Flow Length=462'
3
a 4-
u _
c:T5 0.;...ni1n....
3-
2 .
:
1
1-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 50-year Rainfall=6.86"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 47
Summary for Subcatchment 8S: Pre NW
Runoff = 8.89 cfs @ 12.07 hrs, Volume= 0.566 af, Depth= 3.92"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-year Rainfall=6.86"
Area (ac) CN Description
1.707 74 Pasture/grassland/range, Good, HSG C
0.025 70 Woods, Good, HSG C
1.732 74 Weighted Average
1.732 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.2 100 0.0636 0.13 Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.51"
0.3 30 0.0729 1.89 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
1.2 324 0.0019 4.52 481.33 TrapNee/Rect Channel Flow,
Bot.W=4.78' D=5.64' Z= 2.5 '/' Top.W=32.98'
n= 0.030
14.7 454 Total
Subcatchment 8S: Pre NW
Hydrograph
❑Runoff
l 8.89 cfs i
Type III
24-h• i i
8-- / 50-year Rainfall=6.�6"
Runoff Are a='I 732 ac
1 ,i . . = - 1 6ff R Volume=0 566 of
u 6:
3 5- ,.
noff A0pth-3.92 :
LL FI VSi-Len th=454'
4-
T147 miM
3 CN=74
2
1-'
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 50-year Rainfall=6.86"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 48
Summary for Subcatchment 19S: Offsite to Swale
Runoff = 19.59 cfs @ 11.98 hrs, Volume= 1.075 af, Depth= 6.15"
Routed to Pond 18P : Roadside swale
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-year Rainfall=6.86"
Area (ac) CN Description
2.098 94 Urban commercial, 85% imp, HSG C
0.315 15.00% Pervious Area
1.783 85.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.5 100 0.0262 0.48 Sheet Flow,
Fallow n= 0.050 P2= 3.51"
3.3 445 0.0194 2.24 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.8 545 Total
Subcatchment 19S: Offsite to Swale
Hydrograph
I I I 11 I 11 I ■Runoff
': I 1195 cfs 1
20
184 :...._.._;... ?........ ...._......._..., ......._........i ....... *..... i.....
i i i i — _..
1 ... - ...::O:aX::::Ra. faa:l_-:6:.86'*::::....
50-y
14'_' . ...__........_.................. ;...........,.........._........_...........,.........._.........._........_........._ .Runoff";Votume 1.075;.af.......
121
2 / ................................_ Runoff Depth=61,5"........
3 11= "
HIIIS1flow Lenngth=5451':......
8. :........i .... ..... ..... TC68... .i.f........
'
, ,; , ��f /, ,/ ,/ ,/l/f�f/��(f�
0 2 4 6 8 10, 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 50-year Rainfall=6.86"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 49
Summary for Pond 2P: Sand Filter 01
Inflow Area = 7.278 ac, 15.44% Impervious, Inflow Depth = 5.80" for 50-year event
Inflow = 66.55 cfs @ 11.97 hrs, Volume= 3.518 af
Outflow = 19.97 cfs @ 12.11 hrs, Volume= 3.518 af, Atten= 70%, Lag= 7.9 min
Primary = 17.91 cfs @ 12.11 hrs, Volume= 3.496 af
Routed to nonexistent node 4P
Secondary= 2.07 cfs @ 12.11 hrs, Volume= 0.023 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Peak Elev= 513.29' @ 12.11 hrs Surf.Area= 23,935 sf Storage= 71,816 cf
Plug-Flow detention time= 239.7 min calculated for 3.518 of(100% of inflow)
Center-of-Mass det. time= 239.7 min ( 1,013.8 - 774.1 )
Volume Invert Avail.Storage Storage Description
#1 509.00' 89,264 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
509.00 740 0 0
510.00 11,490 6,115 6,115
511.00 19,659 15,575 21,690
512.00 21,730 20,695 42,384
513.00 23,449 22,590 64,974
514.00 25,131 24,290 89,264
Device Routing Invert Outlet Devices _
#1 Primary 508.11' 18.0" Round Culvert
L= 43.960' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 508.11' / 508.03' S= 0.0018 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 509.00' Sand Filter
Head (feet) 0.00 0.10 0.20 0.30 0.40 0.50 0.75 1.00 1.50 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Disch. (cfs) 0.000 0.133 0.139 0.145 0.152 0.158 0.174 0.190
0.221 0.253 0.284 0.316 0.348 0.379 0.411 0.442 0.474
#3 Device 1 510.76' 28.0"W x 8.0" H Vert.Window C= 0.600
Limited to weir flow at low heads
#4 Device 1 513.03' 2.0"x 16.5" Horiz. Grate X 8.00 columns X 2 rows C= 0.600
Limited to weir flow at low heads
#5 Secondary 513.04' Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 10.20 19.18 29.79 39.61 39.61
Elev. (feet) 514.01 513.41 513.30 513.04 514.00 514.01

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 50-year Rainfall=6.86"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 50
Primary OutFlow Max=17.91 cfs @ 12.11 hrs HW=513.29' (Free Discharge)
—1=Culvert (Inlet Controls 17.91 cfs @ 10.13 fps)
—2=Sand Filter (Passes < 0.40 cfs potential flow)
—3=Window (Passes < 11.09 cfs potential flow)
—4=Grate (Passes < 8.98 cfs potential flow)
Secondary OutFlow Max=2.05 cfs @ 12.11 hrs HW=513.29' (Free Discharge)
L5=Asymmetrical Weir (Weir Controls 2.05 cfs @ 0.65 fps)
Pond 2P: Sand Filter 01
Hydrograph
. . . . . . . . . . . . . . . . . . . . . . . . . . . . .
i..............._..................._i.................I......
66.55 cfs 0 Outflow
nf�Ow....A - . -. -J- - �i E Primary
Secondary
65 ' 1ii 1 11 11 ii11i 111111160
jii
tt
Story71 816 +cf
55=
45-
40= i i
3 35- ii
30- 19.97 cfs
i
25= 17 91 cfs — _. _ .
20 ---
15
10
5 z.oi ifs
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 50-year Rainfall=6.86"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 51
Summary for Pond 18P: Roadside swale
Inflow Area = 3.089 ac, 63.59% Impervious, Inflow Depth = 5.57" for 50-year event
Inflow = 27.24 cfs @ 11.97 hrs, Volume= 1.434 af
Outflow = 26.60 cfs @ 11.99 hrs, Volume= 1.434 af, Atten= 2%, Lag= 1.0 min
Primary = 26.60 cfs @ 11.99 hrs, Volume= 1.434 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Peak Elev= 510.17' @ 11.99 hrs Surf.Area= 1,019 sf Storage= 599 cf
Plug-Flow detention time= 0.1 min calculated for 1.434 af(100% of inflow)
Center-of-Mass det. time= 0.1 min ( 774.1 - 774.0 )
Volume Invert Avail.Storage Storage Description
#1 507.36' 18,738 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
507.36 0 0 0
508.00 13 4 4
509.00 83 48 52
510.00 718 401 453
511.00 2,504 1,611 2,064
512.00 6,427 4,466 6,529
513.00 17,991 12,209 18,738
Device Routing Invert Outlet Devices
#1 Primary 507.36' 30.0" Round Culvert
L= 56.170' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 507.36' /506.99' S= 0.0066 '/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
Primary OutFlow Max=26.57 cfs @ 11.99 hrs HW=510.17' (Free Discharge)
t 1=Culvert (Barrel Controls 26.57 cfs @ 6.02 fps)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 50-year Rainfall=6.86"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 52
Pond 18P: Roadside swale
Hydrograph
Ie Inflow
30=' ;:'' I ; ; 112724cs I ! ! I. 1. 1. I. I ❑Primary
28_ inflow Area=3089 ad
'�,i 26.60 cfs I
: :ti 1 t I I _ . lev=51._q-.I7
24 ' :
22 ' Storage=599._s.ci....__
20=': ,
18=" ,
w = Round Cult/i
LL n=01013
10
,
6
4 ,-,% :
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32' 34 36 38 40 42 44 46' 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 100-year Rainfall=7.65"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 53
Summary for Subcatchment 1 S: Post SE - To Sand Filter
Runoff = 74.86 cfs @ 11.97 hrs, Volume= 3.990 af, Depth= 6.58"
Routed to Pond 2P : Sand Filter 01
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.65"
Area (ac) CN Description
1.124 98 impervious area
4.444 96 Gravel surface, HSG C
0.319 70 Woods, Good, HSG C
1.391 74 >75% Grass cover, Good, HSG C
7.278 91 Weighted Average
6.154 84.56% Pervious Area
1.124 15.44% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.6 792 2.00 Direct Entry, Pipe flow
Subcatchment 1S: Post SE - To Sand Filter
Hydrograph
■Runoff
uno
........_......................:. 74.86 5 ..............._i........._.......
75="
70='
65='
I00-yea ' Rainfai 71.6.5"....
60=
Runoff area- 78 ee..-.
55=
_1_aunoftVararne*3:1990.1._af..
45_" i t -.--..-. .--..- r i R.u.noff-_De. th=6.58....-..-...
c 40='
LT_ Flow..._Length=792'
35
30 Tc=6'.6'mn..
25="
ON J1
20=
10=
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 100-year Rainfall=7.65"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 54
Summary for Subcatchment 3S: Pre SE
Runoff = 23.82 cfs @ 12.30 hrs, Volume= 2.513 af, Depth= 4.61"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.65"
Area (ac) CN Description
0.487 70 Woods, Good, HSG C
6.050 74 Pasture/grassland/range, Good, HSG C
6.537 74 Weighted Average
6.537 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.7 100 0.0183 0.08 Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.51"
12.9 552 0.0104 0.71 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
34.6 652 Total
Subcatchment 3S: Pre SE
Hydrograph
---
26 •Runoff
' 123.82 cfs '
4.
24= h:
_.-..-?------------------. _. ---I------I------I------?------I-------I-------*------?------- ------?------------ - - - - - -24.r11. ..-..-...
22_
li
1004yeir R41-00-114.6,5'.-....
20-
—
,.� 1T HoffAre 37
18_'
N
C�
16 1 1 f Runoff olurne=2.513._af.-..
14_. Runoff Cep#h= .61
3 _ IF Fill {
O
r
LL 12- Flpw Len�th.....652_...........
10_ Tc=34.6 min
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 100-year Rainfall=7.65"
Prepared by EMH&T Printed 1/12/2023
HydroCAD® 10.20-2d s/n 03828 ©2021 HydroCAD Software Solutions LLC Page 55
Summary for Subcatchment 5S: Post NW - Undetained drives
Runoff = 9.01 cfs @ 11.96 hrs, Volume= 0.419 af, Depth= 5.07"
Routed to Pond 18P : Roadside swale
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.65"
Area (ac) CN Description
* 0.181 98
0.082 74 >75% Grass cover, Good, HSG C
0.728 74 >75% Grass cover, Good, HSG C
0.991 78 Weighted Average
0.810 81.74% Pervious Area
0.181 18.26% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.0 100 0.0261 1.60 Sheet Flow,
Smooth surfaces n= 0.011 P2= 3.51"
0.3 53 0.0261 3.28 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
1.1 309 0.0019 4.52 481.33 TrapNee/Rect Channel Flow,
Bot.W=4.78' D=5.64' Z= 2.5 '/' Top.W=32.98'
n= 0.030
2.6 Direct Entry, to minimum
5.0 462 Total

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Subcatchment 5S: Post NW - Undetained drives
Hydrograph
10
_ ■Runoff
i................................:.1 9.01 cfs Ii................._i......
Type 1124-h r
8:" / 100-year Raunfall 7'.65"
Runoff Area=09911..'aC
- I�u�off.�otu one=0: 19-af....
6-
- Runoff f)e"pth 5►.Q7 ;
5
LL _ ............. tit*....-L.e.n ' th=.46-2ii ....
4_'
Tc=5 O m i n
3 CN=78
2
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 100-year Rainfall=7.65"
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Summary for Subcatchment 8S: Pre NW
Runoff = 10.43 cfs @ 12.07 hrs, Volume= 0.666 af, Depth= 4.61"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.65"
Area (ac) CN Description
1.707 74 Pasture/grassland/range, Good, HSG C
0.025 70 Woods, Good, HSG C
1.732 74 Weighted Average
1.732 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.2 100 0.0636 0.13 Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.51"
0.3 30 0.0729 1.89 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
1.2 324 0.0019 4.52 481.33 TrapNee/Rect Channel Flow,
Bot.W=4.78' D=5.64' Z= 2.5 '/' Top.W=32.98'
n= 0.030
14.7 454 Total
Subcatchment 8S: Pre NW
Hydrograph
R
•
Runoff
11_' I lo43cfs •
10-
_ ype � r
1 , I I I r 1 1 004year Rainfall.=7..6:57...
- :......................_.........._........_....... Runoff Area=1 732 ac
7-
Runoff Volume=0.666 of
6- I • :
h�
uno . • ep
i i
LL 5= .. ............._.... ._i..... Flow_Le n nth=454A
4
.................. .
3
i 0 CN=74
2_'
o- ,, ��llll/ll�l/ll�l///i///l�/// ,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

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Summary for Subcatchment 19S: Offsite to Swale
Runoff = 21.94 cfs @ 11.98 hrs, Volume= 1.212 af, Depth= 6.93"
Routed to Pond 18P : Roadside swale
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.65"
Area (ac) CN Description
2.098 94 Urban commercial, 85% imp, HSG C
0.315 15.00% Pervious Area
1.783 85.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.5 100 0.0262 0.48 Sheet Flow,
Fallow n= 0.050 P2= 3.51"
3.3 445 0.0194 2.24 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.8 545 Total
Subcatchment 19S: Offsite to Swale
Hydrograph
. _.........._.........-i .........
■Runoff
a ;. 121.94 cfs I ; i ; Li
i i i
21 - / _....' - - 1 : ype ........ 2.------.hr........
19= '. 1 / f I - - I 100-yea
/ , , . ea 2' 098 ae-.....
.........
15= 1 ........._<.........<........_<........................Runo _ V,� w .7..�2 ..Z,..�'� ........
i
2 13=-'.........I II i/ .....; .... i ..... i .... Runoff be:OW=64 9.3`':........
LL 11--
9_ 1 1..._.............__ /_ _........_.1........._1_......_1 1........._............_....._....._._..................._.._............._..........._.........._....................._Te=68...f .i.t ...._..
8=
/
5 ',...._..i
2
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

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Summary for Pond 2P: Sand Filter 01
Inflow Area = 7.278 ac, 15.44% Impervious, Inflow Depth = 6.58" for 100-year event
Inflow = 74.86 cfs @ 11.97 hrs, Volume= 3.990 af
Outflow = 30.46 cfs @ 12.08 hrs, Volume= 3.990 af, Atten= 59%, Lag= 6.5 min
Primary = 18.38 cfs @ 12.08 hrs, Volume= 3.838 af
Routed to nonexistent node 4P
Secondary= 12.08 cfs @ 12.08 hrs, Volume= 0.152 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Peak Elev= 513.53' @ 12.08 hrs Surf.Area= 24,337 sf Storage= 77,588 cf
Plug-Flow detention time= 220.0 min calculated for 3.990 of(100% of inflow)
Center-of-Mass det. time= 220.0 min ( 990.9 - 770.9 )
Volume Invert Avail.Storage Storage Description
#1 509.00' 89,264 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
509.00 740 0 0
510.00 11,490 6,115 6,115
511.00 19,659 15,575 21,690
512.00 21,730 20,695 42,384
513.00 23,449 22,590 64,974
514.00 25,131 24,290 89,264
Device Routing Invert Outlet Devices _
#1 Primary 508.11' 18.0" Round Culvert
L= 43.960' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 508.11' / 508.03' S= 0.0018 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 509.00' Sand Filter
Head (feet) 0.00 0.10 0.20 0.30 0.40 0.50 0.75 1.00 1.50 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Disch. (cfs) 0.000 0.133 0.139 0.145 0.152 0.158 0.174 0.190
0.221 0.253 0.284 0.316 0.348 0.379 0.411 0.442 0.474
#3 Device 1 510.76' 28.0"W x 8.0" H Vert.Window C= 0.600
Limited to weir flow at low heads
#4 Device 1 513.03' 2.0"x 16.5" Horiz. Grate X 8.00 columns X 2 rows C= 0.600
Limited to weir flow at low heads
#5 Secondary 513.04' Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 10.20 19.18 29.79 39.61 39.61
Elev. (feet) 514.01 513.41 513.30 513.04 514.00 514.01

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Primary OutFlow Max=18.38 cfs @ 12.08 hrs HW=513.53' (Free Discharge)
Lam=Culvert (Inlet Controls 18.38 cfs @ 10.40 fps)
—2=Sand Filter (Passes < 0.41 cfs potential flow)
—3=Window (Passes < 11.68 cfs potential flow)
—4=Grate (Passes < 12.45 cfs potential flow)
Secondary OutFlow Max=11.98 cfs @ 12.08 hrs HW=513.53' (Free Discharge)
L5=Asymmetrical Weir (Weir Controls 11.98 cfs @ 1.21 fps)
Pond 2P: Sand Filter 01
Hydrograph
{74.86 cfs l/3
•O pl ultf ow
owy
Secondary
ar
75 ......__......._._............._............_...._......._..........lilt.......b_-P Oak'E
w
45= -
...__i 30.46 cfs
LL 35=
;'' :i' . r
;' __—;....___j 1838 cfs .....
10='
51
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2020-0122 Pinnacle Cranes 2023-01-12 As-built Type 1124-hr 100-year Rainfall=7.65"
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Summary for Pond 18P: Roadside swale
Inflow Area = 3.089 ac, 63.59% Impervious, Inflow Depth = 6.34" for 100-year event
Inflow = 30.79 cfs @ 11.97 hrs, Volume= 1.631 af
Outflow = 29.32 cfs @ 11.99 hrs, Volume= 1.631 af, Atten= 5%, Lag= 1.5 min
Primary = 29.32 cfs @ 11.99 hrs, Volume= 1.631 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Peak Elev= 510.44' @ 11.99 hrs Surf.Area= 1,509 sf Storage= 946 cf
Plug-Flow detention time= 0.1 min calculated for 1.631 af(100% of inflow)
Center-of-Mass det. time= 0.1 min ( 771.3 - 771.2 )
Volume Invert Avail.Storage Storage Description
#1 507.36' 18,738 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
507.36 0 0 0
508.00 13 4 4
509.00 83 48 52
510.00 718 401 453
511.00 2,504 1,611 2,064
512.00 6,427 4,466 6,529
513.00 17,991 12,209 18,738
Device Routing Invert Outlet Devices
#1 Primary 507.36' 30.0" Round Culvert
L= 56.170' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 507.36' /506.99' S= 0.0066 '/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
Primary OutFlow Max=29.30 cfs @ 11.99 hrs HW=510.44' (Free Discharge)
t 1=Culvert (Barrel Controls 29.30 cfs @ 6.18 fps)

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Pond 18P: Roadside swale
Hydrograph
/ ! 1 H 1 1 1 H ill .FI
34= 1 30 79 cfs I p Primary
,1 29.32 cfs i i i _!.........,......._i......_�....... AreC1t3._08. .....ac....
Jn-
our... ... ..
i
28=' "::' - Peak.....E1ev.5.1O..44'......_
........i------..:.------i..... ...... - - - - - -- - - - .._.
24 i
�'.'. .. Qom., _�.+... ..
•
!!!!!!!'-!--/
,; ,.......- --...---... / ;.........-=---1--_-..........---1--_,..--- !-....-!-.....=---1---i ---+.....-� --....A gin......_,.-�i......_
22_ . ... i - - - 30.0 -....._
4.N 20-. i
i i
18 R un d....Culve.rt...._
: n
14 /
12 L=36.1707
10='
..... S=00666•f....
8 ' //
42V .51Y-,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

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Events for Subcatchment 1S: Post SE -To Sand Filter
Event Rainfall Runoff Volume Depth
(inches) (cfs) (acre-feet) (inches)
1-year 2.91 24.40 1.205 1.99
2-year 3.51 30.87 1.547 2.55
10-year 5.12 48.12 2.486 4.10
25-year 6.09 58.42 3.060 5.05
50-year 6.86 66.55 3.518 5.80
100-year 7.65 74.86 3.990 6.58

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Events for Subcatchment 3S: Pre SE
Event Rainfall Runoff Volume Depth
(inches) (cfs) (acre-feet) (inches)
1-year 2.91 3.97 0.464 0.85
2-year 3.51 6.08 0.679 1.25
10-year 5.12 12.56 1.340 2.46
25-year 6.09 16.78 1.776 3.26
50-year 6.86 20.23 2.136 3.92
100-year 7.65 23.82 2.513 4.61

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Events for Subcatchment 5S: Post NW- Undetained drives
Event Rainfall Runoff Volume Depth
(inches) (cfs) (acre-feet) (inches)
1-year 2.91 1.96 0.088 1.07
2-year 3.51 2.78 0.124 1.50
10-year 5.12 5.13 0.232 2.81
25-year 6.09 6.61 0.302 3.66
50-year 6.86 7.79 0.359 4.35
100-year 7.65 9.01 0.419 5.07

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Events for Subcatchment 8S: Pre NW
Event Rainfall Runoff Volume Depth
(inches) (cfs) (acre-feet) (inches)
1-year 2.91 1.82 0.123 0.85
2-year 3.51 2.76 0.180 1.25
10-year 5.12 5.58 0.355 2.46
25-year 6.09 7.41 0.471 3.26
50-year 6.86 8.89 0.566 3.92
100-year 7.65 10.43 0.666 4.61

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Events for Subcatchment 19S: Offsite to Swale
Event Rainfall Runoff Volume Depth
(inches) (cfs) (acre-feet) (inches)
1-year 2.91 7.69 0.396 2.26
2-year 3.51 9.52 0.497 2.85
10-year 5.12 14.39 0.774 4.43
25-year 6.09 17.30 0.942 5.39
50-year 6.86 19.59 1.075 6.15
100-year 7.65 21.94 1.212 6.93

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Events for Pond 2P: Sand Filter 01
Event Inflow Outflow Primary Secondary Elevation Storage
(cfs) (cfs) (cfs) (cfs) (feet) (cubic-feet)
1-year 24.40 2.75 2.75 0.00 511.24 26,432
2-year 30.87 5.25 5.25 0.00 511.55 32,916
10-year 48.12 9.13 9.13 0.00 512.47 52,877
25-year 58.42 10.73 10.73 0.00 513.01 65,195
50-year 66.55 19.97 17.91 2.07 513.29 71,816
100-year 74.86 30.46 18.38 12.08 513.53 77,588

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Events for Pond 18P: Roadside swale
Event Inflow Primary Elevation Storage
(cfs) (cfs) (feet) (cubic-feet)
1-year 9.63 9.63 508.80 37
2-year 12.26 12.26 509.02 54
10-year 19.44 19.31 509.58 207
25-year 23.79 23.49 509.91 388
50-year 27.24 26.60 510.17 599
100-year 30.79 29.32 510.44 946

EMU
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APPENDIX D:
Storm Sewer Calculations

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: Mariah Anderson Date: 8/5/2020
Checked By: Brian Rossi Date:
Company: EMH&T
Project Name: Pinnacle Cranes
Project No.: 2020-0122
Site Location(City/Town) Town of Midland
Culvert Id. BMP 1
Total Drainage Area(acres) 7.278
Step 1. Deternmie the tadwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter.it is classified minimum tailwater condition.
If it is greater than half the pipe diameter.it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a nunimtmt tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter,Do(in.) 18
Tailwater depth(in.) 0
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 17.78
Velocity(ft./s) 5.27
Step 2. Based on the tailwater conditions determined in step 1.enter Figure
8.06a or Figure 8.06b.and determine der riprap size and minimum apron length
(L.). The d,o size is the median stone size in a well-graded nprap apron.
Step 3. Determine apron width at the pipe outlet.the apron shape.and the
apron width at the outlet end from the same figure used m Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50,(ft.) 0.6
Minimum apron length,Le(ft.) 16
Apron width at pipe outlet(ft.) 4.5 4.5
Apron shape Trapezoid
Apron width at outlet end(ft.) 17.5 1.5
Step 4. Detemmne the maximnun stone diameter,
d, ,=1.5xdso
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.9 0
Step 5. Determine the apron thickness.
Apron thickness= 1.5 x d „
Minimum TW Maximum TW
Apron Thickness(ft.) 1.35 0
Step 6. Fit the nprap apron to the site by making it level for the minimum
length.L.from Figure 8 06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary(Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive.a plunge pool should be considered,see
page 8.06.8.

3 0
pipe
1 La 90 i.... :, ::: •J
Outlet u • Do +
diameter(�o) A ,I
1
La i—.I
ter 0.5D0 ,`,\� 70 1 80 : I f r 11"
::• •
... t �ulUll !!,I f . - � :,.
01 PQ�o60 ,.itif,
JAL 50 ...:1 :-..a ».... .: ', ',4 P rr if,ifil
vF i.,. � ��lr• rrrrirarnmr
�vn .. �itEratirmiiiii,
�ryu;....,41
;: •' . 4.: � i-�. ,. II�i�iilllll lull ,
4
41 . ' I:11
1 •
4 ..� '1 N, ou�u
•
...
pr
Sill a. . -- e �,- u•I( r`
.. . ,. ,
ill°6 Ellii ;: : '"" 4.0014r1/11112F1
,4 Nil •::. ,1 ,. lipAge.,,rtl
r -
... .. .:-.., .f J rµ,��/ii j ` "
_ Oi P,04�, A}1. d
0 t __ T o . .. , A /� r/ I , 2 N
• I 1 . r �� „00-(d Pry'°
t v=?5 .fir or•-, ...-1:.. ...
Or
, v= is . • ��
' v to 0 _
I 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3lsec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tv,a 0.5 dameter)
Rev.12'93 8.06.3