SW3170606 - Randy Marion Chevrolet of Statesville (3)

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Randy Marion
Chevrolet of Statesville
(Gaither Road)
Statesville, NC
STORMWATER REPORT
PDA # 2105-06-03
March 2017
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JUN 0 7 2017
Ffj111' N
PIEDMONT DESIGN
tmlg�luv WAR
® Assaciates, P.A.
Suite 101 Westfield Center, 125 East Plaza Drive
Mooresville, North Carolina 28115
Phone:[phone] Fax:[phone]
wwtv.pdapa.com
NCBELS License #: C-1007
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Randy Marion
Chevrolet of Statesville
Gaither Road
Statesville, NC
PDA #2015-06-03
Table of Contents
SECTION ONE.......................................PROJECT NARRATIVE
SECTION TWO......................................REFERENCE MAPS
SECTION THREE....................................EROSION CONTROL CALCULATIONS
SECTION FOUR ..................................... STORM SEWER CALCULATIONS
SECTION FIVE........................................DITCH CALCULATIONS
SECTION SIX...........................................WET POND 1 CALCULATIONS
SECTION SEVEN.....................................DRAINAGE MAPS

SECTION 7
Project Narrative

PROJECT NARRATIVE
FOR
RANDY MARION Chevrolet of Statesville
(Gaither Road)
(PDA #2015-06-03)
PROJECT DESCRIPTION
The site is located off of Gaither Road in Iredell County, North Carolina. This project is
within the City of Statesville, NC city limits near 1-40 corridor. The overall property
contains 33.99 acres and borders Morrison Creek on the north property line. The site
contains an existing automobile sales business with several existing buildings and
paved parking. This project is located on a portion of that large parcel and consists of
grading a lower portion of the site to be used for product storage, an access driveway
on the north side. Also included is new frontage parking with paved access to the lower
storage area. The large lower storage area will be 4.45 acres of gravel. Some new
landscaping will be done on the perimeter and front areas.The total proposed disturbed
area for the project will be 8.79+/- acres.
The current property contains an existing automobile sales business. Portions of the site
are undeveloped (west and east sides). Existing drainage generally sheet flows from
Gaither Road to the north side of the site into Morrison Creek. The existing site
generally has two (2) drainage basins (or discharges). The west side of the existing
developed site drains to a concrete flume and discharges overland toward a tributary to
Morrison Creek. There is some existing storm piping that drains a portion of the existing
parking and building areas to the interior of the site, then drains overland toward
Morrison Creek. In general most of the eastern portion of the site is an overflow
discharge to Morrison Creek. The existing drainage analysis consist of one (1) onsite
drainage area (EXISTING -DA -1) using the same overall proposed drainage area (10.99
Acres). There is currently no existing BMP facility onsite.
The proposed drainage design contains two (2) main discharge points leaving the
property. Discharge point 1 - The west side of the existing developed site drains to a
concrete flume and discharges overland toward a tributary to Morrison Creek.
Discharge point 2 - the new wet detention pond 1 will have a control structure (CS -P1)
for discharges including an 10' wide emergency overflow spillway on the east lower side
of the site. An environmental analysis was not done on this site, however, we identified
the Morrison Creek jurisdictional buffer and Fris flood limits. The existing and proposed
hydrologic analysis used TR -55 standards and AutoCad v2016 Hydraflow Hydrograph
program to develop Te's, hydrographs and routings. Additional programs were used to
develop the full report. The easterrnmost discharge point drains northeast directly into
Morrison Creek.

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The post developed drainage analysis consist of one (1) drainage area (DA -1) (10.99
acres) that all drains to the proposed wet detention pond 1. Wet Pond 1 will use a 24"
RCP discharge pipe with rip -rap dissipation. The onsite drainage area encompasses the
entire proposed site development area, including a portion of the existing building and
parking areas. The product storage area all drain to a curb and gutter, then picked up
with storm structures and piped directly into permanent wet pond 1 forebay. A
permanent sediment forebay is used in the permanent pond based on the latest
NCDENR BMP design criteria for sediment control and occasional cleanout.
This site is not located within a WS -IVP watershed. However, the proposed BMP (Wet
Detention Pond 1) is design per the State of North Carolina Department of
Environmental Resources (NCDENR) BMP criteria with both water quality and detention
criteria adhered to. All of the new developed grading and portions of the existing onsite
impervious roof and pavement areas will drain to the BMP which will provide water
quality treatment and detention. This wet pond 1 facility has been SA/DA designed to
provide 90% TSS removal efficiency. The design storm used is the 2 year and 10 year -
24 hour storm events using NOAA depth precipitation numbers. Pre Q vs Post Q
routings were done using Autocad 2016 Hydraflow Hydrographs for the 2 year and 10
year -24 hour storms. However, the 25, 50 and 100 year storms were also routed to
determine flood capacity of the pond. The wet pond 1 has an emergency spillway for
flood overflows beyond the design storms. The Pre vs Post Qs for this project are
shown in the chart below. A post drainage map (C5.1 Post-Dev Drainage Area Map) is
included in the plans and report.
WET POND 1 SUMMARY
EROSION CONTROL
This project includes 2 phase erosion control plans. Phase one (1) will install the initial
erosion sediment basin (with skimmer discharge) for drainage area 'EC -PH 1'. This
basin conforms to the permanent pond configuration (Wet Pond 1). The basin will
consist of mostly cut area and will have minimal fill embankment areas. Since the site
basically falls from Gaither road (south to north), it will trap all onsite sediment runoff
directly into the Sediment Basin A. Drawdown volumes will be done using the skimmer
device connected to the permanent control structure. The skimmer will tie into the
Post-
Drainage
Area
Post-dev Q
Discharge
Criteria Met
i Storm
Event
Pre-
Drainage
Area
Pre-dev Q
(24 Hour)
2 year
10.99 Ac.
30.62 cfs
44.33 cfs
10.72 cfs
Yes �
10 year
10.99 Ac.
50.69 cfs
70.20 cfs
39.61 cfs
Yes
i
100 year
10.99 Ac.
82.36 cfs
110.62 cfs
44.24 cfs
N/A
EROSION CONTROL
This project includes 2 phase erosion control plans. Phase one (1) will install the initial
erosion sediment basin (with skimmer discharge) for drainage area 'EC -PH 1'. This
basin conforms to the permanent pond configuration (Wet Pond 1). The basin will
consist of mostly cut area and will have minimal fill embankment areas. Since the site
basically falls from Gaither road (south to north), it will trap all onsite sediment runoff
directly into the Sediment Basin A. Drawdown volumes will be done using the skimmer
device connected to the permanent control structure. The skimmer will tie into the

permanent control structure (CS -P1). Skimmer details are included in the plan details on
sheet C4.3. Some rough grading will be done in phase one (1) erosion control phase,
but the majority of the site rough grading will be done in the phase two (2) erosion
control phase. Silt fence will be used onsite along the low sides (north side mostly) to
prevent sediment from leaving the site. A double fence will be used along Morrison
Creek.
Phase two (2) will install stormwater piping and structures and all pavement
construction, as well as a majority of the grading for the storage area. Block and gravel
inlet filters will be used on all curb and ditch catch basin structures. Final stabilization
will occur at the end of the phase two (2) stage. Contractor self-monitoring of the site
and visits will be done after heavy rain events to inspect for any off-site sedimentation
problems.
Based upon my professional opinion and resulting from sound engineering, no
properties will be adversely affected by the proposed development.
If you should have any questions please feel free to call me @ 704-664-7888.
Sincerely,
Donald L. Munday, PE
Piedmont Design Associates, P.A.

SECTION 2
Reference Maps

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- 4.�y`.'`� r�.r�... %� ��y ��ir,., r` .s �'ay'i -. ,;.iS+�v�•:�f�0.' `lick-
�
9- F ti �� -'7 .- ,yrs, t c- ,�,�.r.�.-�—�„"---�.,..+-�:� . *r „y�;"'•-� ,
S f}
z:
3

17/19
Hydrologic Soil Group lredett County, North Carolina
(RANDY MARION CHEVROLET)
MAP LEGEND
Area of Intemst (AGI
L__J
area of Interest (AOI)
Soils
® CID
Soil Rating Polygons
0
A
0
AID
Q
B
BID
0
C
Q
CID
0
D
0
Not rated or not available
Soil Rating Lines
,+
A
Please rely on the bar scale on each map sheet for map
AID
..
B
,mss
BID
re+
C
.,s
CID
Maps from the Web Sod Survey are based on the Web Mercator
D
s >
Not rated or not available
Soil Rating Points
®
A
®
AID
®
B
©
BID
MAP INFORMATION
C
The soil surveys that comprise your AOI were mapped at
1:12,000.
® CID
D
Warning. Sod Map may not be valid at this scale.
® Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of sod
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
Transportation
scale.
Rads
Please rely on the bar scale on each map sheet for map
Interstate Highways
measurements.
,.y US Routes
Source of Map Natural Resources Conservation Service
Web Sod Survey URL.
Major Roads
Coordinate System Web Mercator (EPSG:3857)
Local Roads
Maps from the Web Sod Survey are based on the Web Mercator
Background
projection, which preserves direction and shape but distorts
Aerial Photography
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Iredell County, North Carolina
Survey Area Data. Version 21, Sep 15, 2015
Sod map units are labeled (as space allows) for map scales
1 50,000 or larger.
Date(s) aerial images were photographed: Feb 11, 2011—Mar 2,
2011
The orthophoto or other base map on which the sod lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 5/10/2017
Conservation Service National Cooperative Sod Survey Page 2 of 4

Hydrologic S -W Group—Iredell County, North Carolina RANDY MARION CHEVROLET 18/19
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit— Iredell County, North Carolina (NC097)
Map unit symbol Map unit name Rating Acres in AOI
Percent of AOI
CsA Codorus loam, 0 to 2 j BID i 3.7 j 10.7%
percent slopes,
1 frequently flooded j
! DaA I Dan Riv r and Comus C — 6.2 I 18.1 %
soils, 0 to 4 percent !
slopes, occasionally j !
! flooded !
HaA Hatboro loam, 0 to 2 ! B/D
I 0.1 0.2%',
ii percent slopes,
frequently flooded
�TOE2 —1 Tomlin sandy clay loam, B
2,5 7,4%
6 to 10 percent
slopes, moderately
{ eroded
ToD2 I Tomlin sandy clay loam, ' B
7.0 20.2%
10 to 15 percent
slopes, moderately
!
j eroded
i !
j ToE2 i
Tomlin sandy clay loam, ! B
3,0
8,8%'
j
15 to 25 percent
j slopes, moderately
eroded !
UmF l Udorthents-Urban land C
11.8
34.3%
Complex, 0 to 45
percent slopes
Ur ! Urban land ;
I
0.11
_
0.4%
Totals for Area of Interest
! 34.51
1o0.0%1

19/19
Hydrologic Sod Group—Iredell County, North Carolina RANDY MARION CHEVROLET
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 (AID, 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.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie-break Rule: Higher

Depth to Water Table—Iredell County, North Carolina
Depth to Water Table
Randy Marion - Soils Water Table
Data
Depth to Water Table— Summary by Map Unit — Iredell County, North Carolina (NC097)
Map unit symbol
Map unit name
Rating (centimeters)
Acres in AOI
Percent of AOI
CsA
Codorus loam, 0 to 2
38
25
8.3%
percent slopes,
frequently flooded
DaA
Dan River and Comus
99
4.9
162%
soils, 0 to 4 percent
slopes, occasionally
flooded
ToC2
Tomlin sandy clay loam,
>200
24
8.0%
6 to 10 percent
slopes, moderately
eroded
ToD2
Tomlin sandy clay loam,
>200
64
21.4%
10 to 15 percent
slopes, moderately
eroded
ToE2
Tomlin sandy clay loam,
>200
2.6
8.5%
15 to 25 percent
slopes, moderately
eroded
UmF
Udorthents-Urban land
>200
112
37.2%
complex, 0 to 45
percent slopes
Ur
Urban land
>200
0.1
04%
Totals for Area of Interest
30.0
100.0%
Descripti®n
"Water table" refers to a saturated zone in the soil. It occurs during specified
months. Estimates of the upper limit are based mainly on observations of the
water table at selected sites and on evidence of a saturated zone, namely
grayish colors (redoximorphic features) in the soil. A saturated zone that lasts for
less than a month is not considered a water table.
This attribute is actually recorded as three separate values in the database. A
low value and a high value indicate the range of this attribute for the soil
component. A "representative" value indicates the expected value of this attribute
for the component. For this soil property, only the representative value is used.
Rating Options
Units of Measure: centimeters
Aggregation Method: Dominant Component
Component Percent Cutoff. None Specified
USDA Natural Resources Web Soil Survey 5/30/2017
i w Conservation Service National Cooperative Sod Survey Page 3 of 4

Depth to Water Table—Iredell County, North Carolina
Tie-break Rule: Lower
Interpret Nulls as Zero: No
Beginning Month: January
Ending Month: December
Randy Marion - Soils Water Table,
Data
USDA Natural Resources Web Soil Survey 5/30/2017
Conservation Service National Cooperative Soil Survey Page 4 of 4

SECTION 3
Erosion Control
Calculations

PHASE 1
Erosion Control
Caics.

TEMPORARY SEDIMENT BASIN
(USING PERM. CONTROL STRUCTURE)
Basin ID: ISediment Bas -,in PHASE 1 ONLY
Drainage Area: �Cpli 1 <Fy
Project Name: RANDY MARI0W(GaRK6r'Rd) '-
Project # : 201;6-06-03-
Designer: J. Wehling
Date: 0,3,077,173 _
Rev: _
ADHERE'S TO: 2013 N.C. SEDIMENT AND EROSION CONTROL MANUAL,
SECTION 6.61 AND SECTION 8.07
NOTE: FOR SEDIMENT BASINS USING THE PERMANENT CONTROL STRUCTURE
AS A TEMPORARY RISER DEVICE WITH SKIMMER DRAWDOWN.
COUNTY= IREDELL
PLANIMETER READING
AREA (sf)
AVG AREA (sf)
VOL (cf)
ACCUM VOL cf
800.5
DRAINAGE AREA=
I
9 98 -ac
DENUDED AREA-
3.62
ac
4299.00
OFFSITE AREA
1
0 00; ac.
1075
802
10308.00
10308
PEAK FLOW Q2 =
7304
Cc12A
WHERE 12=i
5.51
In/hr (2yr)
11157
11157
Q2 =
1097 cis
lio=
7.18
In/hr (10yr)
12918
32453
805
15732.00
15732
_8.04
In/hr S25yr)
47234
806
Qio=
CclioA
.____125=_
A=
-_
000
--
ac Woods
C=0.25
24724.00
Qio =
1430 cis
A=
000
ac Grass
C= 0.30
26901
25813
25813
Al
3.62
ac Bare soil
C= 0 55
28058
Q25=
CchoA
A=1
000
ac. Gravel
C= 0 55
58468
Q25=
1601 cis
A=J
0'00
ac Bldg/pvm
C=0.95
202352
A=
362
ac TOTAL DRAINAGE AREA
Cc=
055
COMPOSITE C
RARIM RTA(;F/ RTC)RAC'F
nw(-. RCAl F 1"= 1
MOTF MAY Rf
I HFI( -,HT= IR)
ELEV
PLANIMETER READING
AREA (sf)
AVG AREA (sf)
VOL (cf)
ACCUM VOL cf
800.5
120000
0
0
0
0
801
4299.00
4299
2150
1075
1075
802
10308.00
10308
7304
7304
8378
803
1200500
12005
11157
11157
19535
804
1383100
13831
12918
12918
32453
805
15732.00
15732
14782
14782
47234
806
1774700
17747
16740
16740
63974
807
24724.00
24724
21236
21236
85209
808
26901.00
26901
25813
25813
111022
809
29214 00
29214
28058
28058
139079
810
31567.00
31567
1 29234
58468
169490
811
3405900
34059
1 31637 1
63273
202352
REQUIRED BASIN VOL (1800cf/ac x DA) =
DETERMINE ELEV. OF SEDIMENT STORAGE
BASED ON REQUIRED BASIN VOLUME
REQUIRED SURFACE AREA (435sf/cfs x Q10) _
DETERMINE ELEV OF SEDIMENT STORAGE
BASED ON REQUIRED SURFACE AREA.
DESIGN ELEVATION OF SEDIMENT STORAGE:
X= 801 75
Z= 1 25
X= 801.32
Z= 0 82
Z= 125
USE Z='00.
"6,516 cf
ELEV
VOLUME (cf)
801
107475
X
6516
802
837825
r 6,218 Sq Ft
ELEV.
AREA (sf)
801
4299
X
6218
802
10308
X= 801 75
Z= 1 25
X= 801.32
Z= 0 82
Z= 125
USE Z='00.

SQ RISER DESIGN: DETERMINE HEAD ON RISER FOR VARIOUS SIZE DRAINAGE STRUCTURES
H[Qp / Cw x L]y3
r—
15 in
VHERE Qp=! 10 97 ,cfs
18 in.
7.86 ft.
Cw= _ 3�3�WEIR COEFF
RISER WEIR
30 in
L= WEIR LENGTH (INTERIOR)
LENGTH (L)
HEAD (Hr)
42 in
18 in.
170 ft
661 ft
24 in
1 40 ft.
1 _i BARREL(S)
30 in
1.21 ft.
36 in
1.07 ft
42 in
0 97 ft
48 in
0 88 ft.
60 in
0 76 ft
84 in
0 61 ft
168 in
0 38 ft.
USE , 120 jLength
Hr—
Qr— 15 67 cfs
I 1 RISER(S)
(Check)
1 WIER(S)
BARREL DESIGN DETERMINE THE REQUIRED BARREL
SIZE
Q = Cd x A x (2GHb) 05
WHERE: Cd=F0.56
A= PIPE AREA (sf.)
Hb= "Z" + "Hr"-DIA /2
BARREL DIA
HEAD (Hb)
15 in
7 98 ft.
18 in.
7.86 ft.
24 in
7.61 ft.
30 in
7 36 ft
36 in.
7 11 ft.
42 in
6.86 ft.
48 in
661 ft
USE 18 I in BARREL,
0 05 feet
1 _i BARREL(S)
ANTI -SEEP COLLAR COLLAR SIZE = BARREL DIA + 1 5'+ 1 5'
= 4.5 ft
SKIMMER DEWATERING.
DISCHARGE
10.00 Ors
2226 cfs
3894 cfs
5984 cfs
84.70 cfs
11323 cfs
145.18 cfs
Qb=
22 26 cfs
ADEQUATE?
OKAY
OKAY
OKAY
OKAY
OKAY
OKAY
OKAY
Q=cA(2gH)^1/2
Skimmer Size=
1.51"
Amount of Skimmers=
i 1
Average head=
j 0.751"
Coefficient=
E 0.6+
QD= 0 01107 cfs
Z elevation=
801 75
Drawdown time=
26 96 Hrs
Drawdown per hou—
0 05 feet
DISCHARGE
10.00 Ors
2226 cfs
3894 cfs
5984 cfs
84.70 cfs
11323 cfs
145.18 cfs
Qb=
22 26 cfs
ADEQUATE?
OKAY
OKAY
OKAY
OKAY
OKAY
OKAY
OKAY

EMERGENCY SPILLWAY. DESIGN FLOW Qe=Quo-Qp
Qlo= CcIjGA WHERE- Cc= 0.55 COMPOSITE C
Q10= 1430 cfs Ito= 718 in/hr (10 YR STORM)
A= 3.62 ac
Qp= FLOW THRU THE PRINCIPLE STRUCTURE
RISER CAPACITY= 15 67 cfs
BARREL CAP = 22 26 cfs RISER CONTROLS
Qp= 15.67 cfs
FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY
Qe= 0 00 cfs SPILLWAY NOT REQUIRED
DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER_ SPILLWAY
He=[Qe/ (C x L)]20 WHERE C=--,--3.3 w
LENGTH
HEAD (He)
! 0; ft
0.00 ft
10; ft
0 00 ft
15ift
0.00 ft
211ft
0 00 ft
301 ft
0 00 ft
USE 21 ft SPILLWAY, He= 0 00 ft
TEMPORARY SEDIMENT BASIN X SUMMARY w
CALCULATED MINIMUM ELEVATIONS
RISER
WIDTH (IN)
BARREL
DIA (IN)
BARREL
SLOPE (%)
W
(ft,)
Y
(ft,)
H
(ft)
Z
(ft)
L
(ft)
STORAGE
REQ'D (d)
24 x 36
18
0.50
8.00
961
861
800
21
6516
SKIMMER DIAMETER 1 5 In
SHEET NOT NEEDED- DISCl-I RD

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
NC assume 3 days to drain
6,516Cu.Ft
4 Days
Skimmer Size
Orifice Radius
Orifice Diameter
1.5! Inch
1
0.7, Inch[es]
1.5 I nch[es]
Estimate Volume of Basin Length Width _
Top of water surface in feet Feet VOLUME � �}^ O, Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Project Name:
Project #
Designer:
Date:
Rev:
RIP RAP OUTLET PROTECTION
COUNTY: [� tg-DR�;L L
NOTE: This spreadsheet for areas within NCDENR jurisdictions only.
ADHERE'S TO: N.C. SEDIMENT AND EROSION CONTROL MANUAL, March 2009
NCDENR SECTION 6.31.1 AND APPENDIX SECTION 8.05
NCRS DESIGN STANDARDS
NOTE: SPREADSHEET ASSUMES TAILWATER DEPTH < 0.5 Do
SPREADSHEET ASSUMES SLOPES LESS THAN 5%
RIP RAP GRADATION PER NCDOT SPECIFICATIONS
RIP RAP
MINIMUM
MIDRANGE
MAXIMUM
CLASS
IN
IN
(IN)
A
2
4
6
B
5
8
12
1
5
10
17
2
9
14
23
Innut:
Do, Pipe Diameter
Inches or feet
Q, 25 Year Peak Flow
CFS
Tw, Tailwater depth
Feet If Unknown, use 0.2 x Diameter in Feet )
La, Apron Length
Feet Long (Use NRCS Chart 8.06A)
d50 Stone Size
d50 in Feet (Use NRCA Chart)
Desi n:
20
W1, Apron Width at pipe
Feet Wide (3 * Pipe diameter)
W2, Apron Width @ end of apron
Feet Wide (Only if no well-defined channel downstream )
T, Apron Thickness (Depth)
Feet (1 5 x dmax) (10" Minimum)
M, Side Slope of Stone at side
Typically 2:1
H, Height of Stone at side
Feet (0.75 * pipe diameter)
Input:
Design:
FES # Do (in.) Q (cfs)
Tw (ft.)
La (ft.)
W1 (ft.) W2 (ft.)
T (ft.)
H (ft.)
d50 (ft.)
d50 (in.)
dmax (in.) Class
FES -1 36 49.77
0.40
20
9 23
18
2.25
0.60
7.20
12.00 B
FES -P1 24 24.41
0.50
16
6 18
18
1.50
0.50
6.00
12.00 B
C -17B 18 2.50
0.40
1 10
1 5 1 12
1 9
1.13
1 0.30
1 3.60
6.00 A
FES -20 18 3.92
0.40
1 10
1 5 1 12
1 9
1.13
1 0.30
1 3.60
6.00 A
NCRS Rip -Rap Apron Page 1

SUMMARY OF RESULTS
RIP RAP APRON SCHEDULE
ALLOW ACTUAL
FES/ HW
D
(IN)
RIP RAP
CLASS
W1
(FT)
W2
(FT)
L
T
IN)
V
(FPS)
V
(FPS)
FES -1
49.77
B
9
23
20
18
5.00
2.00
FES -P1
24.41
B
6
18
16
18
5.00
200
C -17B
2.5
A
5 1
12
10
5.00
2.00
FES -20
3.92
A
5 1
12
10
9
5.00
2.00
3 0
Outlet W = 0e + La
pipe
diameter (tib)
La —tet
Tilwater < 0.50o
ON
PQta60 7
, {{
L' L . 11"-1`11' 1 i 1 "-1 1 I --1 't- 11'tti'1'1 ,`,iI 1''0
3 5 10 20 50 100 200 500 1000
Discharge (ft 3/sec)
Curves may not be extrapolated.
Figure 6.06a Design of outlet protection protection from a round pipe flowing full. minimum tailwator condition (Tw < 0.5 diameter).
riprapoutlet.As Page 1

SECTION 4
Storm Sewer
Calculations

NOAA Atlas 14, Volume 2, Version 3
STATESVILLE 2 NNE
Station ID: 2 ,1
' Location name: Statesvillee,, North Carolina, US*
Latitude: 35.8100°, Longitude: -80.8808°
Elevation:
Elevation (station metadata): 950 ft*
• source Google Maps
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 & aenals
PF tabular
PDS -based point precipitation frequency estimates with 90% confidence intervals in inches/hour)'
Average
recurrence interval (years)
Duration
1
2
5
10
25
50
�����
100
200
500
1000
4.49
5.32
6.24
6.91
7.70
8.26
8.77
9.25
9.82
10 2
5 -min
(4-14-4 87)
(4 91-5 78)
(5 75-6.79) 11
(6 34-7 51)
1 (7 02-8.36)
1 (7 48-8 99)
1 (7.88-9 58)
1 (8 24-10 1)
1 (8 62-10 8)
1 (8 87-114)
3.58
4.25
4.99
5.53
6.13
6.57
6.97
7.33
7.76
8.06
10 -min
(3.31-3 89)
1 (3 92-4 63)
1 (4 60-5 44)
1 (5 07-6 01)
1 (5 60-6 67)
1 (5 96-7 15)
1 (6 26-7 61)
1 (6 53-8 04)
1 (6 81-8 57)
1 (6 98-8 95)
2.98
3.56
4.21
4.66
5.18
5.55
5.88
6.17
6.52
6.74
15 -min
(2-76-3 24)
1 (3 29-3 88)
1 (3 88-4 58)
1 (4 28-5 06)
1 (4 73-5 63)
1 (5 03-6 04)
1 (5 28-6 41)
1 (5 49-6 76)
1 (5 72-7.19)
1 (5 84-7 48)
F--2.-0-5-]F-2.4-6-]F-2-.9-9--]F--3.3-7-]F-3-.8-4-
--4.1-8-IF-4-.-50---]F--4.8-0-]F-5.18
5.46
30 -min
(1.89-222)
1 (227-268)
1 (276-326)
(310-367)
(350-417)
(379-455)
(404-491)
(428-526)
(4.55-572)
(473-606)
1.28
1.54
1.92
2.20
2.56
2.83
3.10
3.37
3.72
3.99
60 -min
(1 18-138)
1 (143-168)
1 (1 77-2 09)
(2 02-2 39)
(2 33-2 78)
(2 57-3 08)
(2 79-3 38)
(3 00-3 69)
(3 26-4 10)
(3 45-4 42)
0.900
1.13
1.30
153
1.71
1.89
2.07
2.32
2.51
2-hr0.742
(0 683-0 806)
(0 828-0 980
1 (1 03-123)
(1 19-141)
(139-1 67)
(154-186)
(1 69-2 07)
(1 83-2 28)
(2.02-2 56)
1 (2 15-2 79)
0.530
0.642
0.807
0.934
1.11
1.25
1.39
1.53
1.73
1.88
3 -hr
1(0489-0578)1(0592-0702
1(0742-0881)1(0855-102)
1 (1 01-121)
1 (1 12-136)
1 (1 24-152)
1 (1 35-1 68)
1 (1 50-191)
1 (161-210)
0.326
0.394
0.494
0.573
0.681
0.767
0 854
0 945
1.07
1.17
6 -hr
(0 301-0 355)
(0 364-0 430
(0 456-0 539)
(0 526-0 623)
(0 620-0 740)
(0 693-0.834)1(0
765-0 931)
1 (0.836-103)
1 (0.930-1.18)
0.196
0.236
0 297
0.345
0.411
0.463--]F-O-.5-18--]F-O-.5-74--]F-O.-65-2
0.714
12 -hr
1(0181-0213)1(0218-0258
(0 274-0 323)
(0 317-0 375)
(0 374-0 445)
(0 419-0-502)
(0 463-0 561)
(0 508-0 622)
(0 567-0 708)
(0 611-0 778)
0.144
0.182
0.212
0.253
0.286
0.320
0.356
0.404
0.442
24-hr0.118
(0 110-0 128)
(0 133-0 156
(0 168-0 197)
(0 196-0 230)
(0 233-0 275)
(0 262-0 310)
(0 292-0 347)
(0 323-0 386)
(0 365-0 439)
(0 397-0 481)
0.070
0.084
0.106
0123
0.145
0.163
0181
0.200
0.225
0.245
2 -day
1(0.065-0076)1(0078-0092
(0 098-0 115)
(0 113-0 133)
(0 134-0 157)
(0 150-0 176)
(0 166-0 196)
(0 182-0 217)
(0 204-0 244)
(0 221-0 266)
0.050
0.060
0 074
0.086
0.101
0.114
0.126
0.139
0.156
0.170
3 -day
(0 046-0 054)
(0 056-0 065
(0 069-0 080)
(0 080-0 093)
(0 094-0 110)
(0 105-0 123)
(0 116-0 136)
(0 127-0 150)
(0 142-0 169)
(0 154-0 184)
0.039
0.047
0.059
0.068
0 079
0.089
0.098
0.108
0.122
0.132
4 -day
1(0037-0042)11(0.044-0051
(0 055-0 063)
(0 063-0 073)
(0 074-0 086)
(0 082-0 096)
(0 091-0 106)
(0 099-0 117)
(0 111-0 132)
(0 120-0 143)
0.026
0.031
0.038
0.043
0.050
0.055
0 061
0 066
0.074
0.080
7 -day
(0 024-0.028)1(0.029-0.033
(0 035-0.040)1(0
040-0 046)
(0 047-0 054)
(0 052-0 059)
(0 056-0 065)
(0 061-0 071)
(0 068-0 079)
(0 073-0 086)
10 -day
0.021
1(0020-0022)1(0023-0026
0.025
0.030
(0 028-0 032)
0.034
(0 032-0 036)
0 039
(0 036-0 041)
0.042
(0 040-0 045)
0.046
(0 043-0 049)
0.050
(0 047-0 054)
0.055
(0 051-0 059)
0.059
(0 055-0 064)
0.017
0.019
0.022
0.025
0.027
0.030
0.032
0.035
0.038
20-day0.014
(0 013-0 015)1(0.016-0
017
(0 018-0.021)1(0
021-0 023)
(0 023-0 026)1(0.026-0
029)
(0 028-0 031)
( 0 030-0 034)1(0.033-0
037)
(0 035-0 040)
0.012
0.014
0.016
0.017
0.019
-O-.0-21---]F-O.-02-2-]F--O.-02-3
0.025
0.027
30 -day
1(0011-0012)11(0013-0014
(0 015-0 016)
(0 016-0 018)
(0 018-0 020)
(0 020-0 022)
(0 021-0-023)
(0 022-0 025)
(0 024-0 027)
(0 025-0 028)
0.010
0.011
0.013
0.014
0.015
0.016
0.017
0.018
0.020
0.020
45 -day
1(0009-0010)1(0.011-0012
(0 012-0 013)
(0 013-0 015)
(0 015-0 016)
(0 016-0 017j
(0 017-0 018)
(0 017-0 019)
(0 019-0-021)
(0-019-0 022)
0.009
0.010
0.011
0.012
0.013
0.014
0.015
0.016
0.017
0.018
60 -day
(0 008-0 009)
(0 010-0 011
(0 011-0 012)
(0 012-0 013)
(0 013-0.014)
(0 014-0 015)
(0 014-0 016)
(0 015-0 017j
(0 016-0 018)
(0 017-0 019)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS)
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5% Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information
Back to Too
PF graphical

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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
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Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910

Storm
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Project File: 2015 -06 -03 -STORM CALCS-5.stm
Outfall
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EX -CI -11
EX -CI -12
Project File. 2015 -06 -03 -STORM CALCS-5C.stm
Outfall
Number of lines: 3 1 Date: 3/13/2017
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SECTION 5
Ditch
Calculations

Channel Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc.
RANDY MARION
SIDEROAD DITCH 'A°
Triangular
Area (sqft)
Side Slopes (z:1)
= 4.00, 4.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 825.00
Slope (%)
= 2.63
N -Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.42
Elev (ft) Section
828.00
827.50
827.00
826.50
826.00
825.50
825.00
824.50
Monday, Mar 13 2017
Highlighted
Depth (ft)
= 0.24
Q (cfs)
= 0.420
Area (sqft)
= 0.23
Velocity (ft/s)
= 1.82
Wetted Perim (ft)
= 1.98
Crit Depth, Yc (ft)
= 0.24
Top Width (ft)
= 1.92
EGL (ft)
= 0.29
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
_n cm
2
4
6
8
10
12
14
16
18
20

...... I "it a-, r✓Vllll Vr ilio...(. l 'alv. -,xv. t.
FRO�F'; iT., ( TUTOPi:Us l COCUA P1Ti ( t'F'LTTOS ( ACCO;ler ( CCST& .g1x3FS'n%lATF ti ff
NORTH
3 AMERICAN
14 GREET{ �" I'd ate
'J
re Erosion Control Materials Design Softimare
CIIannel Analysis Ditch -1 his been,created.
JY M
Reach
Yela<Ity
Normal Depth Mannings N
CHANNELANALYSIS�
Calculated shear
stress
Safety
Factor
staple
Remarks Pattern
f/nm/ara1,XU,LLI27CC141 2
view Praecls
D ITCH 'A'
HELP
Ema,l Us
µi
i
UnreinVegetation
le -9, *,natatmncrcroiecfr 17225
Desehar93 0.42
Peak Flop P azed 12hcaTe
Straight
0 42 cfs
Ana%Ys s
Chao-10lepc OBJ
la.narc.M
0 39 ms/ez
fli•r+*.r=a, a,-=i.,c,<IL tata..:s
D,lete Analysis
Channel Bottom Width 0
f
W
+•deletelanalvs,s/1122641
Left Side Slope 4
Right Side Slope 4
Straight
-
rt
1 89 /s
0 24 ft --
Low Flow Liner
_
3 68
STABLE --
Substrate
Retardance Class D
,
Vegtabon Type Sad Forrner
'
I
Side Slope Liner
Results
Vegetation Density Good 75.acoy,
Sod Type Clay Loam
w Unreinforced
Straight
i 0 42 6s
Side -Slope Liner
1 ft 0033.33
3,33 1bz/rtz
1 64 ms/rtz
203
Retardance Class D
Vegetation i
Vegtabon Type Sad Former
Vegetation Density Good 75-95%
Straight
0 42 cfs
189 R/,
0 24 it --
Soil Type 6
0 058 mB/rtz
087
UNSTABLE --
Substrate
Low -Flow Channel Depth Fine Sand
,
SC150
SC250 - Class D - Vegetation Type Not Found - Good 75-95%
Permissible Shear
Calculated Shear
Safety Staple
Phase Read, Discharge Velocity
Normal Depth Mannings N
Stress
Stress
Remarks
Factor Pattern
Low Flow Liner Results
SCSso Straight = 0.42 cis 1 89 n /,
g
0 24 ft 0 03
2 1` /rtz
1b
039 '/nz
517 STABLE, D
Unvegetated ,
Side Slope Liner Results
SC250 _ j Straight 0 42 cfs = 4 96 ft/,
1 ft 003 I
2 5 ms/rtz
164 1ba/rtz
1 52 STABLE E
Unvegetated
SC250
Reinforced Straight 0 42 cfs 4.96 rt/s
1 ft 003
8"A2
164 i°B/ftz
487 STABLEf E
Vegetation
Underlying Straight'0 42 cfs 1 89 /s
0 24 k --
0 8 m'/rcz
0 218 1°'/rtz
3 67 STABLE --
Substrate ,
1 1
,
Unreinforced Vegetation - Class D - Sod Former - Good 75-95%
Unreinforced Vegetation - Class D - Vegetation Type Not Found - Good
75-95%
Phase
Reach
Discharge
Yela<Ity
Normal Depth Mannings N
PermI.s bl. Shear
Stress
Calculated shear
stress
Safety
Factor
staple
Remarks Pattern
Low Flow Liner Results
COST SAVING EST.
[phone] -Outside the U S
HELP
Ema,l Us
LOGOUT
i
UnreinVegetation
Straight
0 42 cfs
1 891/.
0 24 ft 003
1 3 33 ms/rtz
0 39 ms/ez
861
STABLE --
Vegetation
Underlying
Straight
i
0 42 cis
rt
1 89 /s
0 24 ft --
m
0 05 `/rtz
m,
0 014 /rtz
3 68
STABLE --
Substrate
,
I
Side Slope Liner
Results
w Unreinforced
Straight
i 0 42 6s
4 96 n/,
1 ft 0033.33
3,33 1bz/rtz
1 64 ms/rtz
203
STABLE --
Vegetation i
Underlying
Straight
0 42 cfs
189 R/,
0 24 it --
I 0 05 1b5/rtz
0 058 mB/rtz
087
UNSTABLE --
Substrate
,
Back Edd
(joml.cyl t hrode 12g
235.41 64MIt1
NOMECONTACT ABOUT TENSAR INTERNATIONAL CORPORATION
We proudly manufacture a complete Ilse of extensively
tested products that control sod erosion, filter sediment
asslstwith vegetation establishment, reinforce turf, and
ensure proper instailalmn on pm)ects that Include steep
slopes embankments, shorelines, and channels exposed
to extreme water flow
Read More
US
TUTORIALS
Tensar International Corporation
DOCUMENTS
2500 Noi-11-15 Parkway
PHOTOS
Sude 500
Alpharetta, GA 30009, U SA
ACCOUNT
[phone] - Inside U S
COST SAVING EST.
[phone] -Outside the U S
HELP
Ema,l Us
LOGOUT

SECTION 6
Wet Pond 7
Routing
Calculations

NOAA Atlas 14, Volume 2, Version 3 ',,,.,,,,N
Location name: Statesville, North Carolina, US*
Latitude: 35.8100*, Longitude: -80.8808° 3
Elevation: 826 ft*
source Google Maps + ,,
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)'
Average
recurrence interval (years)
Duration
���
10
25
50
100F
200
500
1000
F--0.3-74--JF-O-.4-43--JF-0-5-2-0--IF-O.-576-
-O-.6-42--]F--0.6-8-8-IF-0-.7-3l-IF-O.-7-71--JF-O.-Bl-8--170.853
5 -min
1(0345-0406)1(0409-0482
(0 479-0 566)
(0 528-0 626)
(0 585-0 697)
(0 623-0 749)
(0 657-0 798)
(0 687-0 845)
(0 718-0.903)
(0.739-0 947)
0.597
0.708
0.832
0.921
1.02
1.10
1.16
1.22
1.29
1.34
10 -min
(0 551-0 648)
(0 654-0 771
(0 767-0 906)
(0 845-100)
(0 933-1 11)
(0 993-1 19)
1 (1 04-127)
1 (1 09-134)
1 (1 14-143)
(1.16-149)
0.746
0.890
1.05
1.16
1.30
1.39
1.47
1.54
1.63
1.69
15 -min
(0 689-0 810)
(0 822-0 969
(0 970-1.15)
(107-127)
1 (1 18-1.41)
1 (1.26-151)
1 (1 32-160)
1 (137-169)
1 (143-1.80)
1 (146-1.87)
1.02
1.23
1.50
-1.-69----JF-1.92
--2.-09-]F-2.25
2.40
2.59
2.73
30 -min
(0 945-1.11)
1 (1 14-1 34)
1 (1 38-163)
1 (155-1.83)
1 (1 75-2 09)
1 (1 89-2 27)
1 (2 02-2 46)
1 (2 14-2 63)
1 (2 27-2 86)
1 (2 37-3 03)
1.54
1.92
2.20
2.56F
-2-.8-3-]F-3.10
F--3-3-7--]
3.72
3.99
60-min1.28
(1.18-138)
1 (143-168)
1 (1177-2 09)
1 (2 02-2 39)
1 (2 33-2 78)
1 (2 57-3 08)
1 (2 79-3 38)
1 (3 00-3 69)
1 (3 26-4.10)
(345-442)
1.48
1.80
2.25
2.60
3.06
3.42
3.78
4.14
4.64
5.01
2 -hr
(1 37-1 61)
1 (1 66-1 96)
1 (2 07-2 46)
1 (2 38-2 83)
1 (2 78-3 33)
1 (3 09-3 73)
1 (3 38-4 13)
1 (3 67-4 55)
1 (4 04-5 13)
1 (4 30-5 58)
1.59
1.93
2.42
2.81
3.33
3.74
4.16
4.59
5.19
5.66
3 -hr
(1.47-174)
1 (178-2 11)
1 (2 23-2 65)
1 (2 57-3.06)
1 (3 02-3.63)
1 (3.37-4 09)
1 (3 72-4 56)
1 (4 06-5 05)
1 (4 50-5.75)
1 (4 84-6 31)
1.95
2.36
2.96
3.43
4.08
--45-9--]F--5-12-
5.66
6.41
7.00
6 -hr
(1 80-2 13)
1 (2.18-2 57) 11
(2.73-3 23)
1 (3 15-3 73)
1 (3 71-4 43)
1 (4 15-4 99)
1 (4 58-5 58)
1 (5 01-6 18)
1 (5 57-7 04) 1
(5 99-7 72)
F-2-.36--]F-2.-85-IF--3.5-8-
-4-.1-6-]F--4-.9-5--
-5-58--]F-6-.-24-
6.92
7.86
8.60
12 -hr
(218-256)
(2.63-311)
1 (3.30-390)
(382-452)
1 (451-537)
(504-605)
(558-675)
(612-750)
(683-854)
1 (7.37-937)
2.84
3.45
4.37
5.09
6.08
6 88
7.69
8.53
9.69
10.6
24 -hr
(2 64-3 08)
(3 19-3 74)
1 (4 04-4 74)
(4 69-5 51)
1 (5 59-6 59)
(6 30-7 45)
(7 01-8 34)
(7 75-9 26)
(8 75-10 5)
1 (9 53-11 6)
3.36
4.05
5.09
5.89
6.97
7.83
8.70
9 59
10.8
11.8
2 -day
(3.11-3 63)
(3 76-4 40)
(4 71-5 51)
(5 44-6 37)
(6 42-7.54)
(7.18-8 47)
(7 96-9 42)
(8 74-10 4)
(9 80-11 7)
(10 6-12 8)
3.57
4.30
F --5-36-
-6-.19--T-7-30---]
8.1-8--]F--9-07--
9.99
11.2
12.2
3 -day
(3.32-3 85)
1 (4 004 65)
1 (4 98-5 80) 11
(5 73-6 68)
1 (6 74-7 89)
1 (7.53-8 84)
1 (8 33-9 82)
1 (9 14-10 8)
1 (10 2-12 2)
1 (11.1-13 3)
F--3.-79--]F--4.-55--]F--5.-64
6.48
7.63--]F--B.-54---]F--9.-45-IF-1-0-.4--]F-1-1-.7-
12.7
4 -day
(3 53-4 08)
1 (4 25-4 91)
1 (5 25-6 08)
1 (6 02-7 00)
1 (7 06-8 23)
1 (7 88-9 21)
1 (8 70-10 2)
1 (9 54-11 2)
1 (10 7-12 7)
1 (115-13 8)
4.36-]F-5--2i--1F-6-35--T--7--23
8.40
9.31
10.2
11.2
12.4
13.4
7 -day
(4 09-4 67)
1 (4 89-5 58)
1 (5 95-6 80)
1 (6 76-7 74)
1 (7 83-8.99)
1 (8 66-9 97)
1 (9 48-11 0)
1 (10 3-12 0)
1 (114-13 4)
(123-144)
5.95
7.15
8.07
9.27
10.2
11.1
12.1
13.3
14 2
10-day5.00
(4 72-5 32)
1 (5 62-6 34)
1 (6 74-7 62)
1 Q 59-8 59)
1 (8 69-9 87)
1 (9 55-10 9)
1 (10 4-11 9)
1 (112-12 9)
1 (12 3-14 2)
1 (13 2-15 2)
20 -day
6.70
(6 36-7 06)
7.92
1 (7.52-8 35)
9.35
1 (8 86-9.86)
10.5
1 (9 90-110)
11.9
1 (113-12 6)
13.1
1 (12 3-13 8)
14.2
1 (13 3-15.0)
15.4
1 (14 4-16 2)
16.9
1 (15 7-17 9)
18.1
1 (16 B-19.1)
9.76
11.3
12.4
13.8
14.8
15.9
-1659--]F--1-8-.2-
19.2
30-day8.30
(7 94-8 69) 11
(9 33-10 2)
1 (10 8-11.8)
1 (11 8-12 9)
1 (13 1-14 4)
1 (14 1-15 6)
L (15 1-16 7) 11
(16 0-17 7)
1 (17 2-19 1)
(181-202)
12.2
-13-9--1
15.1
16.6
17.7
18.8
19.8
21.1
22.1
45-day10.5
(10 0-10 9)
1 (11 7-12 8)
1 (13 3-14 5)
1 (14 4-15 7)
1 (15 9-17 3)
1 (16 9-18 5)
1 (17 9-19 6)
1 (18 9-20 8)
1 (20 1-22 2)
1 (21 0-23 3)
12.5
14.5
16.3
17.6
19.3
20.6
21.8
22.9
24.4
25.5
60 -day
(12 0-13 0) J
LaLl5 1) J
LnL17 O)j
LL16 9-18 4)
(18 5-20 1)
LQ9 7-21 5)
LEn22 7)
(21 9-24 0)
(23 3-25 6)
1 (24 2-26 7)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS)
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5% Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values
Please refer to NOAA Atlas 14 document for more information
Back to Top
PF graphical

2
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...............
3=hr ------ ........
&hr,
12 -hr
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2 -day -
..............
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day
'day
lo -day ..... .....
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45 -day`
'60 -day'.
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Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910

Hydraflow Table of Contents
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
2015 -06 -03 -POND Routing -wet -030717 -no bldgs.gpw
Tuesday, 03 / 14 / 2017
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 - Year
SummaryReport ......................................................................................................................... 3
HydrographReports................................................................................................................... 4
HydrographNo. 1, SCS Runoff, DA-1...................................................................................... 4
Hydrograph No. 2, Reservoir, POND 1 DISCHARGE.............................................................. 5
PondReport - POND 1........................................................................................................ 6
Hydrograph No. 3, SCS Runoff, EXISTING DA-1.................................................................... 7
2 - Year
SummaryReport ......................................................................................................................... 8
HydrographReports................................................................................................................... 9
Hydrograph No. 1, SCS Runoff, DA-1...................................................................................... 9
Hydrograph No. 2, Reservoir, POND 1 DISCHARGE............................................................ 10
Hydrograph No. 3, SCS Runoff, EXISTING DA-1.................................................................. 11
10 - Year
SummaryReport ....................................................................................................................... 12
HydrographReports................................................................................................................. 13
Hydrograph No. 1, SCS Runoff, DA-1.................................................................................... 13
Hydrograph No. 2, Reservoir, POND 1 DISCHARGE............................................................ 14
Hydrograph No. 3, SCS Runoff, EXISTING DA-1.................................................................. 15
25 - Year
SummaryReport ....................................................................................................................... 16
HydrographReports................................................................................................................. 17
Hydrograph No. 1, SCS Runoff, DA-1.................................................................................... 17
Hydrograph No. 2, Reservoir, POND 1 DISCHARGE............................................................ 18
Hydrograph No. 3, SCS Runoff, EXISTING DA-1.................................................................. 19
50 - Year
SummaryReport ....................................................................................................................... 20
HydrographReports................................................................................................................. 21
Hydrograph No. 1, SCS Runoff, DA-1.................................................................................... 21
Hydrograph No. 2, Reservoir, POND 1 DISCHARGE............................................................ 22
Hydrograph No. 3, SCS Runoff, EXISTING DA-1.................................................................. 23
100 - Year
SummaryReport ....................................................................................................................... 24
HydrographReports................................................................................................................. 25
Hydrograph No. 1, SCS Runoff, DA-1.................................................................................... 25
Hydrograph No. 2, Reservoir, POND 1 DISCHARGE............................................................ 26
Hydrograph No. 3, SCS Runoff, EXISTING DA-1.................................................................. 27
OFReport.................................................................................................................. 28

Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD@ Civil 3DO 2016 by Autodesk, Inc. v10.5

Hydrograph Return Period RePA,�
y ra ow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. v10.5
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
1
SCS Runoff
------
3465
44.33
-------
-------
70.20
85.66
9809
110.62
DA -1
2
Reservoir
1
2.801
10.72
------
------
3961
42.00
43.25
44.24
POND 1 DISCHARGE
3
SCS Runoff
----
23.23
3062
-------
-------
5069
6280
72.53
82.36
EXISTING DA -1
Proj. file: 2015 -06 -03 -POND Routing -wet -030717 -no bldgs.gpw
Tuesday, 03 / 14 / 2017

H yd rog ra p h Summary Report Hydraflow Hydrographs Extension for AutoCAD@ Civil 3DO 2016 by Autodesk, Inc. v10 5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
3465
2
716
71,904
------
------
------
DA -1
2
Reservoir
2 801
2
748
69,795
1
80815
41,552
POND 1 DISCHARGE
3
SCS Runoff
2323
2
722
65,217
------
------
------
EXISTING DA -1
2015 -06 -03 -POND Routing -wet -030717 -no
Id�etgpwPeriod: 1 Year
Tuesday, 03 / 14 / 2017

4
Hyd�rograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc v10 5
Tuesday, 03 / 14 / 2017
Hyd. No. 1
DA -1
Hydrograph type
= SCS Runoff Peak discharge =
34.65 cfs
Storm frequency
= 1 yrs
Time to peak =
11.93 hrs
Time interval
= 2 min
Hyd. volume =
71,904 cuft
Drainage area
= 10.990 ac
Curve number =
91*
Basin Slope
= 0.0%
Hydraulic length =
0 ft
Tc method
= User
Time of conc. (Tc) =
5.00 min
Total precip.
= 2.84 in
Distribution =
Type II
Storm duration
= 24 hrs
Shape factor =
484
Composite (Area/CN) _ [(3 760 x 71) + (7 230 x 98)] / 10.990
DA -1
Q (cfs)
Hyd. No. 1 -- 1 Year
Q (cfs)
35.00
35.00
30.00
30.00
25.00
25.00
20.00
20.00
15.00
15.00
10.00
10.00
5.00
5.00
0.00
0.00
0.02.0
4.0 6.0 8.0
10.0 12.0 14.0 16.0 18.0
20.0 22.0
Hyd No.
1
Time
(hrs)

5
,Hyd-rograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Tuesday, 03 / 14 / 2017
Hyd. No. 2
POND 1 DISCHARGE
Hydrograph type
= Reservoir
Peak discharge
= 2.801 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.47 hrs
Time interval
= 2 min
Hyd. volume
= 69,795 cuft
Inflow hyd. No.
= 1 - DA -1
Max. Elevation
= 808.15 ft
Reservoir name
= POND 1
Max. Storage
= 41,552 cuft
Storage Indication method used.
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
POND 1 DISCHARGE
Hyd. No. 2 -- 1 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 8 16 24 32 40 48 56 64 72 80 88 96
Time (hrs)
Hyd No. 2 - Hyd No. 1 ® Total storage used = 41,552 cuft

Pond Report 6
'Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc v10.5 Tuesday, 03 / 14 / 2017
Pond No. 1 - POND 1
Pond Data
Contours -User-defined contour areas Conic method used for volume calculation. Beglning Elevation = 806.50 ft
Stage / Storage Table
Stage (ft)
0.00
0.50
1 50
250
3.50
450
Elevation (ft)
806.50
80700
80800
80900
81000
811.00
Contour area (sqft)
21,064
24,724
26,902
29,214
31,567
34,059
Incr. Storage (cuft)
0
11,434
25,803
28,047
30,380
32,802
Total storage (cuft)
0
11,434
37,236
65,284
95,664
128,465
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 2400
3.00 Inactive 0.00
Crest Len (ft)
= 1200 1000
000
000
Span (in)
= 2400
3.00 000 0.00
Crest EI. (ft)
= 80800 809.50
000
000
No. Barrels
= 1
1 0 0
Weir Coeff.
= 333 333
333
333
Invert EI. (ft) = 80040
80650 000 0.00
Weir Type
= 1 ClPltl
---
---
Length (ft)
= 7900
1.00 000 000
Multi -Stage
= Yes Yes
No
No
Slope (%)
= 051
050 000 n/a
N -Value
= .013
.013 013 n/a
Orifice Coeff. = 060
060 060 060
Exfil.(in/hr)
= 0 000 (by Contour)
Multi -Stage
= n/a
Yes No No
TW Elev. (ft)
= 000
Note Culvert/Onfice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for onfice conditions
(1c) and submergence (s)
Stage / Storage / Discharge Table
Stage
Storage Elevation
Civ A Clv B CIV
C PrfRsr Wr A
Wr B Wr C
Wr D
Exfil User
Total
ft
cuft ft
cfs cfs cfs
cfs cfs
cfs cfs
cfs
cfs cfs
cfs
0.00
0 80650
000 000 ---
--- 0.00
000 ---
---
--- ---
0 000
0.50
11,434 80700
34.01 oc 0 14 is ---
- - 000
000 ---
---
--- -
0.145
1.50
37,236 80800
3401 oc 0 28 is ---
- - 0.00
000 ---
---
--- ---
0 277
2.50
65,284 80900
39.29 Ic 0 22 is ---
- - 39.07s
000 ---
---
--- ---
39.29
3.50
95,664 81000
44.16 is 0 07 is ---
- - 37 50
s 6 58 s ---
---
--- ---
4415
450
128,465 811 00
46.82 Ic 0 03 is ---
--- 33 79
s 12 99 s ---
---
--- ---
4681

7
-Hyd-rograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Tuesday, 03 / 14 / 2017
Hyd. No. 3
EXISTING DA -1
Hydrograph type
= SCS Runoff
Peak discharge
= 23.23 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 65,217 cuft
Drainage area
= 10.990 ac
Curve number
= 88*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 15.00 min
Total precip.
= 2.84 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(4.270 x 70) + (6 720 x 98)] / 10 990
EXISTING DA -1
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)

Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
4433
2
716
93,270
------
------
------
DA -1
2
Reservoir
1072
2
724
91,152
1
80841
48,665
POND 1 DISCHARGE
3
SCS Runoff
3062
2
722
86,472
------
------
------
EXISTING DA -1
2015 -06 -03 -POND Routing -wet -030717 -no
Id�stgpwPeriod: 2 Year
Tuesday, 03 / 14 / 2017

9
-Hydr®graph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Tuesday, 03 / 14 / 2017
Hyd. No. 1
DA -1
Hydrograph type
= SCS Runoff Peak discharge =
44.33 cfs
Storm frequency
= 2 yrs
Time to peak =
11.93 hrs
Time interval
= 2 min
Hyd. volume =
93,270 cuft
Drainage area
= 10.990 ac
Curve number =
91*
Basin Slope
Tc method
= 0.0%
= User
Hydraulic length =
Time of conc. (Tc) =
Oft
5.00 min
Total precip.
= 3.45 in
Distribution =
Type II
Storm duration
= 24 hrs
Shape factor =
484
Composite (Area/CN) _ [(3.760 x 71) + (7.230 x 98)] / 10.990
DA -1
Q (cfs)
Hyd. No. 1 -- 2 Year
Q (Cfs)
50.00
50.00
40.00
40.00
30.00
30.00
20.00
20.00
10.00
10.00
0.00
0.00
0.0 2.0
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
20.0 22.0
Hyd No.
1
Time (hrs)

10
,Hyd-rograph Report
Hydraf low Hydrographs Extension for AutoCAD® Civil 3D@ 2016 by Autodesk, Inc. A0.5
Tuesday, 03 / 14 / 2017
Hyd. No. 2
POND 1 DISCHARGE
Hydrograph type
= Reservoir
Peak discharge
= 10.72 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 91,152 cuft
Inflow hyd. No.
= 1 - DA -1
Max. Elevation
= 808.41 ft
Reservoir name
= POND 1
Max. Storage
= 48,665 cuft
Storage Indication method used.
POND I DISCHARGE
Q (cfs) Hyd. No. 2 2 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 6 12 18 24 30 36 42 48 54 60 66 72
- Hyd No. 2 - Hyd No. 1 Total storage used = 48,665 cuft Time (hrs)

11
•Hydrograph Report
Hydraf low Hydrographs Extension for AutoCADO Civil 3D@2016 by Autodesk, Inc 00.5
Tuesday, 03 / 14
/ 2017
Hyd. No. 3
EXISTING DA -1
Hydrograph type
= SCS Runoff
Peak discharge
= 30.62 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 86,472 cuft
Drainage area
= 10.990 ac
Curve number
= 88*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 15.00 min
Total precip.
= 3.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) _ [(4.270 x 70) + (6 720 x 98)] / 10 990
EXISTING DA -1
Q (cfs)
Hyd. No. 3 -- 2 Year
Q (cfs)
35.00
35.00
- -
-------
-- ---
- - - --
-
30.00
30.00
25.00
25.00
- - -
20.00
----_- --
20.00
15.00
15.00
-�-- -
- - -
_ `^ _
10.00
10.00
5.00
5.00
0.00 ------ -
0.00
0 2 4 6 8 10
12 14 16 18 20 22
24 26
Time (hrs)
- Hyd No. 3

12
Hyd rQg ra p h Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10 5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
7020
2
716
152,201
------
------
------
DA -1
2
Reservoir
3961
2
722
150,067
1
80905
66,263
POND 1 DISCHARGE
3
SCS Runoff
5069
2
722
146,036
---
------
------
EXISTING DA -1
2015 -06 -03 -POND Routing -wet -030717 -no
Id�stgpwPeriod: 10 Year
Tuesday, 03 / 14 / 2017

13
,Hyd-rograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc v10.5
Tuesday, 03 / 14 / 2017
Hyd. No. 1
DA -1
Hydrograph type
= SCS Runoff
Peak discharge
= 70.20 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 152,201 cuft
Drainage area
= 10.990 ac
Curve number
= 91*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.09 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(3.760 x 71) + (7.230 x 98)] / 10 990
Q (cfs)
80.00
70.00
,. I O
50.00
40.00
30.00
20.00
W11111A
0.00
0.0 2.0
- Hyd No. 1
4.0 6.0
DA -1
Hyd. No. 1 -- 10 Year
Q (cfs)
80.00
70.00
40.00
30.00
20.00
10.00
0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)

14
'Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Tuesday, 03 / 14 / 2017
Hyd. No. 2
POND 1 DISCHARGE
Hydrograph type
= Reservoir
Peak discharge
= 39.61 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 150,067 cuft
Inflow hyd. No.
= 1 - DA -1
Max. Elevation
= 809.05 ft
Reservoir name
= POND 1
Max. Storage
= 66,263 cuft
Storage Indication method used.
Q (cfs
80.00
70.00
50.00
40.00
30.00
20.00
10.00
POND 1 DISCHARGE
Hyd. No. 2 -- 10 Year
I J
---- - ----- - - — - ---- N'd1��h –-------- -
Q (cfs)
80.00
70.00
.liee
50.00
40.00
30.00
20.00
i[1[0,
0.00 " ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
® Hyd No. 2 - Hyd No. 1 ® Total storage used = 66,263 cuft

,Hydrograph Report
15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 3
EXISTING DA -1
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 10.990 ac Curve number
Basin Slope = 0.0% Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 5.09 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, 03 / 14 / 2017
= 50.69 cfs
= 12.03 hrs
= 146,036 cuft
= 88*
= 0 ft
= 15.00 min
= Type II
= 484
Composite (Area/CN) _ [(4.270 x 70) + (6.720 x 98)] / 10 990
Q (cfs)
EXISTING DA -1
Hyd. No. 3 -- 10 Year
Q (cfs)
60.00
60.00
50.00
50.00
40.00
40.00
30.00
30.00
20.00
20.00
10.00
10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)

16
Hyd rog ra p h Summary Report Hydraflow, Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
8566
2
716
188,331
------
------
------
DA -1
2
Reservoir
4200
2
722
186,189
1
80941
77,696
POND 1 DISCHARGE
3
SCS Runoff
6280
2
722
182,928
------
------
----
EXISTING DA -1
2015 -06 -03 -POND Routing -wet -030717 -no
Id�stgpwPeriod: 25 Year
Tuesday, 03 / 14 / 2017

Hydrograph
Report
17
Hydraflow Hydrographs Extension for AutoCAD® CMI 3D® 2016 by Autodesk, Inc. 00.5
Hyd. No. 1
DA -1
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 25 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 10.990 ac Curve number
Basin Slope = 0.0% Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 6.08 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, 03 / 14 / 2017
= 85.66 cfs
= 11.93 hrs
= 188,331 cuft
= 91*
= 0 ft
= 5.00 min
= Type II
= 484
" Composite (Area/CN) _ [(3 760 x 71) + (7 230 x 98)] / 10 990
Q (cfs)
DA -1
Hyd. No. 1 -- 25 Year
Q (cfs)
90.00
90.00
-
-
�
-
-
� -
80.00
80.00
-- - -
-
-- - - -
-- - - -- -
---- -
--- - --
--- - ----- ---- - -
- ------ ----
---- -
--
70.00
70.00
-- ---------------
----
----------- --
-- - -- ---- -
--- ------------ -
------------- - ---------
-- - ----
-----
-- -- --
----------
60.00
60.00
-------- ---
- - ---
- ----
----- -
- - - -
---------- - - ---
- -
50.0050.00
- -- ---
-----------
- -
-- ---- - - -
- --
- ---
-------- --- - -- --- -
- ----- - -
- -
40.00
40.00
---- - ---- -
- -
-- -
-- -- - -
30.00
30.00
20.00
20.00
-
10.00
10.00
- -- ------ - ----- - - -- ----- - -- -- -- ---- - - -----
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
Hyd No. 1
- -
0.00
18.0 20.0
Time (hrs)

18
-Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. v10.5
Tuesday, 03 / 14 / 2017
Hyd. No. 2
POND 1 DISCHARGE
Hydrograph type
= Reservoir
Peak discharge
= 42.00 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 186,189 cuft
Inflow hyd. No.
= 1 - DA -1
Max. Elevation
= 809.41 ft
Reservoir name
= POND 1
Max. Storage
= 77,696 cuft
Storage Indication method used.
POND 1 DISCHARGE
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
90.00 90.00
80.00 - - ---- -- - - --- 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
----------------- ---------- -- -- ------------------ -- - -- -------------
30.00 30.00
--- --- ------------- -------------- - --------------
20.00 20.00
10.00 10.00
-- - -- - -- - -
0.00 - ---- ------ - --- --- --- ------ 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 2 - Hyd No. 1 ® Total storage used = 77,696 cuft

19
-Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc. 00.5
Tuesday, 03 / 14 / 2017
Hyd. No. 3
EXISTING DA -1
Hydrograph type
= SCS Runoff
Peak discharge
= 62.80 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 182,928 cuft
Drainage area
= 10.990 ac
Curve number
= 88*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 15.00 min
Total precip.
= 6.08 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) _ [(4 270 x 70) + (6 720 x 98)] / 10.990
Q (cfs
70.00
.e ee
50.00
40.00
30.00
20.00
Milill
EXISTING DA -1
Hyd. No. 3 -- 25 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
® Hyd No. 3 Time (hrs)

20
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
9809
2
716
217,696
------
------
------
DA -1
2
Reservoir
43.25
2
722
215,548
1
809.73
87,254
POND 1 DISCHARGE
3
SCS Runoff
72.53
2
722
213,032
-----
------
------
EXISTING DA -1
2015 -06 -03 -POND Routing -wet -030717 -no
Id@etgpvuPeriod: 50 Year
Tuesday, 03 / 14 / 2017

21
-Hydrograph Report
Hydraf low Hydrographs Extension for AutoCAD® Civil 31302016 by Autodesk, Inc. 00.5
Tuesday, 03 / 14 / 2017
Hyd. No. 1
DA -1
Hydrograph type
= SCS Runoff
Peak discharge
= 98.09 cfs
Storm frequency
= 50 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 217,696 cuft
Drainage area
= 10.990 ac
Curve number
= 91*
Basin Slope
= 0.0%
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.88 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(3 760 x 71) + (7 230 x 98)] / 10 990
Q (cfs)
100.00
40.00
20.00
W
DA -1
Hyd. No. 1 -- 50 Year
Q (cfs)
100.00
40.00
20.00
IFIXITO
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
- Hyd No. 1 Time (hrs)

22
-Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc v10 5
Tuesday, 03 / 14 / 2017
Hyd. No. 2
POND 1 DISCHARGE
Hydrograph type
= Reservoir
Peak discharge
= 43.25 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 215,548 cuft
Inflow hyd. No.
= 1 - DA -1
Max. Elevation
= 809.73 ft
Reservoir name
= POND 1
Max. Storage
= 87,254 cuft
Storage Indication method used
POND 1 DISCHARGE
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 2 - Hyd No. 1 ® Total storage used = 87,254 cuft

23
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2016 by Autodesk, Inc. 00.5
Tuesday, 03 / 14 / 2017
Hyd. No. 3
EXISTING DA -1
Hydrograph type
= SCS Runoff
Peak discharge
= 72.53 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 213,032 cuft
Drainage area
= 10.990 ac
Curve number
= 88*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 15.00 min
Total precip.
= 6.88 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(4 270 x 70) + (6 720 x 98)] / 10.990
Q (cfs
80.00
70.00
.1 1I
50.00
40.00
30.00
20.00
10.00
EXISTING DA -1
Hyd. No. 3 -- 50 Year
Q (cfs)
80.00
70.00
.I WI
50.00
40.00
e 1 iI17
20.00
10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
- Hyd No. 3

24
Hyd ro g ra p h Summary Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
11062
2
716
247,535
------
------
------
DA -1
2
Reservoir
4424
2
722
245,383
1
81004
96,657
POND 1 DISCHARGE
3
SCS Runoff
82.36
2
722
243,701
-----
------
------
EXISTING DA -1
2015 -06 -03 -POND Routing -wet -030717 -no
Id�etgp%Period: 100 Year
Tuesday, 03 / 14 / 2017

Hydrograph
Report
25
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 1
DA -1
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 100 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 10.990 ac Curve number
Basin Slope = 0.0% Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 7.69 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, 03 / 14 / 2017
= 110.62 cfs
= 11.93 hrs
= 247,535 cuft
= 91*
= 0 ft
= 5.00 min
= Type II
= 484
* Composite (Area/CN) _ [(3.760 x 71) + (7.230 x 98)] / 10.990
DA -1
Q (cfs) Hyd. No. 1 -- 100 Year
Q (cfs)
120.00
120.00
100.00
100.00
80.00
80.00
60.00
60.00
40.00
40.00
20.00
20.00
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
Hyd No. 1
18.0 20.0
Time
0.00
(hrs)

26
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Tuesday, 03 / 14 / 2017
Hyd. N®. 2
POND 1 DISCHARGE
Hydrograph type
= Reservoir
Peak discharge
= 44.24 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 245,383 cuft
Inflow hyd. No.
= 1 - DA -1
Max. Elevation
= 810.04 ft
Reservoir name
= POND 1
Max. Storage
= 96,657 cuft
Storage Indication method used.
POND 1 DISCHARGE
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
__ __ ___ _ __ __ _ _ __ _____ __ _- _.. __ . ____ _-__. _ _ i� _ -__ ____
0.00 „ •3=,. ,Il 1i'. 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
- Hyd No. 2 - Hyd No. 1 ® Total storage used = 96,657 cult

27
,Hyd•rograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 313@2016 by Autodesk, Inc. v10.5
Tuesday, 03 / 14 / 2017
Hyd. No. 3
EXISTING DA -1
Hydrograph type
= SCS Runoff
Peak discharge
= 82.36 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 243,701 cuft
Drainage area
= 10.990 ac
Curve number
= 88*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 15.00 min
Total precip.
= 7.69 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(4.270 x 70) + (6.720 x 98)] / 10.990
EXISTING DA -1
Q (cfs) Hyd. No. 3 -- 100 Year
90.00
80.00
-- - - ---- --------------- - -
70.00
60.00
-- ----- ---- -- - -
50.00
40.00
30.00 -- ---- - - - -- -
---------- ------------- -- ---------- ------------------- - -- -
20.00
10.00
-- --- - - - ----- - - - - ---- - -
0 .00
0 2 4
- Hyd No. 3
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)

-Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc. v10 5
Return
Period
(Yrs)
Intensity -Duration -Frequency Equation Coefficients (FHA)
B
D
E
(N/A)
1
59.0036
12.5000
0.8871
-------
2
68.8772
12.8000
0.8775
-------
3
00000
0.0000
0.0000
- ----
5
70.1736
12.6000
0.8315
--------
10
73.1091
12.6000
0.8093
--------
25
63.2015
111000
0.7421
--------
50
57.0837
101000
0.6955
-- ---
100
510880
89000
0.6494
--------
File name- STATESVILLE-DEPTH IDF
Intensity = B / (Tc + D)^E
Tuesday, 03/14/2017
Return
Intensity Values (in/hr)
Period
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
4.66
373
3.12
2.69
2.37
2.12
1.92
1.76
1.62
1.51
1.41
1.32
2
5.51
4.43
3.72
3.22
2.84
2.55
2.31
2.12
1.96
1.82
1.70
1.60
3
0.00
000
0.00
0.00
000
0.00
0.00
000
0.00
000
0.00
0.00
5
6.46
5.25
4.45
3.87
3.44
3.10
2.83
2.60
2.41
2.25
2.11
1.99
10
7.18
5.86
4.99
4.36
3.88
3.51
3.21
2.96
2.75
2.57
2.42
2.28
25
8.04
6.58
562
4.93
442
401
368
3.41
3.18
2.99
2.82
2.67
50
864
7.08
6.07
5.35
4.81
4.38
4.04
3.75
3.51
331
3.13
2.97
100
9.25
7.57
6.50
5.75
5.18
4.74
4.38
4.09
3.84
3.62
3.43
3.27
Tc = time in minutes. Values may exceed 60.
;ring\l-P roiects\2015\2015-06-03-Rand Marion- Dixie Jee \CALCS\Pond\H draflow - Precipitation Depth Data. c
Storm
Rainfall Precipitation Table (in)
Distribution
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
SCS 24-hour
2.84
3.45
0.00
4.37
509
608
6.88
7.69
SCS 6 -Hr
1.95
2.36
000
2.96
343
4.08
4.59
5.12
Huff -1st
0.00
155
0.00
275
4.00
5.38
6.50
8.00
Huff -2nd
000
0.00
0.00
0.00
000
0.00
0.00
0.00
Huff -3rd
0.00
000
0.00
0.00
0.00
0.00
0.00
0.00
Huff -4th
0.00
0.00
0.00
000
0.00
0.00
0.00
0.00
Huff -Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
1.75
000
2.80
3.90
525
6.00
7.10

WET POND 1
Supplemental Data
• BUA Caics.
• SA/DA 90% Calc.
• Avg. Depth Calc.
• Drawdown Calc.
• Forebay Vol. Calc.
• Bouyancy Calc.

Dgte• 3/13/2017 Piedmont Design Associates, P.A Page 1 of 1
PIEDMONT DESIGN ASSOCIATES, P.A.
125 East Plaza Drive, Suite 101
Mooresville, North Carolina 28115-8812
Telephone [phone] Fax [phone]
NCBELS License No.: C-1007
Job No.: 2016-06-03 Date:
Project: Randy Marion Site at Gaither Road
Statesville, Iredell County, NC
BUA CALCULATION
Total net tract area- 33 9 Acres
Allowable Low Density Impery Cover: 2400%
Max Low Density Impervious Cover: 8.1576 Acres
Impery Area
Approx Impery Cover Phase I 1 Acres
Approx Impery Cover Phase IP 1 Acres
Approx Impery Cover Phase III- 0 Acres
Total Phases I & II: 13.04 Acres
Engineering
Surveying
Planning
03/07/2017 Revision:
DRAINAGE AREA 1 IMPERVIOUS onli
IMPERVIOUS DATA
ac
Exist Bldgsac
NO PROPOSED BLDGS
Old Parkingac
% Impervious
TOTAL SITE IMPERVIOUS
ac 292,723
3686%
New Storage �a ac
1.50%
Exist Bldgs 1,43 ac
0.00%
Old Parking 6.66' ac
289,632 SF
1253 ac
545,807
38.36%
(add) New Pvmt. IFy—Mac
22,106 SF
13.04 ac
568,022
DRAINAGE AREA 1 IMPERVIOUS onli
New StorageWOR
ac
Exist Bldgsac
Old Parkingac
62,448 72 SF
ac 292,723
(add) New Pvmt
ac 22,106 SF
7.23 ac 314,939

PIEDMONT DESIGN ASSOCIATES, P.A.
125 East Plaza Drive, Suite 101
Mooresville, North Carolina 28115-8812
Telephone [phone] Fax [phone]
NCBELS License No.: C-1007
BMP ROUTING CALCULATIONS
Job No.: 2016-05-03
Project: Ryan Co Site at Fanjoy Road
Statesville, Iredell County, NC
BMP Contour Data
Elev
Area (SF)
800.5
1,200
801
4,299
802
10,308
803
12,005
804
13,831
805
15,732
806
17,747
806.5
21,064
807
24,724
808
26,902
809
29,214
809.5
30,390
810
31,567
811
34,059
Bottom
Normal Pool
Spillway
Top of Berm
SECTION 2 - STORMWATER RUNOFF
TABLE 2-1
APPROXIMATE 24-HOUR RAINFALL VOLUMES FOR CONCORD, NC
Return Interval
24-hour
Volume
(Inches)
1 -year
2.84
2 -year
3.45
5 -year
4.37
10 -year
5.09
25 -year
6.08
50 -year
6.88
100 -year
7.69
Engineering
Surveying
Planning
Date: 03/07/2017
Revised:

PIEDMONTIDESIGNASSOCIATES, P.A. Engineering
125 East Plaza Drive, Suite 101 Surveying
Mooresville, North Carolina 28115-8812 Planning
Telephone [phone] Fax [phone]
NCBELS License No C-1007
PRELIMINARY BMP WETPOND CALCULATIONS
Job No.: 2016-06-03 Date 03/07/2017
Project: Randy Marion Site at Gaither Road Revised
Statesville, Iredell County, NC
Watershed Classification: na
Proposed Impervious Cover Allowance:
Project Areas:
Total Site Area
Existing Site Impervious Areas
Adjusted Site Area
Water Quality Stormwater Calculations:
70.00% for DWQ Stormwater Quality
Acres SF
33 9 1,480,604
12 530 545,807
21460 934,797
Max Proposed Impervious Area,
1502
654,358
Actual Total Proposed Impervious Area
1969
857 96
Maximum Impervious Area Allowed
2755
1,200,165
Surplus Impervious Area
786
342,469
Watershed Area On-site
1099
478,724
Watershed Area Off-site
000
0
Total Watershed Area to BMP
1099
478,724
Watershed Area Capacity of BMP
1099
478,724
Design Project Impervious Areas*
1969
857,696
Proposed Percentage of Impervious Cover
3336%
USE 7000%
Volume of Mean Storm Vm (Using Rv Method & 0 64") 03986 Acre -Feet 17,361 74 Cubic Feet
Max Perm Pool Volume Required (For CMSWS 100% Pollution Credi 1 5943 Acre -Feet 69,446 95 Cubic Feet
Min Perm Pool Volume Required (0.5 Storage per Impery Acre) 1 06259 Acre -Feet 27,264 92 Cubic Feet
Permanent Pool Depth 3.00 Feet
SAIDA Ration From Chart 4 For 90% Efficiency
Min Perm. Pool Surface Area Required 044 19,149 Square Feet From SAIDA Ratio
Actual Perm Pool Surface Area Provided 048 21,064 Square Feet
Calculate Volume of 1" Storm Using Rv Method,
Vol of 1" Storm=
0 6228 Acre -Feet 27,128 Cubic Feet
Calculate peak discharge using Rational Equation
Discharge Coefficient "c"
I Q-10 Q-25 Q-50 Q-100
Runoff coefficient "c".
091
1 6501 7201 81 01 91 01
Size Orifice For Drawdown of 1" Storm in 2 Days
Using Falling Head Orifice Equation,
Time "Vin Seconds
172,800 or 2 Days
Discharge Coefficient "d'
06
Reservoir Surface Area in SF
21,064
Head in Feet
200
Area of Orifice in SF
007
Orifice Diameter in Inches
362
Diameter of orifice to use in inches
3 with area of 0.049087385 SF
Resultant Drawdown Time (sec)
252,070 292 Days - O K
Size Orifice For Draining of Pond in One Day.
Using Falling Head Orifice Equation
Time "t" in Seconds
86,400 or 1 Day
Discharge Coefficient "c"
06
Reservoir Surface Area in SF
21,064
Head in Feet (Avg )
300
Area of Orifice in SF
018
Orifice Diameter in Inches
567
Diameter of orifice to use in inches
IIWGJwith area of 0 196349541 SF
Resultant Drawdown Time (sec)
77,180 0 89 Days - O K.
Length Width Depth
Size Anti -floatation Block for Riser
5 4 8 00 Precast Concrete Box
Weight of Water Displaced
1591200 Pounds
Buoyant Dead Weight of Box
755625 Pounds
Weight of Concrete Required,
960911 Pounds (1 15 " Net Uplift Force)
Volume of Concrete Required,
64 06 Cubic Feet or 2 37 Cubic Yards
Use Concrete Anchor Dim
5 Feet Long 4 Feet Wide 14 Inches Deep
Volume of Concrete Provided
2333 Cubic Feet - OX 0 86 Cubic Yards
Design Elevations -
Bottom
80050
W.S Elev
80650
Top of Riser
80850
Spillway
80950
Top of Berm
81100
Rename 2015 -06 -03 -PDA -BMP Calcs x/s

r
PIEDMONT DESIGN ASSOCIATES, P.A. Engineering
125 East Plaza Dnve, Suite 101 Surveying
Mooresville, North Carolina 28115-8812 Planning
Telephone [phone] Fax [phone]
NCBELS License No C-1007
PRELIMINARY BMP WETPOND CALCULATIONS
Job No.: 2016-06-03 Date 03/07/2017
Project: Randy Marion Site at Gaither Road Revised,
Statesville, Iredell County, NC
Surface Area to Drainage Area Ratio (SAIDA) for Permanent Pool Sizing
Fnr 90^/ Pnlhitant Remnval Fff:ciencv
Impervious
Cover
30
35
40
Permanent Pool Average Depth (ft)
45 50
55
1 60
65
70
75
80
10
090
080
080
070 060
060
050
050
050
050
040
20
1 50
1 30
110
1 00 1 00
090
090
090
080
080
080
30
1 90
1 80
170
1 50 1 40
140
1 30
110
1 00
100
1 00
40
250
230
200
190 180
170
1 60
1 60
1 50
140
130
50
300
280
250
230 200
190
190
1 1 80
170
1 60
1 60
60
350
320
1 280
270 1 250
240
220
210 1
190
1 90
180
70
4 00
370
330
310 2 80
2 70
250
240
220
210
200
80
4 50
410
380
350 3 30
3 00
280
270
260
2 40
2 30
90
500
450
400
380 350
330
300
290
280
270
2 60
POND CALCULATOR WORK SHEET
Pond Desisn Constraints:
Required Max. Storage Volume: 27,128 Cubic Feet
Required Normal Pool (NP) or,
Proposed Dry Basal - Surface, 1'9,149 Square Feet
Proposed Pond Geometry:
Length to Width Ratio: 25 to 1
Side Slope Ratios: 3 to 1
"Note: All Volumes calculated above NP or Base - Elevation
May Data:
Odd or Even Contours::
Contour / Height Increments:' 1 Foot
The Section Below is for Estimating Pond Size for Design of Pond
Minimum Width of Pond (Feet) 40
Minimum Length of Pond (Feet) 704 _
Minimum Depth' 6f Pond (Feet) 114' at,Elevation 805.64
The Section Below is for Determining Required Storage Elevations after Design of Pond
-` Proceedine Contour Intervals (Feet)
NP or Base'- Elevation (reet)L
8065
807
Proceeding Contour / Height Intervals (Feet)
809
810
NP or Base --Elevation (Feet)
8045
805
806 _
807
808
809
810
Width (Feet)
28
34,
40
46
52
'_58,
64
`Len thFeet)
�. 692
698
704„
710
716
722.
728' ,
Surface Area (Square Feet)
19,149
23;562,
27,928 °` :
32,425:
36,995
41,636
46,350 _
Incremental Volume (Cubic Feet)
0
16,644
25,60
30,149
34,685
39,393
43,972
Cumulative Volume (Cubic'Feet)
0
10,644
36,328.
66,476
101,161
140,454
184,426'll
Minimum Width of Pond (Feet) 40
Minimum Length of Pond (Feet) 704 _
Minimum Depth' 6f Pond (Feet) 114' at,Elevation 805.64
The Section Below is for Determining Required Storage Elevations after Design of Pond
-` Proceedine Contour Intervals (Feet)
NP or Base'- Elevation (reet)L
8065
807
808
809
810
811 812 " 813 814 815
" `Surface area°(SquareFeet)
21,064
24,724
26,902
29,214
31,567
31,567
Incremental Volume (Cubic Feet
:_- 0 .
11,435 a
25,805
28,050 "
`30,383
:31,567
Cumulative Volume (Cubic Feet)
0
11,435
37240
65,290
95,673
127,240
Design Requirement
Required Storage Volume (Cubic
Feet)
Minimum Storage Elevation
(Feel
Pond Depth above NP or Base
Elevation eet
P' Run-off Volume
27,127 72
807.61
1.11
25
79,200 00
809.46
2.96-_-
.96_-50
50
138,000 00
Pond to,Small,
Fix >°
'Pond to Small
'
Filename 2015 -06 -03 -PDA -BMP Calcs xfs

PIEDMONT DESIGN ASSOCIATES, P.A.
125 East Plaza Drive, Suite 101
Mooresville, North Carolina 28115-8812
Telephone [phone] Fax [phone]
NCBELS License No.- C-1007
Engineering
Surveying
Planning
BMP AVERAGE DEPTH CALCULATIONS
Job No.: 2016-06-03 Date: 03/07/2017
Project: Randy Marion Site at Gaither Road Revised:
Statesville, Iredell County, NC
Water Quality Stormwater Calculations:
BMP Permanent Pool Average Depth Calculations
Design Data
Vol Perm Pool
I A -Bot Shelf
A Perm Pool
A- Bot Pond
Min. Depth
73,977
17,747
21,064
1,200
3
Option 1: 3.51 Feet 6.645391664
Option 2: 2 06 Feet
Required Avg Depth < Provided Avg Depth
3.0 Ft. < 3 51 Ft.
(THEREFORE OK)
BMP Water Quality Pool Volume Calculations
Design Data
ELEV.
AREA (SF) VOL. (CF) ACCUM VOL. (CF)
800.5
1,200
0
0 (BOT)
801
4,299
1,375
1,375
802
10,308
7,304
8,678
803
12,005
11,157
19,835
804
13,831
12,918
32,753
805
15,732
14,782
47,534
806
17,747
16,740
64,274
806.5
21,064
9,703 ___
73,9771'(PERM POOL)
807
24,724
11,447
85,424
808
26,902
25,813
111,237
809
29,214
28,058
139,295
809.5
30,390
14,901
154,196
810
31,567
15,489
169,685
811
34,059
32,813
202,498 (TOP)

PIEDMONT DESIGN ASSOCIATES, P.A.
125 East Plaza Drive, Suite 101
Mooresville, North Carolina 28115-8812
Telephone [phone] Fax [phone]
NCBELS License No.: C-1007
BMP ROUTING RESULTS SUMMARY
Job No.: 2016-06-03
Project: Randy Marion Site at Gaither Road
Statesville, Iredell County, NC
WET POND 1 (No Proposed Buildings)
Engineering
Surveying
Planning
Date: 03/07/2017
Revised:
Event
Pre-Dev
Inflow
(cfs)
Post-Dev
Inflow
(cfs)
C.S.
Outflow
(cfs)
Primary
(cfs)
Secondary
(cfs)
Elevation
(feet)
Storage
(cubic -feet)
1 Year
23.23
34.65
2.80
2.80
0.00
808.15
41,552
2 Year
30.62
44.33
10.72
10.72
0.00
808.41
48,665
10 Year
50.69
70.20
39.61
39.61
0.00
809.05
66,263
25 Year
62.80
85.66
42.00
42.00
0.00
809.41
77,696
50 Year
72.53
98.09
43.25
37.92
5.33
809.73
87,254
100 Year
82.36
110.62
44.24
37.35
6.89
810.04
96,657
TOP POND ELEV =
811.00
(Top Berm)
EMERG SPILLWAY =
809.50
(Secondary)
TOP OF C.S. ELEV. =
808.00
(Primary)
PERM. POOL ELEV. =
806.50
(Start Elev.)
(10' WIDE)
(12' WEIR)

RANDY MARION CHEVROLET OF STATESVILLE
Forebay Calculations
(Min. 20%) (27.33%)
(Perm. Pool)
(Volume)
Forebay
Permanent
Forebay
Forebay
Forebay
Forebay
Pool
Volume
Volume
Pond
Required
Volume
Depth
Berm
Required
Provided
(Cu. Ft.)
(Ft.)
Elev.
(Cu. Ft.)
(Cu. Ft.)
Result
WQ WET Pond 1
YES
73,977
5.6
807.6
14,795
20,217
OK
(Min. 20%) (27.33%)
(Perm. Pool)
(Volume)

FOREBAY STORAGE VOL.txt
FOREBAY VOLUME
Project: RANDY MARION - CHEVROLET OF STATESVILLE
Basin Description:
Contour
Contour
Depth
Incremental
Cumulative
Incremental
Cumulative
Elevation
Area
(ft)
Volume
Volume
Volume
Volume
(sq. ft)
Avg. End
Avg. End
Conic
Conic
-----------------------------------------------------------------------------------
(cu. ft)
(cu. ft)
(cu. ft)
(cu. ft)
--------------------------------
802.00
1,524.53
N/A
N/A
0.00
N/A
0.00
803.00
2,027.79
1.00
1776.16
1776.16
1770.19
1770.19
804.00
2,636.26
1.00
2332.03
4108.19
2325.38
4095.57
805.00
3,320.73
1.00
2978.50
7086.68
2971.92
7067.49
806.00
4,073.90
1.00
3697.32
10784.00
3690.91
10758.40
807.00
6,571.51
1.00
5322.71
16106.71
5273.18
16031.58
807.61
7,158.19
0.61
4187.56
20294.27
4186.29
20217.87
Page 1

Pond ID:
Project Name:
Project #
Designer:
Date:
Rev:
ADHERE'S T0:
STRUCTURE BOUYANCY
COMPENSATION CALCULATION
CONTROL STRUCTURE CS -P1
ANTIFLOTATION BLOCK:
STANDARD ENGINEERING PRACTICES
EXTERIOR STRUCTURE DIMENSIONS
HEIGHT=, 8� 8 00 ft
WIDTH =p 3.00 ft I
DEPTH =L3.00 ft
EXTERIOR VOLUME = 72.00 cf
VOL. OF DISPLACED WATER = WATER DEPTH x STRUCTURE AREA
=ZxWxD W HERE: Z= 8.00 ft (Height)
= 72.00 cf D= 3 00 ft (Depth)
W= 3.00 ft (Width)
WEIGHT OF DISPLACED WATER= VOL x 62 4 lb/cf
= 4,493 Ib.
WEIGHT OF STRUCTURE = 150LBS X (VOL. OF DISPLACED WATER - INTERIOR VOL. OF STIR.)
ASSUMED 6" THICK CONCRETE WALLS, BOTTOM, AND TOP
=ZxWxD WHERE -Z= 7.50 ft (Int. Height)
INTERIOR VOLUME= 30.00 cf D= 2 00 ft (Int. Depth)
WEIGHT OF STRUCTURE = 6,300 lbs W= 2.00 ft (Int. Width)
WEIGHT OF CONCRETE REQUIRED = 1.1 x WT DISPLACED WATER
WEIGHT REQUIRED = 4,942 Ib
WEIGHT OF STR. = 6,300 lbs
WEIGHT OF FOOTER = -1,358,lb. NO FOOTER NEEDED
REQUIRED THICKNESS OF CONC BLOCK= WEIGHT/ (LENGTH)(WIDTH)(150-624lb/cf)
BLOCK SIZE
4.00 sf
5 00 sf
6 00 sf
7.00 sf
8 00 sf
9 00 sf
USE[ �4AOft SQUARE BLOCK,
THICKNESS
-0.97 ft
-0 62 ft
-0 43 ft
-0.32 ft
-0.24 ft
-0 19 ft
-121n THICK (Required)
2015-06-03-Bouyancy Calcs.xls Page 1