20051729 Ver 1_More Info Received_20170206 (2)

AFTON RIDGE II, BLDG.1
KANNAPOLIS, NORTH CAROLINA
GEOSCIENCE PROJECT NO. CH16.0088.CV
PROJECT CALCULATIONS
Prepared By:
GEOSCENCE GROUP
500 Clanton Road, Suite K
Charlotte, North Carolina 28217
Phone [phone] Facsimile [phone]
NC Firm License # F-0585 (Engr.)
NC Firm License # C-279 (L.A.)

AFTON RIDGE BUILDING 1
EROSION CONTROL
Note: Use existing BMP for erosion control skimmer basin.
Drainage Areas
Initial area = 9.8 acres
"Phase 2" area = 15.4 acres
Note: The existing riser will be cored in the field to accept the skimmer.
Compute 10 Year Discharge
Qio = C(Iio)(A)
Iio = 7.03 in/hr.
C = 0.5 (graded condition)
Qio = 0.5(7.03)(15.4) = 54.1 cfs
Evaluate Existing Basin
Basin Bottom = 612.5
Set bottom for erosion control at elevation = 611.00
Set skimmer invert at elevation = 612
Available Storage Volume at elevation 615 = 71,473 f13 (see attached spread sheet)
Temporary Ditches
Design ditch 1 and 2 for approximately %2 the drainage area each
Qio =54.1 cfs
Ditch 1 = Ditch 2 = 27.1 cfs
Channel slope = t2%
Note: See attached "North American Green" analysis
Permanent Ditch 1
Drainage area = 4.9 acres
C = 0.3 (grassed)
Q10 = 0.3(7.03)(4.9) =10.3 cfs

City of Charlotte, NC
Disturbed Area (Acres)
Peak Flow from 10 -year Storm (cfs)
27720 Required Volume ft3(1800 co
17583 Required Surface Area ft2 (325 srl
71473 Actual Volume ft3 Okay at elev. 615 - see stage storage ca/cs.
32530 Actual Surface Area ft2 Okay at elev. 615 - see stage storage ca/cs.
■Trial Length at Storage Heigth ft
Trial Width at Storage Height ft
Trial Weir Length ft
Trial Depth of Flow
ft
88.2 Spillway Capacity cfs Okay
at elev. 596
-Skimmer Size (inches)
Skimmer Size
0.417 Head on Skimmer (feet)
(Inches
-Orifice Size (1/4 inch increments)
1.5
5.32 Dewatering Time (days) estimated
2
about 5 days for actual storage
2.5
3
4
5
6
8

11/21/2016
www.wmcis.com/printlanalysis/106337/106338
NORTH
AMERICAN
GREEN
Erosion Control Materials Design Software
Version 5.0
Project Name: Afton Ridge II, Bldg.I
Project Number: 106337
Channel Name: tsd 1-2
Discharge
27.1
Peak Flow Period
6
Channel Slope
0.02
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardance Class
C
Vegtation Type
Bunch Type
Vegetation Density
Good 75-95%
Soil Type
Sandy Loam
S150
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Phase
Reach
Discharg
Velocity
Normal
Mannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
5150
Straigh
27.1 cfs
5.14
I
1.33 ft
0.03
1.75 lbs/ft2
1.65 lbs/ft2
1.06
STABLE
D
Unve etated
ft/s
Unreinforced Vegetation - Class C - Bunch Type - Good 75-95%
Phase
Reach
Discharge
Velocity
Normal
Manning
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
Unreinforced
Straight
27.1 cfs
5.14
1.33 ft
0.03
4.2 lbs/ft2
1.65 lbs/ft2
2.54
STABLE
Vegetation
ft/s
Underlying
Straight
27.1 cfs
5.14
1.33 ft
--
0.04 lbs/ft2
0.224 lbs/ft2
0.16
UNSTABLE
--
Substrate
ft/s
http://www.ecmds.com/pri nVanalysis/106337/106338 1/1

11/16/2016
Discharge
10.
Peak Flow Period
6
Channel Slope
.02
Channel Bottom Width
2
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardance Class
Vegtation Type
N
Vegetation Density
Stress
Soil Type
5150
www. cmds.com/print/analysis/106337/106427
NORTH
AMERICAN
GREEN
Erosion Control Materials Design Software
Version 5.0
Project Name: Afton Ridge II, Bldg.1
Project Number: 106337
Channel Name: PD1
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Phase
Reach
ischarg
Velocity
Normal
Mannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
5150
Straigh
10 cfs
2.78
I
0.81 ft
0.048
1.75 lbs/ft2
1.01 lbs/ft2
1.73
STABLE
D
Unve etated
ft/s
http://www.mmds.wm/printlarolysis/106337/106427 1/1

Figure 8.O6b: Design of outlet protection from a round pipe flowing full, maximum
tailwater condition (Tw>=0.5 diameter)
3Do
T
Outlet W = De + 0.4La
pipe �4tt::�] i
diameter (Cb)g La
,aT.4iLa;ems. 5 D
120 r-- -
II
M,
50 1100
Discharge (O/sec)
a, Ike el
Curves may not be extrapolated.
Figure 8.06b Design of outlet protectlon from 2 round pipe flowing full. maximum tailwater condition (T.>_ 0.5 diameter).

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\� SCALE: 1"=100'
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Permit No.
(to be lowided by OWQ)
I. PROJECT INFORMATION
Project name AFTON RIDGE II, BLDG 1
Contact person
Phone number
Date
Drainage area number
II. DESIGN INFORMATION
W ATF9OG
T_
NCDENR
q
o
Drainage area
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
Impervious area, post -development
401 CERTIFICATION APPLICATION FORM
%impervious
WET DETENTION BASIN SUPPLEMENT
Design rainfall depth
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required Information.
I. PROJECT INFORMATION
Project name AFTON RIDGE II, BLDG 1
Contact person
Phone number
Date
Drainage area number
II. DESIGN INFORMATION
Site Characteristics
Drainage area
670,824 ft'
Impervious area, post -development
483,516 fl'
%impervious
72.08 %
Design rainfall depth
1.0 in
Storage Volume: Non-SAWaters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5' runoff volume
Pre -development 1 -yr, 24 -hr runoff
Post -development 1 -yr, 24 -hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prepost control of the lyr 24hr storm peak flow required?
1 -yr, 24 -hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1 -yr, 24 -hr storm
Pre -development 1 -yr, 24 -hr peak flow
Post -development 1 -yr, 24 -hr peak flow
Pre/Post 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the pens. pool elevation)
Top of 1011 vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp. pool?
Elevation of the top of the additional volume
39,131 f?
39,131 ft
OK, volume provided is equal to orin excess of volume required.
it'
ft'
11
to
is
Y (Y or N)
2.9 in
NA (unitless)
NA (unitless)
7.26 in/hr OK
7.85 fa/sec
3.97 lts/sec
-3.88 ft /sec
618.62 fmsl
617.50 fmsl
na fmsl
618.00 final
617.50 rmsl
613.00 final
final
613.00 It
N (Y or N)
final
Form SW401-Wet Detention Basin-Re,118112 Parts I. 811. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWty
IIDESIGN.INFORMATION
."
Surface AreasArea,
Vegetated shelf slope
temporary pool
37,294 ft
Vegetated shelf width
Area REQUIRED, permanent pool
16,838 it
Insufficient shelf length.
SAIDA ratio2.51
(unitless)
6 :1
Area PROVIDED, permanent pool, m,
24,101 ft,
OK
Area, bottom of 1Oft vegetated shelf, kr ,w
24,101 ft
Trash rack for overflow & orifice?
Area, sediment cleanout, top elevation (bottom of pond),..
16,444 fe
OK
Volumes
Y ft
Volume, temporary pool
39,131 fts
OK
Volume, permanent pool, \(,asym
22,902 ft
Recorded drainage easement provided?
Volume, forebay (sum of forebays if more than one forehay)
16,030 its
OK
Forebay %of permanent pool volume
70.0% %
Insufficient forebay volume.
SAIDA Table Data
Drain mechanism for maintenance or emergencies is:
SLUICE GATE
Design TSS removal
90 %
Coastal SAIDA Table Used?
N (Y or N)
Mountain/Piedmont SAIDA Table Used?
Y (Y or N)
SAIDA ratio
2.51 (unitless)
Average depth (used in SAIDA table):
Calculation opfion 1 used? (See Figure 10-2b)
(Y or N)
Volume, permanent pool, 4 --ow
22,902 fit?
Area provided, permanent pool,
24,101 IF
Average depth calculated
3.32 it
OK
Average depth used in SAIDA, 4„ (Round to nearest 0.5fl)
3.5 it
OK
Calculation option 2 used? (See Figure 10-2b)
(Y or N)
Area provided, permanent pool, 4.,.
24,101 if
Area, bottom of 1Oft vegetated shelf, Aa, "r
24,101 if
Area, sediment cleanout top elevation (bottom of pond), &,a
16,444 fe
"Depth" (distance b/w bottom of 101t shelf and top of sediment)
4.50 ft
Average depth calculated
3.32 ft
OK
Average depth used In SAIDA, 4„ (Round to down to nearest 0.511)
2.3 ft
Insufficient Check calculation.
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice(if circular)
3.00 in
Enter either diameter of orifice or area of non -circular office, Donotenter
Area of orifice (if -non -circular)
0.04 in'
both diameter and area fora circular orifice.
Coefficient of discharge (Co)
0.65 (untless)
Driving head (H,)
0.381t
Drawdown through weir?
N (Y or N)
Weir type
(uniffess)
Coefficient of discharge (C�)
(unNess)
Length ofweir (L)
it
Driving head (H)
ft
Pre -development 1 -yr, 24 -hr peak flow
7.85 fts/sec
Post -development 1 -yr, 24 -hr peak flow
397 Osec
Storage volume discharge rate (through discharge orifice or weir)
ft'/sec
Storage volume drawdown time
2.87 days
OK, draws down in 25 days.
Additional Information
Vegetated side slopes
3 :1
Insufficient side slopes.
Vegetated shelf slope
6 :1
Insufficient shelf slope.
Vegetated shelf width
6.0 ft
Insufficient shelf length.
Length of towpath to width ratio
6 :1
OK
Length to width ratio
6.0 :1
OK
Trash rack for overflow & orifice?
Y
(Y or N)
OK
Freeboard provided
Y ft
OK
Vegetated filter provided?
Y
(Y or N)
OK
Recorded drainage easement provided?
Y
(Y or N)
OK
Capures all mnoff at ultimate build -out?
Y
(Y or N)
OK
Drain mechanism for maintenance or emergencies is:
SLUICE GATE
Fara SW401-Wet Detention Basin-Rev.94/1 a/12 Parts I. a II. Design Summary, Page 2 of 2

Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Part III. Required Items Checklist, Page 1 of 1
Page/ Plan
Initials
Sheet No,
SG
C2.2
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
SG
C4.1
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
SG
C4.1
3. Section view of the wet detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
SG
C2.2
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
SG
C2.2
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
SG
C2.2
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
SG
CALCS
7. The supporting calculations.
SG
COPY
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Part III. Required Items Checklist, Page 1 of 1

POINT PRECIPITATION
FREQUENCY ESTIMATES
�d I FROM NOAA ATLAS 14 'k
CONCORD NORTH CAROLINA (31-1975) 35.4167 N 80.6006 W 698 feet
from PiecD t n- requency Atlas oiA-�e�iiiled States" NOAA Atlas 14, Volume 2, Version 3
G.M. nonnin, D. Martin, R Lin, T. Parzybok, M.Yekta, end D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Wed Jan 28 2009
Precipitation Frequency Estimates (inches)
ARI 5 10 15 30 60 120 12 4 7 10 20 30 45 60
- 3 hr. 6 hr 24 hr 48 hr' �� - �I Ja
(years) min'. min min min min min - - hr - - d� d� c7 da
F1 Fo.40 0.64 0.80 1.09 F,.36 L58 1.69 2.05 2.4 .2.88 3.38 131.719 14.37 1.5.00 6.71 8.24 10.38 12.38
0.47 0.76
0:95
1.31. 1.65 1.91
2.04 2.4T, 2.94
.48 4.07
4.55.5.21 5.95 7.92 9.70
12.16'
14.46:
�`
I ' 0.55 0.88
1.11'
1.58 2.03
2.37
2.55 3.08 3.68
4.37 5.08
5.62 6.35 7.16 9.36 11.28
13.89
16.32
10 0.60 0.97
1.22F1
77 2.31-2.72
0.05'
2.93 3.56 4.27
5.07 5.87
6.46 7.25 8.11 10.48 12.51'
15.23
17.78
25 0.67 1.06
1.35
2.00 2.66'
3.17
3.45 4.201 5.086.01
6.94:
7.62 8.49 93-F12.01 14.12
16.96,
19.65
50 0.71 1.13
1.43
2.15 2.92
3.51
3.86.4.71 5.7316.77
7.79
8.54 ` 9.48 10.38, 13.19 15.36
18.27
21.06
100 0.75 1.19
1.50
2.30 3.17
3.84
4.26 5.23 6.40
.55 8.66
9.47.10.50 11.39 14.39 16.58
19.55' 22.41
200 0.78 1.24
1.56
2.43 3.41
4.17
4.68 5.76 7.10
8.35 9.56
10.44 11.54 12.42; 15.61 17.80
20.80 23.74
500 0.82 1.29
1.63
2.59 3.72
4.60
5.24 6.48 8.07
9.45 10.80
11.78 12.98 13.82 17.26 19.44
22.44 25.46
1000 0.84 1.33
1.67
2.70 3.94
4.92;
5.68 7.05 8.85
10.32 11.78
12.83 14.12 14.91 18.54 20.70
23.67 26.76
Precipitation Intensity Estimates (in/hr)
���� 60 120 3 hr 6 hr 12 24 48 4 7 10 20 30 45 60
(years min min min m n min mine hr hr hr � da lid 11�
r 14.80
3.833.192.191.360.790.560.340.200.120.070.040.030.020.010.01'0.010.01
I� `
5.66 4.54 3.80, 2.62 1.65 0.96 0.68
F -41 F -24 0.14 0.08 0.05 0.03; 0.02 0.02 0.01,[o-61755-1
--
I ' 6.60 5,29 4.46 3.17
10 7.26 58- 3.55
2.03 1.19 0.85
2.31 1.36 0.98
0.51 0.31 018 0.1110.06 0.04 0.03 0.02 0.02 0.01 0.01
0.59 0.35' 0.21 0.12' 0.07 0.04, 0.03 0.02 0.02 0.01 0.01
25
8.00 6.38 5.39 3.99
2.66 1.58' 1.15
0.70 0.42 0.25, 0.14 0.08
0.05'
0.04 0.03 0.02 6.62061
50
8.5 6.78' 5.72.4.31.2.92'
1.75 1.29
0.79 0.48' 0.28' 0.15 0.09
0.06
0.04 0.03 0.02 oo2F.ol
100
8.98 7.13 6.01 4.60
3.17 1.92 1.42
0.87 0.53 0.31 0.18 0.10
0.06.
0.05 Fo3' 0.02 0.02 0.02
200
9.37 7.43 6.25 4.86'3.41
2.08 1.55
0.96 0.59 0.35 0.20 0.11
0.07
005 0.03' 0.02 0.02 0.02
500
9.82 7.76 6.51 5.18
3.72 2.30 1,74
1.08 0.67 0.39 0.22 0.12
0.08
0.06 0.04 0.03 0.02 0.02
1000
10.12 7.97 6.67 5.40
3.94 2.46 1.89
1.18 0.73 0.43' 0.25 0.13
0.08'
0.06 0.04 0.03 0.02 0.02

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Soil Map—Cabanus County, North Carolina
Map Unit Legend
afton 2016
USDAUSDA
Natural Resources Web Soil Survey 11!9/2016
Conservation Service National Cooperative Soil Survey Page 3 of 3
Cabarrus County, North Carolina (NCO25)
Map Unit Symbol
Map Unit Name Acres In AOI
Percent of AOI
ChA
Chewacla sandy loam, 0 to 2
7.01
12.5%
percent lopes, frequently
flooded
CuB2
Cullen ay loam, 2 to 8 percent!
G
8.9
16.0%
slopes, moderately eroded
CuD2
Cullen day loam, 8 to 15
29.61
53.4%
percent slopes, moderately
IF
eroded
MeB
Mecklenburg loam, 2 to 8
—I
3.2
5.8%
percent slopes
PoF 1
Poindexter loam, 15 to 45
6.6
11.9%
percent slopes
W
Water
0.21
0.4%
Totals for Area of Interest—
— �-
—55.5
100.0%
afton 2016
USDAUSDA
Natural Resources Web Soil Survey 11!9/2016
Conservation Service National Cooperative Soil Survey Page 3 of 3

BMP 2 — "Re- Design" Note: BMP Design based on NCDENR BMP design manual prior to
Revisions of 1.3.2017
Note: Design Storms
1 Year — 24 Hour — Rainfall = 2.88"
10 Year — 24 Hour — Rainfall = 5.07"
50 Year — 24 Hour — Rainfall = 6.77"
Note: Pass 50 year storm with 12" of freeboard.
Pre -Developed Condition
Drainage area = 14.2 acres = 0.022 mit
Tc = 30.4 min. (see attached spread sheet)
Lag = 0.304 hrs.
Curve Number
Soil Type = Cullen (see attached report)
Hydrologic Soil Group — C
Land Use
50% Wood — CN = 70
50% Open Space — CN = 74
Composite CN = 72
Results of HEC -1 Analysis
Qi = 7.851 cfs
Qio = 27.409 cfs

O�
NL
rn
wN u
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O d II O
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=
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n

First 300'
manning's n for sheet flow(table 3.1 TR -55)
smooth surfaces(conc.,asphalt, gravel, or bare soil)
0.011
—
Head= 11.00 �
--id- — -
Fallow(no- resue)T---- � I
-
I 0.05
mannings= 0.24
Cultivated Soils
-
-
P2= 3.12 in
Length= 300 ft
+Residue c over <20%
'Residue Ccover>20%
— ._.
0.06
0.17
So=H/L= 0.037 ft/ft
--_ _.._ .. - _.
Eqn 3.3 TR55
Grass
Tt=0.o07(nL)^0.8/P^.5`So^.4
-
Short grass praire
0.15
Tt= 0.46 hr
Dense grass
0.24
Shallow Concentrated Flow
Bermudagrass
0.41
Range.
I 0.13
L= 600 ft
_
-
h= 47 ft
Woods
--
s-= 0.078 ft/ft
Li ht underbrush
j 9
o.4
- -- -
V=16.1345 s^ 0.5
- -- -- �i
Dense underbrush
-- 0.8
V= 4.516 fps _
T=L/(3600V) (3.15)= 0.037 hr.
L= 4_00 ft
h= 14 ft --
V = [1.49(R)^2/3(S)1/2]/n (3.25)
from analysis of channel r =a/p - 1.3f
- -- - s= 0.03ft/ft -- -
n_= 0.04'
V [1 49(R)^2/3(S)1%2])n= 7.68 fps J
T=L/(3600V) (3.15) 0 014 hr.
Compute travel time `-- Tc=Tt1 + Tt2.... Tn _I' -
- Tc=
Compute travel time Tc=Tt1 + Tt2 ..Tn
----- -- Tc - --
Developed by: Scott Gregory
11/9/2016

NEC -1 INPUT
LINE ID....... 1....... 2.......3.......4.......5.......6.......7.......8.......9......10
1
ID
BMP 2
2
ID
1 YEAR.
24 ROM
STORM PRE -DEVELOPMENT
3
ID
GEOSCIENCE GROUP,
INC.
4
IT
6
0
0
3600
5
IN
5
0
0
6
IO
5
0
0
7
RR
8
PE
2.88
9
PI
0
0.001
0.001
0.001
0.0011
0.001
0.0011
0.001
0.0011
0.0011
10
PI
0.0011
0.0011
0.0011
0.0011
0.0012
0.0011
0.0012
0.0011
0.0012
0.0012
11
PI
0.0012
0.0012
0.0012
0.0013
0.0012
0.0012
0.0013
0.0012
0.0013
O.OD13
12
PI
0.0013
0.0013
0.0013
0.0013
0.0014
0.0013
0.0014
0.0014
0.0013
0.0014
13
PI
0.0014
0.0014
0.0014
0.0015
0.0015
0.0015
0.0015
0.0015
0.0015
0.0016
14
PI
0.0016
0.0016
0.0016
0.0017
0.0017
0.0016
0.0018
0.0017
0.0017
0.0018
15
PI
0.0018
0.0018
0.0018
0.0019
0.0019
0.0018
0.002
0.0019
0.0019
0.002
16
PI
0.002
0.002
0.002
0.0021
0.0021
0.0021
0.0021
0.0021
0.0021
0.0022
17
PI
0.0022
0.0022
0.0024
0.0024
0.0026
0.0026
0.0028
0.0029
0.0029
0.003
18
PI
0.0032
0.0032
0.0032
O.OD32
0.0032
0.0032
0.0033
0.0034
0.0036
0.0038
19
PI
0.0039
0.0041
0.0044
0.0046
0.0048
0.0051
0.0054
0.0058
0.0062
0.0066
20
PI
0.007
0.0077
0.0086
0.0096
0.0106
0.0115
0.0238
0.0476
0.0764
0.1371
21
PI
0.0951
0.019
0.0166
0.0144
0.0122
0.0098
0.0084
0.008
0.0074
0.0068
22
PI
0.0064
0.006
0.0056
0.0054
0.0052
0.0048
0.0046
0.0044
0.0042
0.004
23
PI
0.0038
0.0037
0.0036
0.0035
0.0034
0.0034
0.0033
0.0033
0.0032
0.0031
24
PI
0.003
0.003
0.0029
0.0028
0.0027
O.DO27
0.0026
0,0026
0.0025
0.0024
25
PI
0.0023
0.0023
0.0022
0.0023
0.0022
0.0022
0.0022
0.0021
0.0021
0.0021
26
PI
0.0021
0.002
0.002
0.002
0.0019
0.002
0.0019
0.0019
0.0018
0.0018
27
PI
0.0018
0.0018
0.0017
0.0018
0.0017
0.0017
0.0016
0.0017
0.0016
0.0016
28
PI
0.0015
0.0016
0.0015
0.0015
0.0015
0.0014
0.0014
0.0014
0.0013
0.0014
29
PI
0.0013
0.0013
0.0013
0.0013
0.0013
0.0012
0.0013
0.0013
0.0012
0.0013
30
PI
0.0012
0.0013
0.0012
0.0013
0.0012
0.0012
0.0013
0.0012
0.0012
0.0012
31
PI
0.0012
0.0012
0.0012
0.0012
0.0012
0.0011
0.0012
0.0012
0.0011
0.0012
32
PI
0.0011
0.0012
0.0011
0.0012
0.0011
0.0011
0.0012
0.0011
0.0011
0.0011
33
PI
0.0011
34
KK
PRE
35
KO
21
36
BA
0.0222
37
LS
0
72
38
UD
0.304
39
KO
21
40
EZ
PAGE 1

* FLOOD HYDROGRAPH PACKAGE (HEC -1)
SUN 1998
* VERSION 4.1
+ RUN DATE 09NOV16 TIME 11:16:33
++xx++xxxx+xxsxx+sxxxwwx+++ssxxxxxxwwxxxx
EMP 2
1 YEAR 24 HOUR STORM PRE -DEVELOPMENT
GEOSCIENCE GROUP. INC.
*** ERROR *** SPECIFIED START AND END DATES RESULT IN T00 MANY TIME PERIODS
6 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN
6
IDATE
1 0
ITIME
0000
NQ
2000
NDDATE
9 0
NDTIME
0754
ICENT
19
MINUTES IN COMPUTATION INTERVAL
STARTING DATE
STARTING TIME
NUMBER OF HYDROGRAPH ORDINATES
ENDING DATE
ENDING TIME
CENTURY MARK
COMPUTATION INTERVAL .10 HOURS
TOTAL TIME BASE 199.90 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
+xxrxxxrxxxxx++wxxxxxx+xx+++++++++wx+++
+ U.S. ARMY CORPS OF ENGINEERS +
HYDROLOGIC ENGINEERING CENTER
609 SECOND STREET
DAVIS, CALIFORNIA 95616
+ [phone] +
xxx xxx +xx xxx xxx xxx xxx xxx xxx +xr rxx sxx xx+ xrx xxx xxx w+x xxx xwx wxx +xx xxx xxx xxx +wx x++ xxx xxx xxx xxx xrx xxx +++
xxr+xrxxxxxxxx
34 KK PRE
39 KO OUTPUT CONTROL
VARIABLES
35 KO OUTPUT CONTROL
VARIABLES
PRINT CONTROL
IPRNT
5
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
IOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
2000
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.100
TIME INTERVAL IN HOURS
xxx +rx wxx xxx xxx xwx x++ +xx +++ x+x xx+ x+x rxx wxx xxx xxx xxx rrx xxx xxx xxx x++ +ww +xx +++ +++ xxr w++ +++ ++» +»+ +++ ++»
+xxxxxxxx+xxxx
34 KK PRE
39 KO OUTPUT CONTROL
VARIABLES
IPRNT
5
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
IOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
2000
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.100
TIME INTERVAL IN HOURS

*** NORMAL END OF HEC -1 ***
MAXIMUM TIME OF
STAGE MAX STAGE
RUNOFF SUMMARY
FLOW
IN CUBIC FEET PER SECOND
TIME IN
HOURS, AREA IN SQUARE MILES
PEAK
TIME OF
AVERAGE FLOW FOR MAXIMUM PERIOD
BASLN
OPERATION STATION
FLOW
PEAK
6 -HOUR 24-HOUR 72 -HOUR
AREA
HYDROGRAPH AT
0.
.00
0. 0. 0.
.00
HYDROGRAPH AT PRE
8.
10.30
1. 0. 0.
.02
*** NORMAL END OF HEC -1 ***
MAXIMUM TIME OF
STAGE MAX STAGE

HydrographN... IPeak Flow Rate(... I Peak FlowDate/Time I Total Volumex...
PRE 17.851 Dec 01, 1900 10:24 38.044

HEC -1 INPUT
LINEID....... 1....... 2.......3.......4.......5.......6.......7.......8.......9......10
1
ID
BMP 2
2
ID
10 YEAR
24 HOUR
STORM PRE -DEVELOPMENT
3
ID
GEOSCIENCE GROUP,
INC.
4
IT
6
0
0
3600
5
IN
5
0
0
6
IO
5
0
0
7
KK
8
PB
5.07
9
PI
0
0.001
0.001
0.001
0.0011
0.001
0.0011
0.001
0.0011
0.0011
10
PI
0.0011
0.0011
0.0011
0..0011
0.0012
0.0011
0.0012
0.0011
0.0012
0.0012
11
PI
0.0012
0.0012
0.0012
0.0013
0.0012
0.0012
0.0013
0.0012
0.0013
0.0013
12
PI
0.0013
0.0013
0.0013
0.0013
0.0014
0.0013
0.0014
0.0014
0.0013
0.0014
13
PI
0.0014
0.0014
0.0014
0.0015
0.0015
0.0015
0.0015
0.0015
0.0015
0.0016
14
PI
0.0016
0.0016
0.0016
D.0017
0.0017
0.0016
0.0018
0.0017
0.0017
0.0018
15
PI
0.0018
0.0018
0.0018
0.0019
0.0019
0.0018
0.002
0.0019
0.0019
0.002
16
PI
0.002
0.002
0.002
0.0021
0.0021
0.0021
0.0021
0.0021
0.0021
0.0022
17
PI
0.0022
0.0022
0.0024
0.0024
0.0026
0.0026
0.0028
0.0029
0.0029
0.003
1B
PI
0.0032
0.0032
0.0032
0.0032
0.0032
0.0032
0.0033
0.0034
0.0036
0.0038
19
PI
0.0039
0.0041
0.0044
0.0046
0.0048
0.0051
0.0054
0.0058
0.0062
0.0066
20
PI
0.007
0.0077
0.0086
0.0096
0.0106
0.0115
0.0238
D.0476
0.0764
0.1371
21
PI
0.0951
0.019
0.0166
0.0144
0.0122
0.0098
0.0084
0.008
0.0074
0.0068
22
PI
0.0064
0.006
0.0056
0.0054
0.0052
0.0048
0.0046
0.0044
0.0042
0.004
23
PI
0.0038
0.0037
0.0036
0.0035
0.0034
0.0034
0.0033
0.0033
0.0032
0.0031
24
PI
0.003
0.003
0.0029
0.0028
0.0027
0.0027
0.0026
0.0026
0.0025
0.0024
25
PI
0.0023
0.0023
0.0022
0.0023
0.0022
0.0022
0.0022
0.0021
0.0021
0.0021
26
PI
0.0021
0.002
0.002
0.002
0.0019
0.002
0.0019
0.0019
0.0018
0.0018
27
PI
0.0018
0.0018
0.0017
0.0018
0.0017
0.0017
0.0016
0.0017
0.0016
0.0016
28
PI
0.0015
0.0016
0.0015
0.0015
0.0015
0.0014
0.0014
0.0014
0.0013
0.0014
29
PI
0.0013
0.0013
0.0013
0.0013
0.0013
0.0012
0.0013
0.0013
0.0012
0.0013
30
PI
0.0012
0.0013
0.0012
0.0013
0.0012
0.0012
0.0013
0.0012
0.0012
0.0012
31
PI
0.0012
0.0012
0.0012
0.0012
0.0012
0.0011
0.0012
0.0012
0.0011
0.0012
32
PI
0.0011
0.0012
0.0011
0.0012
0.0011
0.0011
0.0012
0.0011
0.0011
0.0011
33
PI
0.0011
34
KR
PRE
35
KO
21
36
BA
0.0222
37
LS
0
72
38
UD
0.304
39
KO
21
40
ZE
PAGE 1

+xxr,xxx++++xxxxxxxxxxxx+++,++x+,xxxxxxx,
* FLOOD HYDROGRAPH PACKAGE (HEC -1)
JUN 1995
* VERSION 4.1
x RUN DATE 09NOV16 TIME 11:17:42
EMP 2
10 YEAR 24 HOUR STORM PRE -DEVELOPMENT
GEOSCIENCE GROUP, INC.
*** ERROR *** SPECIFIED START AND END DATES RESULT IN TOO MANY TIME PERIODS
6 IO OUTPUT CONTROL VARIABLES
IPRNT
5 PRINT CONTROL
IPLOT
0 PLOT CONTROL
QSCAL
0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN
6 MINUTES IN COMPUTATION INTERVAL
IDATE 1
0 STARTING DATE
ITIME
0000 STARTING TIME
NQ
2000 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 9
0 ENDING DATE
NDTIME
0754 ENDING TIME
ICENT
19 CENTURY MARK
COMPUTATION INTERVAL .10 HOURS
TOTAL TIME BASE 199.90 HOURS
ENGLISH UNITS
21
DRAINAGE AREA
SQUARE MILES
PRECIPITATION DEPTH
INCHES
LENGTH, ELEVATION
FEET
FLOW
CUBIC FEET PER SECOND
STORAGE VOLUME
ACRE-FEET
SURFACE AREA
ACRES
TEMPERATURE
DEGREES FAHRENHEIT
,xxxxxwxxxxxxw++++++x+++++x+x,x,x,x,x++
U.S. ARMY CORPS OF ENGINEERS
HYDROLOGIC ENGINEERING CENTER
609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* [phone]
+++++xxx,x++xx+xxxxrzxxx«+xx+++w+w+x+x+
+++ +++ xxx +++ +++ xxx x++ xxx z*r xx+ ww+ +++ +++ +++ +wx +xr w++ wxx +++ xxx +++ +x+ +++ +++ +++ +x+ ++w xxx +++ +++ xxw ++x +++
xxxxxx+xx xxxxx
34 KK PRE
39 KO OUTPUT CONTROL
VARIABLES
35 KO OUTPUT CONTROL
VARIABLES
PRINT CONTROL
IPRNT
5
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
IOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
2000
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.100
TIME INTERVAL IN HOURS
,xxxxxwxxxxxxw++++++x+++++x+x,x,x,x,x++
U.S. ARMY CORPS OF ENGINEERS
HYDROLOGIC ENGINEERING CENTER
609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* [phone]
+++++xxx,x++xx+xxxxrzxxx«+xx+++w+w+x+x+
+++ +++ xxx +++ +++ xxx x++ xxx z*r xx+ ww+ +++ +++ +++ +wx +xr w++ wxx +++ xxx +++ +x+ +++ +++ +++ +x+ ++w xxx +++ +++ xxw ++x +++
xxxxxx+xx xxxxx
34 KK PRE
39 KO OUTPUT CONTROL
VARIABLES
IPRNT
5
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
IOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
2000
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.100
TIME INTERVAL IN HOURS

*** NORMAL END OF HEC -1 ***
MAXIMUM TIME OF
STAGE MAX STAGE
RUNOFF SUMMARY
FLOW
IN CUBIC FEET PER SECOND
TIME IN
HOURS, AREA IN SQUARE MILES
PEAK
TIME OF
AVERAGE FLOW FOR MAXIMUM PERIOD
BASIN
OPERATION STATION
FLOW
PEAK
6 -HOUR 24-HOUR 72 -HOUR
AREA
HYDROGRAPH AT
0.
.00
0. 0. 0.
.00
HYDROGRAPH AT PRE
27.
10.30
5. 1. 0.
.02
*** NORMAL END OF HEC -1 ***
MAXIMUM TIME OF
STAGE MAX STAGE

HVdrographN... I Peak Flow Rate(... I Peak FlowDate/Time I Total Volumex...
PRE J27.409 Dec 01, 1900 10:24 116.143

z� z
77 � Z 2I1vM TO psi
T Gt-�✓. �v17 z� /a Fi z d
/ lL

r
I
I I
li �rti�nE - �lO3a�! ``�©�X
i
y Ctt-Z46
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35 .5
Gini' WQ U/6.i 2 C�7 li 5V 1, ty - 7�
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CD
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0
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0
0
0
0
0
0
0
00
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o00
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0
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0
0
0
0
0
0
0
0
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0
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CD
O
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Cl
0
o
Cl)
o
0
0
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o
0
0
0
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0
0
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O
O
O
O
O
N
O
0
0
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O
O
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0
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0
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0
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0
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O
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O
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N
N
M
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0
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L
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O
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O
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r
O
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0
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0
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0
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0
N
0
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0
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N
N
O
0
0
U
w
oatv00
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A
O
N
O
O
C
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O
O
O
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N
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0
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0
0
0
C
H
c6
a
D
r
O
0
O (
r
I
N
N
N
0
0
0 'C
O
COOOO(D
(o
(
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0
N
rn
c
E 4z
y Y
= X
-N X
V r Ln
L
-Z.
w
t`
0
N

WQ stage -storage .xls
BMP2 2016
Bottom 613
Elevation
Area (ft2)
Delta
Volume
Percent
- -- — _
Elevation
Volume (ft3)
(ft3)
Volume
4.9657
-
27472
Volume (ft3j
- - ------ 614
3991 -
29172
-
Bottom Shelf 617
--
30872
— — 613
16444
0 —
9760
- -- - -. -. —
616
5769
614
- — - -
9760
50.5%
17319
616
627.0
57216
617
6771
22902
16030
16.3%
Bottom 613
Main Pond
0
19314.5
614
Elevation
Area (ft2)
Delta
Volume
4.9657
-
27472
Volume (ft3j
(ff3)
29172
-
Bottom Shelf 617
--
30872
— — 613
16444
0
- -- - -. -. —
614
- — - -
18194
-
-
39897
17319
616
21703
57216
22902
617
24101
80118
Volume
Combined
Area
Delta
Elevation
(ft2)
Volume (ft3)
(ft3)
Bottom 613
16444
0
19314.5
614
_
22185
19314.5
4.9657
- - 616
27472
— 68971.5
29172
-
Bottom Shelf 617
--
30872
- - -
-' 98143.5
1/26/2017

R EV. SS-DETN.XLS
PROJECT: Afton BMP#2
DESCRIPTION:
DEVELOPMENT OF STAGE -STORAGE CURVE -PROP. DETN. BASIN
OBJECTIVE: TO ILLUSTRATE THE DEVELOPMENT OF THE STAGE -
STORAGE FUNCTION FOR THIS SITE.
BACKGROUND: THE STAGE -STORAGE FUNCTION RELATES THE ELEVATION
OF THE WATER SURFACE (STAGE) TO THE VOLUME OF THE
WATER STORED (STORAGE).
STAGE -STORAGE EQUATION:
S = Ks*ZAb
S = STORAGE (ft -3)
Z = STAGE (ft)
Ks & b = CONSTANTS FOR PARTICULAR SITE
VOLUME COMPUTATIONS
1/2612017
COMPUTATION OF ACTUAL STORAGE VOLUME BASED ON CONTOURS
USING AVERAGE END METHOD.
CONTOUR
CONTOUR
INCREMENTAL
ACC.
STAGE ACC.
ELEV.(ft)
AREA(ftA2)
STORAGE (ftA3)
STORAGE(ftA3)
(ft) STORAGE(ac.ft)
617.5
30053
0
15945
15945
0.37
618
33727
0.5
33196
49141
1.13
619
32664
1.5
37087
86227
1.98
620
41509
2.5
96833
183060
4.20
622
55324
4.5
1/2612017

REV.SS-DETN.XLS
SOLVING FOR CONSTANTS Ks & b:
SELECT EXISTING VALUES TO MODEL CONSTANTS BY.
Z1 =
0.5
Z2 =
4.5
S1 =
15945
S2 =
183060
b = (In(S2/S1))/(In(Z2/Z1))
b = 1.11
Ks = S2/Z2Ab
Ks = 34435.59
VALIDATION OF STAGE STORAGE FUNCTION:
ACTUAL
ACTUAL
COMPUTED
COMPUTED
STORAGE
STAGE
STORAGE
STAGE
S(ftA3)
Z(ft)
S(ftA3)
Z(ft)
15945.00
0.5
15945.00
0.50
49140.50
1.5
54026.77
1.38
86227.00
2.5
95287.90
2.28
183060.00
4.5
183060.00
4.50
...THEREFORE THE STAGE STORAGE FUNCTION IS ADEQUATE
1/26/2017

HEC -1 INPUT
LINEID....... 1....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... '1 ....... 8 ....... 9 ...... 10
1
ID
Post -
HMPg2
2
ID
1 YEAR
24 HOUR
STORM POST -DEVELOPMENT
3
ID
GEOSCIENCE GROUP,
INC.
4
IT
6
0
0
3600
5
IN
5
0
0
6
IO
5
0
0
7
RK
8
PE
2.88
9
PI
0
0.001
0.001
0.001
0.0011
0.001
0.0011
0.001
D.0011
0.0011
10
PI
0.0011
0.0011
0.0011
0.0011
0.0012
0.0011
0.0012
0.0011
0.0012
0.0012
11
PI
0.0012
0.0012
0.0012
0.0013
0.0012
0.0012
0.0013
0.0012
0.0013
0.0013
12
PI
0.0013
0.0013
0.0013
0.0013
0.0014
0.0013
0.0014
0.0014
0.0013
0.0014
13
PI
0.0014
0.0014
0.0014
0.0015
0.0015
0.0015
0.0015
0.0015
0.0015
0.0016
14
PI
0.0016
0.0016
0.0016
0.0017
0.0017
0.0016
0.0018
0.0017
0.0017
0.0018
15
PI
0.0018
0.0018
0.0018
0.0019
0.0019
0.0018
0.002
0.0019
0.0019
0.002
16
PI
0.002
0.002
0.002
0.0021
0.0021
0.0021
0.0021
0.0021
0.0021
O.D022
17
PI
0.0022
0.0022
0.0024
0.0024
0.0026
0.0026
0.0028
0.0029
0.0029
0.003
18
PI
0.0032
0.0032
0.0032
0.0032
0.0032
0.0032
0.0033
0.0034
0.0036
0.0038
19
PI
0.0039
0.0041
0.0044
0.0046
0.0048
O.D051
0.0054
0.0058
0.0062
0.0066
20
PI
0.007
0.0077
0.0086
0.0096
0.0106
0.0115
0.0238
0.0476
0.0764
0.1371
21
PI
0.0951
0.019
0.0166
0.0144
0.0122
0.0098
0.0084
0.008
0.0074
0.0068
22
PI
0.0064
0.006
0.0056
0.0054
0.0052
0.0048
0.0046
0.0044
0.0042
0.004
23
PI
0.0038
0.0037
0.0036
0.0035
0.0034
D.0034
0.0033
0.0033
0.0032
0.0031
24
PI
0.003
0.003
0.0029
0.0028
0.0027
0.0027
0.0026
0.0026
0.0025
0.0024
25
PI
0.0023
0.0023
0.0022
0.0023
0.0022
0.0022
0.0022
0.0021
D.DD21
0.0021
26
PI
0.0021
0.002
0.002
0.002
0.0019
0.002
0.0019
0.0019
0.0018
0.0018
27
PI
0.0018
0.0018
0.0017
0.0018
0.0017
0.0017
0.0016
0.0017
0.0016
0.0016
28
PI
0.0015
0.0016
0.0015
0.0015
0.0015
0.0014
0.0014
0.0014
0.0013
0.0014
29
PI
0.0013
0.0013
0.0013
0.0013
0.0013
0.0012
0.0013
0.0013
0.0012
0.0013
30
PI
0.0012
0.0013
0.0012
0.0013
0.0012
0.0012
0.0013
0.0012
0.0012
0.0012
31
PI
0.0012
0.0012
0.0012
0.0012
0.0012
0.0011
0.0012
0.0012
0.0011
0.0012
32
PI
0.0011
0.0012
0.0011
0.0012
0.0011
0.0011
0.0012
0.0011
0.0011
0.0011
33
PI
0.0011
34
KK
POST
35
KO
21
36
HA
0.0241
37
LS
0
91.3
38
UD
0.05
39
KO
21
4D
KK
ROUTE
41
KM
ROUTE THROUGH CONTROL STRUCTURE
42
RE
1
ELEV
617.5
43
SV
0
0.37
1.13
1.98
4.2
44
SE
617.5
618
619
620
622
45
SQ
0
0.14
0.24
1.33
3.41
45.28
72.63
46
SE
617.5
618
618.62
619
619.4
621.5
622
47
KM
TOP DAM
= 622.5
48
ST
622.5
1
3
1.5
49
KO
21
50
ZZ
PAGE 1

+ FLOOD HYDROGRAPH PACKAGE (HEC -1)
JUN 1998
* VERSION 4.1
+ RUN DATE 29JM17 TIME 14:11:01
P09t - BMP#2
1 YEAR 24 HOUR STORM POST -DEVELOPMENT
GEOSCIENCE GROUP, INC.
*** ERROR *** SPECIFIED START AND END DATES RESULT IN T00 MANY TIME PERIODS
6 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN
6
IDATE
1 0
ITIME
0000
NQ
2000
NDDATE
9 0
NDTIME
0754
ICENT
19
MINUTES IN COMPUTATION INTERVAL
STARTING DATE
STARTING TIME
NUMBER OF HYDROGRAPH ORDINATES
ENDING DATE
ENDING TIME
CENTURY MARK
COMPUTATION INTERVAL .10 HOURS
TOTAL TIME BASE 199.90 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
+++++xx+++x++x
34 KR * POST
35 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 2000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .100 TIME INTERVAL IN HOURS
34 KK * POST +
39 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 2000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .100 TIME INTERVAL IN HOURS
++++++++++++++
40 KK ROUTE
49 KO OUTPUT CONTROL VARIABLES
U.S. ARMY CORPS OF ENGINEERS ;
HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
DAVIS, CALIFORNIA 95616
* [phone]
xx+xxxxx+xxx++x++xx++++xxx,x+xxxx,xx«xx

IPRNT
5
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
IOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
2000
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.100
TIME INTERVAL IN HOURS

MAXIMUM TIME OF
STAGE MAX STAGE
619.43 10.70
RUNOFF SUMMARY
FLOW
IN CUBIC FEET PER SECOND
TIME IN
HOURS, AREA IN SQUARE MILES
PEAK
TIME OF
AVERAGE FLOW FOR MAXIMUM PERIOD
BASIN
OPERATION
STATION
FLOW
PEAK
6-HOUR 24-HOUR 72-HOUR
AREA
HYDROGRAPH AT
0.
.00
0. 0. 0.
.00
HYDROGRAPH AT
POST
47.
10.00
4. 1. 0.
.02
ROUTED TO
ROUTE
4.
10.70
2. 1. 0.
.02
MAXIMUM TIME OF
STAGE MAX STAGE
619.43 10.70

SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION ROUTE
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
PLAN 1 ...............
INITIAL VALUE
SPILLWAY CREST TOP OF DAM
ELEVATION
617.50
622.50
622.50
STORAGE
0.
5.
5.
OUTFLOW
0.
100.
100.
RATIO
MAXIMUM
MAXIMUM MAXIMUM
MAXIMUM
DURATION
TIME OF
TIME OF
OF
RESERVOIR
DEPTH STORAGE
OUTFLOW
OVER TOP
MAX OUTFLOW
FAILURE
PMF
W. S. ELEV
OVER DAM AC -FT
CFS
HOURS
HOURS
HOURS
1.00
619.43
.00 1.
4.
.00
10.70
.00
•*^ NORMAL END OF HEC -1 ++*

HydrographN...
Peak Flow Rate(C...
I Peak FlowDate/Time
Total Volumex1...
POST
46.94.9
Dec 01, 1900 10:06
111.183
ROUTE
3.97
Dec 01, 1900 10:48
112.42

HEC -1 INPUT
LINE ID....... 1....... 2.......3.......4.......5.......6.......7.......8.......9......10
1
ID
Post -
BMP#2
2
ID
10 YEAR 24 HOUR
STORM POST -DEVELOPMENT
3
ID
GEOSCIENCE GROUP,
INC.
4
IT
6
0
0
3600
5
IN
5
0
0
6
IO
5
0
0
7
KK
8
PS
5.01
9
PI
0
0.001
0.001
0.001
0.0011
0.001
0.0011
0.001
0.0011
0.0011
10
PI
0.0011
0.0011
0.0011
0.0011
0.0012
0.0011
0.0012
0.0011
0.0012
0.0012
11
PI
0.0012
0.0012
0.0012
0.0013
0.0012
0.0012
0.0013
0.0012
0.0013
0.0013
12
PI
0.0013
0.0013
0.0013
0.0013
0.0014
0.0013
0.0014
0.0014
0.0013
0.0014
13
PI
0.0014
0.0014
0.0014
0.0015
0.0015
0.0015
0.0015
0.0015
0.0015
0.0016
14
PI
0.0016
0.0016
0.0016
0.0017
0.0017
0.0016
0.0018
0.0017
0.0017
0.0018
15
PL
0.0018
0.0018
0.0018
0.0019
0.0019
0.0018
0.002
0.0019
0.0019
0.002
16
PI
0.002
0.002
0.002
0.0021
0.0021
0.0021
0.0021
0.0021
0.0021
0.0022
17
PI
0.0022
0.0022
0.0024
0.0024
0.0026
0.0026
0.0028
0.0029
0.0029
0.003
18
PI
0.0032
0.0032
0.0032
0.0032
0.0032
0.0032
0.0033
0.0034
0.0036
0.0038
19
PI
0.0039
0.0041
0.0044
0.0046
0.0048
0.0051
0.0054
0.0058
0.0062
0.0066
20
PI
0.007
0.0077
0.0086
0.0096
0.0106
0.0115
0.0238
0.0476
0.0764
0.1371
21
PI
0.0951
0.019
0.0166
0.0144
0.0122
0.0098
0.0084
0.008
0.0074
0.0068
22
PI
0.0064
0.006
0.0056
0.0054
0.0052
0.0048
0.0046
0.0044
0.0042
0.004
23
PI
0.0038
0.0037
0.0036
0.0035
0.0034
0.0034
0.0033
0.0033
0.0032
0.0031
24
PI
0.003
0.003
0.0029
0.0028
0.0027
0.0027
0.0026
0.0026
0.0025
0.0024
25
PI
0.0023
0.0023
0.0022
0.0023
0.0022
0.0022
0.0022
0.0021
0.0021
0.0021
26
PI
0.0021
0.002
0.002
0.002
0.0019
0.002
0.0019
0.0019
0.0018
0.0018
27
PI
0.0018
0.0018
0.0017
0.0018
0.0017
0.0017
0.0016
0.0017
0.0016
0.0016
28
PI
0.0015
0.0016
0.0015
0.0015
0.0015
0.0014
0.0014
0.0014
0.0013
0.0014
29
PI
0.0013
0.0013
0.0013
0.0013
0.0013
0.0012
0.0013
0.0013
0.0012
0.0013
30
PI
0.0012
0.0013
0.0012
0.0013
0.0012
0.0012
0.0013
0.0012
0.0012
0.0012
31
PI
0.0012
0.0012
0.0012
0.0012
0.0012
0.0011
0.0012
0.0012
0.0011
0.0012
32
PI
0.0011
0.0012
0.0011
0.0012
0.0011
0.0011
0.0012
0.0011
0.0011
0.0011
33
PI
0.0011
34
KK
POST
35
KO
21
36
BA
0.0241
37
LS
0
91.3
38
UD
0.05
39
KO
21
40
KK
ROUTE
41
KM
ROUTE THROUGH CONTROL STRUCTURE
42
RS
1
ELEV
617.5
43
SV
0
0.37
1.13
1.9B
4.2
44
SE
617.5
618
619
620
622
45
SQ
0
0.14
0.24
1.33
3.41
45.28
72.63
46
SE
617.5
618
618.62
619
619.4
621.5
622
47
KM
TOP DAM
= 622.5
48
ST
622.5
1
3
1.5
49
KO
21
50
22
PAGE 1

++++++r+++++++++++++++++++++x**++++++++++
FLOOD HYDROGRAPH PACKAGE (HEC -1)
JUN 1998
* VERSION 4.1
RUN DATE 26JAM17 TIME 14:12:50
+++++++*x++++*x+++++*x+++xx++xxxx+xxx+**+
Poet - BMP#2
10 YEAR 24 HOUR STORM POST -O
GEOSCIENCE GROUP, INC.
*** ERROR *** SPECIFIED START AND ENO DATES RESULT IN TOO MANY TIME PERIODS
6 IO OUTPUT CONTROL VARIABLES
IPRNT 5
IPLOT 0
QSCAL 0.
IT HYDROGRAPH TIME DATA
NMIN 6
IDATE 1 0
ITIME 0000
NQ 2000
NDDATE 9 0
NDTIME 0754
ICENT 19
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
MINUTES IN COMPUTATION INTERVAL
STARTING DATE
STARTING TIME
NUMBER OF HYDROGRAPH ORDINATES
ENDING DATE
ENDING TIME
CENTURY MARK
COMPUTATION INTERVAL .10 HOURS
TOTAL TIMH BASE 199.90 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
+++x*+*++++++++++*x+++r*+++++++++xx **x *
* U.S. ARMY CORPS OF ENGINEERS
HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* [phone]
**x *** *++ *** *** *** +** **• *** *** x** *** *** *** *** *** *** *** +** *** *** *** *** *** +** +** *** *** *** *+* +*+ *** *wx
xx+xx*x+++++++
+xxx+xxx++xx++
+
34 KK POST
34 KK
* POST
35 KO OUTPUT CONTROL
VARIABLES
39 KO
IPRNT
5
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
IOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
2000
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.100
TIME INTERVAL IN HOURS
+xxx+xxx++xx++
+
34 KK
* POST
39 KO
OUTPUT CONTROL
VARIABLES
IPRNT
5
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
IOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
2000
LAST ORDINATE PUNCHED OR SAVED
+++ +++ *++
TIMINT
x** +++ *++ **x x++
.100
+++ +++ +++
TIME INTERVAL IN HOURS
x++ ++x x++ +r* +x+ xr+ +++
40 KK
ROUTE
**+ ++x +** xxx +++ +*x xxx ++r ++w xxx x++ +++ ++x *r* xxx
49 KO
OUTPUT CONTROL
VARIABLES

IPRNT
5
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
NYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
IOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
2000
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.100
TIME INTERVAL IN HOURS

MAXIMUM TIME OF
STAGE MAX STAGE
620.59 10.20
RUNOFF SUMMARY
FLOW
IN CUBIC FEET PER SECOND
TIME IN
HOURS, AREA IN SQUARE MILES
PEAK
TIME OF
AVERAGE FLOW FOR MAXIMUM PERIOD
BASIN
OPERATION
STATION
FLOW
PEAK
6 -HOUR 24-HOUR 72 -HOUR
AREA
HYDROGRAPH AT
0.
.00
0. 0. 0.
.00
HYDROGRAPH AT
POST
94.
10.00
9. 3. 1.
.02
ROUTED TO
ROUTE
27.
10.20
7. 2. 1.
.02
MAXIMUM TIME OF
STAGE MAX STAGE
620.59 10.20

SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION ROUTE
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
PLAN 1 .1 ............. INITIALVALUE SPILLWAY CREST TOP OF DAM
ELEVATION 617.50 622.50 622.50
STORAGE 0. 5. S.
OUTFLOW 0. 100. 100.
RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
PMF W.S.ELEV OVER DAM AC -FT CFS HOURS HOURS HOURS
1.00 620.59 .00 3. 27. .00 10.20 .00
•r• NORMAL END OF HEC -1 *-*

POST j 94.23 Dec 01, 1900 10:06 228.56_
ROUTE 127.056 Dec 01, 1900 10:18 _ 230.59

HEC -1 INPUT
LINE ID....... 1....... 2.......3.......4.......5.......6.......7.......8.......9......10
1
ID
Post -
HMP#2
2
ID
50 YEAR 24 HOUR
STORM POST -DEVELOPMENT
3
ID
GEOSCIENCE GROUP,
INC.
4
IT
6
0
0
360D
5
IN
5
0
0
6
IO
5
0
0
7
KK
8
PB
6.77
9
PI
0
0.001
0.001
0.001
0.0011
0.001
0.0011
0.001
0.0011
0.0011
10
PI
0.0011
0.0011
0.0011
0.0011
0.0012
0.0011
0.0012
0.0011
0.0012
0.0012
11
PI
0.0012
0.0012
0.0012
0.0013
0.0012
0.0012
0.0013
0.0012
0.0013
0.0013
12
PI
0.0013
0.0013
0.0013
0.0013
0.0014
0.0013
0.0014
0.0014
0.0013
0.0014
13
PI
0.0014
0.0014
0.0014
0.0015
0.0015
0.0015
0.0015
0.0015
0.0015
0.0016
14
PI
0.0016
0.0016
0.0016
0.0017
0.0017
0.0016
0.0018
0.0017
0.0017
0.0018
15
PI
0.0018
0.0018
0.0018
0.0019
0.0019
0.0018
0.002
0.0019
0.0019
0.002
16
PI
0.002
0.002
0.002
0.0021
0.0021
0.0021
0.0021
0.0021
0.0021
0.0022
17
PI
0.0022
0.0022
0.0024
0.0024
0.0026
0.0026
0.0028
0.0029
0.0029
0.003
18
PI
0.0032
0.0032
0.0032
0.0032
0.0032
0.0032
0.0033
0.0034
0.0036
0.0038
19
PI
0.0039
0.0041
0.0044
0.0046
0.0048
0.0051
0.0054
0.0058
0.0062
0.0066
20
PI
0.007
0.0077
0.0086
0.0096
0.0106
0.0115
0.0238
0.0476
0.0764
0.1371
21
PI
0.0951
0.019
0.0166
0.0144
0.0122
0.0098
0.0084
0.008
0.0074
0.0068
22
PI
0.0064
0.006
0.0056
0.0054
0.0052
0.0048
0.0046
0.0044
0.0042
0.004
23
PI
0.0038
0.0037
0.0036
0.0035
0.0034
0.0034
0.0033
0.0033
0.0032
0.0031
24
PI
0.003
0.003
0.0029
0.0028
0.0027
0.0027
0.0026
0.0026
0.0025
0.0024
25
PI
0.0023
0.0023
0.0022
0.0023
0.0022
0.0022
0.0022
0.0021
0.0021
0.0021
26
PI
0.0021
0.002
0.002
0.002
0.0019
0.002
0.0019
0.0019
0.0018
0.0018
27
PI
0.0018
0.0018
0.0017
0.0018
0.0017
0.0017
0.0016
0.0017
0.0016
0.0016
28
PL
0.0015
0.0016
0.0015
0.0015
0.0015
0.0014
0.0014
0.0014
0.0013
0.0014
29
PI
0.0013
0.0013
0.0013
0.0013
0.0013
0.0012
0.0013
0.0013
0.0012
0.0013
30
PI
0.0012
0.0013
0.0012
0.0013
0.0012
0.0012
0.0013
0.0012
0.0012
0.0012
31
PI
0.0012
0.0012
0.0012
0.0012
0.0012
0.0011
0.0012
0.0012
0.0011
0.0012
32
PI
0.0011
0.0012
0.0011
0.0012
0.0011
D.0011
0.0012
0.0011
0.0011
0.0011
33
PI
0.0011
34
EK
POST
335
KO
21
36
BA
0.0241
37
LS
0
91.3
38
UD
0.05
39
KO
21
40
KK
ROUTE
41
KM
ROUTE THROUGH CONTROL STRUCTURE
42
RS
1
ELEV
617.5
43
SV
0
0.37
1.13
1.98
4.2
44
SE
617.5
618
619
620
622
45
SQ
0
0.14
0.24
1.33
3.41
45.28
72.63
46
SE
617.5
618
618.62
619
619.4
621.5
622
47
KM
TOP DAM
= 622.5
48
ST
622.5
1
3
1.5
49
KO
21
50
EE
PAGE 1

x+++x++rr+++x+xxxxx+ax+++xx+++xr+r++x+r++ xxxxx+rr+++++++++++++++++++xx++xxx++++x
* FLOOD HYDROGRAPH PACKAGE (HEC -1) x + U.S. ARMY CORPS OF ENGINEERS
* JUN 1998 HYDROLOGIC ENGINEERING CENTER
VERSION 4.1 * 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* RUN DATE 26JAN17 TIME 14:14:37 [phone]
Post - BMP#2
50 YEAR 24 HOUR STORM POST -DEVELOPMENT
GEOSCIENCE GROUP, INC.
*++ ERROR *** SPECIFIED START AND END DATES RESULT IN TOO MANY TIME PERIODS
6 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 6 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 2000 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 9 0 ENDING DATE
NDTIME 0754 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .10 HOURS
TOTAL TIME EASE 199.90 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
r+r +rw xrr x++ xxr wxr +rx ++* +++ ++x xx+ x+r wrx +++ +rx xxx xxx xxx xxx xxx xxx xrw rwx +«+ +++ +xx xxx x++ r+x rxx +*+ +++ xxx
++x+xxxrrrrwrr
34 EE POST
35 NO OUTPUT CONTROL
VARIABLES
IPRNT
5
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
IOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
2000
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.100
TIME INTERVAL IN HOURS
++x +rx xxx xxw +rr x++ +++ +++ xx+ xxx xxx xxx +++ +++ xxx xxx xx+ +++ +++ +++ *xa x+x xxx xxx xxx xax +++ ++x xxa xxx rr* «++ xx+
xx+++rxx++++++
34 KK POST
39 NO OUTPUT CONTROL
VARIABLES
IPRNT
5
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
IOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
2000
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.100
TIME INTERVAL IN HOURS
40 KK * ROUTE
49 NO OUTPUT CONTROL VARIABLES

IPRNT
5
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
IOUT
21
SAVE HYDROGRAPH ON MIS UNIT
ISAV1
1
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
2000
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.100
TIME INTERVAL IN HOURS

MAXIMUM TIME OF
STAGE MAX STAGE
621.38 10.20
RUNOFF SUMMARY
FLOW
IN CUBIC PEET PER SECOND
TIME IN
HOURS, AREA IN SQUARE MILES
PEAK
TIME OF
AVERAGE FLOW FOR MAXIMUM PERIOD
BASIN
OPERATION
STATION
FLOW
PEAK
6-HOUR 24-HOUR 72-HOUR
AREA
HYDROGHAPH AT
0.
.00
0. 0. 0.
.00
HYDROGRAPH AT
POST
131.
10.00
12. 4. 1.
.02
ROUTED TO
ROUTE
43.
10.20
11. 3. 1.
.02
MAXIMUM TIME OF
STAGE MAX STAGE
621.38 10.20

SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION ROUTE
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
PLAN 1 ............... INITIALVALUE SPILLWAY CREST TOP OF DAM
ELEVATION 617.50 622.50 622.50
STORAGE 0. S. S.
OUTFLOW 0. 100. 100.
RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
PMP W. S. ELEV OVER DAM AC -FT CFS HOURS HOURS HOURS
1.00 621.35 .00 4. 43. .00 10.20 .00
••• NORMAL END OF HEC -1 •-I

I HvdrograghN... I Peak Flow Rate(C... I Peak FlowDate/Time I Total Volumex1... I
POST 130.512 Dec 01, 190010:06 321.773
ROUTE 42.948 Dec 01, 1900 10:18 323.24

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Worksheet for (SUMP)SO
Project Description
Solve For Spread
Input Data
Discharge
3.26
ft -/s
Gutter Width
2.00
It
Gutter Cross Slope
0.13
ft/ft
Road Cross Slope
0.02
fUft
Local Depression
2.00
in
Local Depression Width
3.00
It
Grate Width
2.00
It
Grate Length
3.00
It
Grate Type
P-50 mm (P-1-7/8")
Clogging
0.00
%
Curb Opening Length
3.00
ft
Opening Height
0.50
ft
Curb Throat Type
Horizontal
Throat Incline Angle
90.00
degrees
Options
Calculation Option Use Grate Inlet Only
Results
Spread
2.72 ft
Depth
0.33 ft
Gutter Depression
0.21 It
Total Depression
0.38 ft
Open Grate Area
5.40 ft'
Active Grate Weir Length
7.00 ft
Bentley Systems, Inc. Haestad Methods Soh6EorflEjefitewMaster V8i (SELECTseries 1) 108.11.01.03)
1/23/2017 2:38:37 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Options
Calculation Option Use Grate Inlet Only
Results
Spread 30.65 It
Depth 0.82 ftUVJ e�
Gutter Depression 0.21 ft
Total Depression 0.38 ft
Open Grate Area 5.40 ft'
Active Grate Weir Length 7.00 ft
Bentley Systems, Inc. Haestad Methods SoIB®rtlgeFtewMaster VIN (SELECTseries 1) [08.11.01.03)
1/2312017 3:00:24 PM 27 samons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 1
Worksheet for (SUMP)S3
Project Description
Solve For
Spread
Input Data
Discharge
14.56
ft /s
Gutter Width
2.00
ft
Gutter Cross Slope
0.13
ft/ft
Road Cross Slope
0.02
ft/ft
Local Depression
2.00
in
Local Depression Width
3.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
0.00
%
Curb Opening Length
3.00
It
Opening Height
0.50
ft
Curb Throat Type
Horizontal
Throat Incline Angle
90.00
degrees
Options
Calculation Option Use Grate Inlet Only
Results
Spread 30.65 It
Depth 0.82 ftUVJ e�
Gutter Depression 0.21 ft
Total Depression 0.38 ft
Open Grate Area 5.40 ft'
Active Grate Weir Length 7.00 ft
Bentley Systems, Inc. Haestad Methods SoIB®rtlgeFtewMaster VIN (SELECTseries 1) [08.11.01.03)
1/2312017 3:00:24 PM 27 samons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 1

Worksheet for (SUMP)S4
Project Description
Solve For Spread
Input Data
Discharge
15.63
ft -/s
Gutter Width
2.00
ft
Gutter Cross Slope
0.13
ft/ft
Road Cross Slope
0.02
ft/ft
Local Depression
2.00
in
Local Depression Width
3.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
0.00
%
Curb Opening Length
3.00
ft
Opening Height
0.50
ft
Curb Throat Type
Horizontal
Throat Incline Angle
90.00
degrees
Options
Calculation Option Use Grate Inlet Only
Results
Spread 32.56 it
Depth 0.86 ft -,-- Vr110. DRi+ -C 60K
Gutter Depression 0.21 ft
Total Depression 0.38 ft
Open Grate Area 5.40 ft -
Active Grate Weir Length 7.00 ft
Bentley Systems, Inc. Haestad Methods Sol@Es OpfitewMaster V61(SELECTserles 1) [08.11.01.03]
1/23/2017 3:01:37 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

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Options
Calculation Option Use Grate Inlet Only
Results
Spread
Worksheet for (SUMP)S21
Project Description
0.35 ft
Gutter Depression
Solve For
Spread
0.34 ft
Input Data
5.40 ft'
Active Grate Weir Length
Discharge
3.48
ft -/s
Gutter Width
2.00
ft
Gutter Cross Slope
0.13
fUft
Road Cross Slope
0.04
ft/ft
Loral Depression
2.00
in
Local Depression Width
3.00
It
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
0.00
%
Curb Opening Length
3.00
ft
Opening Height
0.50
ft
Curb Throat Type
Horizontal
Throat Incline Angle
90.00
degrees
Options
Calculation Option Use Grate Inlet Only
Results
Spread
2.85 it
Depth
0.35 ft
Gutter Depression
0.17 ft
Total Depression
0.34 ft
Open Grate Area
5.40 ft'
Active Grate Weir Length
7.00 ft
Bentley Systems, Inc. Haestad Methods SolBindlOpriteooMaster Vel (SELECTSeries 1) [08.11.01.03]
1123/201711:41:52 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for S20
Project Description
Solve For Efficiency
Input Data
Discharge
0.84
ft /s
Slope
0.03000
fUft
Gutter Width
2.00
ft
Gutter Cross Slope
0.13
ft/ft
Road Cross Slope
0.03
ft(ft
Roughness Coefficient
0.016
Local Depression
2.00
in
Local Depression Width
2.00
It
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
0.00
%
Curb Opening Length
3.00
It
Options
Calculation Option
Use Grate Inlet Only
Grate Flow Option
Exclude None
Results
Efficiency
100.00
%
Intercepted Flow
0.84
ft'/s
Bypass Flow
0.00
ft -/S
Spread
1.71
ft
Depth
0.22
ft
Flow Area
0.19
ft
Gutter Depression
0.20
ft
Total Depression
0.37
ft
Velocity
4.43
ft/s
Splash Over Velocity
9.97
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.15
Grate Flow Ratio
1.00
Equivalent Cross Slope
0.21333
fVft
Active Grate Length
3.00
It
Length Factor
0.00
Total Interception Length
5.86
ft
Bentley Systems, Inc. Haestad Methods SoIH®tllOpfftewMaster V8)(SELECTseras 1) 108.11.01.03)
1/23/201711:43:39 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for (SUMP)S11
Project Description
Solve For Spread
Input Data
Discharge
1.29
Wis
Gutter Width
2.00
ft
Gutter Cross Slope
0.13
ft/ft
Road Cross Slope
0.13
ft/ft
Local Depression
2.00
in
Local Depression Width
3.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
0.00
%
Curb Opening Length
3.00
ft
Opening Height
0.50
ft
Curb Throat Type
Horizontal
Throat Incline Angle
90.00
degrees
Options
Calculation Option Use Grate Inlet Only
Results
Spread
2.01 ft
Depth
0.23 ft
Gutter Depression
-0.01 ft
Total Depression
0.34 ft
Open Grate Area
5.40 ft'
Active Grate Weir Length
7.00 ft
Bentley Systems, Inc. Haestad Methods SolitbAl0,erdewMaster V81(SELECTserles 1) (08.11.01.031
1/23/201712:19:21 PM 27 Simons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for Curb Inlet On Grade - S10
Project Description
59.54
%
Solve For Efficiency
0.23
ft -/s
Input Data
0.16
Me
Discharge
0.39
ft -/s
Slope
0.03000
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.03
ft/ft
Road Cross Slope
0.03
ftlft
Roughness Coefficient
0.016
fills
Curb Opening Length
3.00
ft
Local Depression
2.00
in
Local Depression Width
3.00
ft
Results
Efficiency
59.54
%
Intercepted Flow
0.23
ft -/s
Bypass Flow
0.16
Me
Spread
3.20
ft
Depth
0.10
ft
Flow Area
0.15
ft'
Gutter Depression
0.00
ft
Total Depression
0.17
ft
Velocity
2.54
fills
Equivalent Cross Slope
0.08150
ft/ft
Length Factor
0.40
Total Interception Length
7.59
ft
Bentley Systems, Inc. Haestad Methods SohB®tllOAfitewMaster VBi (SELECTseries 1) [08.11.01.03]
1/23/201712:39:01 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for (SUMP)S70A
Project Description
Solve For Spread
Input Data
Discharge
1.07
ft/s
Gutter Width
2.00
ft
Gutter Cross Slope
0.13
ft/ft
Road Cross Slope
0.04
ft/ft
Local Depression
2.00
in
Local Depression Width
3.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
0.00
%
Curb Opening Length
3.00
ft
Opening Height
0.50
ft
Curb Throat Type
Horizontal
Throat Incline Angle
90.00
degrees
Options
Calculation Option Use Grate Inlet Only
Results
Spread
1.90 ft
Depth
0.18 ft
Gutter Depression
0.17 ft
Total Depression
0.34 ft
Open Grate Area
5.40 ft -
Active Grate Weir Length
7.00 ft
Bentley Systems, Inc. Haestad Methods Soldhan IdieRtewMaster V81 (SELECTserles 1) [08.11.01.03]
1/23/201712:39:49 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 OSA [phone] Page 1 of 1

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Worksheet for TWide Rectangular Channel - 1
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
0.015
Channel Slope
0.01500
Rift
Bottom Width
3.00
ft
Discharge
7.70
ft -/s
Results
Normal Depth
0.44
ft
Flow Area
1.31
ft'
Wetted Perimeter
3.87
ft
Hydraulic Radius
0.34
ft
Top Width
3.00
ft
Critical Depth
0.59
ft
Critical Slope
0.00608
ft/ft
Velocity
5.88
ft/s
Velocity Head
0.54
ft
Specific Energy
0.97
ft
Froude Number
1.57
Flow Type
Supercritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
fUs
Upstream Velocity
Infinity
ft/s
Normal Depth
0.44
ft
Critical Depth
0.59
ft
Channel Slope
0.01500
ft/ft
Critical Slope
0.00608
ft/ft
Bentley Systems, Inc. Haestad Methods Sol@eudl6 fitawMaster Vet (SELECTseries 1) [08.11.01.03]
11/712016 1:52:05 PM 27 Samons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

1/23/2017
Discharge
3.5
Peak Flow Period
6
Channel Slope
0.01
Channel Bottom Width
2
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardance Class
Vegtation Type
N
Vegetation Density
Stress
Soil Type
5150
www.ecmds.com/printlanalysis/106337/110259
NORTH
AMERICAN
GREEN
Erosion Control Materials Design Software
Version 5.0
Project Name: Afton Ridge II, Bldg.1
Project Number: 106337
Channel Name: PD 2
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Phase
Reachischarg
Velocity
Normal
Mannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
5150
Straighl
3.5 cfs
I 1.65
0.65 ft
0.052
1.75 lbs/ft2
0.4 Ibs/ft2
4.35
STABLE
D
Unve etated
ftIs
httpJ/www.ecmds.com/printianalysis/106337/110259 1/1