20051068 Ver 3_SMP_20170213

AFTON RIDGE II, BLDG.1
KANNAPOLIS, NORTH CAROLINA
GEOSCIENCE PROJECT NO. CH16.0088.CV
PROJECT CALCULATIONS
o��°•o�H tCA'
n,
725
Prepared By:
GEoSCIENCE GROl1P
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)
Qjo = 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 ft3 (see attached spread sheet)
Temporary Ditches
Design ditch 1 and 2 for approximately %Z the drainage area each
Qio = 54.1 cfs
Ditch 1 = Ditch 2 = 27.1 cfs
Channel slope = ±2%
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 efs

City of Charlotte, NC
ASA Disturbed Area (Acres)
64,1.. Peak Flow from 10 -year Storm (cfs)
27720 Required Volume ft3 (1600 0
17583 Required Surface Area ft2 (325
71473 Actual Volume ft3 Okay
32530 Actual Surface Area ft2 Okay
Trial Length at Storage Heigth ft
Trial Width at Storage Height ft
at elev. 645 - see stage storage calcs.
at elev. 695 - see stage storage calcs.
Trial Weir Length ft
Trial Depth of Flow ft
88.2 Spillway Capacity ds Okay at elev. 596
0; Skimmer Size (inches) ka tMv, Size
04,7 Head on Skimmer (feet)
Orifice Size (114 inch increments) f
5.32 Dewatering Time (days) estimated 2
about 5 days for actual storage
a
4

1112112016
www.ecmds.com/printfanalysisllO6337/106338
NORTH
AMERICAN
GREEN
Erosion Control Materials Design Software
Version 5.0
Project Name: Afton Ridge Il, Bldg.1
Project Number: 106337
Channel Name: tsd 1-2
Discharge
27.1
Peals 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
5150
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Phase
Reach
Discharge
Velocity
Normal
Mannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
5150
Straight
27.1 cfs
5.14
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
Mannings
Permissible Shear
Calculated Shear
,Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
Unreinforced
Straigh
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
5traigh
27.1 cfs
5.14
1.33 ft
--
0.04 lbs/ft2
0.224 lbs/ft2
0.16
LNSTABLE
--
Substrate
I ft/s
http://www.ecmds.com/prinVanalysis/106337/106338 111

11/1812016
Discharge
10,
Peak Flow Period
6
Channel Slope
.0
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.ecmds.com/printianalysis/106337/106427
NORTH
AMERICA[
GREEN
Erosion Control Materials Design Software
Version 5.0
Project Name: Afton Ridge 11, Bldg.1
Project Number: 106337
Channel Name: PD1
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tei. 800.772.2040
Fax [phone]
www.nagreen.com
Phase
Reach
Discharge
Velocity
Normal
Mannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
S150
Straight
10 cfs
2.78
0.81 ft
0.048
1.75 lbs/ft2
1.01 lbsM
1.73
STABLE
D
Unve elated
fvs
http:/ANww.ecmds.com/printfanalysis/106337/106427 1,/1

Figure 8.06b: Design of outlet protection from a round pipe flowing full, maximum
tallwater condition (Tw>=0.5 diameter)
Do
A
Outlet W ' 00 + 0.4ta
Pipe L
diameirr (Do) La
7T/
eta
130
20
to
60
f--TCi I
-
so I too
Discharge (OlSeC)
Curves may not be extrapolated.
Figure 8.06b Dn4n of auflot protection tram a =nd pipe t.owirtg MI. rnaxnurn talfwater condition JT. -10.5 c*wmler)-
o.4'

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INV: B45.44 ,

Permit
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
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 he required informafron.
(to be provided by DWQ)
tae
YY, krEq
I. PROJECT INFORMATION
Project name
r~FTCN P,ID0.2 Ii, BLDG 1
Contact person
Scutt G'20ory
Phone number
704-94.1-2244
Date
112612017
Drainage area number
2
II. DESIGN INFORMATION
Site Characteristics
Drainage area
7, 0.824 if
Impervious area, post -development
483.516 fly
% impervious
72.08%
Design rainfall depth
10 in
Storage Volume: Non -SA Waters
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 flaw
Pre/Post 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm, pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft 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 fe
39'191 fe OK, volume provided is equal to or in excess of volume required.
to
ft
ft
fe
If
Y (Y or N)
29 in
NA (unitiess)
NA (unitiess)
26 inlhr OK
7.85 ft3lsec
3.97 eIsec
-3.88 If/sec
618 62 fmsl
617 50 fmsl
na fmsl
618.00 fmsl
617 50 fmsl
613.00 fmsl
fmsl
613.00 ft
N (Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.e-4118!12 Parts I. & II. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWO)
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool 37,294 f�
Area REQUIRED, permanent pool 16,838 if
SAIDA ratio 2.51 (unitless)
Area PROVIDED, permanent pool, A,._pd 24,101 fe OK
Area, bottom of 1 Oft vegetated shelf, A,, _,h, 24,101 ft'
Area, sediment cleanout, top elevation (bottom of pond), #,L.P�, 18,444 ffz
Volumes
Volume, temporary pool
Volume, permanent pool,l�,,,i
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool,1 ,,,,_pad
Area provided, permanent pool, A,,,,,,,,a
Average depth calculated
Average depth used in SAIDA, q,,, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, A,., I
Area, bottom of 1 Oft vegetated shelf, fid.L,naf
Area, sediment cleanout, top elevation (bottom of pond), QbrXand
'Depth' (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, rj,,, (Round to down to nearest D.511)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if -non -circular)
Coefficient of discharge (CD)
Driving head (F1,)
Drawdown through weir?
Weir type
Coefficient of discharge (Ca,)
Length of weir (L)
Driving head (H)
Pre -development 1 -yr, 24 -hr peak flow
Post -development 1 -yr, 24 -hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
39,131 ft?
22.902 fe
16,030 ft?
70.0%%
90 %
iV (Y or N)
Y (Y or N)
2.51 (unitiess)
�I7
Insufficient forebay volume,
(Y or N)
22,902 fe
24,101 W
3 32 ft OK
35ft OK
(Y or N)
24,101 fe
24,101 ft'
16,444 ff
4.50 ft
3 32 ft
2.3 ft
Y (Y or N)
300 in
0 04 int
0 65 (unitless)
0 38 ft
N (Y or N)
(unitless)
(unitless)
ft
ft
7 85 ftslsec
3 97 lelsec
felsec
2 81 days
3 :1
6 :1
6.0 ft
6 :1
6.0 :1
Y (Y or N)
Yft
t (Y or N)
r (Y or N)
Y (Y or N)
SLUICE GATE
OK
Insufficient. Check calculation.
Enter either diameter of orifice or area of non -circular orifice. Do not enter
both diameter and area for a circular orifice.
OK, draws down in 2-5 days.
Insufficient side slopes.
Insufficient shelf slope.
Insufficient shelf length.
OK
OK
OK
OK
OK
OK
OK
Form SW401-Wet Detention Basin-Rev.9-0118112 Parts r. B II. Design Summary, Page 2 oft

Permit No
Jill. REQUIRED ITEMS CHECKLIST
(to be provided by DINQ)
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.
Pagel 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 basis),
- 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. 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 (OUI) 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 -9-4118112 Part III. Required Items Checklist, Page 1 of 1

POINT PRECIPITATION�
r FREQUENCY ESTIMATES €
FROM NOAA ATLAS 14
CONCORD NORTH CAROLINA (31-1975) 35.4167 N 80.6006 W 698 feet
g"`i"r`o"m "Peecip'=requency o e sited States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yelcta, ❑nd D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Ektracted: Wed Jan 28 2009
Precipitation Frequency Estimates (inches)
ARI* 5 10 15. 30 60 120' 12 4 7 10 20 30 45 60
1(years) _ �� 3 hr 6 hr 24 hr 48 hr � �I ��[daj
ears min. min min min min min hr d d day dna r dna
F-1 0.40 0.64 0.80: 1.04 1.36 1.58 1.69 2.05 2.4 2.88 °3.38 3.79 4.37 5.00 6.71 8.24 10.38 12.38
F2 0.47. 0.76 0:95, 1.31 1.65 1.91 2.04 2.47' 2.94' .48 4.07 4.55 5.21 5.95 7,92 9.70 12.16 14.46
0.55 0.88 1.11 1:58
F. 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 1.22 1.77 2.3 i 2.72 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 4.20: 5.08' .01 6.94 7.62 ' 8.49 9.38 12.01' 14.12 16.96 19.65
50 0.71. 1.13 1.43 2.15 2.92 3.51 3.86: 4.71
V573:1,6.7, 7.79 8.54 9.48 10.38 �1� 3 19 1536 182721.06100 0.75 119 1.50 2.30' 3.17 3.84 4.26 523 0.55,; 8.66 9.47 , 10.50 11.39 i14 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 12.9$ 13.82 17.26. 1944. 22.44 25.46,
1000 0.84 1.33 1.67 2.70 3.44 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)
(years)
mm min min min min mzn - �- hr hr 48Fd:4 7 1^0 20 ° 30 4560ARI*_ 10 15 30 60 120 3 hr 6 hr 12 24 hr ' I.
F -17[4
-.8o -F.83 3.19 2.19` 1.36 0.79 O.-5610-34[5-26 0,12 0.07 0,-64P -63 0.02 0.01 lo -61 0.01 O.D1
2
5.66 4.54 3.80 2
` .62F, -65 0.-96F6-6816-41 0.24 0.14: 0.08 0.-65F6 A30
: -627552 D.O1. 0.01 0.01'
r 5 ^
6.60 5.29 4.46 3.17, 2.03 1.19 D.85 0.51 0.31 0.18 O. I 1 ` 0.06 0.04 0.03 0.02 0.02: 0.01 0.01
10 7.26'5.814.903.552.311.360.980.590.350.210.120.070.040.030.020.020.010.01
25
8.00 [6.38F5.39' 3.99 2.66 1.58 1.15 0.70 0.42 0.25, 0.14 0.08 0.05 0.04: 0 0.02. 0.02 0.01'
50
8.52 6.78: 5.72 4.31 2.92 1.75 1.29 0.79: 0.48 0.28' 0.16 0.09` 0.06 0.04 0.03 0.02, 0.02 0.01
100
8.98 7.13 6.01 4.60. 3.17 1.92: 1.42 0.87 0.5.3 0.31 0.18 0.10 0.06 0.05i 3 0.02 0.02 0.02
200
4.37 7.43 6.25: 4.86 3.41 O8 1.56` 0.96 0.59' D.35, 0.20 0.11 0.07 O.QS 0 D.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 0.03; 0.02` 0.02
1000
10.12 7.9T 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—Cabarrus County, North Carolina
Map Unit Legend
afton 2016
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
Chewada sandy loam, 0 to 2
7.6
12.5%
percent slopes, frequently I
flooded '
CuB2
Cullen day loam, 2 to 8 percent
8.9
16.0%
i
slopes, moderately eroded
CuD2
Cullen day loam, 8 to 15
29.6
53.4%
percent slopes, moderately
eroded
MeB
i Mecklenburg loam, 2 to 8
3.2
5.8%
i
percent slopes
PoF
s Poindexter loam, 15 to 45
6.6
11.9%
percent slopes
W
Water
0.2
0.4%
Totals for Area of Interest
I
55.5
100.0%
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 Analis
Qi = 7.851 cfs
Qio - 27.409 cfs

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Calculate pre Tc
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
Fallow(no residue)
0.05
mannings= 024
Cultivated Soils
P2= 3.12 in
Residue cover X20%
0.06
f�engfh= 300 ft !
Residue Ccover>20%
0.17
So=NIL_= 0.037 ft/ft
Eqn 3.3 TR55
Grass
Tt=0.007(nL)^0.8/P^.5*So^.4
Short grass praire
0.15
Tt=0.46ihr
Dense grass
7-0.24
Bermudagrass
0.41
Shallow Concentrated Flow
-
Range
0.13
_i
L- 600 ft�
-
h-' 47 ft
_---- -
Woods
s=' 0.078 ft/ft
Light underbrush
0.4
V=16.1345(s)^5
Dense underbrush
0.8
_V=; 4.5161fps
T=L/(3600V) (3.15)= ; 0.037 i hr.
Open Channel Flow assume flow 90 cfs
L= 400 ft
i
h= 14,ft
V = [1.49(R)^213(S)112]In (3.25)
from analysis of channel i r =alp =
�^ 1.3
s=
0.03 ft/ft
In=
0.04
_
V = [1.49(R)^213(S)112]In= 7.68
fps
i
T=L/(3600V) (3.15)= 0.014 hr.
Compute travel time Tc=Tt1 + Tt2....Tn
;Tc--
Compute travel time ` _
Tc=Tt1 + Tt2....Tn
Tc=
F
0.5066 hr.= 30.39 min.
Developed by: Scott Gregory
1119/2016

HEC -1 INPUT
LINE ID ....... 1. ..2.......3. ....4.......5.......6. .....7.. .8.. ..9. ....10
1
ID
HMP 2
2
ID
1 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
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
D.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
C.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
O.OD24
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
G.0074
0.0068
22
PI
0.0064
0.006
0.0056
0.0054
D.0052
0.0048
0.0046
0.0044
0.0042
D.004
23
PI
0.0038
0.0037
0.0036
0.0035
0.0034
0.0034
0.0033
0.0033
0.0032
0.0031
24
PT
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
D.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
0.6016
0.0015
0.0015
0.0015
0.0014
0.0014
0.0014
C.0013
0.0014
29
PI
0.0613
0.0013
0.0013
0.0013
0.0013
0.0012
0.0013
0.0013
C.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
L9
0
72
36
UD
0.304
39
KO
21
40
ZZ
PAGE 1

xxxkkkx*#k*##*k**kk**x*kkx##*######******
* FLOOD HYDROGRAPH PACKAGE (HEC -1) #
* JUN 1998
* VERSION 4.1
* #
* RUN DATE 09NOV16 TIME 11:16:33
* *
HMP 2
1 YEAR 24 HOUR STORM PRE -DEVELOPMENT
GEOSCIENCE GROUP, INC.
*** ERROR *** SPECIFIED START AND END DATES RESULT IN TDO 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 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
*
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
DAVIS, CALIFORNIA 95616
* [phone]
#** •## ### ##* ##* x## #*+ #** *** **x *kk *#* ##h *** *** xxk #k# ##* *k* *** **x *kx ### #** *** *** #kx x## #** *** *** xxx *##
x
34 KK * PRE
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
### *#* #** *** *** *** *** *** kxx x## *** *** *** kkk ### *** *** *** kxk *## *** *** *** **k kk# *** *** *** kkk ### *** *** ***
x k
34 KK * PRE
*
xxkR#xk*Rkkxxk
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

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 fi-HOUR 24-HOUR 72 -HOUR AREA
HYDROGRApH AT 0. .00 0. 0. 0. .00
HIDROGRAPH AT PRE S. 10.30 1. 0. D. .02
*** NORMAL END OF HEC -1 ***
MAXIMUM TIME OF
STAGE MAX STAGE

HydrocgraphN... j Peak Flow Rate(., I Peak FlowDate/Time I Total Volumex
PRS 17.851 Dec 01, 1900 10:24 38.044

HEC -1 INPUT
LINE
ID..
...1.......2.
.....3.......4.......5.
....5.. 7.......8.
....9...
_1C
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
7
KK
8
PE
5.07
9
PI
0
0.001
0.001
0.001
0.0011
0.001
0.0011
O.D01
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
O.OD13
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
O.DO17
O.OD18
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
D.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
0.4036
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
6.0086
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
0.0096
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
D.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
D.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
D.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
O.OD11
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
ZZ
PAGE 1

k
* FLOOD HYDROGRAPH PACKAGE (HEC -1)
JUN 1998
VERSION 4.1
+
* RUN DATE 09NOV16 TIME 11:17:42
* *
EMP 2
10 YEAR 24 HOUR STORM PRE -DEVELOPMENT
G90SCIENCE GROUP, INC.
*** ERROR *** SPECIFIED START AND END 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 TIME EASE 199.90 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOAT
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
*
34 KK * PRE
39 KO OUTPUT CONTROL
VARIABLES
35 KO OUTPUT CONTROL VARIABLES
5
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 IG: * PRE
* *
kkkkk*******k*
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
U.S- ARMY CORPS OF ENGINEERS
HYDROLOGIC ENGINEERING CENTER
609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* [phone]

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 S. 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 27.409 Dec 01, 1900 10:24 116.143

P 4i'rr.
4'
Z
G
CPl' 7f
6{/ u
z to
(awm2 fa o�5

l Pip,
V-470
( /-,
Fr
- lT -M GIf IG I gyp- pOpz
L s � -- � E{ ¢ 1 A 75 s
ilk
12 , '5V
= (0, &C -2Y a4 -q) J (o4, 4-/r,, - AA
r

N I4� I..-:
C'
�
v O
p N co
Cr
Q J Q
M
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O
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(D
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O
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y
O
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Lo O
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m
m
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wl �
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wf
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r r
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°
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WQ stage -storage .xls
BMP2 2016
---
Forebay_
Elevation
Area (ft2)
Delta
i Volume
Percent
Volume (ft3)
(ft3)
Volume
i
614
3991
0
9760
616
5769
9760
50.5%
i
6270
j
617 i 6771
16030
16.3%
ain Pand
T
levation
Area (ft2)
Delta
Volume
-- —�
Volume (ft3)
(ft3)
i
I
_
I
_
613
16444
0
----
-
17319
'
614
18194
17319
-
39897
616
21703
57216
- -
22902
-- 617
24101
!
80118
I
Combined
Area
Delta
Volume
Elevation
(ft2)
Volume (ft3)
(ft3)
Bottom 613
16444
0
19314.5
614
22185
19314.5
49657
616 i
27472
68971.5
Bottom Shelf 617
30872
_
29172
I
98143.5
1/26/2017

REV.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*Z^b
S = STORAGE (ft"3)
Z = STAGE (ft)
Ks & b = CONSTANTS FOR PARTICULAR SITE
VOLUME COMPUTATIONS:
1/26/2017
COMPUTATION OF ACTUAL STORAGE VOLUME BASED ON CONTOURS
USING AVERAGE END METHOD.
CONTOUR
CONTOUR
INCREMENTAL
ACC.
STAGE ACC.
ELEV.(ft)
AREA(ft^2)
STORAGE(ft^3)
STORAGE(ft^3)
(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
1/26/2017

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 = (ln(S2/S1))/(In(Z2/Z1))
b
Ks = S21Z2"b
Ks = 34435.59
VALIDATION OF STAGE STORAGE FUNCTION:
ACTUAL
ACTUAL
COMPUTED
COMPUTED
STORAGE
STAGE
STORAGE
STAGE
S(ft"3)
Z(ft)
S(ft^3)
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
LINE ID ....... 1, _2 ....... 3 ....... 4 ....... 5 ..... .6.......7. .9
PAGE
ID
Post -
BMP#2
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
a
7
KK
8
PB
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
O.D011
0.0012
0.0011
0.0012
0.0012
11
PI
0.0012
O.OD12
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
0 001
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
0.0016
0.0019
0.0019
0.0018
0.002
0.0019
0.0019
0.002
16
PI
0.002
D.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
0.00B6
0.0096
0.9106
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
0.0454
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
D.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
0.9018
0.0018
27
PI
0.0018
0.0018
0.0017
0.0018
0.0017
0.0017
0.0016
0.0017
6.0016
0.D016
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
O.D011
34
EIC
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
1.98
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

* *
* FLOOD HYDROGRAPH PACKAGE (HEC -1)
* JUN 1998
* VERSION 4.1
* RAN DATE 26JAN17 TIME 14:11:01
* +
Post - HMP#2
I 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
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 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
- S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
609 SECOND STREET
DAVIS, CALIFORNIA 95616
* [phone]
* *
*** *** **k *** *** *** *** *** *** *** *x* *kW Wr* W** *W} }}} #** *** *** *** *** *** *** *** k** *** *** *** *** *t* #rr **k k*}
**************
k k
34 KK * 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
x*kr*W*}***WW*
34 KK * POST
W*}itiiii##i}t
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
xx***xkx******
49 KO OUTPUT CONTROL VARIABLES

IRRNT
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 INITIALVALUE SPILLWAY CREST TOP OF DAM
ELEVATION 617.54 622.50 622.50
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
1.00 619.43 .00 1. 4. .00 10.70 .00
*** NORMAL EMD OF HEC -1 ***

HvdrographN
I Peak Flow Rate(C...
Peak FlowDate/Time
ITotalVolumexl
POST
146,949
Dec 01, 1900 10:06
111.183
ROUTS
13.97
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
P6
5.07
9
PI
0
0.001
0.001
0.001
0.0011
0.001
0.0011
O.DO1
0.0011
0.0011
10
PI
O.DO11
0.0011
0.0011
0.0011
O.D012
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
O.DO12
0.0013
0.0013
12
PI
0.0013
0.0013
D.0013
0.0013
0.0014
0.0013
0.0014
0.0014
O.0013
0.0014
13
PI
D.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
O.OD21
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
D.0033
0.0034
O.0036
0.0038
19
PI
0.0039
0.0041
0.0044
0.0046
0.0048
0.0051
0.0054
0.0058
O.0062
0.0066
20
PI
0.007
0.0077
0.0086
0.0096
0.0106
0.0115
0.0238
0.0476
O.C764
0.1371
21
PI
0.0951
0.019
0.0166
0.0144
0.0122
0.0098
0.0084
0.008
0.4074
0.0068
22
PI
0.0064
0.006
0.0056
0.0054
0.0052
0.0048
0.0046
0.0044
O.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
0.9025
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
0.0419
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
L,6
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
I
ELEV
617.5
43
SV
0
0.37
1.13
1.98
4.2
44
SE
617.5
GIB
619
620
622
45
SQ
D
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
4C
ST
622.5
1
3
1.5
49
KO
21
50
ZZ
PAGE 1

*++#***x******xr*x}R***R*********xxx*****
* FLOOD HYDROGRAPH PACKAGE (HEC -1)
* JUN 1998
* VERSION 4.1
* *
* RUN DATE 26JAN17 TIME 14:12:50
* .
Past - BMP#2
10 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
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
r*r**xRx******
40 KK * ROUTE
*
******x***Rxxr
49 KO OUTPUT CONTROL VARIABLES
U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET ^
* DAVIS, CALIFORNIA 95616
* [phone]
*
**t*R*x*xxiiRx**x*%%r*%x%*xxxRrr%*%*xR*
34 KK POST
* *
**************
35 K.0 OUTPUT CONTROL
VAPIA33LES
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
I
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
2000
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.100
TIME INTERVAL IN HOURS
r*r**xRx******
40 KK * ROUTE
*
******x***Rxxr
49 KO OUTPUT CONTROL VARIABLES
U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET ^
* DAVIS, CALIFORNIA 95616
* [phone]
*
**t*R*x*xxiiRx**x*%%r*%x%*xxxRrr%*%*xR*
34 KK * POST
* *
r***********r*
39 Ito 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
ISAVI
1
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
2000
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.100
TIME INTERVAL IN HOURS
r*r**xRx******
40 KK * ROUTE
*
******x***Rxxr
49 KO OUTPUT CONTROL VARIABLES
U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET ^
* DAVIS, CALIFORNIA 95616
* [phone]
*
**t*R*x*xxiiRx**x*%%r*%x%*xxxRrr%*%*xR*

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

BASIN MAXIMUM TIME OF
AREA STAGE MAX STAGE
.00
.02
02 620.59 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
OPERATION
STATION
FLOW
PEAK
6 -HOUR 24-HOUR 72 -HOUR
HYDROGRAPH AT
0.
.00
0. D. 0.
HYDROGRAPH AT
POST
94.
10.00
9. 3. 1.
ROUTED TO
ROUTE
27.
10.20
7. 2. 1.
BASIN MAXIMUM TIME OF
AREA STAGE MAX STAGE
.00
.02
02 620.59 10.20

*** NORMAL END OF HEC -1 ***
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.
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
620.55
.00 3.
27.
.00 10.20
.00
*** NORMAL END OF HEC -1 ***

HydrograghN Peak Flow Rate(C... I Peak FlowDateMme I Total Volumexl
POST 194.23 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 -
BMP42
2
ID
50 YEAR 24 HOUR STORM POST -DEVELOPMENT
3
ID
GEOSCZENCE GROUP,
INC.
4
IT
6
0
0
3600
5
IN
5
0
0
6
IO
5
0
0
KK
8
PB
6.77
9
PI
0
O.DO1
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
O.OD13
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
D.0027
0.0027
0.0026
0.0026
0.0025
0.0024
25
PX
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
0.0016
0.0018
27
PI
0.0018
O.D018
0.0017
0.0018
0.0017
0.0017
D.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
6.0013
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
4J
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
ZZ
PAGE 1

* FLOOD HYDROGRAPH PACKAGE (HEC -1)
* JUN 1998
* VERSION 4.1
*
* RUN DATE 26JAN17 TIME 14:14:37
###*{tt**w#+*wx*xtxt***w******xxw+###+##x
Post BMP42
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 BASE 199.90 HOURS
ENGLISH UNITS
1
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
**************
*
34 KK * POST
* *
***xxxx*{*****
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]
x *

IRRNT
S
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
621.38 10.20
RUNOFF SUMMARY
FLOW
IN CUBIC FEET PER SECOND
TIME IN
HOURS, AREA IN SQUARE MILES
PEAK
TIME OF
AVERAGE FLOW FOR MAXIMUM p$RIOD
BASIN
OPERATION
STATION
FLOW
PEAK
6-HOUR 24-HOUR 72-HOUR
AREA
HYDROGRAPH 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

*** NORMAL END OF HEC -1 ***
SUMMARY OF DAM OVERTOPPINGJBREACH 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. 5. 5.
OUTFLOW 0. 100. 100.
RATIO
MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF
TIME OF
OF
RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAIC OUTFLOW
FAILURE
PMF
W.S.ELEV OVER DAM AC -FT CFS HOURS HOURS
HOURS
1.00
621.36 .00 4. 43. .00 10.20
.co
*** NORMAL END OF HEC -1 ***

Hvdr4graphN ..I
Peak Flow Rate(C .
Peak FlowDatefFime
I Total Volumexl
POST
1130.512
Dec 01, 1900 10:06
321.773
ROUTE
42.948
Dec_ 01, 1900 10:18
•323.24

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Worksheet for Rectangular Channel - 1
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
0.012
Channel Slope
0.01500 ftm
Bottom Width
3.00 ft
Discharge
6.81 ft'Is
Resuits
Normal Depth
0.35
ft
Flow Area
1.04
ft2
Wetted Perimeter
3.70
ft
Hydraulic Radius
0.28
ft
Top Width
3.00
ft
Critical Depth
0.54
ft
Critical Slope
0.00388
ft/ft
Velocity
6.53
ft/s
Velocity Head
0.66
ftfft
Specific Energy
1.01
Froude Number
1.95
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
ftls
Upstream Velocity
Infinity
ftls
Normal Depth
0.35
ft
Critical Depth
0.54
ft
Channel Slope
0.01500
Rift
Critical Slope
0.00388
ftfft
Bentley Systems, Inc. Haestad Methods Sol{tenU10-fitewMaster V81 (SELECTseries 7) [08.11.01.03]
212412017 1:51:30 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for Rectanaular Channel - 2
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.012
Channel Slope 0.30000 ft/ft
Bottom Width 3.00 ft
Discharge 3.32 W/s
Results
Normal Depth 0.09 ft
Flow Area 0.26 ft2
Wetted Perimeter 3.17 ft
Hydraulic Radius 0.08 ft
Top Width 3.00 ft
Critical Depth 0.34 ft
Critical Slope 0.00395 Rift
Velocity 12.80 ft/s
Velocity Head 2.55 ft
Specific Energy 2.63 ft
Froude Number 7.67
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
ftls
Upstream Velocity
Infinity
ft/s
Normal Depth
0.09
ft
Critical Depth
0.34
ft
Channel Slope
0.30000
ft/ft
Critical Slope
0.00395
ft/ft
Bentley Systems, Inc. Haestad Methods Sol iibbdidlefftewMaster VBI (SELECTseries 1) [08.11.01.03]
2/2412017 1:53:49 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page : of i

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
N
Vegtation Type
Stress
Vegetation Density
Soil Type
S150
S150
www.ecmds.com/prinVan;Wysis/106337/110259
NORTH
AMERICAN
GREEN
Erosion Control Materials Design Software
Version 5.0
Project Name: Afton Ridge 11, 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
Reach Discharge
Velocity
Normal
Mannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
S150
Straight 3.5 cfs
1.65
0.65 ft
0.052
1.75 lbs/ft2
0.4lbs/ft2
4.35
STABLE
D
Unve etated
ft/s
http://www.ecmds.com/prirTVanalysis/l()6337/110259

Results
Efficiency
Worksheet for S30
Project Description
Intercepted Flow
0.23
Solve For
Efficiency
0.28
Input Data
Spread
3.54
Discharge
0.51
ft -/s
Slope
0.03000
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.03
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.016
0.05477
Curti Opening Length
3.00
ft
Local Depression
1.00
in
Local Depression Width
3.00
ft
Results
Efficiency
44.38
Intercepted Flow
0.23
ft'Is
Bypass Flow
0.28
ft!s
Spread
3.54
ft
Depth
0.11
ft
Flow Area
0.19
ft2
Gutter Depression
0.00
ft
Total Depression
0.08
ft
Velocity
2.72
ftls
Equivalent Cross Slope
0.05477
ftfft
Length Factor
0.28
Total Interception Length
10.79
ft
Bentley Systems, Inc. Haestad Methods SolffibitiOpRtewMaster V81 (SELECTseries 1) [08.11.01.03]
3/1/2017 10.24:37 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1.203-735-1666 Page of 1

Worksheet for S20
Project Description
Solve For Efficiency
Input Data
Discharge
0.84
ft3/s
Slope
0.03000
ftlft
Gutter Width
2.00
ft
Gutter Cross Slope
0.13
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.016
f 2
Local Depression
1.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-718")
Clogging
0.00
Curb Opening Length
3.00
ft
Options
Calculation Option Use Grate Inlet Only
Grate Flow Option Exclude Done
Results
Efficiency
100A0
Intercepted Flow
0.84
ft'/s
Bypass Flow
0.00
ft3/s
Spread
1.71
ft
Depth
0.22
ft
Flow Area
0.19
f 2
Gutter Depression
0.20
ft
Total Depression
0.28
ft
Velocity
4.43
ft/s
Splash Over Velocity
9.97
fUs
Frontal Flow Factor
1.00
Side Flow Factor
0.15
Grate Flow Ratio
1.00
Equivalent Cross Slope
0.17167
Rift
Active Grate Length
3.00
ft
Length Factor
0.00
Total Interception Length
6.70
ft
Bentley Systems, Inc. Haestad Methods SoIdbSa lOpfftewMaster V81 (SELECTseries 1) [08.11.01.03]
3/1/2017 10:25:26 AM 27 siemens Company Drive Suite 200 W Watertown, CT 06796 USA +1.203-755-1666 Page 1 of 1

Project Description
Solve For
Input Data
Discharge
Gutter Width
Gutter Cross Slope
Road Cross Slope
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type
Clogging
Curb Opening Length
Opening Height
Curb Throat Type
Throat incline Angle
Options
Calculation Option
Results
Worksheet for (SUMP)S21
Spread
P-50 mm (P-1-718")
Horizontal
Use Grate inlet Only
3.48 WIs
2.00 ft
0.13 ft/ft
0.04 fttft
1.00 in
3.00 ft
2.00 ft
3.00 ft
0.00 %
3.00 ft
0.50 ft
90.00 degrees
Spread
5.57 ft
Depth
0.39 ft
Gutter Depression
0.17 ft
Total Depression
0.25 ft
Open Grate Area
5.40 ft2
Active Grate Weir Length
7.00 ft
Bentley Systems, Inc. Haestad Methods SoIdbWl41}eFtewMaster V8i (SELEC7series 1) [08.11.01.03]
31112017 10:25:57 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 1

Options
Calculation Option Use Grate Inlet Only
Results
Spread
Worksheet for sump S7
Project Description
Depth
0.39
Solve For
Spread
0.17
Input Data
Total Depression
0.25
Discharge
3.48
fP/s
Gutter Width
2.00
ft
Gutter Cross Slope
0.13
ft/ft
Road Cross Slope
0.04
ft/ft
Local Depression
1.00
in
Local Depression Width
3.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-718")
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
5.57
ft
Depth
0.39
ft
Gutter Depression
0.17
ft
Total Depression
0.25
ft
Open Grate Area
5.40
ft2
Active Grate Weir Length
7.00
ft
Bentley Systems, Inc. Haestad Methods So19iftrtlINNe6tewMaster V81 (SELECTseries 1) [08.11.01.03]
3/1/2017 10:27:16 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

j
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1e..Ver n925--
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r

CIRCULAR CONCRETE PIPE
SIZE
END AREA SQUARE
FEET
WALL THINKNESS
INCHES
WEIGHT POUNDS
PER FOOT
12"
.785
2
93
15"
1.227
2 Y4
127
18"
1.767
2 '/
168
21"
2.405
2%
218
24"
3.142
3
264
27"
3.976
3 Y4
322
30"
4.909
3 Y2
384
33"
5.940
3%
451
36"
7.069
4
524
42"
9.621
4 '/
686
48"
12.566
5
867
54"
1-504
5 %
1,068
60"
19.635
6
1,295
fib"
23.758
6 Y2
1,542
72"
28.274
7
1,811
78"
33.183
7%
2,098
84"
38.485
8
2,410
90"
44.170
8 '/
3,020
96"
50.266
9%
3,355
CIRCULAR CONCRETE PIPE IS MADE TO SPECIFICATIONS C-76, C-361, C-443
AND C-655.
WEIGHTS MAY VARY SLIGHTLY ACCORDING TO THE REQUIREMENTS OF THE
JOINT DESIGN, WHICH MAY ADD THE WEIGHT OF A BELL OR MODIFIED BELL.