SW3231005_Design Calculations_20240820

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name DKOTA-Salisbury
2 Project Area(ac) 3.46
3 Coastal Wetland Area(ac) na
4 Surface Water Area(ac) 0.28
5 Is this project High or Low Density? High
6 Does this project use an off-site SCM? No
COMPLIANCE WITH 02H.1003(4)7 Width of vegetated setbacks provided(feet) 30
8 Will the vegetated setback remain vegetated? Yes
9 If BUA is proposed in the setback,does it meet NCAC 02H.1003(4)(c-d)? N/A
10 Is streambank stabilization proposed on this project? No
(NUMBER AND TYPE OF SCMs:11 Infiltration System
12 Bioretention Cell
13 Wet Pond
14 Stormwater Wetland
15 Permeable Pavement
16 Sand Filter 1
17 Rainwater Harvesting(RWH)
18 Green Roof
19 Level Spreader-Filter Strip(LS-FS)
20 Disconnected Impervious Surface(DIS)
21 Treatment Swale
22 Dry Pond
23 StormFilter
24 Silva Cell
25 Bayfilter
26 Filterra
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title: Kevin Caldwell,President
28 Organization: Geoscience Group
29 Street address: 500 K Clanton Road
30 City,State,Zip: Charlotte,NC 28217
31 Phone number(s): 704.941.2252
32 Email: [e-mail]
Certification Statement:
I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision;that
the information provided in the form is,to the best of my knowledge and belief,true,accurate,and complete;and that the engineering plans,
specifications,operation and maintenance agreements and other supporting information are consistent with the information provided here.
Designer
Signature of Designer
8.13.24
Seal Date

SAND FILTER
1 Drainage area number 1
2 Minimum required treatment volume(cu ft) 3402 sf
GENERAL MDC FROM 02H.1050
3 Is the SCM sized to treat the SW from all surfaces at build-out? Yet,'
4 Is the SCM located away from contaminated soils? Yes
5 What are the side slopes of the SCM(H:V)?
Does the SCM have retaining walls,gabion walls or other
6 engineered side slopes? No
7 Are the inlets,outlets,and receiving stream protected from erosion Yes
(10-year storm)?
8 Is there an overflow or bypass for inflow volume in excess of the Yes
design volume? _
9 What is the method for dewatering the SCM for maintenance? _ Pump(preferred)
10 If applicable,will the SCM be cleaned out after construction? Yes
11 Does the maintenance access comply with General MDC(8)? Yes
12 Does the drainage easement comply with General MDC(9)? Yes
If the SCM is on a single family lot,does(will?)the plat comply with
13 N/A
General MDC(10)?
14 Is there an O&M Agreement that complies with General MDC(11)? Yes
15 Is there an O&M Plan that complies with General MDC(12)? Yes
16 Does the SCM follow the device specific MDC? Yes
17 Was the SCM desi ned b an NC licensed rofessional? Yes
SAND FILTER MDC FROM 02H.1056
18'SHWT elevation(fmsl) 754.7
19 Type of sand filter(open or closed) Closed
20 If closed,will the filter will be pre-cast or pour-in-place? milmli1111111m CMP
21 If closed,top of grate elevation(fmsl) 766.5
22 Is this sand filter designed to attenuate peak flows? Yes
Sediment Chamber
23 Volume that can be retained in the sediment chamber(cubic feet) 1701 cf
24 Will there be a permanent pool in the sediment chamber? Yes
25 Bottom of the sediment chamber(fmsl) 756.54
26 Area of the sediment chamber(square feet) 577 sf
27 Physical depth of the sediment chamber(inches) 18 in
28 Ponding depth in the sediment chamber,above any permanent 71 in
pool(inches)
29 Elevation of top of weir between chambers(fmsl) 757.75
Sand Chamber
30 Volume that can be retained in the sand chamber(cubic feet) 1701 cf
31 Bottom of the sand chamber(fmsl) 756.25
32 Area of the sand chamber(square feet) 577 sf
33 Physical depth of the sand chamber(inches) 18 in
34 Ponding depth in the sand chamber,above the sand surface 18 in
(inches)
35 Elevation of the bypass device(fmsl) 759.21
36 Type of bypass device orifice
37 Mechanism for distributing flow over the sand surface baffle weir
38 Sand specification for sand chamber ASTM C-33
39 Depth above underdrain pipe(inches) 12 in
40 Will the media be maintained to drain at least two inches per hour at Yes
the sand surface?
41 Is at least one clean-out pipe provided at the low point of each Yes
underdrain line?
42 Will clean-out pipes be capped? Yes
ADDITIONAL INFORMATION
Please use this space to provide any additional information about
43 the sand filter(s):
Sand Filter 1 10:28 AM 8/13/2024

DRAINAGE AREAS
1 Is this a high density project? I Yes
2 If so,number of drainage areas/SCMs 1
Is all/part of this project subject to previous rule
3 versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION Entire Site 1
4 Type of SCM sand filter
5 Total BUA in project(sq ft) 55763 sf
New BUA on subdivided lots(subject to
6 permitting)(sq ft)
New BUA outside of subdivided lots(subject to
7 permitting)(sf)
8 Offsite-total area(sq ft)
9 Offsite BUA(sq ft)
10 Breakdown of new BUA outside subdivided lots:
-Parking(sq ft)
-Sidewalk(sq ft)
-Roof(sq ft)
-Roadway(sq ft)
-Future(sq ft)
-Other,please specify in the comment box
below(sq ft)
New infiltrating permeable pavement on
11 subdivided lots(sq ft)
New infiltrating permeable pavement outside of
12 subdivided lots(sq ft)
Exisitng BUA that will remain(not subject to
13 permitting)(sq ft)
14 Existing BUA that is already permitted(sq ft)
15 Existing BUA that will be removed(sq ft)
16 Percent BUA
17 Design storm(inches)
18 Design volume of SCM(cu ft)
19 Calculation method for design volume
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
20 drainage area(s):
DRAINACTAREA INFORMATION Entire Site 1 hype of SCM N/A SAND FILTER_
5 Total BUA from project(sq ft) 55763 sf
6 1995 rules NA
SL 2006-246
2008 rules
2017 rules
New BUA on subdivided lots(subject to
7 permitting)(sq ft) NA
1995 rules
SL 2006-246
2008 rules
2017 rules
New BUA outside of subdivided lots(subject
8 to permitting)(sf) NA
1995 rules
SL 2006-246
2008 rules
2017 rules
9 Offsite-total area(sq ft)
1995 rules
SL 2006-246
2008 rules
2017 rules
10 Offsite BUA(sq ft)
1995 rules
SL 2006-246
2008 rules
2017 rules

11 Design storm(inches)
1995 rules
SL 2006-246
2008 rules
2017 rules
12 Breakdown of new BUA:
-Parking(sq ft) 43423 sf
-Sidewalk(sq ft) 2998 sf
-Roof(sq ft) 9342 sf
-Roadway(sq ft)
-Future(sq ft)
-Other,please specify in the comment box
below(sq ft)
New infiltrating permeable pavement on
13 subdivided lots(sq ft)
New infiltrating permeable pavement outside of
14 subdivided lots(sq ft)
Exisitng BUA that will remain(not subject to
15 permitting)(sq ft)
16 Existing BUA that is already permitted(sq ft)
17 Existing BUA that will be removed(sq ft)
18 Percent BUA 37%
19 Design volume of SCM(cu ft) 3402 cf
20 Calculation method for design volume SIMPLE
ADDITIONAL INFORMATION
Please use this space to provide any additional
21 information about the drainage area(s):
THERE ARE NO"OFF-SITE"AREAS.THE ON SITE DA INFORMATION IS
FOUND ON THE"STORMWATER PERMIT APPLICATION FORM".
TOTAL PROPERTY AREA=3.74.TOTAL PROJECT AREA=3.46.
PROJECT PERCENT OF IMPERVIOUS AREA=1.26/3.46=36.99

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1
Project Narrative:
SCM has been designed per current DEQ design guidelines and Rowan County criteria. The pre-developed site
is predominately wooded. See accompanying soils report to identify soils and precipitation frequencies. Post-
developed will be drives, truck court, auto parking and a building. Pre-Developed Area = 1.76 acres. Post-
Developed area= 1.76 acres.
Design hydraulics will incorporate TR-55 methodology to calculate the time of concentration for the pre-developed
site. Post developed Tc is not calculated due to the fact that storm water runoff will travel on paved surfaces into the
storm drain system which is typically less than 5 minutes, Tc post will be 5 minutes. Hydraulic calculations will use
U.S. Army Corps of Engineers Hydraulic Engineering Center HEC-1 computer program.
Design guidelines are as follows_
• Provide water quality for the 1st inch of runoff
• Control the 1-Year 24 Hour post development peak flows to pre-developed levels.
• 85% TSS removal.
• Detention(pre< post) for 2, 10-year-24-hour storm.
• Safely pass the 50 year-24-hour storm.
Pre Developed Condition
Area = 1.76 acres=0.0028 mil
Predominant Soil Types: Sedgefield Hydrologic Soil Group C/D
From Aerial photo imagery the site looks to be wooded.
Woods, Fair: CN=73/C 79/D
Curve Number=73 +79=76
2
Tc=40.37 min. Lag=(0.6)Tc=0.404 hrs. (see spreadsheet)
Note: Rainfall data taken from NOAA Atlas 14—Salisbury (see attached)
Results of HEC-1 Analysis (see Calculations)
Storm Peak Flow (cfs)
1 —Year 24 Hour 1.065
2-Year 24 Hour 1.60
10-Year 24 Hour 3.03
50-Year 24 Hour 4.40

2
Sheet Flow Manning's n for sheet flow(table 3.1 TR-55)
smooth surfaces(conc.,asphalt,gravel,or bare soil) 0.011
Head= 12.00 Fallow(no residue) 0.05
mannings: 0.4 Cultivated Soils
P2= 3.12 in Residue cover<20% 0.06
Length= 300 ft Residue cover>20% 0.17
s=H/L= 0.040 ft/ft
Eqn 3.3 TR55 Grass
0 grass raire p 0.15
.007 /11L �O.S Short Dense grass 0.24
Ti = Bermudagrass 0.41
V/7S0.4
2 Range 0.13
where:
Tt=travel time(hrs.) Woods
n=mannings roughness coefficient Light underbrush 0.4
L=flow length(ft.) Dense underbrush 0.8
P2=2-yr, 24 hr rainfall(in.)
s=land slope(ft.ift/)
Tt= 0.66 hr
Shallow Concentrated Flow
L= 110 ft
h= 3 ft
s= 0.027273 ft/ft
V =16.134515
V= 2.66 fps
T=U(3600V)= 0.01 hr.
Compute travel time Tc=Tt1 +Tt2....Tn
Tc= 0.673 hr.= 40.38 min.
Lag= 0.404

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Hydrologic Soil Group—Rowan County,North Carolina Dkota Salibury
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CeB2 Cecil sandy clay loam,2 B 6.9 8.5%
to 8 percent slopes,
moderately eroded
ChA Chewaca loam,0 to 2 B/D 7.9 9.8%
percent slopes,
frequently flooded
EnB Enon fine sandy loam,2 C ' 4.5 5.6%
to 8 percent slopes
1EnC Enon fine sandy loam,8 ,C 1.4 1.7%
to 15 percent slopes
HeB Helena sandy loam, 1 to D 13.8 17.1%
6 percent slopes
IrB Iredell loam,1 to 8 C/D 4.2 5.1%
percent slopes
PaC Pacolet sandy loam,8 to B 4.3 5.4%
15 percent slopes
r _
SeB Sedgefield fine sandy C/D 36.2 44.7%
loam,1 to 6 percent
slopes
VnB2 Vance sandy clay loam, C 1.7 2.0%
2 to 8 percent slopes,
moderately eroded
Totals for Area of Interest 80.8 100.0%
USDA Natural Resources Web Soil Survey 8/21/2023
ZOITI Conservation Service National Cooperative Soil Survey Page 3 of 4

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el- Wr Q cn ON a� 0 i cc; co `� O �,..�•On c0v. �NQf� I a-0, a-N a c
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R ri m d `•g v
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ri v., .- a m I CD 0 1.r d a) 'n
co
vc 44 (co F8 oiy mac? y ccaa0
ri r) co r` a) r w c in Z
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as —co coco co COCO CO a �, v m
•Q V r> a,Y N
t` V.r N el et CO 0 d D rn m 2
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> a T. T CO CO CO CO CoCO CO CO CO '0D D D ID
9i Di Di 7O O O : O
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di
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C
cu
U O N O 0ocpoo
0 0 0 00 I I I I I I I I
d y tO •" N U7 r N to r N in r 16
III I I I LI
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d r O f7 OO i i T T d'
If) r V) tD N in17 N
I I I I I I I I
O
Aep-09 0
- cep-5ti .�
. - /pep-O£ 0
. _ - /ep-OZ Ln
- O
in - Alep-Oi
- l(ep-Z o
V F - O
1.1
�-, - Ae 1
o , - Aep-c
0
- lcep-Z - o
u 00
c
y � - -1y-bZ ! _ o
= in
a,O
? •5) _ iy-Zio
0 7-1 v,
O I.- ` N
CEO U - i) y� 0
i to
C to \
o m - y-Z 1 _ o
N to
a7
-a ' i - ww-09
ca
X - - up-OE \ ,
Lin
a • - up-Si
- ww-0T si
if1 0 in O U) O in O
N N '-C rl N N ,-4 ri in 0
(ui) yndep uope1!d!JaJd (u!) q dap uogelid!Jaid

HEC-1 INPUT
LINE ID 1 2 3 4 5 6 7 8 9 10
1 ID DKOTA SALISBURY
2 ID PRE-DEVELOPED 1 YEAR - 24 HOUR STORM
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 1800
5 IO 5 0 0
6 KK RAIN
7 KM 1 YEAR
8 PH 0 0 0.384 0.767 1.31 1.51 1.61 1.95 2.29 2.73
9 KM 2 YEAR
10 KM 0 0 0.455 0.914 1.58 1.83 1.94 2.34 2.76 3.3
11 KM 10 YEAR
12 KM 0 0 0.583 1.18 2.23 2.61 2.79 3.38 4.01 4.8
13 KM 25 YEAR
14 KM 0 0 0.642 1.3 2.56 3.04 3.28 3.98 4.76 5.7
15 IDS 50 YEAR
16 KM 0 0 0.681 1.37 2.8 3.36 3.65 4.45 5.35 6.41
17 IM 100 YEAR
18 KM 0 0 0.715 1.44 3.04 3.67 4.01 4.93 5.96 7.13
19 KO 21
20 KK PRE
21 B . 0.0028
22 LS 76
23 UD 0.404
24 KC 21
25 SZ

***************************************** *****************
* FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CO
* JUN 1998 * * HYDROLOGIC E
* VERSION 4.1 * * 609 SE
* * * DAVIS, CA
* RUN DATE 21AUG23 TIME 14:25:16 * * (916)
***************************************** *****************
DKOTA SALISBURY
PRE-DEVELOPED 1 YEAR - 24 HOUR STORM
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NM.TAT 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 C STARTING DATE
ITINE 0000 STARTING TIME
.,0 1800 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2 0 ENDING DATE
NDTI:a 0559 ENDING TIME
ICTNi 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 29.98 HOURS
ENGLISH UNITS
DRAINAGE AR?A Q TARE MITLES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION TION FEET
FLOW CTILIC ?MET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
*** *** *** *** *** *** *,:* *** *** *** . ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
**************
6 KK * RAIN x
* *
**************
19 KO OUTPUT CC)".TTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT C PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IP?7CH 0 PUNCH COMPUTED HYDROGRAPH
TOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOC.?.OG 015r7 .01667 24.00000
*** *** *** *** *** *** •„ '•k *** *** *** *** k*k *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
**************

20 KK * PRE *
* *
**************
24 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
TOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISLV1 1 FIRST ORDINATE PUNCHED OR SAVED
IS«V2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LC LOG .01657 .01667 24.00000

RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIM
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAG
HYDROGRAPH AT RAIN 0. .00 O. 0. 0. .00
HYDROGRAPH AT PRE 1. 12.48 0. 0. 0. .00
*** NORMAL END OF HEC-1 ***

Hydrograph Peak Flow Rate Peak Flow Total Volume
Name (CFS) Date/Time x1000 (CF)
RAIN 0.0 Dec 01, 1900 00:01 0.0
PRE 1.065 Dec 01, 1900 12:30 5.449

HEC-1 INPUT
LINE ID 1 2 3 4 5 6 7 8 9 10
1 ID DKOTA SALISBURY
2 ID PRE-DEVELOPED 2 YEAR - 24 HOUR STORM
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 1800
5 IO 5 0 0
6 KK RAIN
7 KM 1 YEAR
8 KM 0 0 0.384 0.767 1.31 1.51 1.61 1.95 2.29 2.73
9 KM 2 YEAR
10 PH 0 0 0.455 0.914 1.58 1.83 1.94 2.34 2.76 3.3
11 KM 10 YEAR
12 KM 0 0 0.583 1.18 2.23 2.61 2.79 3.38 4.01 4.8
13 KM 25 YEAR
14 KM 0 0 0.642 1.3 2.56 3.04 3.28 3.98 4.76 5.7
15 KM 50 YEAR
16 K 0 0 0.681 1.37 2.8 3.36 3.65 4.45 5.35 6.41
17 KM 100 YEAR
18 7.K. 0 0 0.715 1.44 3.04 3.67 4.01 4.93 5.96 7.13
?9 CO 21
20 :7K PRE
21 a 0.0028
22 LS 76
23 DD 0.404
24 ;3.0 21
25

***************************************** *****************
* FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CO
* JUN 1998 * * HYDROLOGIC E
* VERSION 4.1 * * 609 SE
* * * DAVIS, CA
* RUN DATE 21AUG23 TIME 14:28:51 * * (916)
* * *
***************************************** *****************
DKOTA SALISBURY
PRE—DEVELOPED 2 YEAR — 24 HOUR STORM
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NM7N 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME •
MO 130;) NUMBER OF HYDROGRAPH ORDINATES
NDD:122E 2 0 ENDING DATE
NDTUetr, 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TC^ .L TIME BASE 29.98 HOURS
ENGLISH UNITS
DRAINAGE AMA 3O ARE MILES
PRECIPITAT'ON DEPTH INCHES
LENGTH, ELMTATION .FEET
FLOW CU IC .^EET PER SECOND
STORAGE VOLUME ACRE—FEET
SURFACE AREA ACRES
TEMPERATUR DEGREES: FAHRENHEIT
*** *** *** *** *** *** ;; ...; *** :t** *** ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
**************
*
6 KK * RAIN *
**************
19 KO OUTPUT CONTROL 7Te`.F.IABM.
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
OSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
OUT 21 SAVE HYDROGRAPH ON THIS UNIT
IS:'V1 1 FIRST ORDINATE PUNCHED OR SAVED
ZSAV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LI;R..:4OG .016(37 .01667 24.00000
*** *** *** *** *** *** ' k *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
************r*

*
20 KK * PRE
*************;,
24 KO OUTPUT CONTROL VARIABL^S
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPZ:CH 0 PUNCH COMPUTED HYDROGRAPH
TOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISiV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LC',LOG .01,5.57 .01667 24.00000

RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIM
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAG
HYDROGRAPH AT RAIN 0. .00 0. 0. 0. .00
HYDROGRAPH AT PRE 2. 12.48 0. 0. O. .00
*** NORMAL END OF HEC-1 -, *

Hydrograph Peak Flow Rate Peak Flow I Total Volume
Name (CFS) DateiTime I x1000 (CF)
RAIN 0.0 Dec 01, 1900 00:01 0.0
PRE 1.603 Dec 01, 1900 12:30 7.949
....... . . _. ..____._..

HEC-1 INPUT
LINE ID 1 2 3 4 5 6 7 8 9 10
1 ID DKOTA SALISBURY
2 ID PRE-DEVELOPED 10 YEAR - 24 HOUR STORM
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 1800
5 IO 5 0 0
6 KK RAIN
7 KM 1 YEAR
8 KM 0 0 0.384 0.767 1.31 1.51 1.61 1.95 2.29 2.73
9 KM 2 YEAR
10 KM 0 0 0.455 C.914 1.58 1.83 1.94 2.34 2.76 3.3
11 KM 10 YEAR
12 PH 0 0 0.583 1.18 2.23 2.61 2.79 3.38 4.01 4.8
13 KM 25 YEAR
14 KM 0 0 0.642 1.3 2.56 3.04 3.28 3.98 4.76 5.7
15 XM 50 YEAR
16 KM 0 0 0.681 1.37 2.8 3.36 3.65 4.45 5.35 6.41
17 KM 100 YEAR
18 KM 0 0 0.716 1.44 3.04 3.67 4.01 4.93 5.96 7.13
19 `{C 21
20 iccc PRE
21 3 . 0.0028
22 LS 76
23 UT) 0.404
24 ;cc. 21
25 7,Z

***************************************** *****************
* * *
* FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CO
* JUN 1998 * * HYDROLOGIC E
* VERSION 4.1 * * 609 SE
* * * DAVIS, CA
* RUN DATE 22AUG23 TIME 07:45:18 * * (916)
* * *
***************************************** *****************
DKOTA SALISBURI
PRE-DEVELOPED 10 YEAR - 24 HOUR STORM
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMI.N 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 C STARTING DATE
ITIME 0000 STARTING TIME
:70 1800 NUMBER OF HYDROGRAPH ORDINATES
NDD.= E 2 C ENDING DATE •
NDT:_ME 0559 ENDING TIME
ICE_:i 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TCTAL TIME BASE 29.93 HOURS
ENGLISH UNITS
DRAINAGE ARIA. SC'TARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, .ELEVATION FEET
FLOW CUEIC .TEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE .'4RrA ACRES
TEMPERATURN DEGREES FAHF.ENHEIT
*** *** *** *** *** *** :.::k *k* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
***********k*
6 KK * RAIN
* *
**************
19 KO OUTPUT CONTROL V2IRIAI3LEE
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
.I_PNCH 0 PUNCH COMPUTED HYDROGRAPH
TOUT 21 SAVE HYDROGRAPH ON THIS UNIT
IS. V1 1 FIRST ORDINATE PUNCHED OR SAVED
ISrV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LCGLOG .01657 .01667 24.00000
*** *** *** *** *** *** x 'k *** *** *** **.. **:, *.•* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *

*
20 KK * PRE ,,
**************
24 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL O. HYDROGRAPH PLOT SCALE
IP CH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
IS:W1 1 FIRST ORDINATE PUNCHED OR SAVED
18 V2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN Y..G'?LJG .016,C7 .01667 24.00000

RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIM
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAG
HYDROGRAPH AT RAIN 0. .00 0. 0. 0. .00
HYDROGRAPH AT PRE 3. 12.47 1. 0. 0. .00
*** NORMAL END OF HEC-1 ***

Hydrograph Peak Flow Rate Peak Flow Total Volume
Name ICES) Date/Time x1000 (CF)
RAIN 0.0 Dec 01, 1900 00:01 0.0
PRE 3.025 Dec 01, 1900 12:29 15.427

HEC-1 INPUT
LINE ID 1 2 3 4 5 6 7 8 9 10
1 ID DKOTA SALISBURY
2 ID PRE-DEVELOPED 50 YEAR - 24 HOUR STORM
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 1800
5 IO 5 0 0
6 KK RAIN
7 KM 1 YEAR
8 KM 0 0 0.384 0.767 1.31 1.51 1.61 1.95 2.29 2.73
9 K! 2 YEAR
10 KM 0 0 0.455 0.914 1.58 1.83 1.94 2.34 2.76 3.3
11 KM 10 YEAR
12 KM 0 0 0.583 1.1E 2.23 2.61 2.79 3.38 4.01 4.8
13 KM 25 YEAR
14 KM 0 0 0.642 1.3 2.56 3.04 3.28 3.98 4.76 5.7
15 1:411K 50 YEAR
16 PH 0 0 0.681 1.37 2.8 3.36 3.65 4.45 5.35 6.41
17 :KM 100 YEAR
18 Kg. 0 0 0.71.6 1.44 3.04 3.67 4.01 4.93 5.96 7.13
19 21
20 PRE
21 3=. 0.0023
22 LS 76
23 DD 0.404
24 ;cr' 21
25 ?Z

***************************************** *****************
* *
* FLOOD HYDROGRAPH PACKAGE (HEC-1) *
* U.S. ARMY CO
JUN 1998 * * HYDROLOGIC E
* VERSION 4.1 * * 609 SE
* * * DAVIS, CA
* RUN DATE 22AUG23 TIME 07:46:33 * * (916)
***************************************** *****************
DKOTA SALISBURY
PRE-DEVELOPED 50 YEAR - 24 HOUR STORM
GEOSCIENCE GROUP, INC.
5 TO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPHa TIME DATA
NX7N 1 MSNUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
7Q 1800 NUMBER OF HYDROGRAPH ORDINATES
NDD`_TE 2 0 ENDING DATE
NDTT+T: 0559 ENDING TIME
ICE:. 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
T0'''AL TIME BASE 29.98 HOURS
ENGLISH UNITS
DRAINAGE AR"s SCTTARE MILES
PRECIPITAT'_GN DEPTH IN(HE3
LENGTH, ELF;7 TION
FLOW CL."'.IC .^'='ET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE A1t7A ACRES
TEMPERATUn:? DEGREES FAH.RENHEIT
*** *** *** *** *** *** *:. . *k* :Y** ** A** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
*************-c
6 KK * RAIN
*
**************
19 KO OUTPUT CC)TTROL �;ARIABLE
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPI:TCH 0 PUNCH COMPUTED HYDROGRAPH
TOUT 21 SAVE HYDROGRAPH ON THIS UNIT
IS2,V1 1 FIRST ORDINATE PUNCHED OR SAVED
1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN .LOGIOG 016;S7 .01667 24.00000
*** *** *** *** *** *** •. •k *** *** *** **:• **i: *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
************x.'

* it
20 KK * PRE
* ..
************k:r
24 KO OUTPUT CONTROL VARIABLES
IP_PNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IP1:CH 0 PUNCH COMPUTED HYDROGRAPH
TOUT 21 SAVE HYDROGRAPH ON THIS UNIT
IS1W1 1 FIRST ORDINATE PUNCHED OR SAVED
ISR.,.V2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LCA.: OG .0103•57 .01667 24.00000

RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIM
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAG
HYDROGRAPH AT RAIN 0. .00 0. 0. 0. .00
HYDROGRAPH AT PRE 4. 12.47 1. 0. O. .00
*** NORMAL END OF HEC-1 *-,*

Hydrograph Peak Flow Rate PeaK Flow Total Volume
Name (CFS) Date/Time x1000 (CF)
RAIN 0.0 Dec 01, 1900 00:01 0.0
PRE 4.395 Dec 01, 1900 12:29 24.305

3
Post Developed Using NCDEQ sand filter design guidelines.
Drainage area= 1.76 acres (0.00275 mi2)
Total Post BUA= 1.28 acres Curve Number= 98
Grassed Area= 0.48 acres Curve Number= 74
BUA = 1.28/1.76 = 72.7%
Water Quality Volume
Compute Runoff Volume Rv
BUA 55,763 ft2 ( 1.28 ac.)
% Impervious = 1.28/1.76 = 73%
Rv= 0.05 +0.9Ia= 0.05 + 0.9(0.73) = 0.71
SAND FILTER MDC 3. SEDIMENT/SAND CHAMBER SIZING.
The volume of water that can be stored in the sediment chamber and the sand chamber
above the sand surface combined shall be 0.75 times the treatment volume. The elevation
of bypass devices shall be set above the ponding depth associated with this volume. The
bypass device may be designed to attenuate peak flows.
The area required for a sand filter device is calculated similarly to many other SCMs:
1. Calculate the design volume.
2. Multiply the design volume by 0.75, a "discount" that is allowed because stormwater
infiltrates so rapidly through the sand media that the stormwater is treated throughout
the storm event. By the end of the storm, the runoff from the beginning of the storm has
already been treated and has exited the sand filter.
3. Divide the discounted design volume by the ponding depth, this will be the minimum
surface area of the sand filter.
4. If the sand filter is designed to attenuate peak flows, additional surface area may be
added in the sediment chamber only. The sand filter must be designed so that 50% of
the treatment volume can be stored in the sand chamber below the first bypass device.
DV= 3630 x RD x Rv x A
= 3630 x 1 x 0.71 x 1.76 =4,536 ft3 Apply 75% "discount" = 3,402 ft3
Ponding depth of 5.9', filter area= 3402/5.9' = Minimum Surface Area= 577 ft2
Use 128" x 83" elliptical CMP, with 9.9' x 58.25' = 577 ft2 sand filter
Soils, open good Chewada B = 61 , Sedgefield C = 74
CN= (61 + 74 )/2 = 67.5
CNW = [(1.28 x 98) + (0.48 x 67.5)] / 1.76= 89.68

4
Depth of Sand= 18" min. with 6"perforated underdrain
Store 50% of Treatment volume before first bypass device = 3402/2 = 1701 ft3
SAND FILTER MDC 2. TWO CHAMBER SYSTEM.
The sand filter shall include a sediment chamber and a sand chamber. Storage volume in
each chamber shall be equivalent.
Sand chamber Volume=( 58.25' x 10.6 ft2) = 617 ft3
Sand Filter @ 757.75 Volume is 2459.2 ft3+ 3402 ft3 = 5861.2 ft3
From Stage-Storage, by interpolation,volume is available @ 759.21 set first orifice
Storm Pre-Devlp. Post- Routed Stage Comments
(cfs) Devlp.(cfs) ' (cfs) Elev. (ft.)
1"-6 Hour na 1.104 0.034 758.42
1- Year 24 1.065 4.726 0.600 759.78 Post< Pre
Hour OK
2-Year 24 Hour 1.60 7.184 1.151 760.64 Post< Pre
OK
10-Year 24 Hour 3.03 10.167 2.034 763.01 Post< Pre
& below top
of
pipe(763.69)
OK
50-Year 24 Hour 4.40 12.447 9.504 764.26 WSE < Top
OCS
OK

5
Stage-Discharge
1. Sand filter Depth Area K
1.50 577.00 3.5
2. Orifice Dia.(in) Elev
6.00 759.21 A= 0.1963 sf.
Head Measured from 759.46
3. Orifice Dia.(in) Elev
0.00 0.00 A= 0. sf.
Head Measured from 0.00
4.Weir Length Elev
4.00 ft. 763.69
5.Weir Length Elev
0.00 ft. 0.00
Stage 1.Sand 2. Orifice 3. Orifice 4.Weir 5.Weir Total Flow
Filter Box
756.25 0.000 0.00 0 00 0.00 0.00 0.000
757.75 0 023 0.00 0.00 0.00 0 00 0 023
758.00 0 027 0.00 0 00 0.00 0.00 0.027
759.21 0 046 0.00 0.00 0.00 0.00 0.046
760.00 0.058 0.75 0.00 0.00 0.00 0.811
761.00 0 074 1.27 0.00 0.00 0.00 1.345
762.00 0.090 1.63 0.00 0.00 0.00 1.722
763.00 0 105 1.93 0.00 0.00 0.00 2.032
763.69 0.116 2.11 0 00 0.00 0.00 2.222
764.78 0 133 2 36 0 00 13 66 0.00 16 151
0.00 -11784 000 000 000 000 -11784
Basic Orifice Equation Basic Weir Equation
Q = CAJ2gh QC .LH3
`� C = 3.0
g = 32 .2 ft /see 2

6
763.69
AREA=2.4 SF(60.5) 763
AREA=6.6 SF(58.1)
762
AREA=8.5 SF(51.5)
761
AREA=9.7 SF(43.0)
760
AREA=10.2 SF(33.3)
759
AREA=10.1 SF(23.1)
758
ARFA=2_39 SF(13 0i 757.75
-AREA-1 Q;6: SF:'• `p. • • '' .. : .•,
756.
128 " x83 " NOMINAL
PIPE ARCH
SAND FILTER
8712 SQ.IN 60.501,0 SQUARE FT.
10'-3

7
Stage-Storage Underground Sand Filter
Pipe = 128 x 83
Length Pipe(feet)= 116
Sand Elevation 757.75
Downstream Invert= 756.25
Pipe Slope(ft/ft)= 0
Area Volume-pipe 1 Volume-pipe 2 Total Volume Total Volume
Elevation (ft'") (ft3) (ft3) (sq-ft) (ac-ft)
756.25 0 0.0 0.0 0 0
757.75 10.6 1,229.6 1229.6 2.459.2 0.06
758 13.0 1.508.0 1.508.0 3.016.0 0.07
759 23.1 2,679.6 2,679.6 5.359.2 0.12
760 33.3 3,862.8 3,862.8 7.725.6 0.18
761 43.0 4,988.0 4,988.0 9,976.0 0.23
762 51.5 5,974.0 5.974.0 11.948.0 0.27
763 58.1 6.739.6 6.739.6 13.479.2 0.31
763.69 60.5 7,018.0 7,018.0 14,036.0 0.32

8
Results of HEC-1 Analysis
HEC-1 INPUT PAGE 1
LINE ID 1 2 3 4 5 6 7 9 9 10
1 ID DAKOTA SALISBURY
2 ID 1 INCH, 6 HOUR STORM ROUTED ONLY THROUGH SAND FILTER
3 ID GEOSCIENCE GROUP, INC.
4 IT 4 0 0 3600
5 IN 5 0 0
6 IO 5 0 0
7 KK POST
8 PB 1
9 PI 0 0.003 0.003 0.003 0.003 0.003 0.003 0.004 0.004 0.004
10 PI 0.004 0.004 0.004 0.004 0.004 0.005 0.005 0.005 0.005 0.006
11 PI 0.007 0.007 0.007 0.008 0.008 0.009 0.009 0.01 0.011 0.012
12 PI 0.013 0.019 0.022 0.025 0.039 0.05 0.108 0.188 0.075 0.043
13 PI 0.028 0.023 0.02 0.014 0.012 0.011 0.01 0.009 0.009 0.008
14 PI 0.008 0.007 0.007 0.007 0.006 0.005 0.005 0.005 0.005 0.005
15 PI 0.004 0.004 0.004 0.004 0.04 0.004 0.004 0.004 0.003 0.003
16 PI 0.003 0.003 0.003 0
17 KK POST
18 KO 0 0 0 0 21
19 BA 0.0028
20 LS 0 89.68
21 UD 0.05
22 KK ROUTE
23 KO 21
24 RS 1 ELEV 757.75
25 SV 0 0.06 0.07 0.12 0.18
26 SE 756.25 757.75 758 759 760
27 SQ 0 0.023 0.027 0.046 0.058
28 SE 756.25 757.75 758 759.21 760
29 KM TOP PIPE 763.69
30 ST 763.69 1 3 1.5
31 ZZ
1*****************************************
***************************************
* FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS
* JUN 1998 * * HYDROLOGIC ENGINEERING CENTER
* VERSION 4.1 * * 609 SECOND STREET
* * * DAVIS, CALIFORNIA 95616
* RUN DATE 12AUG24 TIME 14:09:31 * * [phone]
* * *
*****************************************
***************************************
DAKOTA SALISBURY
1 INCH, 6 HOUR STORM ROUTED ONLY THROUGH SAND FILTER
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 4 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 2000 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 6 0 ENDING DATE
NDTIME 1316 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .07 HOURS

9
TOTAL TIME BASE 133.27 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
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
***
**************
17 KK * POST *
**************
18 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 .067 TIME INTERVAL IN HOURS
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
22 KK * ROUTE *
**************
23 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 .067 TIME INTERVAL IN HOURS
1
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE
+ 6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT
+ POST 0. .00 0. 0. 0. .00
HYDROGRAPH AT
+ POST 1. 3.20 0. 0. 0. .00
ROUTED TO
+ ROUTE 0. 5.47 0. 0. 0. .00
+ 758.42 6.07
1 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 757.75 763.69 763.69
STORAGE 0. 0. 0.
OUTFLOW 0. 0. 0.
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

10
1.00 758.42 .00 O. 0. .00 6.07 .00
*** NORMAL END OF HEC-1 ***
0 HydroPro for Windows- 1IN-6hr.ihl
File Edit View Chart Run Options Help
I ol�IolII 1�
Input I Output Chart I
Graph I Summary Table Data Table I
HvdroaraohN Peak Flow Rate(C I Peak FlowDateffime Total Volumex1
POST 1 04 Dec 01. 1900 03:16 2 008
ROUTE 0 034 Dec 01, 1900 05:48 4 595

11
1-Inch Storm Summary
Time Inflow Outflow
(min.) (cfs) (cfs) Comment
0 0 0
4 0 0 023
S 0 0023
Omitted for Brevity
192 0 76S 0 023
196 1 04 0 024 Peak Inflow
200 0 S53 0 026
Omitted for Brevity
336 0 133 0 033
340 0 075 0 034 Peak Outflow
344 0 059 0 034
Omitted for Brevity
3S4 0 001 0 034
3SS 0 0 034 End Inflow
392 0 0 033
Omitted for Brevity
1996 0 0 015
2000 0 0 015
2004 0 0 015
Omitted for Brevity
2 996 0 0 009
3000 0 0 009
3004 0 0 009
Omitted for Brevity
3496 0 0 007
3500 0 0 007
3504 0 0 007
Omitted for Brevity
3996 0 0 005
4000 0 0 005
400-i 0 0 005
Omitted for Brevity
4012 0 0005
4016 0 0 005
4020 0 0 005
Omitted for Brevity
4:96 0 0 002
420C 0 0 002
4204 0 0 002
Omitted for Brevity
424S 0 0 001
4152 0 0 001
4256 0 0001
Omitted for Brevity
4316 0 0
4320 0 0 72 Hours
4324 0 0

12
HEC-1 INPUT PAGE 1
LINE ID 1 2 3 4 5 6 7 8 9 10
1 ID DAKOTA SALISBURY
2 ID 1 YEAR 24 HOUR STORM POST DEVELOPED
3 ID GEOSCIENCE GROUP, INC.
4 IT 3 0 0 3600
5 IN 5 0 0
6 IO 5 0 0
7 KK
8 PB 2.58
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 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 KM POST DEVELOPED
36 KO 21
37 BA 0.0028
38 LS 0 89.68
39 UD 0.05
40 KO 21
41 KK ROUTE
42 RS 1 ELEV 757.75
43 SV 0 0.06 0.07 0.12 0.18 0.23 0.27 0.31 0.32
44 SE 756.25 757.75 758 759 760 761 762 763 763.69
45 SQ 0 0.023 0.027 0.046 0.811 1.345 1.722 2.032 2.222 16.151
46 SE 756.25 757.75 758 759.21 760 761 762 763 763.69 764.78
47 KO 21
48 ST 764.78 4 3 1.5
49 ZZ
1*****************************************
***************************************
* * *
* FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS
* JUN 1998 * * HYDROLOGIC ENGINEERING CENTER
* VERSION 4.1 * * 609 SECOND STREET
* * * DAVIS, CALIFORNIA 95616
* RUN DATE 12AUG24 TIME 14:14:15 * * [phone]
* * *
*****************************************
***************************************
DAKOTA SALISBURY
1 YEAR 24 HOUR STORM POST DEVELOPED
GEOSCIENCE GROUP, INC.
*** ERROR *** SPECIFIED START AND END DATES RESULT IN TOO MANY TIME PERIODS
6 IO OUTPUT CONTROL VARIABLES

13
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 3 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 2000 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 5 0 ENDING DATE
NDTIME 0357 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .05 HOURS
TOTAL TIME BASE 99.95 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
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
*
34 KK * POST *
*
**************
36 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 .050 TIME INTERVAL IN HOURS
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
*
34 KK * POST *
*
**************
40 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 .050 TIME INTERVAL IN HOURS
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
*
41 KK * ROUTE *
*
**************
47 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE

14
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 .050 TIME INTERVAL IN HOURS
1
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE
+ 6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT
+ 0. .00 0. 0. 0. .00
HYDROGRAPH AT
+ POST 5. 10.05 0. 0. 0. .00
ROUTED TO
+ ROUTE 1. 10.40 0. 0. 0. .00
+ 759.78 10.40
1 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 757.75 764.78 764.78
STORAGE 0. 0. 0.
OUTFLOW 0. 16. 16.
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
1.00 759.78 .o0 0. 1. .00 10.40 .00
*** NORMAL END OF HEC-1 ***
0 HydroPro for Windows- 1YR.24Post.ihl
File Edit View Chart Run Options Help
J DIu1:IoIal j_tj ' lid
Input I Output Chart I
Graph I Summary Table Data Table I
HvdroaraohN_. Peak Flow Rate(C I Peak FlowDateiTime [Total Volumexl I
POST 4 726 Dec 01. 1900 10 06 10 26
ROUTE 0 6 Dec 01. 1900 1027 12 48

15
1 HEC-1 INPUT PAGE 1
LINE ID 1 2 3 4 5 7 8 9 10
1 ID DKOTA SALISBURY
2 ID POST-DEVELOPED 2 YEAR - 24 HOUR STORM
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 1800
5 IO 5 0 0
6 KK RAIN
7 KM 1 YEAR
8 KM 0 0 0.384 0.767 1.31 1.51 1.61 1.95 2.29 2.73
9 KM 2 YEAR
10 PH 0 0 0.455 0.914 1.58 1.83 1.94 2.34 2.76 3.3
11 KM 10 YEAR
12 KM 0 0 0.583 1.18 2.23 2.61 2.79 3.38 4.01 4.8
13 KM 25 YEAR
14 KM 0 0 0.642 1.3 2.56 3.04 3.28 3.98 4.76 5.7
15 KM 50 YEAR
16 KM 0 0 0.681 1.37 2.8 3.36 3.65 4.45 5.35 6.41
17 KM 100 YEAR
18 KM 0 0 0.716 1.44 3.04 3.67 4.01 4.93 5.96 7.13
19 KO 21
20 KK POST
21 BA 0.0028
22 LS 89.68
23 UD 0.05
24 KO 21
25 KK MAIN
26 KO 21
27 RS 1 ELEV 757.75
28 SV 0 0.06 0.07 0.12 0.18 0.23 0.27 0.31 0.32
29 SE 756.25 757.75 758 759 760 761 762 763 763.69
30 SQ 0 0.023 0.027 0.046 0.811 1.345 1.722 2.032 2.222 16.151
31 SE 756.25 757.75 758 759.21 760 761 762 763 763.69 764.78
32 KO 21
33 KM INSIDE TOP LID OF OCS
34 ST 764.78 4 3 1.5
35 KO 21
36 ZZ
1*****************************************
***************************************
* FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS
* JUN 1998 * * HYDROLOGIC ENGINEERING CENTER
* VERSION 4.1 * * 609 SECOND STREET
* * * DAVIS, CALIFORNIA 95616
* RUN DATE 12AUG24 TIME 14:43:50 * * [phone]
* * *
*****************************************
***************************************
DKOTA SALISBURY
POST-DEVELOPED 2 YEAR - 24 HOUR STORM
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 1800 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 29.98 HOURS

16
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
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
*
6 KK * RAIN
*
**************
19 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 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
20 KK * POST *
**************
24 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 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
*
25 KK * MAIN *
*
**************
26 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 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***

17
**************
* *
25 KK * MAIN *
* *
**************
32 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 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
* *
25 KK * MAIN *
* *
**************
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 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
1
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE
+ 6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT
+ RAIN O. .00 0. O. 0. .00
HYDROGRAPH AT
+ POST 7. 12.07 1. O. 0. .00
ROUTED TO
+ MAIN 1. 12.38 0. O. 0. .00
+ 760.64 12.40
1 SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION MAIN
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
PLAN 1 INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 757.75 764.78 764.78
STORAGE 0. O. 0.
OUTFLOW 0. 16. 16.
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
1.00 760.64 .o0 0. 1. .00 12.40 .00
*** NORMAL END OF HEC-1 ***

18
© HydroPro for Windows-6hrPost.ihl
File Edit View Chart Run Options Help
o Iritho(aI J J
Input I Output Chart
Graph II Summary Table Data Table I
Hvdrooraohll Peak Flow Rate(C Peak FlowDate/Tme Total Volumexl...
RAIN 0 0 Dec 01 1900 00 01 0.0
POST 7 184 Dec 01 1900 12 05 14.526
MAIN 1 151 Dec 01, 1900 12.24 12.043

19
1 HEC-1 INPUT PAGE 1
LINE ID 1 2 3 4 5 7 8 9 10
1 ID DKOTA SALISBURY
2 ID POST-DEVELOPED 10 YEAR - 24 HOUR STORM
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 1800
5 IO 5 0 0
6 KK RAIN
7 KM 1 YEAR
8 KM 0 0 0.384 0.767 1.31 1.51 1.61 1.95 2.29 2.73
9 KM 2 YEAR
10 KM 0 0 0.455 0.914 1.58 1.83 1.94 2.34 2.76 3.3
11 KM 10 YEAR
12 PH 0 0 0.583 1.18 2.23 2.61 2.79 3.38 4.01 4.8
13 KM 25 YEAR
14 KM 0 0 0.642 1.3 2.56 3.04 3.28 3.98 4.76 5.7
15 KM 50 YEAR
16 KM 0 0 0.681 1.37 2.8 3.36 3.65 4.45 5.35 6.41
17 KM 100 YEAR
18 KM 0 0 0.716 1.44 3.04 3.67 4.01 4.93 5.96 7.13
19 KO 21
20 KK POST
21 BA 0.0028
22 LS 89.68
23 UD 0.05
24 KO 21
25 KK MAIN
26 KO 21
27 RS 1 ELEV 757.75
28 SV 0 0.06 0.07 0.12 0.18 0.23 0.27 0.31 0.32
29 SE 756.25 757.75 758 759 760 761 762 763 763.69
30 SQ 0 0.023 0.027 0.046 0.811 1.345 1.722 2.032 2.222 16.151
31 SE 756.25 757.75 758 759.21 760 761 762 763 763.69 764.78
32 KO 21
33 KM INSIDE TOP LID OF OCS
34 ST 764.78 4 3 1.5
35 KO 21
36 ZZ
1*****************************************
***************************************
* FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS
* JUN 1998 * * HYDROLOGIC ENGINEERING CENTER
* VERSION 4.1 * * 609 SECOND STREET
* * * DAVIS, CALIFORNIA 95616
* RUN DATE 12AUG24 TIME 14:52:10 * * [phone]
* * *
*****************************************
***************************************
DKOTA SALISBURY
POST-DEVELOPED 10 YEAR - 24 HOUR STORM
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 1800 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS

20
TOTAL TIME BASE 29.98 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
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
6 KK * RAIN
**************
19 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 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
20 KK * POST *
*
**************
24 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 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
*
25 KK * MAIN *
*
**************
26 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 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS

21
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
* *
25 KK * MAIN *
**************
32 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 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
* *
25 KK * MAIN *
* *
**************
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 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
1
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE
+ 6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT
+ RAIN 0. .00 0. O. O. .00
HYDROGRAPH AT
+ POST 10. 12.07 1. O. 0. .00
ROUTED TO
+ MAIN 2. 12.38 1. O. 0. .00
+ 763.01 12.38
1 SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION MAIN
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
PLAN 1 INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 757.75 764.78 764.78
STORAGE 0. 0. 0.
OUTFLOW 0. 16. 16.
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
1.00 763.01 .00 0. 2. .00 12.38 .00
*** NORMAL END OF HEC-1 ***

22
Q HydroPro for Windows-6hrPost.ihl
File Edit View Chart Run Options Help
D lcat'lolaI ' Al
Input I Output Chad I
Graph I Summary Table Data Table
HvdrooraohN Peak Flow Rate(C... I Peak FlowDate/Tme Total Volumex1..j
RAIL I 0 0 Dec 01. 1900 00:01 0.0
POST 10 167 Dec 01, 1900 12:05 23.747
MAIN 2 034 I Dec 01, 1900 12:24 20.852

23
1 HEC-1 INPUT PAGE
LINE ID 1 2 3 4 5 6 7 8 9 10
1 ID DKOTA SALISBURY
2 ID POST-DEVELOPED 50 YEAR - 24 HOUR STORM
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 1800
5 IO 5 0 0
6 KK RAIN
7 KM 1 YEAR
8 KM 0 0 0.384 0.767 1.31 1.51 1.61 1.95 2.29 2.73
9 KM 2 YEAR
10 KM 0 0 0.455 0.914 1.58 1.83 1.94 2.34 2.76 3.3
11 KM 10 YEAR
12 KM 0 0 0.583 1.18 2.23 2.61 2.79 3.38 4.01 4.8
13 KM 25 YEAR
14 KM 0 0 0.642 1.3 2.56 3.04 3.28 3.98 4.76 5.7
15 KM 50 YEAR
16 PH 0 0 0.681 1.37 2.8 3.36 3.65 4.45 5.35 6.41
17 KM 100 YEAR
18 KM 0 0 0.716 1.44 3.04 3.67 4.01 4.93 5.96 7.13
19 KO 21
20 KK POST
21 BA 0.0028
22 LS 89.68
23 UD 0.05
24 KO 21
25 KK MAIN
26 KO 21
27 RS 1 ELEV 757.75
28 SV 0 0.06 0.07 0.12 0.18 0.23 0.27 0.31 0.32
29 SE 756.25 757.75 758 759 760 761 762 763 763.69
30 SQ 0 0.023 0.027 0.046 0.811 1.345 1.722 2.032 2.222 16.151
31 SE 756.25 757.75 758 759.21 760 761 762 763 763.69 764.78
32 KO 21
33 KM INSIDE TOP LID OF OCS
34 ST 764.78 4 3 1.5
35 KO 21
36 ZZ
1*****************************************
***************************************
* FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS
* JUN 1998 * * HYDROLOGIC ENGINEERING CENTER
* VERSION 4.1 * * 609 SECOND STREET
* * * DAVIS, CALIFORNIA 95616
* RUN DATE 12AUG24 TIME 15:07:09 * * [phone]
* * *
*****************************************
***************************************
DKOTA SALISBURY
POST-DEVELOPED 50 YEAR - 24 HOUR STORM
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 1800 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 29.98 HOURS

24
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
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
*
6 KK * RAIN
*
**************
19 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 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
*
20 KK * POST *
*
**************
24 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 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
*
25 KK * MAIN *
*
**************
26 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 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***

25
**************
* *
25 KK * MAIN *
**************
32 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 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
* *
25 KK * MAIN *
* *
**************
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 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
1
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE
+ 6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT
+ RAIN 0. .00 0. O. O. .00
HYDROGRAPH AT
+ POST 12. 12.07 1. O. 0. .00
ROUTED TO
+ MAIN 10. 12.12 1. 0. 0. .00
+ 764.26 12.12
1 SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION MAIN
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
PLAN 1 INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 757.75 764.78 764.78
STORAGE 0. O. 0.
OUTFLOW 0. 16. 16.
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
1.00 764.26 .o0 0. 10. .00 12.12 .00
*** NORMAL END OF HEC-1 ***

26
0 HydroPro for Windows - 6hrPost.ihl
File Edit View Chart Run Options Help
J_o *0ld►1 J JJ
Input I Output chart 1
Graph I Summary Table Data Table I
HvdrooraohN Peak Flow Rate(C... ( Peak FlowDateRme [Total Volumex1...
RAIN 0.0 Dec 01. 1900 00:01 0.0
POST 12.447 Dec 01, 1900 12:05 33.889
MAIN 9.504 Dec 01, 1900 12:08 31.305

27
Primary Spillway
Deadman Calculations
Unit Weight Concrete (lbs/ft3) = 145
Unit Weight Water(lbs/ft3) = 62.4
Invert Riser 756.20
Inside Control Box roof 763.75
Hydraulic Head (ft.) 7.55
Outside Dimension of Square Riser(ft.) 5.0
Area (ft2) 25
Factor of Safety 1.25
Bouyant Force (lbs.) 11,778
Bouyant Force with F.S.(lbs.) 14,722
Deadman Thickness (ft.) 2.0
Deadman Dimension - Square (ft.) 9.44
Use 9 ft.

28
Outlet Pipe
Project Description
Friction Method Manning
Formula
Solve For Full Raw
Capacity
Input Data
Roughness Coefficient 0.012
Channel Slope 0.005 ft/ft
Normal Depth 24.0 in
Diameter 24.0 in
Discharge 17.33 cfs
Results
Discharge 17.33 cfs
Normal Depth 24.0 in
Row Area 3.1 ft'
Wetted Perimeter 6.3 ft
Hydraulic Radius 6.0 in
Top Width 0.00 ft
Critical Depth 18.0 in
Percent Full 100.0 Si,
Critical Slope 0.006 ft/ft
Velocity 5.52 ft/s
Velocity Head 0.47 ft
Specific Energy 2.47 ft
Froude Number (N/A)
Maximum Discharge 18.64 cfs
Discharge Full 17.33 cfs
Slope Full 0.005 ft/ft
Raw Type Subcritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0%
Normal Depth Over Rise 0.0%
Downstream Velocity 0.00 ft/s
Upstream Velocity 0.00 ft/s
Normal Depth 24.0 in
Critical Depth 18.0 in
Channel Slope 0.005 ft/ft
Critical Slope 0.006 ft/ft
Bereey Systems.Inc. Rao-sled Methods Sdtaa, itouM star
llr6sed1 sn8 Center 110 03 00.031
9.1,2023 27 Sternal Company Orne Salle 200 W page 1 d I
Watertown.CT 0679S USA.1-203.755-1666