SW3231005_Design Calculations_20240614

II
DKOTA SALISBURY
CHARLOTTE, NORTH CAROLINA
CH22.0177.CV
PROJECT CALCULATIONS
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GE MINIM SC 1ENCE
GROUP
Incorporated
500 K Clanton Road
Charlotte,North Carolina 28217
704.525.2003
F-0585

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 auidelines are as follows:
• 1-inch storm shall be detained for 2 to 5 days.
• 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 mi2
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
manningsl 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 I Grass
Short grass praire 0 15
0 .007 (nL 10 s Dense grass 024
r++ = Eermudagrass 0 41
�S O{
Range 0.13
where.
Tl trave`time(hrs.) Woods
n=mammngs roughness coefficient Light underbrush 0 4
L=Eowlength(ft.) Dense underbrush 0.8
P2=2-yr. 24 hr rarnfall(in.)
s=land slope(ft f t'
Tt= am.hr
Shallow Concentrated Flow
L= 110ft
h= 3 ft
s= 0.027273 ft/ft
V =16.1345G
2 66 fps
T=L/(3600V)= 0.01 hr.
Compute travel time Tc=Tt1 +Tt2....Tn
Tc= 0.673 hr.= 40.38 min.
Lag= 0.404

2
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Hydrologic Soil Group—Rowan County,North Carolina Dkota Sal!bury
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 Chewada loam,0 to 2 1 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
EnC Enon fine sandy loam,8 C i 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
SeB Sedgefield fine sandy C/D 36.2 44.7%
loam,1 to 6 percent
slopes
VnB2 Vance sandy day 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
711— Conservation Service National Cooperative Soil Survey Page 3 of 4

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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 RK 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 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 0.715 1.44 3.04 3.67 4.01 4.93 5.96 7.13
19 KO 21
20 KK PRE
21 BA 0.0028
22 LS 76
23 CD 0.404
24 K 21
25 5?

***************************************** *****************
* * *
* 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
NMY..N 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 ^ STARTING DATE
ITIME 0000 STARTING TIME
L 0O NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2 0 ENDING DATE
NDTIME 0559 ENDING TIME
IC Ni 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 29.98 HOURS
ENGLISH UNITS
DRAINAGE AR''?A ,F,WARE MILES
PRECIPITATrC:4 DEPTH INrHE
LENGTH, .7 eATION FEET
FLOW CUL.IC SET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE R A ACRES
TEMPERATURE DEGREES FAH.RENHEIT
*** *** *** *** *** *** *** *** *** ** A** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
**************
6 KK * RAIN a
* *
**************
19 KO OUTPUT corTROL =T6\RIABLEC
I'RMT 5 PRINT CONTROL
IPLOT C PLOT CONTROL
Q`3CAi, 0. HYDROGRAPH PLOT SCALE
IPi:CH 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 LOGLOG 01567 .01667 24.00000
*** *** *** *** *** *** 1A•'•* *** *** *** *** **:, *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
**************

20 KK * PRE *
* *
**************
24 KO OUTPUT CONTROL VARIABLES
IBRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IP1:CH U PUNCH COMPUTED HYDROGRAPH
TOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISI_V1 1 FIRST ORDINATE PUNCHED OR SAVED
ISPV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG 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 0. 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 11.065 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 RK 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 74 100 YEAR
18 KM 0 0 0.71S 1.44 3.04 3.67 4.01 4.93 5.96 7.13
19 TCO 21
20 7TX PRE
21 3A 0.0028
22 IS 76
23 TM 0.404
24 N:.0 21
25 2Z

***************************************** *****************
* *
* 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
?RE-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
NL'_'TN 1 PMNUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 180,1 NUMBER OF HYDROGRAPH ORDINATES
NDA'';E 2 C ENDING DATE
NDTIMn 0559 ENDING TIME
ICp:.i 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TC•'I TIME BASE 29.98 HOURS
ENGLISH UNITS
DRAINAGE AMA A .ICY'TARE MILES
PRECIPITAT7nN DEPTH INCHES
LENGTH, HLfl�:3TION FE7T
FLOW CM IC '_?EET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AR'.A ACRES
TEMPERATURE DEGREE FAEMENHEIT
*** *** *** *** *** *** " *** ,•,** *** *.•:- *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
**************
6 KK * RAIN *
* *
**************
19 KO OUTPUT CONTROL VARIABME
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPUCH 0 PUNCH COMPUTED HYDROGRAPH
TOUT 21 SAVE HYDROGRAPH ON THIS UNIT
IS:'_V1 1 FIRST ORDINATE PUNCHED OR SAVED
ICAV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT 017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN Li;t?.!.OG 01567 .01667 24.00000
*** *** *** *** *** *** ••x *** *** *** *** **,, *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
************a*

*
20 KK * PRE
24 KO OUTPUT CONTROL VARIABL':S
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IP1"CH 0 PUNCH COMPUTED HYDROGRAPH
IOZJT 21 SAVE HYDROGRAPH ON THIS UNIT
ISiV1 1 FIRST ORDINATE PUNCHED OR SAVED
:WW2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LC+`T_CG .01,367 .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 O. 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) Date/Time ( 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 RR RAIN
7 RM 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 Fit 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 NM 50 YEAR
16 'M 0 0 0.681 1.37 2.8 3.36 3.65 4.45 5.35 6.41
17 KM 100 YEAR
18 NM 0 0 0.716 1.44 3.04 3.67 4.01 4.93 5.96 7.13
19 KC 21
20 MN PRE
21 3A. 0.0028
22 LS 76
23 LID 0.404
24 NC- 21
25 W.

***************************************** *****************
* * *
* 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 SALISBURY
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 HYDROGRAPn TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 C STARTING DATE
ITIME 0000 STARTING TIME
180.0 NUMBER OF HYDROGRAPH ORDINATES •
NDD.E..TE 2 C ENDING DATE
NDTTMM 0559 ENDING TIME
ICEXT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
T:'"AL TIME BASE 29.9a HOURS
ENGLISH UNITS
DRAINAGE ARIA F.C'IARE MILES
PRECIPITAT:?N DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUEIC .'?EET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE' DEGREES FAHRENHEIT
*** *** *** *** *** *** ....* *k* rt** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
***********k*.z
*
6 KK * RAIN
* *
**************
19 KO OUTPUT CONTROL =IAI3LES
IPRNT 5 PRINT CONTROL
IP.LOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
TOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISTIV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISrV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN 'LG3L_OG 01667 .01667 24.00000
*** *** *** *** *** *** x •k *** *** *** **.. *** *r,t *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
**************

20 RK * PRE *
**************
24 KO OUTPUT CONTROL VARIABLES
IRINT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPLCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
IS:AV1 1 FIRST ORDINATE PUNCHED OR SAVED
�S V2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN :i>7CJG 016,=.7 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 ICFS; 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 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 M 50 YEAR
16 PH 0 0 0.681 1.37 2.8 3 36 3.65 4.45 5.35 6.41
17 _M 100 YEAR
18 NM 0 0 0.716 1.44 3.04 3.67 4.01 4.93 5.96 7.13
19 NC 21
20 r?: PRE
21 3:". 0.0028
22 LS 76
23 JD 0,404
24 i?4 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 07:46:33 * * (916)
***************************************** *****************
DKOTA SALISBURY
PRE-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 SCATHE
IT HYDROGRAPH TIME DATA
W7N 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
3.Q0') NUMBER OF HYDROGRAPH ORDINATES
NDDa_TE 2 0 ENDING DATE
NDTINE 0559 ENDING TIME
ICFY^ 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
T.:.'"'AL TIME BASE 29 93 HOURS
ENGLISH UNITS
DRAINAGE AZT A SC'ARZ MILES
PRECIPITA7:O-7 DEPTH INi:HE i
LENGTH, F,'.'ATION
FLOW Cr'^IC .7IET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AR=A ACRES
TEMPERATUR: DEGREES F'AHP.ENHEIT
*** *** *** *** *** *** *:. *k* .** ** 4** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
**************
6 KR * RAIN
* *
**************
19 KO OUTPUT CO".TRO_- VARTAB E
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPLTCH 0 PUNCH COMPUTED HYDROGRAPH
ICUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISi,V1 1 FIRST ORDINATE PUNCHED OR SAVED
1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN .LCGLOG O1E67 .01667 24.00000
*** *** *** *** *** *** • •k *** *** *** ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *

*
20 Eac * PRE -•
*
24 KO OUTPUT CONTROL VARIABLES
IP!�NT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPL;CH 0 PUNCH COMPUTED HYDROGRAPH
LOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISTM1 1 FIRST ORDINATE PUNCHED OR SAVED
IS:.V'2 1800 LAST ORDINATE PUNCHED OR SAVED
TIM:NT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LGO:•;OG 01r;•;7 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. 0 00
*** NORMAL END OF HEC-1 *�*

•
Hydrograph Peak Flow Rate Peat: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 6', filter area= 3402/5.9' = Minimum Surface Area=567 ft2
Use 128" x 83" elliptical CMP,with 9.9' x 58' =574 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.
Provide equal sediment storage as volume of sand filter.
From Elliptical pipe diagram page 5,Area of filter= 10.6 ft2 remaining void=49.9 sf
Sand filter volume= (10.6 ft2 x 58 ft)=615 ft3
Provide equal length 58' for sediment chamber flat section 0%
Elevation=758.61, Set first orifice at 759.00
Calculate volume,pipe is flat, area available=49.9 sf x 232' = 11,576.8 cf,=0.266 ac.ft. @ 763.69
Since two sections of pipe are needed for attenuation of peak flows,the volume that will be
retained in the sediment storage area= 174' x 10.6 sf= 1844 cf

5
- - I
Cr
in
AREA=49.9 SF
112,64" 9.9'
r
AREA=10.6 SF o
CO
10'-3 f
128"x83" NOMINAL
PIPE ARCH
SAND FILTER
R.\Drawings\2023 Proiects\Dkota Salisbury\DAK_S30,24.dwq,1.20

6
Results of HEC-1 Analysis (see Calculations)
Storm Pre-Devlp. Post- Routed Stage Comment
(cfs) Devlp.(cfs) (cfs) Elev. (ft.)
1"-6 Hour na 1.197 0.033 758.60 40 Hr.OK
1- Year 24 Hour 1.065 4.726 0.79 760.31 Post<Pre
OK
2-Year 24 Hour 1.60 7.184 1.125 761.41 Post<Pre
OK
10-Year 24 Hour 3.03 10.167 1.606 763.64 Post<Pre
OK
50-Year 24 Hour 4.40 12.447 6.725 764.09 WE< Top
Pipe OK

7
Stage-Discharge
1.Sand filter Depth Area K
1.50 I 574.00 3 5
2.Orifice Dia.(in) Elev
5.00 759 00 F= 0 1364 Sf.
Head Measured from 759.21
3.Orifice Dia.(in) Elev
0.00 0.00 A= 0 Sf.
Head Measured from 0.00
4.Weir Length =Bev
4.00 ft. 763.69
5.Weir Lerioth Elev
0.00 III 0 00
Stage 1,Sand 2.Orifice 3.Orifice 4.Weir 5.Weir Total Flow
Filter Box
757.75 0.000 0.00 . 0.00 0.00 0.00 0.000
758.00 0.023 0.00 0.00 0.00 0.00 0.023
759.00 0.039 0.00 0.00 0.00 0.00 0.039
760.00 0.054 0.63 0.00 0.00 0.00 0.687
761.00 0.070 0.95 0.00 0.00 0.00 1.022
762.00 0.085 1.19 0.00 0.00 - 0.00 1.274
763.69 0.111 1.51 0.00 0.00 0.00 1.617
764.78 0.128 1.68 0.00 13.56 0.00 15.463
0.00 -11.727 0.00 0.00 0.00 0.00 -11.727
0.00 -11.727 0.00 0.00 0.00 0.0:F -11.727
Basic Orifice Equation Basic Weir Equation
0 = C'dA I2gh Q = C,.LH3
cd = 0.65 `
c4. =3.0
g = 32.2ft / sec `

8
HEC-1 INPUT PAGE 1
LINE ID 1 2 3 4 5 6 7 8 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 2 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 0.266
26 SE 757.75 763.69
27 SQ 0 0.023 0.039 0.054
28 SE 757.75 758 759 760
29 KM TOP PIPE 763.69
30 ST 766.69 4 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, CAT IFORNIA 95616
* RUN DATE 31MAY24 TIME 13:18:44 * * [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 I0 OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSC'AT 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 2000 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 3 0 ENDING DATE
NDTIME 1838 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .03 HOURS
TOTAL TIME BASE 66.63 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES

9
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
*** *** *** r** *** *** r** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
17 KK * POST *
**************
18 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAT 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
LOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 2000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .033 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
LOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 2000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .033 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. 5.57 0. 0. 0. .00
+ 758.61 6.10
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 757.75 766.69 766.69
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
1.00 758.61 .00 0. 0. .00 6.10 .00

10
+++ NORMAL END OF HEC-1 +++
n
'
D �1 69) i :19.
Input ; Output Chart
Graph]rS ummary T able Data Table,
rHvdroor- . N Peak Flow Rate(C .. I Peak FlowDateTme 'Total Volumexl
POST 1 197 Dec 01 1900 03 14 2 007
ROUTE 0 033 Dec 01- 1900 05 36 1 997
Check drawdown time, 2402 min. =40 hours
fl
Input J Output Chart
Graph I Summary Table II Data Table
Time(Minutes) POST ROUTE
(CFS) I (CFS)
2392 00 0001
2394 00 0001
2396 0 0 0.001
2398 0 0 0 001
2400 0 0 0 001
2402 0 0 0.0

11
1 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 PE 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 0.266
44 SE 757.75 763.69
45 SQ 0 0.023 0.039 0.687 1.022 1.274 1.617
46 SE 757.75 758 759 760 761 762 763.79
47 KO 21
48 ST 763.69 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 31MAY24 TIME 14:26:50
[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
IPRNT 5 PRINT CONTROL

12
IPLOT 0 PLOT CONTROL
QSCAT 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
QSCAT 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
*** *** *** *** *** *** *** *** *** *** *** *** **r *** *** r** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
34 KK * POST *
**************
40 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAT 0. HYDROGRAPH PLOT SPATE
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 *
*******r******
47 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SPATE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH

13
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. 10.30 0. 0. 0. .00
+ 760.31 10.30
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. 2. 2.
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
1.00 760.31 .00 0. 1. .00 10.30 .00
*** NORMAL END OF HEC-1 ***
ID
F r E11t ,,r. _ rr? iU' _-i:hr Fly�1
ol Gird I.JIEDI tI liki
input I output chart I
Graph]I Summary Table Data Tabie I
Hvdrooraohti Peak Flow Rate(C. I Peak FlowDateTne I Total Volumex1 I
I POST 4 726 Dec 01 1900 10 06 10.26
iROUTE 079 Dec01 1900 10 21 10258

14
1 HEC-1 INPUT PAGE 1
LINE ID 1 2 3 4 5 6 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 0.266
29 SE 757.75 763.69
30 SQ 0 0.023 0.039 0.687 1.022 1.274 1.617 15.463
31 SE 757.75 758 759 760 761 762 763.69 764.78
32 KO 21
33 KM INSIDE TOP LID OF CONTROL BOX
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 31MAY24 TIME 14;30:03 * * [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
QSCAT 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

15
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *•* r** *** *** ***
*****r******r*
6 KK * RAIN
**************
19 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAT, 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
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *r* *** *** *** *** *** *** *** *** *** ***
**************
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 L➢CT 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 SC'ATE
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
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***

16
**************
25 KK * MAIN *
**************
32 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
()SCAT 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. 0. 0. .00
HYDROGRAPH AT
POST 7. 12.07 1. 0. O. .00
ROUTED TO
+ MAIN 1. 12.40 0. 0. 0. .00
+ 761.41 12.42
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. 15. 15.
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
1.00 761.41 .00 0. 1. .00 12.42 .00
*** NORMAL END OF HEC-1 ***

17
F,IC f.t,! .;e., her! Pon
Input Output Chart
Graph TSummary Table Data Table
HvoroaraohN Peak Flow Rate(D I Peak FlowDater'Time !Total Volumex1 F—
RAN 0 0 Dec 01 1900 00.01 0 0
POST 7 184 Dec 01 1900 12 05 14 526
MAIN 1 125 Dec 01 1900 12 24 12 802

18
HEC-1 INPUT PAGE 1
LINE ID 1 2 3 4 5 6 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 10 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 0.266
29 SE 757.75 763.69
30 SQ 0 0.023 0.039 0.687 1.022 1.274 1.617 15.463
31 SE 757.75 758 759 760 761 762 763.69 764.78
32 KO 21
33 KM INSIDE TOP LID OF CONTROL BOX
34 ST 764.78 4 3 1.5
35 KO 21
36 ZZ
*****************************************
***************************************
* 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 31MAY24 TIME 14,33:32
[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
TOTAL TIME BASE 29.98 HOURS

19
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
OSrAT 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
QSrAT 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 IAST 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 7,AST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***

20
********++++++
25 KK * MAIN *
**************
32 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSC'A7 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 TART 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 TART 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 O. 0. 0. .00
HYDROGRAPH AT
+ POST 10. 12.07 1. 0. 0. .00
ROUTED TO
+ MAIN 2. 12.48 1. 0. 0. .00
+ 763.64 12.52
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. 15. 15.
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
1.00 763.64 .00 0. 2. .00 12.52 .00
*** NORMAL END OF HEC-1 ***

21
❑1 Girl I�J r
Input I Output Chat I
Graph II Summary Table Data Table
HvdroaraohN Peak Flow Rate(C I Peak FlowDate/Time I Total Volumex1
RAIN 0 0 Dec 01 1900 00 01 0 0
POST 10 167 Dec 01 1900 12 05 23 747
MAIN 1 606 Dec 01 1900 12 30 21 993

22
HEC-1 INPUT PAGE 1
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 0.266
29 SE 757.75 763.69
30 SQ 0 0.023 0.039 0.687 1.022 1.274 1.617 15.463
31 SE 757.75 758 759 760 761 762 763.69 764.78
32 KO 21
33 KM INSIDE TOP LID OF CONTROL BOX
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 31MAY24 TIME 14:35:26
[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
QSCAT 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

23
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
*** *** *** *** *** *** *** *** *** *r* *** *** *** *** *** *** *** *** *** *** r** *** *** *** *** *** *** **r *r* *** *** ***
**************
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
LOUT 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
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**x
**************
20 KK * POST *
****r*********
24 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAT 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
*** *** *** *** *** **r *** *** *** *** *** *** *** *** *** **r *** *** *** *** *** *** *** *** *** *** *r* *** *** *** *** ***
**************
25 KK * MAIN *
* *
**************
26 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAT 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
*** *** *** *** *** *** *r* *** *r* r** *** *** *** *** *** *** *** **r r** *** *** *** *** *** *** *** *** *** *** *** *** ***

24
**************
25 KK * MAIN *
* *
**************
32 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QS CAL 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
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *x* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
**************
25 KK * MAIN *
**************
35 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
()SCAT, 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 VAST 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. 0. 0. .00
HYDROGRAPH AT
+ POST 12. 12.07 1. 0. 0. .00
ROUTED TO
+ MAIN 7. 12.17 1. 0. 0. .00
+ 764.09 12.17
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. 15. 15.
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
1.00 764.09 .00 0. 7. .00 12.17 .00
*** NORMAL END OF HEC-1 ***

25
File E j,'
DIgilV1aI
Input I Output Chart
Graph j I Summary Table Data Table
trgrrirnioPeak Flow Rate(C I Peak Flow DateiTime "Total Volumexl. r
RAIN 0 0 Dec 01 1900 00 01 0 0
POST 12 447 Dec 01 1900 12 05 33 889
MAIN 6 725 Dec 01 1900 12.11 32 172
Primary Spillway
Deadman Calculations
Unit Weight Concrete (lbs/ft3)= 145
Unit Weight Water(Ibs/fe)= 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.(Ibs.) 14,722
Deadman Thickness (ft.) 2.0
Deadman Dimension- Square (ft.) 9.44
Use E 9 ft

26
Outlet Pipe
Project D0.....ritA m
Fricoon Method Manr`"r g
Formula
Salve Fir Full Haw
Capacity
Input Data
Roughness Coeffioent 0.012
Cannel Slope 0.003 ft(h
Normal Depth 24.0 in
Diameter 24.0 in
Discharge 17.33 cfs
Results
Discharge 17.33 cfs
Normal Depth 24.0 in
Flow Area 3.1 ft.
Wetted Per. e er 6.3 ft
Hydraulic Radius 6.0 n
Top Width 1.30 ft
Conical Depth 18.0 in
Percent Ful 100.0%
Criocal Slope 0.006 Mt
Velocity 5.52 Ws
Velocity Head 0.47 ft
Specific Energy 2.47 ft
trade Number
Maximum Discharge 18.64 cfs
D'_scharge Full 17.33 cis
Slope Fug 0.005 ftlft
Flow Type Subrntcal
GVF input Date
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Sazps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Deucnpoon N/A
Profile Head,oss 0.00 ft
Average End Depth Over'lbse 0.0%
Normal Depth Over Rise 0.0%
Downstream Velcary 0.00 ft/s
Upstream Veloary 0.00 ft4
Normal Depth 24.0 in
Critical Depth 18.0 in
Channel.Slope 0.005 ftft
Crecal Slope 0.006 fdfc
8.rae,Svstet,Ft naa.m►.aces S,* v,. F.o5foac
.KCe®11 ulna Cara.- 00030D 071
9 1,2021 ew 1.00.t.CT 06�795UUS +I,20175516E2 Pap.7 of t

Figure 8.O6a: Design of outlet protection from a round pipe flowing full,
minimum tailwater condition (Tw<0.5 diameter)
�. l `� � , 1
Outer W D + -a 90 _ i , i i
diarnete• (Doi /�
La _ _� HO.11
�S
; giallwater • 0.5110 l
t,. 70 . I 1 I
4a�t1 f 4 ' -
te/s
r0� fit, • i
�01 "- 60 _ - -4• •
sk
. . 4.. : '::::::t .-___ --• 1 0:4 irfilifie4
•4. .'i 1:4 0 I le Ill r. . 7.ue. -7_,,
0 . _ ._ ............_, _44....____ _ Q,
,, .d. •2 c;.).,
4. 4 . 1 . t—
, .
rii-
am .., �._ E
n is . >� �����
Mr
111
f
3 5 10 20 5n 100 200 500 1000
Discharge ttt3rsec)
Cu•ves may not be extrapolated
Nrgu a 8.06a Design of o:n'a:t. otr'r:ic:r p•otecbo i 4 um a round c,pe flowing full uirururr t:arl;nate-condition("r`„.•0.5 0 ameter)
Re .12'93 8.06.3

Figure 8.06a: Design of outlet protection from a round pipe flowing ft
tailwater condition (Tw<0.5 diameter)
Outlet W Do + .a
pipe
tameae ;Doi , �,, I •
I.---la , , sa . .
ilwater - 0,500
�_ O 41
-
I.
—14' -' - 7 ,`: 7"--1.. .
a1 .:; . o
. �` SS
I 6 s �
to — .
a : .Ifs a . ' _ _ .� L� "„
:iiii.: 4. . ....1 . _. , .....25 7--,. .:,____t , . / 6 _,_,..---,. - - /
v z 5 i
3 5 IC 100 2 0©- 0C
1,2—,L-i'l Discharge fft3/sect
LPyT2-
Curves may not be extrapolated
Figure 3.06a Design of outr:t sror:rtwr;:-rat`c1ic•i'um a round .pe ffowir;fr:0.ranir:rrr.urr L ibw.:e'cordt►on(Tw<C