20001449 Ver 1_Stormwater Plans_20030122

January 17, 2003
FILE C9PY
~~ Todd St. John
-~"~\ NCDENR-Division of Water Quality
~f_~ Wetlands/401 Unit
1621 Mail Service Center
Raleigh, NC 27699-1621
RE: Catawba Hills
DWQ Project #001449
PN: 1001003
Dear Todd:
LandDesign
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WETLANDS (~~
~~rn • ~, n! ! ~! IlY SECT-f1N
Pursuant to the NWP 14 (200130208) and NWP 39 (200130211) issued for the above
referenced site and as part of the 401 Water Quality Certification please find enclosed
one (1) set of construction documents for the proposed townhome project within the
Catawba Hills development. The plans include the Stormwater Management Plan
prepared to meet the conditions of the 401 permit, which necessitates 85°Io TSS
removal for the property's runoff. Also, additional measures such as bioretention
facilities, level spreaders and buffers have been incorporated to account for the
additional treatment associated with the sites proximity to a 303D list stream. Please
note that the plan is submitted as previously discussed with you regarding design
approach. On behalf of Dienst Enterprises, we respectfully request your review and
approval of the Stormwater Management facilities to satisfy the conditions of the
above referenced permits.
Should you have any questions or comments or need any additional information
please do not hesitate to call. Thank you.
Principal
LANDDESIGN~ INC.
Enclosure
cc: Bob Dienst, Dienst Enterprises
Toney Lee, Dienst Enterprises
Corps of Engineers Asheville Field Office
Len Rindner
Brian Potacki, City of Gastonia
Steve Allred, NCDENR
L\7001003\DOCS\STJOHN-011703.DOG~KW V
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Charlotte, NC
Alexandria, UA
High Point, NC
Southern Pines, NC
Franklin, TN
Asheville, NC
Tampa, FL
Landscape Architecture
Land Planning
Urban Design
Civil Engineering

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ENGINEERING
CALCULATIONS
FoR
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Cataw~ia Hilly -village D
Townhome Development
GASTONIA, NORTH CAROLINA
OWNER:
Dienst Enterprises
9606 A Caldwell Commons Circle
Co_ rnelius, North Carolina 28031
704 892 7073

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223 North Graham street, Charlotte, NC28202 ~ Phone: Z°4~376~7ZZ7 ~ Fax: 7o4.3z6.8235

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SITE LOCATION

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SOILS MAP

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POND
CALCULATIONS

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~] CHARLOTTE ^ ALEXANDRIA
^ HIGH POINT ^ SOUTHERN PINES
^ FR,4NKLIN ^ ASHEVILLE
^ TAMPA
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JOB NAME: "-,s~T~w'~'~=+s t-~1L.:.C
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TITLE: ~~ , ~-'-(, ~. ~ -
COMPUTED BY: ~'.t.~~i DATE: 1 c? =-

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3. General _
a. Basin shape should minimize dead storage areas and short circuiting. Length to width
ratios should be 3:1 or greater. (Barfield, et aI., 1981, pp. 426.429; Florida DEP, 1982,
pg. 6-289).
b. If the~basin is used as a sediment trap during construction, all sediment deposited during
construction must be removed before normal operation begins.
c. Aquatic vegetation should be included for a wetland type detention basin (Maryland
DNR; March-1987; Scheeler, 1987, Chapter 4 and 9). A minimum ten foot wide shallow
sloped shelf is needed at the edge of the basin for safety and to provide appropriate
conditions for aquatic vegetation (5chueler, 1987). This shelf should be sloped 6:1 or
flatter and extend to a depth of 2 feet below the surface of the permanent pool (Shaver
and Maxted, DNREC, 1994). A list of suitable wetland species and propagation
techniques are provided in. Scheeler (1987) and Maryland DNR (1987).
d. An emergency drain (with a pipe sized to drain the pond in Iess than 24 hours} should be
installed in all ponds to~ allow.access for riser repairs and sediment removal (Scheeler,
1987).
Table I:I Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant.
Removal Effciency in the Piedmont
5.
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Notes: Numbers given in the body of the table are given in percentages.
Coastal SA/DA ratios can be obtained from the local DWQ Regional Office.

' Table 3-11
Runoff Curve Numbers'

Cover Description
~ Curve Numbers for
' Hydrologic Soil Groups
Cover Type and Hydrologic Average Percent A S C D
Condition Impervious Areal

Fully Developed Urban Areas Iveoetation established)
Open space (lavmsrparics, cemeteries, etc.)3
Poor condition (grass cover <50%) 68 79 86 89
- Fair condition (grass cover 50% to 75 %) 49 69 79 84
Good condition (grass cover >75%) 39 61 74 80
Impervious areas:
Paved paring lots, roofs, driveways, eic. 98 98 98 98
Paved streets and roads 98 98 98 98
Paved; open ditches (including right-of-way) 83 89 92 93
Gravel {including right-of-way) 76 85 89 91
Dirt (including right-of-way) 72 82 87 89

' Urban districts:
Commercial and business ~
85~
2
~
, 89 9
; 94 95
Industrial 72.> 81 88~ 91 93
Residential district by average lot size: -
' ~ 1 /8 acre or less (town houses) 65 77 8~_ 90 , 92
114 acre 38 61 75 - , 83 % 87
113 acre 30 57 72 _
81 86
' 1 /2 acre 25 54 70 80 85
1 acre 20 51 68 ~% 79 84
2 acres 12 46 65 77 82
Asiricultural Lands
Pasture, grassland, or range (continuous forage for grazing)`
Poor hydrologic condition 68 79 86 89
Fair hydrologic condition 49 ° 69 79 ° 84
Good hydrologic condition 39 61 74 80
Meadow (continuous grass, protected from grazing and generally 30 58 71 78
mowed for hay)
' Woodsb
Povr hydrologic condition 45 66 77 83

' Fair hydrologic condition
Good
hydrologic condition 36 60 _73 79
.. 30 55 70 77
Develonino Urban Areas
Newly graded areas (pervious areas
only, no vegetation) 77 86 91 94

3-30

Project Name:
Project No. DWQ 001449
pond 4
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations #VALUE! average depth status
Bottom of Basin (ft)
Permanent Pool (ft) 29 #VALUE! ft. depth #VALUE!
Temporary Pool (ft) 30.5 1.5 ft. depth ok
areas
Permanent Pool SA (sq ft) 9025 8037 sq. ft. ok
Drainage Area (ac) 8.75 #VALUE! based on avg depth #VALUE!
Impervious Area (ac) 4.5 51.4 % -
volumes
Permanent Pool (cu ft)
~ ~
~
Temporary Pool (cu ft) 11761.2 ~
~ 16290 cu. ft. check tempt
Forebay (cu ft) #VALUE! % #VALUE!
other parameters
SA/DA 0 2.11 -
Orifice Diameter (in) 2 0.09 cfs drawdown -
Design Rainfall (in) 1 1.5 day drawdown check drawc
Linear Interpolation of Correct SA/DA***
#VALUE! ft. Permanent Pool Depth
% Impervious SA/DA fror (Avg. Depth)
Next Lowest 50 2.06 #VALUE! 2.38
Project Impervious 51.4 2.11 #VALLJEI 2.42
Next Highest 60 2.4 #VALUI/! 2.66
4 ft S

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^ CHARLOTTE ^ ALEXANDRIA
^ HIGH PO[NT ^ SOUTHERN PINES
FRANKLIN ^ ASHEVILLE
^ TAMPA

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PROJECT NO: ~'~ :~ ' '~ "/ ~^
JOB NAME:
TITLE: ~~-> ~ ~. ~.,,,~~. .._~ ~ ~r t'".
COMPUTED BY: DATE:
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01003a.out
.,. 1**,t:k*#:t,t*:t***:t*******:t:k:t*,t****:t**:t* ****,t******,t,t ********************* ***********
* * TR 20 S/N
* * HMVersion 3.40
* TR 20 * Date 1/15/**
* * Time 10:02:39
* Project Formulation Hydrology * Input file 01003a.t20
* * Output file 01003a.out
* * *
* * *

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...........................................
...........................................
...........................................
... Full Microcomputer Implementation ...
... by ...
... Haestad Methods, Inc. ...
...........................................
...........................................
...........................................
...........................................
37 Brookside Road * Waterbury, Connecticut 06708 * [phone]
******************80-80 LIST OF INPUT DATA FOR TR-20 HYDROLOGY******************
Page 1
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01003a.out
JOB TR-20 FULLPRINT SUMMARY 10
TITLE 001 Catawba Hills - Pre-developed 2 Yr/6 Hr Storm 20
5 RAINFL 3 0.0833 30
8 0.000 0.007 0.014 0.022 0.030 40
8 0.038 0.046 0.055 0.064 0.073 50
8 0.082 0.091 0.101 0.111 0.121 60
8 0.132 0.143 0.154 0.166 0.180 70
8 0.194 0.209 0.225 0.242 0.260 80
8 0.281 0.303 0.327 0.353 0.381 90
8 0.412 0.456 0.506 0.564 0.653 100
8 0.768 1.010 1.430 1.598 1.698 110
8 1.762 1.816 1.863 1.896 1.925 120
8 1.952 1.977 2.000 2.021 2.039 130
8 2.056 2.072 2.088 2.103 2.117 140
8 2.129 2.141 2.152 2.163 2.173 150
8 2.183 2.193 2.202 2.211 2.220 160
8 2.229 2.237 2.245 2.253 2.261 170
8 2.269 2.276 2.283 2.283 2.283 180
9 ENDTBL 190
6 RUNOFF 1 001 1 0.01367 62.00 0.171 1 1 1 200
6 RUNOFF 1 002 2 0.00403 60.00 0.081 1 1 1 210
6 ADDHYD 4 003 1 2 3 1 1 1 1 220
ENDATA 230
7 INCREM 6 0.08 240
7 COMPUT 7 001 003 0.00 1.0 1.03 3 O1 250
ENDCMP 1 260
ENDJOB 2 270
*******************************END OF 80-80 LIST********************k***********
TR20 XEQ 1/15/** Catawba Hills - Pre-developed 2 Yr/6 Hr Storm
REV 09/01/83
FILE NO. 1
20 JOB 1 PASS 1
PAGE 1
COMPUTER PROGRAM FOR PROJECT FORMULATION - HYDROLOGY USER NOTES
THE USERS MANUAL FOR THIS PROGRAM IS THE MAY 1982 DRAFT OF TR-20. CHANGES FROM THE 2/14/74 VERSION INCLUDE:
REACH ROUTING - THE MODIFIED ATT-KIN ROUTING PROCEDURE REPLACES THE CONVEX METHOD. INPUT DATA PREPARED FOR
PREVIOUS PROGRAM VERSIONS USING CONVEX ROUTING COEFFICIENTS WILL NOT RUN ON THIS VERSION.
THE PREFERRED TYPE OF DATA ENTRY IS CROSS SECTION DATA REPRESENTATIVE OF A REACH. IT IS RECOMMENDED THAT
THE OPTIONAL CROSS SECTION DISCHARGE-AREA PLOTS BE OBTAINED WHENEVER NEW CROSS SECTION DATA IS ENTERED.
THE PLOTS SHOULD BE CHECKED FOR REASONABLENESS AND ADEQUACY OF INPUT DATA FOR THE COMPUTATION OF "M"
VALUES USED IN THE ROUTING PROCEDURE.
GUIDELINES FOR DETERMINING OR ANALYZING REACH LENGTHS AND COEFFICIENTS (X,M) ARE AVAILABLE IN THE USERS
MANUAL. SUMMARY TABLE 2 DISPLAYS REACH ROUTING RESULTS AND ROUTING PARAMETERS FOR COMPARISON AND CHECKING.
HYDROGRAPH GENERATION - THE PROCEDURE TO CALCULATE THE INTERNAL TIME INCREMENT AND PEAK TIME OF THE UNIT
Page 2

01003a.out
HYDROGRAPH HAVE BEEN IMPROVED. PEAK DISCHARGES AND TIMES MAY DIFFER FROM THE PREVIOUS VERSION. OUTPUT
HYDROGRAPHS ARE STILL INTERPOLATED, PRINTED, AND ROUTED AT THE USER SELECTED MAIN TIME INCREMENT.
INTERMEDIATE PEAKS - METHOD ADDED TO PROVIDE DISCHARGES AT INTERMEDIATE POINTS WITHIN REACHES WITHOUT ROUTING.
OTHER - THIS VERSION CONTAINS SOME ADDITIONS TO THE INPUT AND NUMEROUS MODIFICATIONS TO THE OUTPUT. USER
OPTIONS HAVE BEEN MODIFIED AND AUGMENTED ON THE JOB RECORD, RAINTABLES ADDED, ERROR AND WARNING MESSAGES
EXPANDED, AND THE SUMMARY TABLES COMPLETELY REVISED. THE HOLDOUT OPTION IS NOT OPERATIONAL AT THIS TIME.
PROGRAM QUESTIONS OR PROBLEMS SHOULD BE DIRECTED TO HYDRAULIC ENGINEERS AT THE SCS NATIONAL TECHNICAL CENTERS:
CHESTER, PA (NORTHEAST) -- 215-499-3933, FORT WORTH, TX (SOUTH) -- 334-5242 (FTS)
LINCOLN, NB (MIDWEST) -- 541-5318 (FTS), PORTLAND, OR (WEST) -- 423-4099 (FTS)
OR HYDROLOGY UNIT, ENGINEERING DIVISION, LANHAM, MD -- 436-7383 (FTS).
PROGRAM CHANGES SINCE MAY 1982:
12/17/82 - CORRECT PEAK RATE FACTOR FOR USER ENTERED DIMHYD
CORRECT REACH ROUTING PEAK TRAVEL TIME PRINTED WITH FULLPRINT OPTION
5/02/83 - CORRECT COMPUTATIONS FOR ---
1. DIVISION OF BASEFLOW IN DIVERT OPERATION
2. HYDROGRAPH VOLUME SPLIT BETWEEN BASEFLOW AND ABOVE BASEFLOW
3. CROSS SECTION DATA PLOTTING POSITION
4. INTERMEDIATE PEAK WHEN "FROM" AREA IS LARGER THAN "THRU" AREA
5. STORAGE ROUTED REACH TRAVEL TIME FOR MULTIPEAK HYDROGRAPH
6. ORDERING "FLOW-FREQ" FILE FROM SUMMARY TABLE #3 DATA
7. BASEFLOW ENTERED WITH READHYD
8. LOW FLOW SPLIT DURING DIVERT PROCEDURE #2 WHEN SECTION RATINGS START AT DIFFERENT ELEVATIONS
ENHANCEMENTS ---
1. REPLACE USER MANUAL ERROR CODES (PAGE 4-9 TO 4-11) WITH MESSAGES
2. LABEL OUTPUT HYDROGRAPH FILES WITH CROSS SECTION/STRUCTURE, ALTERNATE AND STORM NO'S
09/01/83 - CORRECT INPUT AND OUTPUT ERRORS FOR INTERMEDIATE PEAKS
CORRECT COMBINATION OF RATING TABLES FOR DIVERT
CHECK REACH ROUTING PARAMETERS FOR ACCEPTABLE LIMITS
ELIMINATE MINIMUM REACH TRAVEL TIME WHEN ATT-KIN COEFFICIENT EQUALS ONE
TR20 XEQ 1/15/** Catawba Hills - Pre-developed 2 Yr/6 Iir Storm 20 JOB 1 PASS 1
REV 09/01/83 PAGE 2
EXECUTIVE CONTROL OPERATI ON INCREM RECORD ID 2401
MAIN TIME INCREMENT = .08 HOURS
EXECUTIVE CONTROL OPERATI ON COMPUT RECORD ID 2501
FROM XSECTION li TO XSECTION 3
STARTING TIME _ .00 RAIN DEPTH = 1.00 RAIN DURATION= 1.00 RAIN TABLE NO.= 3 ANT. MOIST. COND= 3
ALTERNATE NO.= 0 STORM NO.= 1 MAIN TIME INCREMENT = .08 HOURS
Page 3

01003a.out
OPERATION RUNOFF CROSS SECTION 1
OUTPUT HYDROGRAPH= 1
AREA= .O1 SQ MI INPUT RUNOFF CURVE= 62. TIME OF CONCENTRATION= .17 HOURS
COMPUTED CURVE NO. = 80. 1 INTERNAL HYDROGRAPH TIME INCREMENT= .0227 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATI ON(FEET)
3.18 11.28 (RUNOFF )
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .08 HOURS DRAINAGE AREA = .O1 5Q.MI.
2.40 DISCHG .00 .00 .00 .00 .00 .09 .46 1.37 4.25 10.33
3.20 DISCHG 11.10 8.01 5.53 4.06 3.30 2.67 2.14 1.86 1.70 1.58
4.00 DISCHG 1.46 1.34 1.21 1.12 1.07 1.04 .99 .93 .85 .80
4.80 DISCHG .76 .74 .70 .68 .67 .64 .62 .61 .61 .58
5.60 DISCHG .56 .55 .55 .55 .53 .50 .37 .14 .04 .O1
6.40 DISCHG .00
RUNOFF VOLUME ABOVE BASEFLOW = .72 WATERSHED INCHES, 6.39 CFS-HRS, .53 ACRE -FEET; BASEFLOW = .00 CFS
OPERATION RUNOFF CROSS SECTION 2
OUTPUT HYDROGRAPH= 2
AREA= .00 SQ MI INPUT RUNOFF CURVE= 60. TIME OF CONCENTRATION= .08 HOURS
COMPUTED CURVE NO. = 78.1 INTERNAL HYDROGRAPH TIME INCREMENT= .0107 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATI ON (FEET)
3.12 3.92 (RUNOFF )
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCPEMENT = .08 HOURS DRAINAGE AREA = .00 SQ.MI.
2.40 DISCHG .00 .00 .00 .00 .OU .02 .16 .62 2.13 3.92
3.20 DISCHG 2.35 1.51 1.04 .88 .'77 .58 .50 .47 .44 .41
4.00 DISCHG .38 .33 .31 .29 .29 .28 .26 .24 .22 .21
4.80 DISCHG .20 .20 .19 .19 .18 .17 .17 .17 .17 .15
5.60 DISCHG .15 .15 .15 .15 .14 .13 .03 .00
RUNOFF VOLUME ABOVE BASEFLOW = .66 WATERSHED INCHES, 1.72 CF'S-HRS, .14 ACRE -FEET; BASEFLOW = .00 CFS
OPERATION ADDHYD CROSS SECTION 3
INPUT HYDROGRAPHS= 1,2 OUTPUT HYDROGRAPH= 3
TR20 XEQ 1/15/** Catawba Hills - Pre-developed 2 Yr/6 Hr Storm
REV 09/01/83
20 JOB 1 PASS 1
PAGE 3
*** WARNING-MAIN TIME INCREMENT MAY BE TOO LARGE.
COMPUTED PEAK( 14.97) AT EXCEEDS MAX. ADJACENT HYDROGRAPH COORDINATE BY 5 $.1
XSECTION 3
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
3.15 14.97 (NULL)
Page 4

01003a.out
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCP.EMENT = .OS HOURS DRAINAGE AREA = .02 SQ.MI.
2.40 DISCHG .00 .00 .00 .00 .00 .11 .62 2.00 6.38 14.25
3.20 DISCHG 13.45 9.52 6.57 4.94 4.07 3.24 2.64 2.33 2.14 1.99
4.00 DISCHG 1.84 1.67 1.51 1.41 1.36 1.32 1.26 1.17 1.07 1.02
4.80 DISCHG .97 .93 .89 .86 .85 .81 .79 .78 .78 .74
5.60 DISCHG .71 .70 .70 .70 .67 .63 .40 .14 .04 .Ol
6.40 DISCHG .00
RUNOFF VOLUME ABOVE BASEFLOW = .71 WATERSHED INCHES, 8.12 CFS -HRS, .67 ACRE -FEET; BASEFLOW = .00 CFS
EXECUTIVE CONTROL OPERATION ENDCMP
COMPUTATIONS COMPLETED FOR PASS 1
EXECUTIVE CONTROL OPERATION ENDJOB
RECORD ID 2601
RECORD ID 270
TR20 XEQ 1/15/** Catawba Hills - Pre-developed 2 Yr/6 Hr Storm 20 JOB 1 SUMMARY
REV 09/01/83 ~ PAGE 4
SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED
(A STAR(*) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH
A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.)
SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCH ARGE
STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME - ------ RUNOFF ---------- ----------- - -------
ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE
(SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM)
ALTERNATE 0 STORM 11
XSECTION 1 RUNOFF .O1 3 3 .08 .0 2.28 6.00 .72 --- 3.18 11.28 824.9
XSECTION 2 RUNOFF .00 3 3 .08 .0 2.28 6.00 .66 --- 3.12 3.92 972.7
XSECTION 3 ADDHYD .02 3 3 .08 .0 2.28 6.00 .71 --- 3.15 14.97 845.8
TR20 XEQ 1/15/** Catawba Hills - Pre-developed 2 Yr/6 Fir Storm 20 JOB 1 SUMMARY
REV 09/01/83 PAGE 5
SUMMARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES
XSECTION/ DRAINAGE
STRUCTURE AREA STORM NUMBERS..........
Page 5

01003a.out
ID (SQ MI) 1
XSECTION 1 .011
ALTERNATE 0 11.28
XSECTION 2 .OOi
ALTERNATE 0 3.92
XSECTION 3 .02i
ALTERNATE 0 14.97
"' TEND OF 1 JOBS IN THIS RUN
Stop - Program terminated.
Page 6

01003b.out
.,. l:t********,t,t:t:t**:t***,t**,t**:t******:t**:t:t*:t:t*,t:t,t:t:t:t*:t************************* ******
* * TR 20 S/N
* * HMVersion 3.40
* TR 20 * Date 1/15/**
* * Time 10:04:18
* Project Formulation Hydrology Input file 01003b.t20
* *
* * Output file 01003b.out
*
* * *
**************************************** ************* ************************* **
xxxxxxx xxxxxx xxxxx xxxxx
x x x x x x xx
x x x x x x x
x xxxxxx x x x x
x x x x x x x
x x x x xx x
x x x xxxxxxx xxxxx
...........................................
...........................................
...........................................
...........................................
... Full Microcomputer Implementation ...
... by ...
... Haestad Methods, Inc. ...
...........................................
...........................................
...........................................
...........................................
37 Brookside Road * Waterbury, Connecticut 06708 * [phone]
******************80-80 LIST OF INPLPP DATA FOR TR-20 HYDROLOGY******************
Page 1
~ ~ ~ ~ ~ ~ ~ ~ i ~ i ~ ~ ~ ~ ~ ~ ~

01003b.out
JOB TR-20 FULLPRINT SUMMARY 10
TIT LE 001 Catawba Hills-Pre- developed 10 YR/6 HR Storm 20
5 RAINFL 3 0.0833 30
8 0.000 0.011 0.022 0.034 0.046 40
8 0.058 0.070 0.083 0.096 0.109 50
8 0.123 0.137 0.152 0.167 0.183 60
8 0.199 0.216 0.234 0.252 0.275 70
8 0.299 0.324 0.350 0.377 0.406 80
8 0.442 0.481 0.523 0.568 0.617 90
8 0.671 0.750 0.839 0.942 1.103 100
8 1.304 1.699 2.289 2.564 2.741 110
8 2.853 2.948 3.032 3.089 3.140 120
8 3.187 3.230 3.270 3.308 3.338 130
8 3.366 3.393 3.418 3.442 3.465 140
8 3.484 3.502 3.519 3.536 3.552 150
8 3.568 3.583 3.598 3.612 3.626 160
8 3.637 3.652 3.665 3.677 3.689 170
8 3.701 3.712 3.723 3.723 3.723 180
9 ENDTBL 190
6 RUNOFF 1 001 1 0.01367 62.00 0.171 1 1 1 200
6 RUNOFF 1 002 2 0.00403 60.00 0.081 1 1 1 210
6 ADDY-IYD 4 003 1 2 3 1 1 1 1 220
ENDATA 230
7 INCREM 6 0.08 240
7 COMPUT 7 001 003 0.00 1.0 1.03 3 O1 250
ENDCMP 1 260
ENDJOB 2 270
****:t**************************END OF 80-80 LIST********************************
TR20 XEQ 1/15/** Catawba Hills-Pre-developed 10 YR/6 HR Storm 20 JOB 1 PASS 1
REV 09/01/83 PAGE 1
FILE NO. 1
COMPUTER PROGRAM FOR PROJECT FORMULATION - HYDROLOGY USER NOTES
THE USERS MANUAL FOR THIS PROGRAM IS THE MAY 1982 DRAFT OF TR-20. CHANGES FROM THE 2/14/74 VERSION INCLUDE:
REACH ROUTING - THE MODIFIED ATT-KIN ROUTING PROCEDURE REPLACES THE CONVEX METHOD. INPUT DATA PREPARED FOR
PREVIOUS PROGRAM VERSIONS USING CONVEX ROUTING COEFFICIENTS WILL NOT RUN ON THIS VERSION.
THE PREFERRED TYPE OF DATA ENTRY IS CROSS SECTION DATA REPRESENTATIVE OF A REACH. IT IS RECOMMENDED THAT
THE OPTIONAL CROSS SECTION DISCHARGE-AREA PLOTS BE OBTAINED WHENEVER NEW CROSS SECTION DATA IS ENTERED.
THE PLOTS SHOULD BE CHECKED FOR REASONABLENESS AND ADEQUACY OF INPUT DATA FOR THE COMPUTATION OF "M"
VALUES USED IN THE ROUTING PROCEDURE.
GUIDELINES FOR DETERMINING OR ANALYZING REACH LENGTHS AND COEFFICIENTS (X,M) ARE AVAILABLE IN THE USERS
MANUAL. SUMMARY TABLE 2 DISPLAYS REACH ROUTING RESULTS AND ROUTING PARAMETERS FOR COMPARISON AND CHECKING.
HYDROGRAPH GENERATION - THE PROCEDURE TO CALCULATE THE INTERNAL TIME INCREMENT AND PEAK TIME OF THE UNIT
Page 2

01003b.out
HYDROGRAPH HAVE BEEN IMPROVED. PEAK DISCHARGES AND TIMES MAY DIFFER FROM THE PREVIOUS VERSION. OUTPUT
HYDROGRAPHS ARE STILL INTERPOLATED, PRINTED, AND ROUTED AT THE USER SELECTED MAIN TIME INCREMENT.
INTERMEDIATE PEAKS - METHOD ADDED TO PROVIDE DISCHARGES AT INTERMEDIATE POINTS WITHIN REACHES WITHOUT ROUTING.
OTHER - THIS VERSION CONTAINS SOME ADDITIONS TO THE INPUT AND NUMEROUS MODIFICATIONS TO THE OUTPUT. USER
OPTIONS HAVE BEEN MODIFIED AND AUGMENTED ON THE JOB RECORD, RAINTABLES ADDED, ERROR AND WARNING MESSAGES
EXPANDED, AND THE SUMMARY TABLES COMPLETELY REVISED. THE HOLDOUT OPTION IS NOT OPERATIONAL AT THIS TIME.
PROGRAM QUESTIONS OR PROBLEMS SHOULD BE DIRECTED TO HYDRAULIC ENGINEERS AT THE SCS NATIONAL TECHNICAL CENTERS:
CHESTER, PA (NORTHEAST) -- 215-499-3933, FORT WORTH, TX (SOUTH) -- 334-5242 (FTS)
LINCOLN, NB (MIDWEST) -- 541-5318 (FTS), PORTLAND, OR (WEST) -- 423-4099 (FTS)
OR HYDROLOGY UNIT, ENGINEERING DIVISION, LANHAM, MD -- 436-7383 (FTS).
PROGRAM CHANGES SINCE MAY 1982:
12/17/82 - CORRECT PEAK RATE FACTOR FOR USER ENTERED DIMHYD
CORRECT REACH ROUTING PEAK TRAVEL TIME PRINTED WITH FULLPRINT OPTION
5/02/83 - CORRECT COMPUTATIONS FOR ---
1. DIVISION OF BASEFLOW IN DIVERT OPERATION
2. HYDROGRAPH VOLUME SPLIT BETWEEN BASEFLOW AND ABOVE BASEFLOW
3. CROSS SECTION DATA PLOTTING POSITION
4. INTERMEDIATE PEAK WHEN "FROM" AREA IS LARGER THAN "THRU" AREA
5. STORAGE ROUTED REACH TRAVEL TIME FOR MULTIPEAK HYDROGRAPH
6. ORDERING "FLOW-FREQ" FILE FROM SUMMARY TABLE #3 DATA
7. BASEFLOW ENTERED WITH READHYD
8. LOW FLOW SPLIT DURING DIVERT PROCEDURE #2 WHEN SECTION RATINGS START AT DIFFERENT ELEVATIONS
ENHANCEMENTS ---
1. REPLACE USER MANUAL ERROR CODES (PAGE 4-9 TO 4-11) WITH MESSAGES
2. LABEL OUTPUT HYDROGRAPH FILES WITH CROSS SECTION/STRUCTURE, ALTERNATE AND STORM NO'S
09/01/83 - CORRECT INPUT AND OUTPUT ERRORS FOR INTERMEDIATE PEAKS
CORRECT COMBINATION OF RATING TABLES FOR DIVERT
CHECK REACH ROUTING PARAMETERS FOR ACCEPTABLE LIMITS
ELIMINATE MINIMUM REACH TRAVEL TIME WHEN ATT-KIN COEFFICIENT EQUALS ONE
TR20 XEQ 1/15/** Catawba Hills-Pre-developed 10 YR/6 HP. Storm 20 JOB 1 PAS5 1
REV 09/01/83 PAGE 2
EXECUTIVE CONTROL OPERATI ON INCREM RECORD ID 2401
MAIN TIME INCREMENT = .08 HOURS
EXECUTIVE CONTROL OPERATI ON COMPUT RECORD ID 2501
FROM XSECTION li TO XSECTION 3
STARTING TIME _ .00 RAIN DEPTH = 1.00 RAIN DURATION= 1.00 RAIN TABLE NO.= 3 ANT. MOIST. COND= 3
ALTERNATE NO.= 0 STORM NO.= 1 MAIN TIME INCREMENT = .08 HOURS "-
Page 3

01003b.out
OPERATION RUNOFF CROSS SECTION 1
OUTPUT HYDROGRAPH= 1
AREA= .O1 SQ MI IN PUT RUNOFF CURVE= 62. TIME OF CONCENTRATION= .17 HOURS
COMPUTED CURVE NO. = 80 .i I NTERNAL HYDROGRAPH TIME INCREMENT= .0227 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
3.16 26.97 (RUNOFF)
5.59 1.15 (RUNOFF)
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .08 HOURS DRAINAGE AREA = .01 SQ.MI.
1.60 DISCHG .00 .00 .00 .00 .00 .00 .00 .00 .00 .02
2.40 DISCHG .11 .26 .50 .95 1.52 2.37 4.08 7.08 14.49 25.69
3.20 DISCHG 25.36 18.50 12.92 9.47 7.69 6.16 4.90 4.23 3.83 3.52
4.00 DISCHG 3.29 3.01 2.62 2.39 2.25 2.12 2.02 1.90 1.71 1.56
4.80 DISCHG 1.47 1.43 1.38 1.35 1.30 1.27 1.23 1.19 1.08 1.11
5.60 DISCHG 1.15 1.09 1.04 1.02 .99 .95 .71 .27 .08 .03
6.40 DISCHG .O1 .00
RUNOFF VOLUME ABOVE BASEFLOW = 1.79 WATER SHED INCHES, 15.77 CFS-HRS, 1. 30 ACRE -FEET; BASEFLOW = .00 CFS
OPERATION RUNOFF CROSS SECTION 2
OUTPUT HYDROGRAPH= 2
AREA= .00 SQ MI IN PUT RUNOFF CURVE= 60. TIME OF CONCENTRATION= .08 HOURS
COMPUTED CURVE NO. = 78 .i I NTERNAL HYDROGRAPH TIME INCREMENT= .0107 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
3.11 8.99 (RUNOFF)
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .08 HOURS DRAINAGE AREA = .00 SQ.MI.
2.40 DISCHG .O1 .06 .16 .31 .49 .87 1.55 3.01 6.46 8.97
3.20 DISCHG 5.52 3.69 2.51 2.10 1.86 1.35 1.17 1.08 1.00 .93
4.00 DISCHG .89 .74 .67 .64 .60 .57 .55 .49 .44 .42
4.80 DISCHG .40 .40 .38 .37 .36 .35 .34 .33 .28 .35
5.60 DISCHG .32 .29 .29 .29 .27 .27 .06 .01 .00
RUNOFF VOLUME ABOVE BASEFLOW = 1.69 WATER SHED INCHES, 4.39 CFS-HRS, . 36 ACRE -FEET; BASEFLOW = .00 CFS
OPERATION ADDHYD CROSS SECTION 3
INPUT HYDROGRAPHS= 1,2 OUTPUT HYDROGRAPH= 3
TR20 XEQ 1/15/**
REV 09/01/83
Catawba Hills-Pre-developed 10 YR/6 HR Storm
20 JOB 1 PASS 1
PAGE 3
PEAK TIME(HRS)
3.14
5.57
PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
35.37 (NULL)
1.47 (NULL)
Page 4

01003b.out
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .08 HOURS DRAINAGE AREA = .02 SQ.MI.
1.60 DISCHG .00 .00 .00 .00 .00 .00 .00 .00 .00 .02
2.40 DISCHG .12 .32 .66 1.25 2.01 3.25 5.63 10.09 20.95 34.66
3.20 DISCHG 30.89 22.19 15.43 11.57 9.55 7.51 6.07 5.31 4.83 4.46
4.00 DISCHG 4.18 3.75 3.29 3.03 2.85 2.69 2.57 2.40 2.15 1.98
4.80 DISCHG 1.88 1.82 1.76 1.72 1.66 1.62 1.56 1.51 1.37 1.45
5.60 DISCHG 1.47 1.38 1.33 1.31 1.27 1.22 .77 .27 .08 .03
6.40 DISCHG .O1 .00
RUNOFF VOLUME ABOVE BASEFLOW = 1.76 WATER SHED INCHES, 20.16 CFS- HRS, 1.67 ACRE- FEET; BASEFLOW = .00 CFS
EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID 2601
COMPUTATIONS COMP LETED FOR PAS5 1
EXECUTIVE CONTROL OPERATION ENDJOB
RECORD ID 270
TR20 XEQ 1/15/** Catawba Hills-Pre-developed 10 YR/6 HR Storm 20 JOB 1 SUMMARY
REV 09/01/83 PAGE 4
SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED
(A STAR(*) AFTER THE PEAK DISCHARGE TIME AN D RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH
A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST PO INT.)
SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCH ARGE
STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME ------- -- -- RUNOFF ---------- ------------ -------- --------
ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE
(SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM)
ALTERN ATE 0 STORM 1i
XSECTION 1 RUNOFF .01 3 3 .08 .0 3.72 6.00 1.79 --- 3.16 26.97 1973.1
XSECTION 2 RUNOFF .00 3 3 .OS .0 3.72 6.00 1.69 --- 3.11 8.99 2230.4
XSECTION 3 ADDHYD .02 3 3 .08 .0 3.72 6.00 1.76 --- 3.14 35.37 1998.2
TR20 XEQ 1/15/** Catawba Hills-Pre-developed 10 YR/6 HR Storm 20 JOB 1 SUMMARY
REV 09/01/83 PAGE 5
SUMMARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES
XSECTION/ DRAINAGE
STRUCTURE AREA STORM NUMBERS..........
Page 5
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ r ~ ~ ~ ~ ~ ~ ~ ~

O1OO3b.out
ID (SQ MI) 1
X5ECTION 1 .Oli
ALTERNATE 0 26.97
XSECTION 2 .OOi
ALTERNATE 0 8.99
XSECTION 3 .02i
ALTERNATE 0 35.37
~"° iEND OF 1 JOBS IN THIS RUN
Stop - Program terminated.
Page 6

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COMPUTED BY: DATE:

01003c.out
.,. 1*******,+****rt***,t*****:t*,r***,t***** ********:r******** *********************** ******
* * TR 20 S/N
* * HMVersion 3.40
* TR 20 * Date 1/15/**
* * Time 10:58:16
* Project Formulation Hydrology * input file 01003c.t20
*
* * Output file
* 01003c.out
*
*
************************************** *
*****************
*********************** *
**
xxxxxxx xxxxxx xxxxx xxxxx
x x x x x x xx
x x x x x x x
x xxxxxx x x x x
x x x x x x x
x x x x xx x
x x x xxxxxxx xxxxx
...........................................
...........................................
...........................................
...........................................
... Full Microcomputer Implementation ...
... by ...
... Haestad Methods, Inc. ...
...........................................
...........................................
...........................................
...........................................
37 Brookside Road * Waterbury, Connecticut 06708 * [phone]
******************80-80 LIST OF INPUT DATA FOR TR-20 HYDROLOGY******************
Page 1

01003c.out
JOB TR-20 FULLPRINT SUMMARY 10
TITLE 001 Catawba Hills-Post-Dev. with detention 2 YR/6 HR Storm 20
5 RAINFL 3 0.0833 30
8 0.000 0.007 0.014 0.022 0.030 40
8 0.038 0.046 0.055 0.064 0.073 50
8 0.082 0.091 0.101 0.111 0.121 60
8 0.132 0.143 0.154 0.166 0.180 70
8 0.194 0.209 0.225 0.242 0.260 80
8 0.281 0.303 0.327 0.353 0.381 90
8 0.412 0.456 0.506 0.564 0.653 100
8 0.768 1.010 1.430 1.598 1.698 110
8 1.762 1.816 1.863 1.896 1.925 120
8 1.952 1.977 2.000 2.021 2.039 130
8 2.056 2.072 2.088 2.103 2.117 140
8 2.129 2.141 2.152 2.163 2.173 150
8 2.183 2.193 2.202 2.211 2.220 160
8 2.229 2.237 2.245 2.253 2.261 170
8 2.269 2.276 2.283 2.283 2.283 180
9 ENDTBL 190
3 STRUCT O1 191
8 29.00 0.00 0.00 192
8 30.00 0.10 0.221 193
8 30.50 0.12 0.343 194
8 30.60 0.70 0.369 195
8 31.00 6.50 0.474 196
8 32.00 33.25 0.761 197
8 32.50 51.10 0.917 198
9 ENDTBL 1992
6 RUNOFF 1 001 1 0.01367 80.00 0.171 1 1 1 200
6 RESVOR 2 O1 1 2 29.00 1 1 1 1 1 201
6 RUNOFF 1 002 3 0.00403 89.00 0.081 1 1 1 210
6 ADDHYD 4 003 2 3 4 1 1 1 1 220
ENDATA 230
7 INCREM 6 0.08 240
7 COMPUT 7 001 003 0.00 1.0 1.03 3 Ol 250
ENDCMP 1 260
ENDJOB 2 270
*****+r*,t**+r*,t******************END OF 80-80 LIST*****:r***************:r**********
TR20 XEQ 1/15/** Catawba Hills-Post-Dev. with detention 2 YR/6 HR Storm 20 JOB 1 PASS 1
REV 09/01/83 PAGE 1
FILE NO. 1
COMPUTER PROGRAM FOR PROJECT FORMULATION - HYDROLOGY USER NOTES
THE USERS MANUAL FOR THIS PROGRAM IS THE hIAY 1982 DRAFT OF TR-20. CHANGES FROM THE 2/14/74 VERSION INCLUDE:
REACH ROUTING - THE MODIFIED ATT-KIN ROUTING PROCEDURE REPLACES THE CONVEX METHOD. INPUT DATA PREPARED FOR "~
PREVIOUS PROGRAM VERSIONS USING CONVEX ROUTING COEFFICIENTS WILL NOT RUN ON THIS VERSION.
Page 2

01003c.out
THE PREFERRED TYPE OF DATA ENTRY IS CROSS SECTION DATA REPRESENTATIVE OF A REACH. IT IS RECOMMENDED THAT
THE OPTIONAL CROSS SECTION DISCHARGE-AREA PLOTS BE OBTAINED WHENEVER NEW CROSS SECTION DATA IS ENTERED.
THE PLOTS SHOULD BE CHECKED FOR REASONABLENESS AND ADEQUACY OF INPUT DATA FOR THE COMPUTATION OF "M"
VALUES USED IN THE ROUTING PROCEDURE.
GUIDELINES FOR DETERMINING OR ANALYZING REACH LENGTHS AND COEFFICIENTS (X,M) ARE AVAILABLE IN THE USERS
MANUAL. SUMMARY TABLE 2 DISPLAYS REACH ROUTING RESULTS AND ROUTING PARAMETERS FOR COMPARISON AND CHECKING.
HYDROGRAPH GENERATION - THE PROCEDURE TO CALCULATE THE INTERNAL TIME INCREMENT AND PEAK TIME OF THE UNIT
HYDROGRAPH HAVE BEEN IMPROVED. PEAK DISCHARGES AND TIMES MAY DIFFER FROM THE PREVIOUS VERSION. OUTPUT
HYDROGRAPHS ARE STILL INTERPOLATED, PRINTED, AND ROUTED AT THE USER SELECTED MAIN TIME INCREMENT.
INTERMEDIATE PEAKS - METHOD ADDED TO PROVIDE DISCHARGES AT INTERMEDIATE POINTS WITHIN REACHES WITHOUT ROUTING.
OTHER - THIS VERSION CONTAINS SOME ADDITIONS TO THE INPUT AND NUMEROUS MODIFICATIONS TO THE OUTPUT. USER
OPTIONS HAVE BEEN MODIFIED AND AUGMENTED ON THE JOB RECORD, RAINTABLES ADDED, ERROR AND WARNING MESSAGES
EXPANDED, AND THE SUMMARY TABLES COMPLETELY REVISED. THE HOLDOUT OPTION IS NOT OPERATIONAL AT THIS TIME.
PROGRAM QUESTIONS OR PROBLEMS SHOULD BE DIRECTED TO HYDRAULIC ENGINEERS AT THE SCS NATIONAL TECHNICAL CENTERS:
CHESTER, PA (NORTHEAST) -- 215-499-3933, FORT WORTH, TX (SOUTH) -- 334-5242 (FTS)
LINCOLN, NB (MIDWEST) -- 541-5318 (FTS), PORTLAND, OR (WEST) -- 423-4099 (FTS)
OR HYDROLOGY UNIT, ENGINEERING DIVISION, LANHAM, MD -- 436-7383 (FTS).
PROGRAM CHANGES SINCE MAY 1982:
12/17/82 - CORRECT PEAK RATE FACTOR FOR USER ENTERED DIMHYD
CORRECT REACH ROUTING PEAK TRAVEL TIME PRINTED WITH FULLPRINT OPTION
5/02/83 - CORRECT COMPUTATIONS FOR ---
1. DIVISION OF BASEFLOW IN DIVERT OPERATION
2. HYDROGRAPH VOLUME SPLIT BETWEEN BASEFLOW AND ABOVE BASEFLOW
3. CROSS SECTION DATA PLOTTING POSITION
4. INTERMEDIATE PEAK WHEN "FROM" AREA IS LARGER THAN "THRU" AREA
5. STORAGE ROUTED REACH TRAVEL TIME FOR MULTIPEAK HYDROGRAPH
6. ORDERING "FLOW-FREQ" FILE FROM SUMMARY TABLE #3 DATA
7. BASEFLOW ENTERED-WITH READHYD
8. LOW FLOW SPLIT DURING DIVERT PROCEDURE #2 WHEN SECTION RATINGS START AT DIFFERENT ELEVATIONS
ENHANCEMENTS ---
1. REPLACE USER MANUAL ERROR CODES (PAGE 4-9 TO 4-11) WITH MESSAGES
2. LABEL OUTPUT HYDROGRAPH FILES WITH CROSS SECTION/STRUCTURE, ALTERNATE AND STORM NO'S
09/01/83 - CORRECT INPUT AND OUTPUT ERRORS FOR INTERMEDIATE PEAKS
CORRECT COMBINATION OF RATING TABLES FOR DIVERT
CHECK REACH ROUTING PARAMETERS FOR ACCEPTABLE LIMITS
ELIMINATE MINIMUM REACH TRAVEL TIME WHEN ATT-KIN COEFFICIENT EQUALS ONE
TR20 XEQ 1/15/** Catawba Hills-Post-Dev. with detention 2 YR/6 HR Storm 20 JOB 1 PASS 1
REV 09/01/83 PAGE 2
Page 3

O1OO3c.out
EXECUTIVE CONTROL OPERATION INCREM RECORD ID 2401
MAIN TIME INCREMENT = .08 HOURS
EXECUTIVE CONTROL OPERATION COMPUT RECORD ID 2501
FROM XSECTION 1i TO XSECTION 3
STARTING TIME _ .00 RAIN DEPTH = 1.00 RAIN DURATION= 1.00 RAIN TABLE NO.= 3 ANT. MOIST. COND= 3
ALTERNATE NO.= 0 STORM NO.= 1 MAIN TIME INCREMENT = .08 HOURS
OPERATION RUNOFF CROSS SECTION 1
OUTPUT HYDROGRAPH= 1
AREA= .O1 SQ MI INPUT RUNOFF CURVE= 80. TIME OF CONCENTRATION= .17 HOURS
COMPUTED CURVE NO. = 91.1 INTERNAL HYDROGRAPH TIME INCREMENT= .0227 HOURS

PEAK TIME(HRS) PEAK DISCHARGE(CFS) ~ PEAK ELEVATION(FEET)
3.15 23.36 (RUNOFF)
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .08 HOURS DRAINAG E AREA = .O1 SQ.MI.
1.60 DISCHG .00 .00 .00 .02 .07 .12 .19 .28 .37 .48
2.40 DISCHG .61 .76 .98 1.40 1.88 2.55 3.87 6.21 12.41 22.53
3.20 DISCHG 21.16 14.07 9.20 6.49 5.13 4.06 3.23 2.78 2.52 2.32
4.00 DISCHG 2.14 1.95 1.75 1.62 1.54 1.49 1.42 1.33 1.21 1.14
4.80 DISCHG 1.08 1.04 .99 .95 .94 .90 .86 .85 .85 .81
5.60 DISCHG .77 .76 .76 .76 .73 .69 .51 .19 .06 .02
6.40 DISCHG .Ol .00
RUNOFF VOLUME ABOVE BASEFLOW = 1.42 WATERSHED INCHES, 12.50 CFS-HRS, 1.03 ACRE -FEET; BA SEFLOW = .00 CFS
OPERATION RESVOR STRUCTURE 1
INPUT HYDROGRAPH= 1 OUTPUT HYDROGRAPH= 2
SURFACE ELEVATION= 29.00
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
3.37 9.98 31.13
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .08 HOURS
2.40 DISCHG .O1 .O1 .O1 .01 .02 .03 .03
2.40 ELEV 29.05 29.07 29.10 29.14 29.18 29.25 29.35
3.20 DISCHG 3.41 8.48 9.97 8.97 7.48 6.25 5.45
3.20 ELEV 30.79 31.07 31.13 31.09 31.04 30.98 30.93
4.00 DISCHG 3.15 2.81 2.51 2.26 2.05 1.88 1.75
4.00 ELEV 30.77 30.75 30.72 30.71 30.69 30.68 30.67
4.80 DISCHG 1.32 1.24 1.17 1.11 1.06 1.02 .97
4.80 ELEV 30.64 30.64 30.63 30.63 30.62 30.62 30.62
5.60 DISCHG .86 .83 .81 .79 .78 .76 .71
5.60 ELEV 30.61 30.61 30.61 30.61 30.61 30.60 30.60
6.40 DISCHG .44 .38 .33 .28 .24 .21 .18
6.40 ELEV 30.55 30.54 30.54 30.53 30.52 30.52 30.51
7.20 DISCHG .12 .12 .12 .12 .12 .12 .12
DRAINAGE AREA = .O1 SQ.MI.
.05 .08 .11
29.49 29.77 30.26
4.69 4.06 3.56
30.88 30.83 30.80
1.63 1.52 1.41
30.66 30.66 30.65
.94 .91 .89
30.62 30.61 30.61
.65 .58 .51
30.59 30.58 30.57
.16 .13 .12
30.51 30.50 30.50
.12 .12 .12
Page 4

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TR20 XEQ 1/15/** Catawba Hills-Post-Dev. with detention 2 YR/6 HR Storm
REV 09/01/83
20 JOB 1 PASS 1
PAGE 3
7.20 ELEV 30.50 30.49 30.49 30.49 30.48 30.48 30.48 30.47 30.47 30.47
8.00 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .12
8.00 ELEV 30.46 30.46 30.46 30.45 30.45 30.45 30.44 30.44 30.44 30.43
8.80 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .12
8.80 ELEV 30.43 30.43 30.43 30.42 30.42 30.42 30.41 30.41 30.41 30.40
9.60 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .11
9.60 ELEV 30.40 30.40 30.39 30.39 30.39 30.38 30.38 30.38 30.38 30.37
10.40 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
10.40 ELEV 30.37 30.37 3.0.36 30.36 30.36 30.35 30.35 30.35 30.34 30.34
11.20 DISCHG .11 .11 .11 .11 .il .11 .11 .11 .11 .11
11.20 ELEV 30.34 30.33 30.33 30.33 30.33 30.32 30.32 30.32 30.31 30.31
12.00 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
12.00 ELEV 30.31 30.30 30.30 30.30 30.30 30.29 30.29 30.29 30.28 30.28
12.80 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
12.80 ELEV 30.28 30.27 30.27 30.27 30.27 30.26 30.26 30.26 30.25 30.25
13.60 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
13.60 ELEV 30.25 30.24 30.24 30.24 30.24 30.23 30.23 30.23 30.22 30.22
14.40 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
14.40 ELEV 30.22 30.21 30.21 30.21 30.21 30.20 30.20 30.20 30.19 30.19
15.20 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
15.20 ELEV 30.19 30.19 30.18 30.18 30.18 30.17 30.17 30.17 30.17 30.16
16.00 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
16.00 ELEV 30.16 30.16 30.15 30.15 30.15 30.14 30.14 30.14 30.14 30.13
16.80 DISCHG .11 .11 .10 .10 .10 .10 .10 .10 .10 .10
16.80 ELEV 30.13 30.13 30.12 30.12 30.12 30.12 30.11 30.11 30.11 30.11
17.60 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
17.60 ELEV 30.10 30.10 30.10 30.09 30.09 30.09 30.09 30.08 30.08 30.08
18.40 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
18.40 ELEV 30.07 30.07 30.07 30.07 30.06 30.06 30.06 30.05 30.05 30.05
19.20 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
19.20 ELEV 30.05 30.04 30.04 30.04 30.04 30.03 30.03 30.03 30.02 30.02
20.00 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
20.00 ELEV 30.02 30.02 30.01 -30.01 30.01 30.01 30.00 30.00 30.00 29.99
20.80 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
20.80 ELEV 29.99 29.99 29.99 29.98 29.98 29.98 29.97 29.97 29.97 29.96
21.60 DISCHG .10 .10 .10 .10 .10 .09 .09 .09 .09 .09
21.60 ELEV 29.96 29.96 29.96 29.95 29.95 29.95 29.94 29.94 29.94 29.94
22.40 DISCHG .09 .09 .09 .09 .09 .09 .09 .09 .09 .09
22.40 ELEV 29.93 29.93 29.93 29.93 29.92 29.92 29.92 29.91 29.91 29.91
23.20 DISCHG .09 .09 .09 .09 .09 .09 .09 .09 .09 .09
23.20 ELEV 29.91 29.90 29.90 29.90 29.90 29.89 29.89 29.89 29.88 29.88
RUNOFF VOLUME ABOVE BASEFLOW = 1.15 WATERSHED INCHES, 10.10 CFS- HRS, .84 ACRE- FEET; BASEFLOW = .00 CFS
OPERATION RUNOFF CROSS SECTION 2
OUTPUT H YDROGRAPH= 3
AREA= .00 SQ MI INPUT RUNOFF CURVE= 89. TIME OF CONCENTRATION= .08 HOURS
COMPUTED CURVE NO. = 96.1 INTERNAL HYDROGRAPH TIME INCREMENT= .0107 HOURS
Page 5
~ ~ ~ ~ r ~ ~ r ~ ~ ~ ~ ~ ~ ~ ~ ~ ~

01003c.olzt
'PR20 XEQ 1/15/** Catawba Hills-Post-Dev. with detention 2 YR/6 HR Storm
REV 09/01/83
20 JOB 1 PASS 1
PAGE 4
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
3.10 10.09 (RUNOFF )
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .08 HOURS DRAINAGE AREA = .00 SQ.MI.
.80 DISCHG .00 .00 .00 .01 .02 .03 .05 .06 .07 .09
1.60 DISCHG .12 .14 .16 .19 .21 .24 .30 .34 .39 .45
2.40 DISCHG .50 .58 .78 1.00 1.20 1.66 2.40 4.03 7.81 9.96
3.20 DISCHG 5.07 3.00 1.98 1.63 1.40 1.04 .89 .82 .76 .70
4.00 DISCHG .64 .56 .52 .49 .48 .46 .43 .39 .36 .35
4.80 DISCHG .33 .32 .30 .30 .29 .27 .27 .27 .27 .25
5.60 DISCHG .24 .24 .24 .24 .22 .21 .05 .00
RUNOFF VOLUME ABOVE BASEFLOW = 1.83 WATERSHED INCHE S, 4.77 CFS- HRS, .39 ACRE-F EET; BASE FLOW = .00 CFS
OPERATION ADDHYD CROSS SECTION 3
INPUT HYDROGRAPHS= 2,3 OUTPU T HYDROGRAP H= 4
PEAK TIME(HRSj PEAK DISCHARGE( CFS) PEAK ELEVATI ON(FEET)
3.13 10.08 (NULL)
3.34 12.00 (NULL)
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .08 HOURS DRAINAGE AREA = .02 SQ.MI.
.80 DISCHG .00 .00 .00 .O1 .02 .03 .05 .06 .07 .09
1.60 DISCHG .12 .14 .16 .19 .21 .24 .30 .34 .39 .45
2.40 DISCHG .51 .59 .79 1.01 1.22 1.69 2.43 4.08 7.89 10.07
3.20 DISCHG 8.48 11.48 11.94 10.59 8.88 7.29 6.33 5.51 4.82 4.26
4.00 DISCHG 3.79 3.37 3.03 2.75 2.53 2.34 2.19 2.02 1.89 1.76
4.80 DISCHG 1.65 1.56 1.47 1.41 1.35 1.29 1.25 1.21 1.18 1.13
5.60 DISCHG 1.10 1.07 1.05 1.03 1.00 .97 .76 .65 .58 .51
6.40 DISCHG .44 .38 .33 .28 .24 .21 .18 .16 .13 .12
7.20 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .12
8.00 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .12
8.80 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .12
9.60 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .11
10.40 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
11.20 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
12.00 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
12.80 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
13.60 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
14.40 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
15.20 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
16.00 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
16.80 DISCHG .11 .11 .10 .10 .10 .10 .10 .10 .10 .10
17.60 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
18.40 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
19.20 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
Page 6

01003c.out
20.00 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
TR20 XEQ 1/15/** Catawba Hills-Post-Dev. with detention 2 YR/6 HR Storm 20 JOB 1 PASS 1
REV 09/01/83 PAGE 5
20.80 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
21.60 DISCHG .10 .10 .10 .10 .10 .09 .09 .09 .09 .09
22.40 DISCHG .09 .09 .09 .09 .09 .09 .09 .09 .09 .09
23.20 DISCHG .09 .09 .09 .09 .09 .09 .09 .09 .09 .09
RUNOFF VOLUME ABOVE BASEFLOW = 1.30 WATERSHED INCHE S, 14.87 CFS -HRS, 1.23 ACRE- FEET; BASEFLOW = .00 CFS
EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID 2601
COMPUTATIONS COMPLETED FOR PASS 1
EXECUTIVE CONTROL OPERATION ENDJOB RECORD ID 270
TR20 XEQ 1/15/** Catawba Hills-Post-Dev. with detention 2 YR/6 HR Stone 20 JOB 1 SUMMARY
REV 09/01/83 PAGE 6
SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXE CUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED
(A STAR(*) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH
A QUESTION MARK(?) I NDICATES A HYDR OGRAPH WITH PEAK AS LAST POINT.)
SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE
STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME ---------- --------- RUNOFF ---------- ----- ---------- -------
ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE
(SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM)
ALTERNATE 0 STORM li
XSECTION 1 RUNOFF .01 3 3 .08 .0 2.28 6.00 1.42 --- 3.15 23.36 1708.7
STRUCTURE 1 RESVOR .O1 3 3 .08 .0 2.28 6.00 1.15 31.13 3.37 9.98 729.9
XSECTION 2 RUNOFF .00 3 3 .08 .0 2.28 6.00 1.83 --- 3.10 10.09 2504.6
XSECTION 3 ADDHYD .02 3 3 .08 .0 2.28 6.00 1.30 --- 3.34 12.00 677.9
TR20 XEQ 1/15/** Catawba Hills-Post-Dev. with detention 2 YR/6 HR Storm 20 JOB 1 SUMMARY
REV 09/01/83 PAGE 7 "'
Page 7
~ ~ ~ ~ ~ ~ ~ i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~

01003c.out
SUMMARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES
XSECTION/ DRAINAGE
STRUCTURE AREA STORM NUMBERS..........
ID (SQ MI) 1
STRUCTURE 1 .Oli
ALTERNATE 0 9.98
XSECTION 1 .Oli
ALTERNATE 0 23.36
XSECTION 2 .OOi
ALTERNATE 0 10.09
XSECTION 3 .021
ALTERNATE 0 12.00
v° 1END OF 1 JOBS IN THIS RUN
Stop - Program terminate3.
Page 8

01003d.out
.,. 1,t:t:t*:t:t**,t:t,tir:t*:t**rr***,t*:t,t*:t****,t:t:t***:t:t:t*:t**:r**:r**** ***************** ***********
* * TR 20 S/N
* * HMVersion 3.40
* TR 20 * Date 1/15/**
* * Time 11:00:14
* Project Formulation Hydrology * Input file 01003d.t20
*
* * Output file
* 01003d.out
*
*
** *
******************************************************
***************** *
*******
xxxxxxx xxxxxx
x x x
x x x
x xxxxxx
x x x
x x x
x x x
xxxxx
x x
x
x
x
x
xxxxxxx
xxxxx
x xx
x x x
x x x
x x x
xx x
xxxxx
...........................................
............................................
...........................................
...........................................
... Full Microcomputer Implementation ...
... by ...
... Haestad Methods, Inc. ...
...........................................
...........................................
...........................................
...........................................
37 Brookside Road * Waterbury, Connecticut 06708 * [phone]
******************80-80 LIST OF INPUT DATA FOR TR-20 HYDROLOGY******************
Page 1

01003d.out
JOB TR-20 FULLPRINT SUMMARY 10
TITLE 001 Catawba Hills-Post-Dev. with detention, 10 YR/6 HR Storm 20
5 RAINFL 3 0.0833 30
8 0.000 0.011 0.022 0.034 0.046 40
8 0.058 0.070 0.083 0.096 0.109 50
8 0.123 0.137 0.152 0.167 0.183 60
8 0.199 0.216 0.234 0.252 0.275 70
8 0.299 0.324 0.350 0.377 0.406 80
8 0.442 0.481 0.523 0.568 0.617 90
8 0.671 0.750 0.839 0.942 1.103 100
8 1.304 1.699 2.289 2.564 2.741 110
8 2.853 2.948 3.032 3.089 3.140 120
8 3.187 3.230 3.270 3.308 3.338 130
8 3.366 3.393 3.418 3.442 3.465 140
8 3.484 3.502 3.519 3.536 3.552 150
8 3.568 3.583 3.598 3.612 3.626 160
8 3.637 3.652 3.665 3.677 3.689 170
8 3.701 3.712 3.723 3.723 3.723 180
9 ENDTBL 190
3 STRUCT O1 191
8 29.00 0.00 0.00 192
8 30.00 0.10 0.221 193
8 30.50 0.12 0.343 194
8 30.60 0.70 0.369 195
8 31.00 6.50 0.474 196
8 32.00 33.25 0.761 197
8 32.50 51.10 0.917 198
9 ENDTBL 1992
6 RUNOFF 1 001 1 0.01367 80.00 0.171 1 1 1 200
6 RESVOR 2 O1 1 2 29.00 1 1 1 1 1 201
6 RUNOFF 1 002 3 0.00403 89.00 0.081 1 1 1 210
6 ADDHYD 4 003 2 3 4 1 1 1 1 220
ENDATA 230
7 INCREM 6 0.08 240
7 COMPUT 7 001 003 0.00 1.0 1.03 3 01 250
ENDCMP 1 260
ENDJOB 2 270
*****+********:r****************END OF 80-80 LIST********************************
TR20 XEQ 1/15/** Catawba Hills-Post-Dev. with detention, 10 YR/6 HR Storm 20 JOB 1 PASS 1
REV 09/01/83 PAGE 1
FILE NO. 1
COMPUTER PROGRAM FOR PROJECT FORMULATION - HYDROLOGY USER NOTES
THE USERS MANUAL FOR THIS PROGRAM I5 THE MAY 1982 DRAFT OF TR-20. CHANGES FROM THE 2/14/74 VERSION INCLUDE:
REACH ROUTING - THE MODIFIED ATT-KIN ROUTING PROCEDURE REPLACES THE CONVEX METHOD. INPUT DATA PREPARED FOR "'-
PREVIOUS PROGRAM VERSIONS USING CONVEX ROUTING COEFFICIENTS WILL NOT RUN ON THIS VERSION.
Page 2

01003d.out
THE PREFERRED TYPE OF DATA ENTRY IS CROSS SECTION DATA REPRESENTATIVE OF A REACH. IT IS RECOMMENDED THAT
THE OPTIONAL CROSS SECTION DISCHARGE-AREA PLOTS BE OBTAINED WHENEVER NEW CROSS SECTION DATA IS ENTERED.
THE PLOTS SHOULD BE CHECKED FOR REASONABLENESS AND ADEQUACY OF INPUT DATA FOR THE COMPUTATION OF "M"
VALUES USED IN THE ROUTING PROCEDURE.
GUIDELINES FOR DETERMINING OR ANALYZING REACH LENGTHS AND COEFFICIENTS (X,M) ARE AVAILABLE IN THE USERS
MANUAL. SUMMARY TABLE 2 DISPLAYS REACH ROUTING RESULTS AND ROUTING PARAMETERS FOR COMPARISON AND CHECKING.
HYDROGRAPH GENERATION - THE PROCEDURE TO CALCULATE THE INTERNAL TIME INCREMENT AND PEAK TIME OF THE UNIT
HYDROGRAPH HAVE BEEN IMPROVED. PEAK DISCHARGES AND TIMES MAY DIFFER FROM THE PREVIOUS VERSION. OUTPUT
HYDROGRAPHS ARE STILL INTERPOLATED, PRINTED, AND ROUTED AT THE USER SELECTED MAIN TIME INCREMENT.
INTERMEDIATE PEAKS - METHOD ADDED TO PROVIDE DISCHARGES AT INTERMEDIATE POINTS WITHIN REACHES WITHOUT ROUTING.
OTHER - THIS VERSION CONTAINS SOME ADDITIONS TO THE INPUT AND NUMEROUS MODIFICATIONS TO THE OUTPUT. USER
OPTIONS HAVE BEEN MODIFIED AND AUGMENTED ON THE JOB RECORD, RAINTABLES ADDED, ERROR AND WARNING MESSAGES
EXPANDED, AND THE SUMMARY TABLES COMPLETELY REVISED. THE HOLDOUT OPTION IS NOT OPERATIONAL AT THIS TIME.
PROGRAM QUESTIONS OR PROBLEMS SHOULD BE DIRECTED TO HYDRAULIC ENGINEERS AT THE SCS NATIONAL TECHNICAL CENTERS:
CHESTER, PA (NORTHEAST) -- 215-499-3933, FORT WORTH, TX (SOUTH) -- 334-5242 (FTS)
LINCOLN, NB (MIDWEST) -- 541-5318 (FTS), PORTLAND, OR (WEST) -- 423-4099 (FTS)
OR HYDROLOGY UNIT, ENGINEERING DIVISION, LANHAM, MD -- 436-7383 (FTS).
PROGRAM CHANGES SINCE MAY 1982:
12/17/82 - CORRECT PEAK RATE FACTOR FOR USER ENTERED DIMHYD
CORRECT REACH ROUTING PEAK TRAVEL TIME PRINTED WITH FULLPRINT OPTION
5/02/83 - CORRECT COMPUTATIONS FOR ---
1. DIVISION OF BASEFLOW IN DIVERT OPERATION
2. HYDROGRAPH VOLUME SPLIT BETWEEN BASEFLOW AND ABOVE BASEFLOW
3. CROSS SECTION DATA PLOTTING POSITION
4. INTERMEDIATE PEAK WHEN "FROM" AREA IS LARGER THAN "THRU" AREA
5. STORAGE ROUTED REACH TRAVEL TIME FOR MULTIPEAK HYDROGRAPH
6. ORDERING "FLOW-FREQ" FILE FROM SUMMARY TABLE #3 DATA
7. BASEFLOW ENTERED. WITH READHYD
8. LOW FLOW SPLIT DURING DIVERT PROCEDURE #2 WHEN SECTION RATINGS START AT DIFFERENT ELEVATIONS
ENHANCEMENTS ---
1. REPLACE USER MANUAL ERROR CODES (PAGE 4-9 TO 4-11) WITH MESSAGES
2. LABEL OUTPUT HYDROGRAPH FILES WITH CROSS SECTION/STRUCTURE, ALTERNATE AND STORM NO'S
09/01/83 - CORRECT INPUT AND OUTPUT ERRORS FOR INTERMEDIATE PEAKS
CORRECT COMBINATION OF RATING TABLES FOR DIVERT
CHECK REACH ROUTING PARAMETERS FOR ACCEPTABLE LIMITS
ELIMINATE MINIMUM REACH TRAVEL TIME WHEN ATT-KIN COEFFICIENT EQUALS ONE
TR20 XEQ 1/15/** Catawba Hills-Post-Dev. with detention, 10 YR/6 HR Storni 20 JOB 1 PASS 1
REV 09/01/83 PAGE 2
Page 3

01003d.out
EXECUTIVE CONTROL OPERATION INCREM RECORD ID 2401
MAIN TIME IN CREMENT = .08 HOURS
EXECUTIVE CONTROL OPERATION COMPUT RECORD ID 2501
FROM XSECTION li TO XSECTION 3
STARTING TIME _ .00 RAIN DEPTH = 1.00 RAIN DURATION= 1.00 RAIN TABLE NO.= 3 ANT. MOIST. COND= 3
ALTERNATE NO.= 0 STORM NO.= 1 MAIN TIME INCREMENT = .08 HOURS
OPERATION RUNOFF CROSS SECTION 1
OUTPUT HYDROGRAPH= 1
AREA= .O1 SQ MI INPUT RUNOFF CURVE= 80. TIME OF CONCENTRATION= .17 HOURS
COMPUTED CURVE NO. = 91.i INT ERNAL HYDROGRAPH TIME INCREMENT= .0227 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION( FEET)
3.14 40.69 (RUNOFF)
5.59 1.37 (RUNOFF)
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .08 HO URS DRAINAG E AREA = .O1 SQ.MI.
.$0 DISCHG .00 .00 .00 .00 .00 .00 .00 .O1 .06 .11
1.60 DISCHG .19 .30 .40 .52 .63 .76 .95 1.22 1.49 1.77
2.40 DISCHG 2.07 2.43 2.99 4.10 5.25 6.78 9.86 14.63 25.59 39.83
3.20 DISCHG 36.54 25.41 17.17 12.28 9.80 7.76 6.13 5.26 4.73 4.34
4.00 DISCHG 4.05 3.68 3.20 2.91 2.73 2.57 2.45 2.30 2.06 1.88
4.80 DISCHG 1.77 1.72 1.66 1.61 1.56 1.52 1.47 1.42 1.29 1.32
5.60 DISCHG 1.37 1.30 1.24 1.22 1.18 1.13 .84 .32 .10 .03
6.40 DISCHG .O1 .00
RUNOFF VOLUME ABOVE BASEFLOW = 2.75 WATER SHED INCHES, 24.30 CFS-HRS, 2.01 ACRE- FEET; BA SEFLOW = .00 CFS
OPERATION RESVOR STRUCTURE 1
INPUT HYDROGRAPH= 1 OUTPUT HYDROGRAPH= 2
SURFACE ELEVATION= 29.00
PEAK TIME(HRS) PEAK DISCHARGE (CFS) PEAK ELEVATION (FEET)
3.27 28.87 31.84
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCR EMENT = .08 HOURS
1.60 DISCHG .00 .00 .00 .00 .O1 .O1 .O1
1.60 ELEV 29.00 29.00 29.00 29.00 29.06 29.08 29.10
2.40 DISCHG .03 .03 .04 .05 .07 .08 .10
2.40 ELEV 29.28 29.35 29.43 29.53 29.67 29.85 30.08
3.20 DISCHG 26.88 28.81 25.26 20.30 15.94 12.57 9.92
3.20 ELEV 31.76 31.83 31.70 31.52 31.35 31.23 31.13
4.00 DISCHG 5.38 4.91 4.46 4.02 3.65 3.34 3.09
4.00 ELEV 30.92 30.89 30.86 30.83 30.80 30.78 30.76
4.80 DISCHG 2.25 2.10 1.97 1.87 1.78 1.71 1.64
4.80 ELEV 30.71 30.70 30.69 30.68 30.67 30.67 30.66
5.60 DISCHG 1.42 1.39 1.35 1.31 1.28 1.24 1.16
Page 4
DRAINAGE AREA = .O1 SQ.MI.
.O1 .02 .02
29.13 29.17 29.22
.12 4.57 16.81
30.41 30.87 31.39
7.93 6.55 5.91
31.05 31.00 30.96
2.87 2.65 2.44
30.75 30.73 30.72
1.58 1.51 1.45
30.66 30.66 30.65
.98 .74 .63

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TR20 XEQ 1/15/** Catawba Hills -Post- Dev. with detention, 10 YR/6 HR Storm 20 JOB 1 PASS 1
REV 09/01/83 PAGE 3
5.60 ELEV 30.65 30.65 30.64 30.64 30.64 30.64 30.63 30.62 30.60 30.59
6.40 DISCHG .54 .47 .40 .35 .30 .26 .22 .19 .17 .14
6.40 ELEV 30.57 30.56 30.55 30.54 30.53 30.52 30.52 30.51 30.51 30.50
7.20 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .12
7.20 ELEV 30.50 30.50 30.49 30.49 30.49 30.48 30.48 30.48 30.47 30.47
8.00 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .12
8.00 ELEV 30.47 30.47 30.46 30.46 30.46 30.45 30.45 30.45 30.44 30.44
8.80 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .12
8.80 ELEV 30.44 30.43 3,0.43 30.43 30.42 30.42 30.42 30.41 30.41 30.41
9.60 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .12
9.60 ELEV 30.40 30.40 30.40 30.40 30.39 30.39 30.39 30.38 30.38 30.38
10.40 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
10.40 ELEV 30.37 30.37 30.37 30.36 30.36 30.36 30.35 30.35 30.35 30.35
11.20 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
11.20 ELEV 30.34 30.34 30.34 30.33 30.33 30.33 30.32 30.32 30.32 30.31
12.00 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
12.00 ELEV 30.31 30.31 30.31 30.30 30.30 30.30 30.29 30.29 30.29 30.28
12.80 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
12.80 ELEV 30.28 30.28 30.28 30.27 30.27 30.27 30.26 30.26 30.26 30.25
13.60 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
13.60 ELEV 30.25 30.25 30.25 30.24 30.24 30.24 30.23 30.23 30.23 30.22
14.40 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
14.40 ELEV 30.22 30.22 30.22 30.21 30.21 30.21 30.20 30.20 30.20 30.20
15.20 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
15.20 ELEV 30.19 30.19 30.19 30.18 30.18 30.18 30.17 30.17 30.17 30.17
16.00 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
16.00 ELEV 30.16 30.16 30.16 30.15 30.15 30.15 30.15 30.14 30.14 30.14
16.80 DISCHG .11 .11 .11 .11 .10 .10 .10 .10 .10 .10
16.80 ELEV 30.13 30.13 30.13 30.13 30.12 30.12 30.12 30.11 30.11 30.11
17.60 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
17.60 ELEV 30.11 30.10 30.10 30.10 30.10 30.09 30.09 30.09 30.08 30.08
18.40 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
18.40 ELEV 30.08 30.08 30.07 -30.07 30.07 30.06 30.06 30.06 30.06 30.05
19.20 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
19.20 ELEV 30.05 30.05 30.04 30.04 30.04 30.04 30.03 30.03 30.03 30.03
20.00 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
20.00 ELEV 30.02 30.02 30.02 30.01 30.01 30.01 30.01 30.00 30.00 30.00
20.80 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
20.80 ELEV 30.00 29.99 29.99 29.99 29.98 29.98 29.98 29.97 29.97 29.97
21.60 DISCHG .10 .10 .10 .10 .10 .10 .09 .09 .09 .09
21.60 ELEV 29.97 29.96 29.96 29.96 29.95 29.95 29.95 29.95 29.94 29.94
22.40 DISCHG .09 .09 .09 .09 .09 .09 .09 .09 .09 .09
22.40 ELEV 29.94 29.93 29.93 29.93 29.93 29.92 29.92 29.92 29.92 29.91
23.20 DISCHG .09 .09 .09 .09 .09 .09 .09 .09 .09 .09
23.20 ELEV 29.91 29.91 29.90 29.90 29.90 29.90 29.89 29.89 29.89 29.89
RUNOFF VOLUME ABOVE BASEFLOW = 2.48 WATERSHED INCHES, 21.90 CFS -HRS, 1.81 ACRE-FEET; BASE FLOW = .00 CFS
Page 5

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TR20 XEQ 1/15/** Catawba Hills -Post-Dev. with detention, 10 YR/6 HR Storm 20 JOB 1 PASS 1
REV 09/01/83 PAGE 4
OPERATION RUNOFF CROS5 SECTION 2
OUTPUT HYDROGRAPH= 3
AREA= .00 SQ MI INPUT RUNOFF CURVE= 89 . TIME OF CONCENTRATION= .O8 HOURS
COMPUTED CURVE NO. = 96 .i INTERNAL HYDROGRAPH TIME INCREMENT= .0107 HOURS
PEAK TIME(HRS ) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
3.10 15.33 (RUNOFF)
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .08 HOURS DRAINAGE AREA = .00 SQ.MI.
.00 DISCHG .00 .00 .00 .00 .00 .00 .00 .00 .00 .O1
.80 DISCHG .03 .O5 .07 .10 .12 .14 .16 .19 .22 .25
1.60 DISCHG .33 .37 .42 .46 .50 .56 .70 .81 .91 1.01
2.40 DISCHG 1.12 1.26 1.70 2.15 2.53 3.46 4.85 7.54 12.91 15.05
3.20 DISCHG 8.47 5.39 3.56 2.94 2.56 1.85 1.59 1.46 1.34 1.25
4.00 DISCHG 1.18 .98 .88 .84 .79 .75 .72 .64 .57 .54
4.80 DISCHG .52 .51 .49 .48 .46 .46 .43 .42 .36 .44
5.60 DISCHG .41 .37 .37 .37 .34 .34 .08 .O1 .00
RUNOFF VOLUME ABOVE BA SEFLOW = 3.25 WATER SHED INCHE S, 8.46 CFS -HRS, . 70 ACRE -FEET; BASEFLOW = .00 CFS
OPERATION ADDHYD CROSS SECTION 3
INPUT HYDROGR APHS= 2,3 OUTPUT HYDROGRAPH= 4
PEAK TIME(HRS ) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
3.22 35.50 (NULL)
5.50 1.89 (NULL)
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .08 HOURS DRAINAGE AREA = .02 SQ.MI.
.00 DISCHG .00 .00 .00 .00 .00 .00 .00 .00 .00 .01
.80 DISCHG .03 .05 .07 .10 .12 .14 .16 .19 .22 .25
1.60 DISCHG .33 .37 .42 .46 .51 .57 .71 .82 .93 1.03
2.40 DISCHG 1.15 1.30 1.74 2.20 2.59 3.54 4.95 7.66 17.48 31.86
3.20 DISCHG 35.35 34.19 28.83 23.24 18.50 14.42 11.51 9.39 7.89 7.16
4.00 DISCHG 6.56 5.89 5.34 4.86 4.44 4.09 3.81 3.51 3.23 2.98
4.80 DISCHG 2.78 2.61 2.46 2.35 2.24 2.16 2.07 2.00 1.87 1.89
5.60 DISCHG 1.82 1.76 1.72 1.68 1.62 1.58 1.24 .99 .74 .63
6.40 DISCHG .54 .47 .40 .35 .30 .26 .22 .19 .17 .14
7.20 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .12
8.00 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .12
8.80 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .12
9.60 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .12
10.40 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
11.20 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
12.00 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .il .11
12.80 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
13.60 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
14.40 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
Page 6

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TR20 XEQ 1/15/** Catawba Hills- Post-Dev. with detention, 10 YR/6 HR Storm 20 JOB 1 PASS 1
REV 09/01/83 PAGE 5
15.20 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
16.00 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
16.80 DISCHG .11 .11 .11 .11 .10 .10 .10 .10 .10 .10
17.60 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
18.40 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
19.20 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
20.00 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
20.80 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
21.60 DISCHG .10 .10 .10 .10 .10 .10 .09 .09 .09 .09
22.40 DISCHG .09 .09 .09 .09 .09 .09 .09 .09 .09 .09
23.20 DISCHG .09 .09 .09 .09 .09 .09 .09 .09 .09 .09
RUNOFF VOLUME ABOVE BASEFLOW = 2.66 WATERSHED INCHE S, 30.36 CFS- HRS, 2 .51 ACRE-FEET; BASEFLOW = .00 CFS
EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID 2601
COMPUTATIONS COMPLETED FOR PASS 1
EXECUTIVE CONTROL OPERATION ENDJOB RECORD ID 270
TR20 XEQ 1/15/** Catawba Hills -Post-Dev. with detention, 10 YR/6 HR Storm 20 JOB 1 SUMMARY
REV 09/01/83 PAGE 6
SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED
(A STAR(*) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH
A QUESTION MARK(?) INDICATES A HYDR OGRAPH WITH PEAK A5 LAST PO INT.)
SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISC HARGE
STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME ------ ---------- --------- RUNOFF -- ---------- ---------- -------
ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE
(SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM)
ALTERNATE 0 STORM 1i
XSECTION 1 RUNOFF .O1 3 3 .08 .0 3.72 6.00 2.75 --- 3.14 40.69 2976.3
STRUCTURE 1 RESVOR .O1 3 3 .O8 .0 3.72 6.00 2.48 31.84 3.27 28.87 2111.8
XSECTION 2 RUNOFF .00 3 3 .08 .0 3.72 6.00 3.25 --- 3.10 15.33 3803.8
XSECTION 3 ADDHYD .02 3 3 .08 .0 3.72 6.00 2.66 --- 3.22 35.50 2005.6
Page 7

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TR20 XEQ 1/15/** Catawba Hills-Post-Dev. with detention, 10 YR/6 HR Storm
REV 09/01/83
SUMMARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES
XSECTION/ DRAINAGE
STRUCTURE AREA STORM NUMBERS..........
ID (SQ MI) 1
STRUCTURE 1 .011
ALTERNATE 0 28.87
XSECTION 1 .011
ALTERNATE 0 40.69
XSECTION 2 .OOi
ALTERNATE 0 15.33
XSECTION 3 .02i
ALTERNATE 0 35.50
"' TEND OF 1 JOBS IN THIS RUN
Stop - Program terminated.
20 JOB 1 SUMMARY
PAGE 7
Page 8
r ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~

01003e.out
.,. 1,t,t*,t***,t,t*,t,t,t****,t,t*,t***,r:t**,t*ir,t*:r:t*+t:r****:r,r*:r,t+r#** *************** **************
* * TR 20 S/N
* * HMVersion 3.40
* TR 20 * Date 1/15/**
* * Time 11:02:01
* Project Formulation Hydrology * Input file 01003e.t20
* * Output file 01003e.out
*
* * *
* *
xxxxxxx xxxxxx
x x x
x x x
x xxxxxx
x x x
x x x
x x x
xxxxx
x x
x
x
x
x
xxxxxxx
xxxxx
x xx
x x x
x x x
x x x
xx x
xxxxx
...........................................
............................................
...........................................
...........................................
... Full Microcomputer Implementation ...
... by ...
... Haestad Methods, Inc. ...
...........................................
...........................................
...........................................
...........................................
37 Brookside Road * Waterbury, Connecticut 06708 * [phone]
******************80-80 LIST OF INPUT DATA FOR TR-20 HYDROLOGY******************
Page 1
i

01003e.out
J(
T]
c
f
E
f
f
f
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E
E
~B TR-20 FULLPRINT SUMMARY 10
TLE 001 Catawba Hills-Post- Dev. with detention, 100 YR/6 HR Storm 20
RAINFL 3 0.0833 30
0.0034 0.0205 0.0381 0.0561 0.0745 40
0.0933 0.1127 0.1324 0.1528 0.1738 50
0.1953 0.2175 0.2404 0.2640 0.2885 60
0.3138 0.3402 0.3674 0.3967 0.4306 70
0.4658 0.5030 0.5418 0.5828 0.6281 80
0.6831 0.7417 0.8047 0.8726 0.9470 90
1.0340 1.1511 1.2840 1.4504 1.6975 100
2.0715 2.7890 3.4178 3.7328 3.9553 110
4.1031 4.2308 4.3394 4.4190 4.4912 120
t 4.5577 4.6192 4.6767 4.7290 4.7718 130
t 4.8122 4.8505 4.8870 4.9218 4.9545 140
t 4.9826 5.0096 5.0356 5.0606 5.0848 150
t 5.1083 5.1310 5.1530 5.1743 5.1951 160
t 5.2153 5.2349 5.2541 5.2728 5.2911 170
t 5.3089 5.3263 5.3400 5.3400 5.3400 180
3 STRUCT Ul 191
8 29.00 0.00 0.00 192
8 30.00 0.10 0.221 193
8 30.50 0.12 0.343 194
8 30.60 0.70 0.369 195
8 31.00 6.50 0.474 196
8 32.00 33.25 0.761 197
8 32.50 51.10 0.917 198
9 ENDTBL 1992
6 RUNOFF 1 001 1 0.01367 80.00 0.171 1 1 1 200
6 RESVOR 2 O1 1 2 29.00 1 1 1 1 1 201
6 RUNOFF 1 002 3 0.00403 89.00 0.081 1 1 1 210
6 ADDHYD 4 003 2 3 4 1 1 1 1 220
ENDATA 230
7 INCREM 6 0.08 240
7 COMPUT 7 001 003 0.00 1.0 1.03 3 01 250
ENDCMP 1 260
ENDJOB 2 270
****************************:r**END OF 80-80 LIST**************************+*****
TR20 XEQ 1/15/** Catawba Hills-Post-Dev. with detention, 100 YR/6 HR Storm 20 JOB 1 PASS 1
REV 09/01/83 PAGE 1
FILE NO. 1
COMPUTER PROGRAM FOR PROJECT FORMULATION - HYDROLOGY USER NOTES
THE USERS MANUAL FOR THIS PROGRAM IS THE MAY 1982 DRAFT OF TR-20. CHANGES FROM THE 2/14/74 VERSION INCLUDE:
REACH ROUTING - THE MODIFIED ATT-KIN ROUTING PROCEDURE REPLACES THE CONVEX METHOD. INPUT DATA PREPARED FOR
PREVIOUS PROGRAM VERSIONS USING CONVEX ROUTING COEFFICIENTS WILL NOT RUN ON THIS VERSION.
Page 2

01003e.out
THE PREFERRED TYPE OF DATA ENTRY IS CROSS SECTION DATA REPRESENTATIVE OF A REACH. IT IS RECOMMENDED THAT
THE OPTIONAL CROSS SECTION DISCHARGE-AREA PLOTS BE OBTAINED WHENEVER NEW CROSS SECTION DATA IS ENTERED.
THE PLOTS SHOULD BE CHECKED FOR REASONABLENESS AND ADEQUACY OF INPUT DATA FOR THE COMPUTATION OF "M"
VALUES USED IN THE ROUTING PROCEDURE.
GUIDELINES FOR DETERMINING OR ANALYZING REACH LENGTHS AND COEFFICIENTS (X,M) ARE AVAILABLE IN THE USERS
MANUAL. SUMMARY TABLE 2 DISPLAYS REACH ROUTING RESULTS AND ROUTING PARAMETERS FOR COMPARISON AND CHECKING.
HYDROGRAPH GENERATION - THE PROCEDURE TO CALCULATE THE INTERNAL TIME INCREMENT AND PEAK TIME OF THE UNIT
HYDROGRAPH HAVE BEEN IMPROVED. PEAK DISCHARGES AND TIMES MAY DIFFER FROM THE PREVIOUS VERSION. OUTPUT
HYDROGRAPHS ARE STILL INTERPOLATED, PRINTED, AND ROUTED AT THE USER SELECTED MAIN TIME INCREMENT.
INTERMEDIATE PEAKS - METHOD ADDED TO PROVIDE DISCHARGES AT INTERMEDIATE POINTS WITHIN REACHES WITHOUT ROUTING.
OTHER - THIS VERSION CONTAINS SOME ADDITIONS TO THE INPUT AND NUMEROUS MODIFICATIONS TO THE OUTPUT. USER
OPTIONS HAVE BEEN MODIFIED AND AUGMENTED ON THE JOB RECORD, RAINTABLES ADDED, ERROR AND WARNING MESSAGES
EXPANDED, AND THE SUMMARY TABLES COMPLETELY REVISED. THE HOLDOUT OPTION IS NOT OPERATIONAL AT THIS TIME.
PROGRAM QUESTIONS OR PROBLEMS SHOULD BE DIRECTED TO HYDRAULIC ENGINEERS AT THE SCS NATIONAL TECHNICAL CENTERS:
CHESTER, PA (NORTHEAST) -- 215-499-3933, FORT WORTH, TX (SOUTH) -- 334-5242 (FTS)
LINCOLN, NB (MIDWEST) -- 541-5318 (FTS), PORTLAND, OR (WEST) -- 423-4099 (FTS)
OR HYDROLOGY UNIT, ENGINEERING DIVISION, LANHAM, MD -- 436-7383 (FTS).
PROGRAM CHANGES SINCE MAY 1982:
12/17/82 - CORRECT PEAK RATE FACTOR FOR USER ENTERED DIMHYD
CORRECT REACH ROUTING PEAK TRAVEL TIME PRINTED WITH FULLPRINT OPTION
5/02/83 - CORRECT COMPUTATIONS FOR ---
1. DIVISION OF BASEFLOW IN DIVERT OPERATION
2. HYDROGRAPH VOLUME SPLIT BETWEEN BASEFLOW AND ABOVE BASEFLOW
3. CROSS SECTION DATA PLOTTING POSITION
4. INTERMEDIATE PEAK WHEN "FROM" AREA IS LARGER THAN "THRU" AREA
5. STORAGE ROUTED REACH TRAVEL TIME FOR MULTIPEAK HYDROGRAPH
6. ORDERING "FLOW-FREQ" FILE FROM SUMMARY TABLE #3 DATA
7. BASEFLOW ENTERED. WITH READHYD
8. LOW FLOW SPLIT DURING DIVERT PROCEDURE #2 WHEN SECTION RATINGS START AT DIFFERENT ELEVATIONS
ENHANCEMENTS ---
1. REPLACE USER MANUAL ERROR CODES (PAGE 4-9 TO 4-11) WITH MESSAGES
2. LABEL OUTPUT HYDROGRAPH FILES WITH CROSS SECTION/STRUCTURE, ALTERNATE AND STORM NO'S
09/01/83 - CORRECT INPUT AND OUTPUT ERRORS FOR INTERMEDIATE PEAKS
CORRECT COMBINATION OF RATING TABLES FOR DIVERT
CHECK REACH ROUTING PARAMETERS FOR ACCEPTABLE LIMITS
ELIMINATE MINIMUM REACH TRAVEL TIME WHEN ATT-KIN COEFFICIENT EQUALS ONE
TR20 XEQ 1/15/** Catawba Hills-Post-Dev. with detention, 100 YR/6 HR Storm 20 JOB 1 PASS 1
REV 09/01/83 PAGE 2
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EXECUTIVE CONTROL OPERATION INCREM RECORD ID 2401
MAIN TIME IN CREMENT = .08 HOURS
EXECUTIVE CONTROL OPERATION COMPUT RECORD ID 2501
FROM XSECTION li TO XSECTION 3
STARTING TIME _ .00 RAIN DEPTH = 1.00 RAIN DURATION= 1.00 RAIN TABLE NO.= 3 ANT. MOIST. COND= 3
ALTERNATE NO.= 0 STORM NO.= 1 MAIN TIME INCREMENT = .08 HOURS
OPERATION RUNOFF CRO5S SECTION 1
OUTPUT HYDROGRAPH= 1
AREA= .O1 SQ MI INPUT RUNOFF CURVE= 80. TIME OF CONCENTRATION= .17 HOURS
COMPUTED CURVE NO. = 91.i INTERNAL HYDROGRAPH TIME INCREMENT= .0227 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION( FEET)
3.11 58.17 (RUNOFF)
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .08 HOURS DRAINAG E AREA = .O1 SQ.MI.
.80 DISCHG .00 .00 .02 .09 .19 .29 .40 .51 .63 .76
1.60 DISCHG .95 1.16 1.36 1.56 1.77 2.03 2.43 2.94 3.41 3.88
2.40 DISCHG 4.40 5.07 6.18 7.99 9.94 12.90 18.54 29.49 49.41 58.11
3.20 DISCHG 46.48 32.12 22.36 16.50 13.27 10.65 8.68 7.59 6.90 6.37
4.00 DISCHG 5.90 5.31 4.67 4.27 4.01 3.81 3.63 3.40 3.09 2.87
4.80 DISCHG 2.74 2.63 2.54 2.46 2.39 2.31 2.25 2.19 2.13 2.07
5.60 DISCHG 2.02 1.97 1.93 1.88 1.84 1.70 1.17 .43 .14 .04
6.40 DISCHG .O1 .00
RUNOFF VOLUME ABOVE BASEFLOW = 4.31 WATER SHED INCHES, 38.00 CFS -HR5, 3.14 ACRE -FEET; BASEFLOW = .00 CFS
OPERATION RESVOR STRUCTURE 1
INPUT HYDROGRAPH= 1 OUTPUT HYDROGRAPH= 2
SURFACE ELEVATION= 29.00
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
3.21 46.99 32.38
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .08 HOURS
.80 DISCHG .00 .00 .00 .00 .00 .00 .00
.80 ELEV 29.00 29.00 29.00 29.00 29.00 29.00 29.00
1.60 DISCHG .O1 .O1 .02 .02 .03 .03 .04
1.60 ELEV 29.10 29.13 29.17 29.21 29.26 29.32 29.38
2.40 DISCHG .08 .09 .10 .11 .17 2.98 7.13
2.40 ELEV 29.78 29.92 30.08 30.27 30.51 30.76 31.02
3.20 DISCHG 46.92 42.74 34.23 27.12 21.36 16.93 13.51
3.20 ELEV 32.38 32.27 32.03 31.77 31.56 31.39 31.26
4.00 DISCHG 7.12 6.44 5.99 5.52 5.10 4.73 4.42
4.00 ELEV 31.02 31.00 30.96 30.93 30.90 30.88 30.86
4.80 DISCHG 3.35 3.14 2.97 2.83 2.70 2.59 2.50
4.80 ELEV 30.78 30.77 30.76 30.75 30.74 30.73 30.72
DRAINAGE AREA = .O1 SQ.MI.
.00 .01 .O1
29.00 29.05 29.07
.05 .06 .07
29.46 29.56 29.60'
15.08 26.56 40.39
31.32 31.75 32.20
10.98 9.22 8.00
31.17 31.10 31.06
4.14 3.86 3.59
30.84 30.82 30.80
2.41 2.33 2.26
30.72 30.71 30.71
Page 4
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ rr ~ ~ r ~ ~ ~ ~ r

01003e.out
TR20 XEQ 1/15/** Catawba Hills-Post-Dev. with detention, 100 YR/6 HR Storm
REV 09/01/83
20 JOB 1 PASS 1
PAGE 3
5.60 DISCHG 2.19 2.13 2.08 2.02 1.97 1.91 1.76 1.47 1.10 .79
5.60 ELEV 30.70 30.70 30.69 30.69 30.69 30.68 30.67 30.65 30.63 30.61
6.40 DISCHG .63 .55 .47 .41 .35 .30 .26 .23 .19 .17
6.40 ELEV 30.59 30.57 30.56 30.55 30.54 30.53 30.52 30.52 30.51 30.51
7.20 DISCHG .15 .13 .12 .12 .17_ .12 .12 .12 .12 .12
7.20 ELEV 30.50 30.50 30.50 30.49 30.49 30.49 30.48 30.48 30.48 30.47
8.00 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .12
8.00 ELEV 30.47 30.47 30.47 30.46 30.46 30.46 30.45 30.45 30.45 30.44
8.80 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .12
8.80 ELEV 30.44 30.44 30.43 30.43 30.43 30.42 30.42 30.42 30.41 30.41
9.60 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .12
9.60 ELEV 30.41 30.40 30.40 30.40 30.40 30.39 30.39 30.39 30.38 30.38
10.40 DISCHG .12 .11 .11 .11 .11 .11 .11 .11 .11 .11
10.40 ELEV 30.38 30.37 30.37 30.37 30.36 30.36 30.36 30.35 30.35 30.35
11.20 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
11.20
' ELEV 30.35 30.34 30.34 30.34 30.33 30.33 30.33 30.32 30
32 30
32
12.0
0 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .
.11 .
.11
12.00 ELEV 30.31 30.31 30.31 30.31 30.30 30.30 30.30 30.29 30.29 30.29
12.80 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 11
12.80 ELEV 30.28 30.28 30.28 30.28 30.2'1 30.27 30.27 30.26 30.26 .
30.26
13.60 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
13.60 ELEV 30.25 30.25 30.25 30.25 30.24 30.24 30.24 30.23 30.23 30.23
14.40 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
14.40 ELEV 30.22 30.22 30.22 30.22 30.21 30.21 30.21 30.20 30.20 30.20
15.20 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 11
15.20 ELEV 30.20 30.19 30.19 30.19 30.18 30.18 30.18 30.18 30.17 .
30.17
16.00 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
16.00 ELEV 30.17 30.16 30.16 30.16 30.15 30.15 30.15 30.15 30.14 30.14
16.80 DISCHG .11 .11 .11 .11 .li .10 .10 .10 .10 .10
16.80 ELEV 30.14 30.13 30.13 30.13 30.13 30.12 30.12 30.12 30.11 30.11
17.60 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
17.60 ELEV 30.11 30.11 30.10 30.10 30.10 30.10 30.09 30.09 30.09 30.08
18.40 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
18.40 ELEV 30.08 30.08 30.08 30.07 30.07 30.07 30.06 30.06 30.06 30.06
19.20 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
19.20 ELEV 30.05 30.05 30.05 30.05 30.04 30.04 30.04 30.03 30.03 30.03
20.00 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
20.00 ELEV 30.03 30.02 30.02 30.02 30.01 30.01 30.01 30.01 30.00 30.00
20.80 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
20.80 ELEV 30.00 30.00 29.99 29.99 29.99 29.98 29.98 29.98 29.97 29.97
21.60 DISCHG .10 .10 .10 .10 .10 .10 .10 .09 .09 .09
21.60 ELEV 29.97 29.97 29.96 29.96 29.96 29.95 29.95 29.95 29.95 29.94
22.40 DISCHG .09 .09 .09 .09 .09 .09 .09 .09 .09 .09
22.40 ELEV 29.94 29.94 29.93 29.93 29.93 29.93 29.92 29.92 29.92 29.92
23.20 DISCHG .09 .09 .09 .09 .09 .09 .09 .09 .09 .09
23.20 ELEV 29.91 29.91 29.91 29.90 29.90 29.90 29.90 29.89 29.89 29.89
V.RUNOFF VOLUME ABOVE BASEFLOW = 4.04 WATERSHED INCHES, 35.67 CFS -HRS, 2.95 ACRE -FEET; BASEFLOW = .00 CFS
Page 5

01003e.out
TR20 XEQ 1/15/** Catawba Hills-Post-Dev. with detention, 100 YR/6 HR Storm 20 JOB 1 PASS 1
REV 09/01/83 PAGE 4
OPERATION RUNOFF CROSS SECTION 2
OUTPUT HYDROGRAPH= 3
AREA= .00 SQ MI INPUT RUNOFF CURVE= 89 . TIME OF CONCENT RATION= .08 HOURS
COMPUTED CURVE N0. = 96 .i I NTERNAL HYDROGRAPH TIME INCREMENT= .0107 HOURS
.PEAK TIME(HRS ) PEAK DISCHARGE(CF5) PEAK ELEVATION(FEET)
3.05 20.50 (RUNOFF)
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .08 HOURS DRAINAGE AREA = .00 SQ.MI.
.00 DISCHG .00 .00 .00 .00 .00 .00 .O1 .05 .09 .14
.80 DISCHG .18 .22 .26 .30 .34 .38 .42 .46 .51 .57
1.60 DISCHG .68 .74 .81 .88 .95 1.07 1.30 1.45 1.60 1.75
2.40 DISCHG 1.94 2.24 2.87 3.51 4.25 5.79 8.59 14.39 20.40 17.14
3.20 DISCHG 9.90 6.79 4.72 3.97 3.37 2.57 2.27 2.08 1.93 1.80
4.00 DISCHG 1.65 1.40 1.28 1.21 1.15 1.10 1.04 .94 .86 .82
4.80 DISCHG .79 .77 .74 .72 .70 .68 .66 .64 .63 .61
5.60 DISCHG .60 .58 .57 .55 .54 .45 .10 .O1 .00
RUNOFF VOLUME ABOVE BA SEFLOW = 4.84 WATER SHED INCHE S, 12.60 CFS-HRS , 1. 04 ACRE -FEET; BASEFLOW = .00 CFS
OPERATION ADDHYD CROSS SECTION 3
INPUT HYDROGRAPHS= 2,3 OUTPUT HYDROGRAP H= 4
PEAK TIME(HRS ) PEAK DISCHARGE( CFS) PEAK ELEVATION(FEET)
3.15 58.60 (NULL)
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .08 HOURS DRAINAGE AREA = .02 SQ.MI.
.00 DISCHG .00 .00 .00 .00 .00 .00 .O1 .05 .09 .14
.80 DISCHG .18 .22 .26 .30 .34 .38 .42 .46 .51 .58
1.60 DISCHG .69 .76 .83 .90 .98 1.10 1.34 1.50 1.65 1.82
2.40 DISCHG 2.01 2.33 2.98 3.62 4.41 8.77 15.72 29.47 46.96 57.52
3.20 DISCHG 56.82 49.53 38.95 31.09 24.73 19.50 15.78 13.06 11.15 9.80
4.00 DISCHG 8.78 7.84 7.27 6.73 6.25 5.83 5.46 5.07 4.72 4.41
4.80 DISCHG 4.14 3.91 3.71 3.55 3.40 3.27 3.16 3.05 2.96 2.87
5.60 DISCHG 2.79 2.71 2.64 2.58 2.51 2.36 1.86 1.47 1.10 .79
6.40 DISCHG .63 .55 .47 .41 .35 .30 .26 .23 .19 .17
7.20 DISCHG .15 .13 .12 .12 .12 .12 .12 .12 .12 .12
8.00 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .12
8.80 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .12
9.60 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .12 .12
10.40 DISCHG .12 .11 .11 .11 .11 .11 .11 .11 .11 .11
11.20 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
12.00 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
12.80 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
13.60 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
14.40 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
Page 6
~ ~ ~ ~ ~ ~ ~ ~ r ~ ~ ~ ~ ~ ~ ~ ~ ~ ~

01003e.out
15.20 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
TR20 XEQ 1/15/** Catawba Hills-Post-Dev. with detention, 100 YR/6 HR Storm 20 JOB 1 PASS 1
REV 09/01/83 PAGE 5
16.00 DISCHG .11 .11 .11 .11 .11 .11 .11 .11 .11 .11
16.80 DISCHG .11 .11 .11 .11 .11 .10 .10 .10 .10 .10
17.60 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
18.40 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
19.20 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
20.00 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
20.80 DISCHG .10 .10 .10 .10 .10 .10 .10 .10 .10 .10
21.60 DISCHG .10 .10 .10 .10 .10 .10 .10 .09 .09 .09
22.40 DISCHG .09 .09 .09 .09 .09 .09 .09 .09 .09 .09
23.20 DISCHG .09 .09 .09 .09 .09 .09 .09 .09 .09 .09
RUNOFF VOLUME ABOVE BASEFLOW = 4.23 WATERSHED INCHES, 48.27 CFS-HRS, 3.99 ACRE-FEET; BASEFLOW = .00 CFS
EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID
COMPUTATIONS COMP LETED FOR PASS 1
EXECUTIVE CONTROL OPERATION ENDJOB
2601
RECORD ID 270
TR20 XEQ 1/15/** Catawba Hills-Post-Dev. with detention, 100 YR/6 HR Storm 20 JOB 1 SUMMARY
REV 09/01/83 PAGE 6
SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXE CUTIVE CONTROL INSTRUCTION S IN THE ORDER PERFORMED
(A STAR(*) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH
A QUESTION MARK(?) INDICATES A HYDR OGRAPH WITH PEAK AS LAST P OINT.)
SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE
STRUCTURE CONTROL DRAINAGE TABLE MOI5T TIME ------ ------------- ------ RUNOFF ---------- ------ -------------- --------
ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE
(SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM)
ALTERNATE 0 STORM li
XSECTION 1 RUNOFF .O1 3 3 .08 .0 5.34 6.00 4.31 --- 3.11 58.17 4255.0
STRUCTURE 1 RESVOR .O1 3 3 .08 .0 5.34 6.00 4.04 32.38 3.21 46.99 3437.3
XSECTION 2 RUNOFF .00 3 3 .08 .0 5.34 6.00 4.84 --- 3.05 20.50 5087.0
XSECTION 3 ADDHYD .02 3 3 .08 .0 5.34 6.00 4.23 --- 3.15 58.60 3310.8
Page 7

01003e.aut
TR20 XEQ 1/15/** Catawba Hills-Post-Dev. with detention, 100 YR/6 HR Storm
REV 09/01/83
SUMMARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES
XSECTION/ DRAINAGE
STRUCTURE AREA STORM NUMBERS..........
ID (SQ MI) 1
STRUCTURE 1 .Oli
ALTERNATE 0 46.99
XSECTION 1 .Oli
ALTERNATE 0 58.17
XSECTION 2 .OOi
ALTERNATE 0 20.50
XSECTION 3 .02i
ALTERNATE 0 58.60
"' TEND OF 1 JOBS IN THIS RUN
Stop - Program terminated.
20 JOB 1 SUMMARY
PAGE 7
Page 8

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STORM DRAINAGE
CALCULATIONS

Scenario: Base
Combined Pipe\Node Report
Upstream
Node Label Downstream
Node Length
(ft) Upstream
Inlet
Area
(acres) pstream Inle
Rational
Coefficient Upstrea
Inlet
CA
(acres) pstream Calculate
System CA
(acres) System
Rational
Flow
(cfs) Section
Size Constructed
Slope
(ftlft) Total
System
Flow
(cfs) Full
Capacity
(cfs) Average
Velocity
(ft/s) Upstream
Invert
Elevation

(ft) Downstream
Invert
Elevation

(ft) Hydraulic
Grade
Line In

(ft) Hydraulic
Grade
Line Out

(ft)
DI-1 P-1 CB-3 67.00 0.55 0.70 0.39 0.39 2.73 15 inch 0.005075 2.73 4.60 3.92 633.75 633.41 634.44 634.10
CB-2 P-7 CB-3 25.00 0.10 0.90 0.09 0.09 0.64 15 inch 0.005200 0.64 4.66 2.66 634.61 634.48 634.92 634.79
CB-3 P-2 CB-4 41.00 0.27 0.70 0.19 0.66 4.65 15 inch 0.007073 4.65 5.43 5.02 633.21 632.92 634.10 633.79
CB-5 P-8 CB-6 26.00 0.22 0.70 0.15 0.15 1.09 15 inch 0.073846 1.09 17.55 5.53 636.91 634.99 637.32 635.20
CB-4 P-3 CB-6 86.00 0.28 0.70 0.20 0.86 5.99 15 inch 0.009070 5.99 6.15 5.73 632.72 631.94 633.72 632.93
CB-7 P-9 CB-8 25.00 0.04 0.90 0.04 0.04 0.26 15 inch 0.005200 0.26 4.66 2.06 633.45 633.32 633.65 633.52
CB-6 P-4 CB-8 56.00 0.04 0.70 0.03 1.04 7.19 15 inch 0.020000 7.19 9.14 7.28 631.74 630.62 632.81 631.46
CB-8 P-5 DI-9 123.00 0.04 0.70 0.03 1.11 7.59 15 inch 0,020000 7.59 9.14 6.42 630.42 627.96 631.51 629.37
DI-9 P-6 FES-1 56.00 0.23 0.70 0.16 1.27 8.58 18 inch 0.010000 8.58 10.50 4.86 627.71 627.15 629.37 629.00
DI-14 P-10 CB-16 149.00 0.35 0.70 0.24 0.24 1.74 15 inch 0.024430 1.74 10.10 3.22 649.75 646.11 650.27 646.73
DI-15 P-14 CB-16 28.00 0.05 0.70 0.03 0.03 0.25 15 inch 0.005000 0.25 4.57 0.49 646.25 646.11 646.73 646.73
CB-16 P-11 CB-17 45.00 0.49 0.70 0.34 0.60 4.07 15 inch 0.010000 4.07 6.46 5.18 645.91 645.46 646.73 646.18
DI-18 P-15 CB-19 61.00 1.73 0.70 1.21 1.21 8.58 18 inch 0.010000 8.58 10.50 6.31 637.50 636.89 638.63 637.92
CB-17 P-12 CB-20 89.00 0.15 0.70 0.11 0.70 4.76 15 inch 0.039438 4.76 12.83 7.40 645.26 641.75 646.14 642.28
CB-19 P-16 CB-20 64.00 0.25 0.70 0.18 1.39 9.76 18 inch 0.010000 9.76 10.50 6.58 636.69 636.05 637.90 637.19
CB-20 P-17 DI-21 67.00 0.14 0.70 0.10 2.19 14.70 18 inch 0.020000 14.70 14.85 9.03 635.85 634.51 637.25 635.74
DI-21 P-18 FES-2 39.00 0.08 0.70 0.06 2.24 15.01 24 inch 0.006410 15.01 18.11 6.43 629.25 629.00 630.65 630.39
Title: CATAWBA HILLS VILLAGE D TH Project Engineer: LandDesign
I:\1001003\dwgs\stormcad\vdstorml.stm LandDesign, Inc. StormCAD v4.1.1 [4.2014]
01/08/03 10:00:29 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

ii. t• t• ~ t• t• t• t• t• ~ r t• t• ~ ~ _ t• t• ~
Scenario: Base
Combined Pipe\Node Report
Upstream
Node Label Downstream
Node Length
(ft) Upstream
Inlet
Area
(acres) pstream Inle
Rational
Coefficient Upstrea
Inlet
CA
(acres) pstream Calculate
System CA
(acres) System
Rational
Flow
(cfs) Section
Size Constructed
Slope
(ft/ft) Total
System
Flow
(cfs) Full
Capacity
(cfs) Average
Velocity
(ft/s) Upstream
Invert
Elevation
(ft) Downstream
Invert
Elevation
(ft) Hydraulic
Grade
Line In

(ft) Hydraulic
Grade
Line Out

(ft)
CB-22 P-1 CB-23 37.00 0.09 0.70 0.06 0.06 0.45 15 inch 0.005135 0.45 4.63 2.40 650.75 650.56 651.01 650.82
CB-23 P-2 CB-24 46.00 0.05 0.70 0.03 0.10 0.69 15 inch 0.005000 0.69 4.57 2.70 650.36 650.13 650.69 650.45
CB-25 P-10 CB-26 41.00 0.16 0.70 0.11 0.11 0.79 15 inch 0.005122 0.79 4.62 2.76 643.75 643.54 644.10 643.90
CB-24 P-3 CB-27 117.00 0.02 0.70 0.01 0.11 0.78 15 inch 0.027179 0.78 10.65 3.94 649.93 646.75 650.27 646.98
CB-26 P-11 CB-27 47.00 0.23 0.70 0.16 0.27 1.92 15 inch 0.005106 1.92 4.62 3.63 643.34 643.10 643.90 643.65
CB-27 P-4 CB-28 139.00 0.01 0.70 0.01 0.39 2.66 15 inch 0.005036 2.66 4.58 3.98 642.90 642.20 643.58 642.85
CB-28 P-5 CB-29 27.00 0.35 0.70 0.24 0.63 4.20 15 inch 0.010000 4.20 6.46 5.21 642.00 641.73 642.83 642.47
CB-30 P-12 CB-31 95.00 0.30 0.70 0.21 0.21 1.49 15 inch 0.005053 1.49 4.59 2.85 631.28 630.80 631.77 631.44
CB-39 P-20 CB-31 140.00 0.33 0.70 0.23 0.23 1.64 15 inch 0.018214 1.64 8.72 3.05 633.35 630.80 633.86 631.44
CB-29 P-6 DI-32 62.00 0.43 0.70 0.30 0.92 6.07 15 inch 0.100000 6.07 20.43 10.15 637.95 631.75 638.95 632.22
CB-31 P-13 DI-32 56.00 0.05 0.70 0.03 0.48 3.27 15 inch 0.005000 3.27 4.57 3.42 630.60 630.32 631.44 631.32
DI-32 P-7 JB-33 59.00 0.30 0.70 0.21 1.60 10.57 18 inch 0.015085 10.57 12.90 7.39 630.07 629.18 631.32 630.22
JB-33 P-8 JB-34 115.00 N/A N/A N/A 1.60 10.51 18 inch 0.015043 10.51 12.88 6.33 628.98 627.25 630.23 629.09
JB-34 P-9 FES-3 43.00 N/A N/A N/A 1.60 10.40 24 inch 0.005116 10.40 16.18 3.31 626.75 626.53 629.09 629.00
CB-36 P-14 CB-37 .64.00 0.11 0.70 0.08 0.08 0.55 15 inch 0.005000 0.55 4.57 2.00 640.03 639.71 640.32 640.13
CB-37 P-15 FES-4 44.00 0.36 0.70 0.25 0.33 2.28 15 inch 0.005000 2.28 4.57 3.34 639.51 639.29 640.13 640.04
CB-40 P-17 FES-5 20.00 0.31 0.70 0.22 0.22 1.53 15 inch 0.005000 1.53 4.57 2.16 634.90 634.80 635.56 635.55
CB-42 P-18 CB-43 83.00 0.43 0.70 0.30 0.30 2.13 15 inch 0.005060 2.13 4.59 3.74 630.57 630.15 631.17 630.73
CB-43 P-19 FES-6 23.00 0.24 0.70 0.17 0.47 3.27 15 inch 0.005217 3.27 4.67 4.19 629.95 629.83 630.72 630.58
Title: CATAWBA HILLS VILLAGE D TH Project Engineer: LandDesign
I:\1001003\dwgs\stormcad\vdstorm2.stm LandDesign, Inc. Storm CAD v4.1.1 [4.2014]
01/08/03 11:14:27 AM ©Haestad A4ethods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Scenario: Base
Combined PipelNode Report
Upstream Label Downstrea Length Upstream pstream Inle Upstrea pstream Calculate System Section Constructed Total Full Average Upstream Downstrea Hydraulic Hydraulic
Node Node (ft) Inlet Rational Inlet System CA Rational Size Slope System Capacity Velocity Invert Invert Grade Grade

Area
Coefficient
CA
(acres)
Flow
(ft/ft)
Flow
(cfs
)

(fUs)

Elevation

Elevation

Line In .

Line Out
(acres) (acres) (cfs) (cfs) (ft) (ft) (ft) (ft)
CB-11 P-1 JB-12 55.00 0.34 0.70 0.24 0.24 1.69 15 inch 0.008727 1.69 6.03 1.37 626.80 626.32 629.05 629.02
JB-12 P-2 FES-7 26.00 N/A N/A N/A 0.24 1.64 15 inch 0.004615 1.64 4.39 1.34 626.12 626.00 629.02 629.00
CB-45 P-3 CB-46 61.00 0.11 0.70 0.08 0.08 0.55 15 inch 0.005082 0.55 4.60 2.32 628.41 628.10 628.70 628.43
CB-46 P-4 CB-48 107.00 0.24 0.70 0.17 0.25 1.71 15 inch 0.005047 1.71 4.59 3.43 627.90 627.36 628.43 627.89
CB-47 P-6 CB-48 61.00 0.10 0.70 0.07 0.07 0.50 15 inch 0.005082 0.50 4.60 1.90 627.78 627.47 628.06 627.89
CB-48 P-5 FES-8 48.00 0.16 0.70 0.11 0.43 2.91 15 inch 0.004792 2.91 4.47 3.83 627.16 626.93 627.89 627.68
CB-50 P-7 FES-9 16.00 0.59 0.70 0.41 0.41 2.93 15 inch 0.005000 2.93 4.57 3.86 625.56 625.48 626.29 626.23
Title: CATAWBA HILLS VILLAGE D TH Project Engineer: LandDesign
I:\1001003\dwgs\stormcad\vdstorm3.stm LandDesign, Inc. StormCAD v4.1.1 [4.2014]
01/08/03 11:31:01 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

1

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1
EROSION CONTROL
CALCULATIONS

e

NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.1
RTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
~ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
****************************************************************************
~OJECT NAME: CATAWBA HILLS VILLAGE D TH PROJECT NO.: SWALE 1
COMPUTED BY: BSS DATE: 1/7/2003
~ZOM STATION/REACH: 0+00 TO STATION/REACH: 1+10
INAGE AREA: 0.35 ACRES DESIGN FREQUENCY: 10 YEAR
***************************************************************************
INPUT PARAMETERS
***************************************************************************
~annel Discharge 1.7 cfs (.05 m^3/s)
ak Flow Period 0.1 hours
Channel Slope 0.018 ft/ft (0.018 m/m)
~annel Bottom Width 2.0 ft (.61 m)
ft Side Slope 2:1
Right Side Slope 2:1
~annel Lining Unreinforced Vegetation Sod >=950
ermi. Shear(Tp):2.16 psf (103.4 Pa)
Class = E Vegetation
' Soil = Sandy Loam
Allowable Soil Shear(Ta):0.035psf (1.67580000713468 Pa)
***************************************************************************
CALCULATIONS
*****************************************************************************
~tial Depth Estimate = 0.16*(1.7 /(0.018^0.5))^0.375 -= 0.41 ft (.13 m)
anal Channel Depth (after 7 iterations) .39 ft (0.12 m)
ow Area = (2.0 * 0.4)+(0.5 *0.39^2 * (2.0+2.0)) = 1.1 sf (0.1 m^2)
t Per. =2.0 +(0.4*(((2.0^2)+1)^.5 +((2.0^2)+1)^.5)) = 3.7 ft (1.1 m)
draulic Radius = (1.1 / 3.7) = 0.3 ft (0.1 m)
Channel Velocity =(1.486/0.056)*(0.3^0.667)*(0.018^.5) = 1.6 fps (0.5 m/s)
~annel Effective Manning's Roughness = 0.056
Calculated Shear (Td) = 62.4 * 0.39 * 0.018 = 0.44 psf (21.2 Pa)
fety Factor = (Tp/Td) _ (2.16 /0.44) = 4.88
fective Stress on Soil (Te) =0.4*(1-0.95)*(0.0156/0.056)^2 =0.00 psf (0.1 Pa)
fety Factor = (Ta/Te) _ (0.04 /0.002) = 20.32
1

1
1
I
1
HYDRAULIC RESULTS
Discharge
cfs Peak Fbw
Period hrs Velocity (fpsJ Area (sq.ft.J Hydraulic
Radius ft Normal
D th ft
1.7 0.1 1.57 1.08 0.29 0.39
LINER RESULTS
Unreinforced
S = 0.0182
1 ~ Bottom ~ 1
2.0 Width = 2.OD ft 20
Nat to Scale
Reach Material T e Phase V . T e Soil Type Manning's'n' Permiss~le Calculated Safety Remarks
Sta le Pattern Class Ve . Densit Shear Stress (psfJ Shear Stress (psf) Factor
Straight Unreinforced Sod 0.056 2.16 0.44 4.88 STABLE
~ E >=95% Sandy Loam 0.035 0.002 20.32 STABLE
~:

*****************************************************************************
NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.1
RTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
~ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
****************************************************************************
~OJECT NAME: CATAWBA HILLS VILLAGE D TH PROJECT NO.: SWALE 2
COMPUTED BY: BSS DATE: 1/7/2003
OM STATION/REACH: 0+00 TO STATION/REACH: 0+84
INAGE AREA: 0.09 ACRES DESIGN FREQUENCY: 10 YEAR
****************************************************************************
INPUT PARAMETERS
****************************************************************************
annel Discharge
yak Flow Period
Channel Slope
annel Bottom Width
ft Side Slope
Right Side Slope
. .4 cfs (.01
0.1 hours
0.024 ft/ft
. 2.0 ft (.61
2.1
2.1
m^3/s)
(0.024 m/m)
m)
annel Lining Unreinforced Vegetation Sod >=950
ermi. Shear(Tp):2.16 psf (103.4 Pa)
Class = E Vegetation
' Soil = Sandy Loam
Allowable Soil Shear(Ta):0.035psf (1.67580000713468 Pa)
***************************************************************************
CALCULATIONS
*****************************************************************************
~tial Depth Estimate = 0.16*(0.4 /(0.024^0.5))^0.375
anal Channel Depth (after 8 iterations)
ow Area = (2.0 * 0.2)+(0.5 *0.22^2 (2.0+2.0))
t Per. =2.0 +(0.2*(((2.0^2)+1)^.5 +((2.0^2)+1)^.5))
draulic Radius = (0.5 / 3.0)
Channel Velocity =(1.486/0.100)*(0.2^0.667)*(0.024^.5)
(~annel Effective Manning's Roughness
Calculated Shear (Td) = 62.4 * 0.22 * 0.024
fety Factor = (Tp/Td) _ (2.16 /0.33)
fective Stress on Soil (Te) =0.3*(1-0.95)*(0.0156/0.
fety Factor = (Ta/Te) _ (0.04 /0.000) _
0.23
.22 f
= 0.5
= 3.0
= 0.2
= 0.7
ft ( . 07 m)
t (0.07 m)
sf (0.1 m^2)
ft (0.9 m)
ft (0.1 m)
fps (0.2 m/s)
= 0.100
= 0.33 psf (15.8 Pa)
= 6.55
100)^2 =0.00 psf (0.0 Pa)
86.46

1
1
1
1
1
1
1

HYDRAULIC RESULTS
Discharge
cfs Peak Flow
Period hrs Velocity (fps) Area (sq.ft.J Hydraulic
Radius ft Normal
De th ft
0.4 D.1 0.74 0.54 0.18 0.22
LINER RESULTS
Unreinforced
S = 0.0238
1 L~ Bottom
2.0 Width = 2.00 ft
I1
t 20f
Not to Scale
Reach Material T e Phase Ve . T e Sod Type Manning's'n' Permissible Calculated Safety Remarks
Sta le Pattern Class Ve . Densit Shear Stress (psf) Shear Stress (psfJ Factor
Straight Unreinforced Sod 0.100 2.16 0.33 6.55 STABLE
E >=95/. Sandy Loam 0.035 0.000 86.46 STABLE

NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARF; VERSION 4.1
RTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
~OJECT NAME: CATAWBA HILLS VILLAGE D TH PROJECT NO.: SWALE 3
COMPUTED BY: BSS DATE: 1/7/2003
OM STATION/REACH: 0+00 TO STATION/REACH: 1+F;4
~AINAGE AREA: 0.16 ACRES DESIGN FREQUENCY: 10 YEAR
INPUT PARAMETERS
~annel Discharge
ak Flow Period
Channel Slope
~annel Bottom Width
ft Side Slope
Right Side Slope
. 8 cfs ( . 02
0.1 hours
0.033 ft/ft
. 2.0 ft (.61
2.1
2.1
m^3/s)
(0.033 m/m)
m)
annel Lining Unreinforced Vegetation Sod >=950
ermi. Shear(Tp):2.16 psf (103.4 Pa)
Class = E Vegetation
Soil = Sandy Loam
Allowable Soil Shear(Ta):0.035psf (1.67580000713468 Pa)
***************************************************************************
CALCULATIONS
tial Depth Estimate = 0.16*(0.8 /(0.033^0.5))^0.375 = 0.28 ft (.09 m)
anal Channel Depth (after 7 iterations) _ .25 ft (0 .08 m)
ow Area = (2.0 * 0.2)+(0.5 *0.25^2 * (2.0+2.0)) = 0.6 sf (0.1 m^2)
t Per. =2.0 +(0.2*(((2.0^2)+1)^.5 +((2.0^2)+1)^.5)) = 3.1 ft (0.9 m)
draulic Radius = (0.6 / 3.1) = 0.2 ft (0.1 m)
Channel Velocity =(1.486/0.071)*(0.2^0.667)*(0.033^.5) = 1.3 fps (0.4 m/s)
~.annel Effective Manning's Roughness = 0.07 1
Calculated Shear (Td) = 62.4 * 0.25 * 0.033 = 0.51 psf (24.2 Pa)
fety Factor = (Tp/Td) _ (2.16 /0.51) = 4.27
fective Stress on Soil (Te) =0.5*(1-0.95)*(0.0156/0.071)^2 =0.00 psf (0.1 Pa)
fety Factor = (Ta/Te) _ (0.04 /0.001) = 28.74

1
1
1
1
1
1
1
1
1
1
1
1
HYDRAULIC RESULTS
Discharge
cfs Peak Flow
Period hrs Velocity (fpsj Area (sq.ft.) Hydraulic
Radius ft Normal
De th It
0.8 0.1 1.29 0.62 0.20 0.25
LINER RESULTS
Unreinforced
S = Q0326
1 ~ Bottom ~J 1
2D Width = 2.DO ft 20
Not to Scale
Reach Material T e Phase Ve . T e Sod Type Manning's'n' Permissible Calculated Safety Remarks
Sta le Pattern Class Ve . Densit Shear Stress (psf) Shear Stress (psf) Factor
Straight Unreinforced Sod 0.071 2.16 0.51 4.27 STABLE
E >=952 Sandy Loam 0.035 0.001 28.74 STABLE
Y;

NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.1
RTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
****************************************************************************
~OJECT NAME: CATAWBA HILLS VILLAGE D TH PROJECT NO.: SWALE 4
COMPUTED BY: BSS DATE: 1/7/2003
~M STATION/REACH: 0+00 TO STATION/REACH: 1+64
INAGE AREA: 0.10 ACRES DESIGN FREQUENCY: 10 YEAR
***************************************************************************
INPUT PARAMETERS
***************************************************************************
~annel Discharge
ak Flow Period
Channel Slope
~annel Bottom Width
ft Side Slope
Right Side Slope
. .5 cfs (.01 m^3/s)
0.1 hours
0.037 ft/ft
2.0 ft (.61
2.1
2.1
(0.037 m/m)
m)
annel Lining Unreinforced Vegetation Sod >=950
ermi. Shear(Tp):2.16 psf (103.4 Pa)
Class = E Vegetation
Soil = Sandy Loam
Allowable Soil Shear(Ta):0.035psf (1.67580000713468 Pa)
***************************************************************************
CALCULATIONS
*****************************************************************************

tial Depth Estimate = 0.16*(0.5 /(0.037^0.5))^0.375 = 0.23 ft (.07 m)
anal Channel Depth (after 8 iterations) _ .21 ft (0 .06 m)
ow Area = (2.0 * 0.2)+(0.5 *0.21^2 * (2.0+2.0)) = 0.5 sf (0.0 m^2)
t Per. =2.0 +(0.2*(((2.0^2)+1)^.5 +((2.0^2)+1)^.5)) = 2.9 ft (0.9 m)
draulic Radius = (0.5 / 2.9) = 0.2 ft (0.1 m)
Channel Velocity =(1.486/0.087)*(0.2^0.667)*(0.037^.5) = 1.0 fps (0.3 m/s)
'
~
.annel Effective Manning
s Roughness = 0.087
Calculated Shear (Td) = 62.4 * 0.21 * 0.037 = 0.47 psf (22.6 Pa)
fety Factor = (Tp/Td) _ (2.16 /0.47) = 4.59
fective Stress on Soil (Te) =0.5*(1-0.95)*(0.0156/0.087)^2 =0.00 psf (0.0 Pa)
fety Factor = (Ta/Te) _ (0.04 /0.001} = 46.12
1

1
HYDRAULIC RESULTS
Discharge
cfs Peak Fbw .
Period hrs Velocity (fps) Area (sq.ft.J Hydraulic
Radius ft Normal
De th ft
D.5 D.1 1.00 0.50 D.17 0.21
2 0 WidO°rttoz 00 ft 20
LINER RESULTS
Not to Scale
Reach Material T e Phase Ve . T e Soil Type Manning's'n' Permissible Calculated Safety Remarks
Sta le Pattern Class Ve . Densd Shear Stress (psfJ Shear Stress (psfJ Factor
Straight Unreinforced Sod 0.087 216 0.47 4.59 STABLE
~ E >=95y Sandy Loam 0.035 0.001 46.12 STABLE
i

****************************************************************************
NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.1
RTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
****************************************************************************
~OJECT NAME: CATAWBA HILLS VILLAGE D TH PROJECT NO.: SWALE 5
COMPUTED BY: BSS DATE: 1/7/2003
~tOM STATION/REACH: 0+00 TO STATION/REACH: 2+97
INAGE AREA: 1.73 ACRES DESIGN FREQUENCY: 10 YEAR
***************************************************************************
INPUT PARAMETERS
****************************************************************************
annel Discharge
ak Flow Period
Channel Slope
~annel Bottom Width
ft Side Slope
Right Side Slope
. 8.5 cfs
0.1 hours
0.04 ft/ft
2.0 ft (.61
2.1
2.1
24 m^3/s)
(0.04 m/m)
m)
annel Lining Unreinforced Vegetation Sod >=950
ermi. Shear(Tp):2.16 psf (103.4 Pa)
Class = E Vegetation
Soil = Sandy Loam
Allowable Soil Shear(Ta):0.035psf (1.67580000713468 Pa)
***************************************************************************
CALCULATIONS
*****************************************************************************
~tial Depth Estimate = 0.16*(8.5 /(0.040^0.5))^0.375
anal Channel Depth (after 8 iterations)
ow Area = (2.0 * 0.6)+(0.5 *0.58^2 * (2.0+2.0))
t Per. =2.0 +(0.6*(((2.0^2)+1)^.5 +((2.0^2)+1)^.5))
draulic Radius = (1.8 / 4.6)
Channel Velocity =(1.486/0.035)*(0.4^0.667)*(0.040^.5)
~annel Effective Manning's Roughness
Calculated Shear (Td) = 62.4 * 0.58 * 0.040
fety Factor = (Tp/Td) _ (2.16 /1.47)
0.65
.58 f
= 1.8
= 4.6
= 0.4
= 4.6
ft ( .20 m)
t (0.18 m)
sf (0.2 m^2)
ft (1.4 m)
ft (0.1 m)
fps (1.4 m/s)
= 0.035
= 1.47 psf (70.3 Pa)
= 1.47
festive Stress on Soil (Te) =1.5*(1-0.95)*(0.0156/0.035)^2
fety Factor = (Ta/Te) _ (0.04 /0.014) = 2.43
=0.01 psf (0.7 Pa)

1
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1
1
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HYDRAULIC RESULTS
Discharge
cfs Peak Flow
Period hrs Velocity (fps) Area (sq.ft.J Hydraulic
Radius ft Normal
De Ih ft
8.5 0.1 4.61 1.84 0.40 0.58
LINER RESULTS
Unreinforced
S = 0.0404
1 L.~ Bottom ~11
2.0 Width - 2.00 ft 2.0
Not to Scale
Reach MaterialT a Phase Ve . T e Soil Type Manning's'n' Permissible Calculated Safety Remarks
Sta le Pattern Class Ve . Densd Shear Stress (psfj Shear Stress (ps1J Factor
Straight Unreinforced Sod 0.035 2.16 1.47 1.47 STABLE
~ E >=95: Sandy Loam 0.035 0.014 243 STABLE

NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.1
ORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
~SER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
****************************************************************************
~ROJECT NAME: CATAWBA HILLS VILLAGE D TH PROJECT NO.: SWALE 6
COMPUTED BY: BSS DATE: 1/7/2003
ROM STATION/REACH: 0+00 TO STATION/REACH: 1+34
~RAINAGE AREA: 0.55 ACRES DESIGN FREQUENCY: 10 YEAR
*****************************************************************************
INPUT PARAMETERS
****************************************************************************
~hannel Discharge
eak Flow Period
Channel Slope
~hannel Bottom Width
eft Side Slope
Right Side Slope
2.7 cfs (.08 m^3/s)
0.1 hours
0.03 ft/ft (0.03 m/m)
2.0 ft (.61 m)
2:1
2:1
~hannel Lining Unreinforced Vegetation Sod >=95%
Permi. Shear(Tp):2.16 psf (103.4 Pa)
Class = E Vegetation
' Soil = Sandy Loam
Allowable Soil Shear(Ta):0.035psf (1.67580000713468 Pa)

CALCULATIONS
****************************************************************** ***********
~tial Depth Estimate = 0.16*(2.7 /(0.030^0.5))^0.375 = 0.45 ft (.14 m)
anal Channel Depth (after 6 iterations) -
.4 ft (0. 12 m)
Flow Area = (2.0 * 0.4)+(0.5 *0.40^2 * (2.0+2.0)) = 1.1 sf (0.1 m^2)
~t Per. =2.0 +(0.4*(((2.0^2)+1)^.5 +((2.0^2)+1)^.5)) = 3.8 ft (1.2 m)
draulic Radius = (1.1 / 3.8) = 0.3 ft (0.1 m)
Channel Velocity =(1.486/0.047)*(0.3^0.667)*(0.030^.5) = 2.4 fps (0.7 m/s)
~zannel Effective Manning's Roughness = 0.047
Calculated Shear (Td) = 62.4 * 0.40 * 0.030 = 0.75 psf (35.7 Pa)
fety Factor = (Tp/Td) _ {2.16 /0.75) = 2.90
fective Stress on Soil (Te) =0.7*(1-0.95)*(0.0156/0.047)^2 =0.00 psf (0.2 Pa)
Safety Factor = (Ta/Te) _ (0.04 /0.004) = 8.58
1

ii

1
1
1
1
1
1
1
1
1
1
1
HYDRAULIC RESULTS
Discharge
cfs Peak Flow
Period hrs Velocity (fpsJ Area (sq.ft.[ Hydraulic
Radius h Normal
De th ft
27 0.1 2.42 1.12 0.30 0.40
LINER RESULTS
Unreinforced
S = 0.0299
1 ~ Bottom ___I 1
2.0 Width=2.00 ft 2.0
Not to Scale
Reach Material T e Phase Ve . T e Soil Type Manning's'n' Permissible Calculated Safety Remarks
St le Pattern Class Ve . Densit Shear Stress [psf) Shear Stress [psf) Factor
Straight Unreinforced Sod 0.047 2.16 0.75 2.90 STABLE
E >=95: Sandy Loam 0.035 0.004 8.58 STABLE

1
1
1
1
1
1
1
1
1
1
PROJECT NAME:
PROJECT NO.:
SHEET TITLE:
CALC. BY:
CHECKED BY:
TST-1
CATAWBA HILLS VILLAGE D TOWNHOMES
1001003
EROSION CONTROL -SEDIMENT BASIN DESIGN
BSS DATE: 1 /10/03
KWV DATE: 1 /10/03
DRAINAGE AREA (ac)= 0.41
DENUDED AREA (ac) = 0.41
REQUIRED STORAGE (1800 C. F./ac x Den. Area) _
O (10 Year) =CIA
C = 0.7
I (In./Hr) = 7.03
A (Drain. Area Ac.) = 0.41
WEIR EQUATION: Q = clh (3/2) h = 1ft., c = 3.0
I (ft) = O/3 =
738 CF
O(10yr)= 2.02 CFS
0.67 Use Min. 1= 10ft
BASIN SIZE:
Width Len th
Bottom: 7 16
Top: 14 32
Top Of Sediment: 10 28
STORAGE PROVIDED: 784 CF
TST-2
DRAINAGE AREA (ac)= 0.31
DENUDED AREA (ac) = 0.31
REQUIRED STORAGE (1800 C. F./ac x Den. Area) _
O (10 Year) =CIA
C = 0.7
I (In./Hr) = 7.03
A (Drain. Area Ac.) = 0.31
WEIR EQUATION: O = clh (3/2) h = 1ft., c = 3.0
I (ft) = O/3 =
BASIN SIZE:
Width Len th
Bottom: 6 15
Top: 12 30
Top Of Sediment: 8 26
STORAGE PROVIDED: 596 CF
558 CF
Q(10yr)= 1.53 CFS
0.51 Use Min. 1= 10ft

1
1
1
1
1
1
1
1
TST-3
DRAINAGE AREA (ac)= 0.67
DENUDED AREA (ac) = 0.67
REQUIRED STORAGE (1800 C. F./ac x Den. Area) _
Q (10 Year) =CIA
C = 0.7
I (In./Hr) = 7.03
A (Drain. Area Ac.) = 0.67
WEIR EQUATION: Q = clh (3/2) h = 1ft., c = 3.0
I (ft) = O/3 =
1206 CF
O(10yr)= 3.30 CFS
1.10 Use Min. 1= 10ft
BASIN SIZE:
Width Len th
Bottom: 10 16
Top: 20 32
Top Of Sediment: 16 28
STORAGE PROVIDED: 1216 CF
TST-4
DRAINAGE AREA (ac)= 0.61
DENUDED AREA (ac) = 0.61
REQUIRED STORAGE (1800 C. F./ac x Den. Area) _
O (10 Year) = GIA
C = 0.7
I (In./Hr) = 7.03
A (Drain. Area Ac.) = 0.61
WEIR EQUATION: O = clh (3/2) h = 1ft., c = 3.0
I (ft) = Q/3 =
BASIN SIZE:
Width Len th
Bottom: 9 17
Top: 18 34
Top Of Sediment: 14 30
STORAGE PROVIDED: 1146 CF
1098 CF
Q(10yr)= 3.00 CFS
1.00 Use Min. 1= 10ft

' TST-5
DRAINAGE AREA (ac)= 0.59
' DENUDED AREA (ac) =
REQUIRED STORAGE (1800 C.F 0.59
./ac x Den. Area) _
O (10 Year) =CIA
C = 0.7
' I (In./Hr) = 7.03
A (Drain. Area Ac.) = 0.59
' WEIR EQUATION: Q = clh (3/2) h = 1ft., c = 3.0
I (ft) = O/3 =
' BASIN SIZE:
Width Len th
Bottom: 9 16
' Top:
To
Of Sediment: 18
14 32
28
p
STORAGE PROVIDED: 1072 CF

' TRD-6
DRAINAGE AREA (ac)= 8.75
DENUDED AREA (ac) = 6.67
' REQUIRED STORAGE (1800 C. F. /ac x Den. Area) _
Q (10 Year) =CIA
' C =
I (In./Hr) = 0.7
7.03
A (Drain. Area Ac.) = 8.75
' WEIR EQUATION: Q = clh (3/2) h = 1 ft., c = 3.0
I (ft) = Q/3 =
BASIN SIZE:
Width Len th
Bottom: 25 53
Top:
Top Of Sediment: 50
46 106
102
STORAGE PROVIDED: 12034 CF

,.
1062 CF
Q(10yr)= 2.90 CFS
0.97 Use Min. 1= 10ft
12006 CF
Q(10yr)= 43.06 CFS
14.35 Use Min. 1= 15ft