HomeMy WebLinkAboutDrainage ReportDrainage Report
FOR
SHENANDOAH SUBDIVISION
PHASE 10-17
seer s
8
Ol._J uu
oa
SITE woo"
VICINITY MAP
NT5
May 2004
Prepared By:
McClure do Browne Engineering/Surveying. Inc.
1008 Woodcreek Drive, Suite 103
College Station, Texas 77845
(979) 693-3838
CERTIFICATION
I, Kent M. Laza, Registered Professional Engineer No. 65923, State of Texas, certify that the
Drainage Report for the SHENANDOAH SUBDIVISION, PHASES 10-17, was prepared by me in
accordance with the provisions of the City of College Station Drainage Policy and Design Standards
for the owners thereof.
°io, OF
~e
S-A o
Kent M. Laza, P.-E. No. 65923
DRAINAGE REPORT
TABLE OF CONTENTS
DRAINAGE REPORT
SHENANDOAH PHASES 10 THROUGH 17
INTRODUCTION
1
GENERAL LOCATION AND DESCRIPTION
1
FLOOD HAZARD INFORMATION
2
PRIMARY DRAINAGE BASIN DESCRIPTION
2
STORM DRAIN DESIGN CRITERIA
2
STORM DRAIN FACILITY DESIGN
3
FLOODPLAIN ANALYSIS AND DESIGN CRITERIA
3
CONCLUSION
6
EXHIBITS
DRAINAGE AREA AND X-SECTIONS FOR HEC-I AND HEC-RAS
A-1
DRAINAGE AREA MAP - PROPOSED CONDITIONS
A-2
HEC-1 ANALYSIS
B
SCS LAG CALCULATIONS
C
HEC-RAS INPUT DATA
D
HEC-RAS OUTPUT DATA
E
FLOODWAY AND FLOODPLAIN DRAWING
F
RATIONAL FORMULA DRAINAGE AREA CALCULATIONS
G-1
INLET COMPUTATIONS
G-2
PIPE SIZE CALCULATIONS
G-3
HYDRAULIC GRADE LINE ANALYSIS -10 YEAR STORM
G-4
HYDRAULIC GRADE LINE ANALYSIS -100 YEAR STORM
G-5
HYDRAULIC GRADE LINE DRAWINGS
H
DRAINAGE REPORT
SHENANDOAH SUBDIVISION, PHASES 10 THROUGH 17
INTRODUCTION:
The purpose of this report is to study the effects of the development of Phases 10 through 17
of the Shenandoah Subdivision that drain into the North Fork of Spring Creek The existing
conditions of the site and the parameters used for this design are incorporated into the analysis to
demonstrate that the drainage system design achieves the desired objectives of the College Station
Drainage Policy and Design Standards (DPDS.)
A portion of the area encompassed by Phases 10-17 lies within the drainage basin of Spring
Creek Tributary C. The drainage reports for Phases 6-9 accounted for the additional runoff and
detention requirements from this small area. This report includes computations for inlet and pipe size
calculations for that portion of the subdivision, but the area is not included in the runoff and
floodplain computations for the North Fork of Spring Creek described below.
GENERAL LOCATION AND DESCRIPTION:
The 146.72 acre site is located immediately west of Shenandoah Subdivision, Phases 6-9.
The property is bounded by Barron Road to the north, undeveloped sections of the Castlegate
Subdivision to the south, and the Reatta Meadows Subdivision to the west. The southern half of the
site is densely wooded, and the northern half is a moderately wooded pasture surrounding a small
residential home that will be removed. The site is gently rolling with an average slope of 2.0% to
2.5%.
DRAINAGE REPORT 1
SHENANDOAH PHASES 10 THROUGH 17
FLOOD HAZARD INFORMATION:
A small portion of Phase 17 is located in a 100-Year Flood Hazard Area according to the
Flood Insurance Rate Maps prepared by the Federal Emergency Management Agency for the City of
College Station. The shaded area of the Master Preliminary Plat represents the approximate Flood
Hazard Area per FEMA FIRM No. 48041 C0205 D (Revised Feb. 9, 2000). The Flood Hazard Area
is within the stream channel and also encroaches into Lot 10 of Phase 17. A topographic survey of
the area shows the flood limits on Lot 10 to be substantially different than depicted the FEMA map.
A Letter of Map Amendment (LOMA) will be submitted prior to filing the Final Plat.
PRIMARY DRAINAGE BASIN DESCRIPTION:
The site naturally drains to the south into the North Fork of Spring Creek, which generally lies
just outside of the site in the Reatta Meadows and Castlegate developments. A short segment of the
creek flows through the southern corner of the Shenandoah Subdivision.
STORM DRAIN DESIGN CRITERIA:
The drainage system is designed in accordance with the Drainage Policy and Design Standards
(DPDS) of the City of College Station. The design storm is the 10-year rainfall event. Flow
calculations for all drainage areas are based on the Rational Method. The time of concentration for
each drainage area is computed using the guideline provided in TR-55. The storm intensity is
computed using the IDF equations in the DPDS. Curb capacity is computed using Manning's
Equation with a Roughness Coefficient (n) of 0.018. Storm drain capacity is based on Manning's
DRAINAGE REPORT 2
SHENANDOAH PHASES 10 THROUGH 17
Equation with a 25% increase in flow for pipes less than or equal to 24" in diameter. The Roughness
Coefficient for reinforced concrete pipe is 0.014.
STORM DRAIN FACILITY DESIGN:
Stormwater runoff from the site will be captured in the curbs and gutters and conveyed by
underground storm drains to the primary drainage system Exhibit A-2 is a Drainage Area Map for
the subdivision. Exhibit F-1 shows the rational calculations for the various drainage areas shown on
the Drainage Area Map. Exhibit F-2 shows the inlet computations and Exhibit F-3 shows the pipe size
calculations.
Exhibits F-4 and F-5 show the hydraulic grade line (HGL) calculations for the storm drain
system of Phases 12 and 13, which are the first two phases planned for construction Hydraulic grade
line calculations will be submitted for subsequent phases as they are designed.
FLOODPLAIN ANALYSIS AND DESIGN CRITERIA
The DPDS designates the North Fork of Spring Creek as one of the channels in the City's
primary system The policy of the City is to "encourage the rapid conveyance of stormwater through
and out of the City within the primary system." It has also been the City's policy not to detain water
that flows directly into a primary channel as long as it can be demonstrated that the peak flows are not
increased.
The DPDS requires the minimum finished floor elevation of homes along the North Fork of
Spring Creek to be 3 feet above the 100-year floodplain, or 0.5 feet above the 100-year floodplain for
DRAINAGE REPORT 3
SHENANDOAH PHASES 10 THROUGH 17
ultimate development of the drainage basin. There are no previous floodplain studies for the channel
through the Shenandoah Subdivision that establish these floodplain levels. As a result, a study was
conducted for this segment of stream to determine the 100-year pre-development, post-development,
and ultimate development flows and elevations.
Flow calculations were prepared using the U.S. Army Corp of Engineer's HEC-1 program,
SCS Method (Type II, 24-hour storm, Curve Number losses, SCS Unit Hydrograph for distribution,
and SCS Lag). Three plans were studied for the 10, 25, 50,100 and 500-year storm events. Plan 1 is
the Pre-development conditions. Plan 2 is the Post-development conditions which includes the
development of phases 10 through 17. Plan 3 is the Ultimate development, which assumes the
drainage area upstream of the Shenandoah Subdivision to be fully developed. Data from the HEC-1
model was used as input for the HEC-RAS model for determining floodplain elevations.
Exhibit A-1 is the drainage area and cross-section map for the HEC-1 and HEC-RAS study.
Exhibit B is the input and output data from the HEC-1 study. Exhibit C shows the lag time data for
HEC-1. Exhibit D is the HEC-RAS input data and Exhibit E is the HEC-RAS output data. Exhibit F
shows the Floodway and Floodplain for that segment of the North Fork of Spring Creek that flows
through the development.
Table I is a summary of the output from HEC-1 that shows the Pre, Post and Ultimate
development flowrates at the confluence of North and South Forks of Spring Creek. Table II is a
summary of the output from HEC-RAS that shows the Pre, Post, and Ultimate development water
surface elevations for the 100-year floodplain and the minimum finished floor elevation for the lots
along the channel.
DRAINAGE REPORT 4
SHENANDOAH PHASES 10 THROUGH 17
Table I
Flowrates at the Confluence of North and South Forks of Spring Creek
Design Event
Pre-Development
Post-Development
Ultimate Development
Q5
652 cfs
655 cfs
1076 cfs
Q,o
864 cfs
864 cfs
1362 cfs
Q25
1112 cfs
1108 cfs
1679 cfs
Q50
1325 cfs
1317 cfs
1897 cfs
Qioo
1584 c£s
1573 cfs
2150 cfs
Table H
Water Surface Elevations and Minimum Finish Floor Elevations
of Lots alon North Fork of Spring Creek
Phase
Block
Lot
X-Sect
Station
Pre-Dev
Water
Surface
Post-Dev
Water
Surface
Ult-Dev
Water
Surface
Min. FF
13
37
10
46+55.57
285.80
285.79
286.48
288.79
13
38
7
46+55.57
285.80
285.79
286.48
288.79
14
38
8
43+13.39
284.04
284.03
284.45
287.03
14
41
14
43+13.39
284.04
284.03
284.45
287.03
15
41
15
43+13.39
284.04
284.03
284.45
287.03
15
43
4
37+25.17
282.72
282.71
283.64
285.71
16
43
5
37+25.17
282.72
282.71
283.64
285.71
16
45
3
33+02.88
280.29
280.28
281.02
283.28
17
45
4
33+02.88
280.29
280.28
281.02
283.28
17
46
14
30+92.13
280.06
280.05
280.96
283.05
17
46
10-13
27+59.57
278.71
278.71
278.22
281.71
DRAINAGE REPORT
SHENANDOAH PHASES 10 THROUGH 17
CONCLUSION:
The HEC-1 Analysis shows that direct discharge of stormwater from the Shenandoah
Subdivision into the primary channel quickly conveys it downstream. The model shows that this
quick conveyance results in a slight reduction of the Post-Development flows for the 25, 50 and 100-
year storm events. The 5-year Post-Development flow is increased slightly but remains within the
creek boundaries and the 10-year Post-Development flow remains unchanged. Table II establishes
the minimum Finished Floor elevations of the lots along the channel. The drainage design for this
development meets the requirements stated in the City of College Station Drainage Policy and Design
Standards.
DRAINAGE REPORT 6
SHENANDOAH PHASES 10 THROUGH 17
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1A1
Exhibit B
Hec-1 Analysis
* FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS
* MAY 1991 * * HYDROLOGIC ENGINEERING CENTER
* VERSION 4.0.1E * * 609 SECOND STREET
* Lahey F77L-EM/32 version 5.01 * * DAVIS, CALIFORNIA 95616
* Dodson 6 Associates, Inc. * * (916) 551-1748
* RUN DATE 10/27/03 TIME 13:03:11
#,++#++tk#+++++++++#++k4+44,#4,#+#++4,#+# „ #,#ff4f #f#k++k,k,#+*####+++kk#+##kf 4f
X X XXXXXXX XXXXX X
X X X X X XX
X X X X X
XXXXXXX XXXX X XXXXX X
X X X X X
X X X X X X
X X XXXXXXX XXXXX XXX
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
- KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
1 HEC-1 INPUT PAGE 1
LINE ID....... 1....... 2.......3.......4.......5.......6.......7.......8.......9......10
1 ID TRIB THROUGH PROP. SUBDIVISION
2 IT 3 01Jan01 0000 481
3 IO 5 0 0
4 JP 3
5 JR PREC 13.5 11 9.8 8.8 7.4 6.2 4.5
* EVENT 500 100 50 25 10 5 2Yr. Storm
6 KK DA1
7 KM FILE SpringCR.ihl
8 KM P1 Original Conditions No Shenandoah Development
9 KM P2 Proposed Condiition - Development of Shenandoah
10 KM P3 Ultimate Development of Entire Drainage Basin
11 BA .1326
12 PB 1
13 IN 30 OJFEB98 0000
14 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632
15 PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808
16 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538
17 PC .8676 .8801 .8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519
18 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.000
19 LS 0 75 0
20 UD .81
21 KP 2
22 LS 0 75 0
23 UD .81
24 KP 3
25 LS 0 87 52
26 UD .55
27 KK DA2
28 BA .0486
29 LS 0 75 0
30 UD .37
31 KP 2
32 LS 0 75 0
33 UD .37
34 KP 3
35 LS 0 87 52
36 UD .25
37 KK PT.A
38 HC 2
39 KK RTE A
40 RS 1 STOR -1
41 SQ 1 250 500 750 1000 1250 1500 1750 2000 2250
42 so 2500 2750 3000 3250 3500 3750 4000 4250 4500 4750
43 SV .07 3.93 6.46 8.74 10.86 12.82 14.76 16.59 18.42 20.29
44 SV 22.14 23.88 25.57 27.23 28.83 30.45 32 33.59 35.15 36.67
1 HEC-1 INPUT PAGE 2
LINE ID....... 1....... 2.......3.......4.......5.......6.......7.......8.......9......10
45 KK DA3
46 BA .0672
47 LS 0 75 0
Exhibit B
1 of 7
1
Exhibit B
Hec-1 Analysis
48
UD
.52
49
KP
2
50
LS
0
75
0
51
UD
.52
52
KP
3
53
LS
0
87
0
54
UD
.35
55
KK
DA4
56
BA
.0713
57
LS
0
75
0
58
UD
.58
59
KP
2
60
LS
0
75
0
61
UD
.58
62
KP
3
63
LS
0
87
52
64
UD
.4
65
KK
PT.B
66
HC
3
67
KK
RTE B
68
RS
1
STOR
-1
69
SQ
1
250
500
750 1000 1250
1500
1750
2000
2250
70
SQ
2500
2750
3000
3250 3500 3750
4000
4250
4500
4750
71
SV
.07
4.33
7.83
11.02 14.14 17.81
20.49
23.08
25.6
28.08
72
SV
30.55
32.98
35.32
37.63 39.96 42.49
44.69
46.83
48.95
51.05
73
KK
DA5
74
BA
.0766
75
LS
0
75
0
76
UD
.64
77
KP
2
78
LS
0
75
0
79
UD
.64
80
KP
3
81
LS
0
87
52
82
UD
.44
83
KK
DA6
84
BA
.1204
85
LS
0
75
0
66
UD
.94
87
KP
2
88
LS
0
75
0
89
UD
.94
90
KP
3
91
LS
0
87
52
92
UD
.64
HEC-1 INPUT
LINE
ID..
1....... 2.......3..
.....4.......5.......6..
.....7..
.....8.......9.
.....10
93
KK
PT.C
94
HC
3
95
KK
RTE C
96
RS
1
STOR
-1
97
SQ
1
250
500
750 1000 1250
1500
1750
2000
2250
98
SQ
2500
2750
3000
3250 3500 3750
4000
4250
4500
4750
99
SV
.03
2.47
5.44
9.73 10.57 13.11
15.59
17.96
20.81
23.27
100
SV
25.76
26.47
28.31
30.28 32 33.66
35.34
37.09
38.73
40.34
101
KK
DA7
102
BA
.0954
103
LS
0
75
0
104
UD
.84
105
KP
2
106
LS
0
75
0
107
UD
.84
108
KP
3
109
LS
0
87
52
110
UD
.57
111
KK
PT.D
112
HC
2
113
KK
RTE D
114
RS
1
STOR
-1
115
SQ
1
250
500
750 1000 1250
1500
1750
2000
2250
116
SQ
2500
2750
3000
3250 3500 3750
4000
4250
4500
4750
117
SV
.04
2.8
4.71
6.52 8.5 10.38
12.18
14.18
17.84
20.89
118
SV
23.71
26.44
28.84
31.14 33.36 35.57
37.75
39.94
42.29
44.64
119
KK
DA8
120
BA
.0854
121
LS
0
75
0
122
UD
.5
123
KP
2
124
LS
0
75
0
125
UD
_5
126
KP
3
127
LS
0
87
52
PAGE 3
Exhibit B
2 of 7
I
1
Exhibit B
Hec-1 Analysis
128
UD
.34
129
KK
PT.E
130
HC
2
131
KK
RTE E
132
RS
1
STOR
-1
133
SQ
1
250
500
750 1000
1250
1500
1750
2000
2250
134
SQ
2500
2750
3000
3250 3500
3750
4000
4250
4500
4750
135
SV
.06
4.41
7.45
10.3 13.1
16.12
18.91
21.50
24.52
27.77
136
SV
30.46
33.35
36.66
40.02 42.76
45.42
48.08
50.84
53.58
56.41
HEC-1 INPUT
LINE
ID.
1
2
.......3.......4.......5
.......6..
.....7
.......8.......9
......10
137
KK
DA9
138
BA
.0389
139
LS
0
75
0
140
UD
.41
141
KP
2
142
LS
0
75
0
143
UD
.41
144
KP
3
145
LS
0
87
52
146
UD
.28
147
KK
DA10
148
BA
.0696
149
LS
0
75
0
150
UD
.86
151
KP
2
152
LS
0
76
5
153
UD
.84
154
KP
3
155
LS
0
87
52
156
UD
.59
157
KK
PT.F
158
HC
3
159
KK
RTE F
160
RS
1
STOR
-1
161
SQ
- 1
250
500
750 1000
1250
1500
1750
2000
2250
162
SQ
2500
2750
3000
3250 3500
3750
4000
4250
4500
4750
163
SV
.06
5.44
10.29
14.54 19.01
22.57
25.85
28.53
31.18
34.05
164
SV
36.71
39.22
41.58
43.75 45.68
47.78
49.85
51.61
53.48
55.34
165
KK
DAII
166
BA
.0752
167
LS
0
75
0
168
UD
.5
169
KP
2
170
LS
0
82
28
171
UD
.41
172
KP
3
173
LS
0
87
52
174
UD
.34
175
KK
PT.G
176
HC
2
177
KK
RTE G
178
RS
1
STOR
-1
179
SQ
1
250
500
750 1000
1250
1500
1750
2000
2250
180
SQ
2500
2750
3000
3250 3500
3750
4000
4250
4500
4750
181
SV
.05
3.31
6.68
9.93 12.41
14.7
16.6
19.69
22.84
26.13
182
SV
29.56
33.27
36.9
40.37 42.7
45.69
48.79
50.09
52.4
54.57
HEC-1 INPUT
LINE
ID
1
2
.......3
.......4.......5
.......6..
.....7
.......8
.......9
......10
183
KK
DA12
184
BA
.0392
185
LS
0
75
0
186
UD
.47
187
KP
2
188
LS
0
78
15
169
UD
.43
190
KP
3
191
LS
0
87
52
192
UD
.32
193
KK
PT.H
194
HC
2
195
KK
RTE H
196
RS
1
STOR
-1
197
SQ
1
250
500
750 1000
1250
1500
1750
2000
2250
198
SO
2500
2750
3000
3250 3500
3750
4000
4250
4500
4750
199
SV
.06
3.59
6.53
9.36 12.37
15.19
17.87
20.44
23.1
25.78
200
SV
28.47
31.17
34.23
37.63 41.61
44.98
48.29
56.02
52.4
54.57
201
KK
DA13
PAGE 4
PAGE 5
Exhibit B
3 of 7
Exhibit B
Hec-1 Analysis
202 RA .0431
203 LS 0 75
204 UD .67
205 KP 2
206 LS 0 80
207 UD .58
208 KP 3
209 LS 0 87
210 UD .46
211 KK PT.I
212 HC 2
213 2Z
1++#++#######trk#+###++fk#t#f#+fa#t#ka#tt#
xa * #
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* MAY 1991 '
* VERSION 4.0.1E
* Lahey F77L-EM/32 version 5.01
* Dodson 6 Associates, Inc. '
+ RUN DATE 10/27/03 TIME 13:03:11
:#######+t+#+####xr#+#xtxkxrr*t#+####f rir
0
22
52
t +
* U.S. ARMY CORPS OF ENGINEERS
• HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* (916) 551-1748
a#t#++r+rfr+rxx+f#r#r++r+rxaaaa++++rr++
TRIB THROUGH PROP. SUBDIVISION
3 IO
OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT
HYDROGRAPH TIME DATA
MMIN 3 MINUTES IN COMPUTATION INTERVAL
-
IDATE 1Jan 1 STARTING DATE
ITIME 0000 STARTING TIME
NQ 481 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2 1 ENDING DATE
NDTIME 0000 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL 0.05 HOURS
TOTAL TIME BASE 24.00 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
JP
MULTI-PLAN OPTION
NPLAN 3 NUMBER OF PLANS
JR
MULTI-RATIO OPTION
RATIOS OF PRECIPITATION
13,50 11.00 9.80 8.80
7.40
6.20
4.50
1
PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS
FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES
TIME TO PEAK IN HOURS
RATIOS APPLIED TO PRECIPITATI
ON
OPERATION
STATION AREA PLAN RATIO 1
RATIO 2
RATIO 3
RATIO 4
RATIO 5
RATIO 6
RATIO 7
13.50
11.00
9.80
8.80
7.40
6.20
4.50
HYDROGRAPH AT
+
DA1 0.13 1 FLOW 374.
289.
247.
213.
166.
127.
73.
TIME 12.10
12.10
12.10
12.10
12.10
12.10
12.15
2 FLOW 374.
289.
247.
213.
166.
127.
73.
TIME 12.10
12.10
12.10
12.10
12.10
12.10
12.15
3 FLOW 552.
446.
395.
352.
292.
241.
168.
TIME 11.80
11.80
11.80
11.80
11.80
11.80
11.80
HYDROGRAPH AT
+
DA2 0.05 1 FLOW 216.
167.
143.
124.
97,
74.
43.
TIME 11.65
11.65
11.65
11.65
11.65
11.65
11.65
2 FLOW 216.
167.
143.
124.
97.
74.
43.
TIME 11.65
11.65
11.65
11.65
11.65
11.65
11.65
3 FLOW 283.
229.
203.
181.
150.
124,
87.
TIME 11.50
11.50
11.50
11.50
11.50
11.55
11.55
2 COMBINED AT
+
PT.A 0,18 1 FLOW 500.
385.
330.
284.
221.
168.
97.
TIME 11.85
11.85
11.90
11.90
11.90
11.90
11.95
2 FLOW 500.
385.
330.
284.
221.
168.
97.
TIME 11.85
11.85
11.90
11.90
11.90
11.90
11.95
3 FLOW 748.
604.
535.
477.
396.
326.
228.
TIME 11.65
11.65
11.65
11.65
11.65
11.65
11.65
Exhibit B
4of7
Exhibit B
Hec-1 Analysis
ROUTED TO
+ RTE A 0.18
1
FLOW
486.
373.
319.
273.
209.
160.
92.
TIME
12.00
12.05
12.05
12.10
12.10
12.15
12.15
2
FLOW
486.
373.
319.
273.
209.
160.
92.
TIME
12.00
12.05
12.05
12.10
12.10
12.15
12.15
3
FLOW
713.
574.
506.
450.
372.
303.
206.
TIME
11.80
11.80
11.80
11.80
11.80
11.80
11.85
HYDROGRAPH AT
+ DA3 0.07
1
FLOW
250.
193.
166.
143.
112.
85.
49.
TIME
11.80
11.80
11.80
11.80
11.80
11.80
11.80
2
FLOW
250.
193.
166.
143.
112.
85.
49.
TIME
11.80
11.80
11.80
11.80
11.60
11.80
11.80
3
FLOW
342.
274.
241.
213.
175.
141.
94.
TIME
11.60
11.60
11.60
11.60
11.60
11.60
11.60
HYDROGRAPH AT
+ DA4 0.07
1
FLOW
249.
192.
165.
142.
111.
85.
49.
TIME
11.85
11.85
11.85
11.85
11.85
11.85
11.90
2
FLOW
249.
192.
165.
142.
111.
85.
49.
TIME
11.85
11.85
11.85
11.85
11.85
11.85
11.90
3
-FLOW
351.
284.
251.
224.
186.
153.
107.
TIME
11.65
11.65
11.65
11.65
11.65
11.65
11.65
3 COMBINED AT
+ PT.B 0.32
1
FLOW
960.
737.
628.
532.
413.
314.
182.
TIME
11.85
11.90
11.90
11.95
11.90
11.90
11.95
2
FLOW
960.
737.
628.
532.
413.
314.
182.
TIME
11.85
11.90
11.90
11.95
11.90
11.90
11.95
3
FLOW
1366.
1097.
966.
858.
706.
571.
387.
TIME
11.70
11.70
11.70
11.70
11.70
11.70
11.70
ROUTED TO
+ RTE B 0.32
1
FLOW
906.
692.
588.
500.
386.
292.
167.
TIME
12.05
12.05
12.10
12.10
12.10
12.15
12.20
2
FLOW
906.
692.
588.
500.
386.
292.
167.
TIME
12.05
12.05
12.10
12.10
12.10
12.15
12.20
3
FLOW
1238.
1004.
884.
784.
642.
517.
350.
TIME
11.85
11.85
11.85
11.85
11.85
11.85
11.90
HYDROGRAPH AT
+ DA5 0.08
1
FLOW
252.
194.
167.
144.
112.
85.
50.
TIME
11.90
11.90
11.90
11.90
11.90
11.95
11.95
2
FLOW
252.
194.
167.
144.
112.
85.
50.
TIME
11.90
11.90
11.90
11.90
11.90
11.95
11.95
3
FLOW
360.
291.
257.
230.
191.
157.
110.
TIME
11.70
11.70
11.70
11.70
11.70
11.70
11.70
HYDROGRAPH AT
+ DA6 0.12
1
FLOW
307.
237.
203.
175.
136.
104.
60.
TIME
12.20
12.25
12.25
12.25
12.25
12.25
12.30
2
FLOW
307.
237.
203.
175.
136.
104.
60.
TIME
12.20
12.25
12.25
12.25
12.25
12.25
12.30
3
FLOW
457.
369.
327.
291.
242.
199.
139.
TIME
11.90
11.90
11.90
11.90
11.90
11.90
11.90
3 COMBINED AT
+ PT.C 0.52
1
FLOW
1438.
1102.
939.
802.
621.
471.
270.
TIME
12.05
12.05
12.05
12.10
12.10
12.10
12.15
2
FLOW
1438.
1102.
939.
802.
621.
471.
270.
TIME
12.05
12.05
12.05
12.10
12.10
12.10
12.15
3
FLOW
2013.
1632.
1438.
1276.
1051.
854.
584.
TIME
11.80
11.80
11.80
11.80
11.85
11.85
11.85
ROUTED TO
+ RTE C 0.52
1
FLOW
1397.
1077.
933.
757.
588.
454.
263.
TIME
12.15
12.15
12.15
12.30
12.30
12.25
12.30
2
FLOW
1397.
1077.
933.
757.
588.
454.
263.
TIME
12.15
12.15
12.15
12.30
12.30
12.25
12.30
3
FLOW
1923.
1564.
1379.
1227.
1025.
809.
543.
TIME
11.95
11.95
11.95
11.95
11.90
12.00
12.00
HYDROGRAPH AT
+ DA7 0.10
1
FLOW
263.
202.
174.
150.
117.
89.
52.
TIME
12.10
12.10
12.15
12.15
12.15
12.15
12.20
2
FLOW
263.
202.
174.
150.
117.
89.
52.
TIME
12.10
12.10
12.15
12.15
12.15
12.15
12.20
3
FLOW
388.
314.
278.
248.
205.
169.
118.
TIME
11.80
11.80
11.80
11.80
11.80
11.80
11.80
2 COMBINED AT
+ PT.D 0.61
1
FLOW
1659.
1280.
1106.
900.
701.
541.
314.
TIME
12.15
12.15
12.15
12.30
12.25
12.25
12.25
2
FLOW
1659.
1280.
1106.
900.
701.
541.
314.
TIME
12.15
12.15
12.15
12.30
12.25
12.25
12.25
3
FLOW
2289.
1863.
1643.
1463.
1226.
963.
650.
TIME
11.90
11.90
11.90
11.90
11.90
11.95
11.95
ROUTED TO
+ RTE D 0.61
1
FLOW
1633.
1261.
1074.
886.
694.
534.
309.
TIME
12.25
12.25
12.25
12.35
12.35
12.35
12.40
2
FLOW
1633.
1261.
1074.
886.
694.
534.
309.
TIME
12.25
12.25
12.25
12.35
12.35
12.35
12.40
3
FLOW
2183.
1796.
1603.
1430.
1187.
928.
640.
Exhibit B
5 of 7
Exhibit B
Hec-1 Analysis
TIME
12.05
12.05
12.00
12.00
12.00
12.05
12.05
HYDROGRAPH AT
+ DA8
0.09 1
FLOW
326.
251.
216.
186.
145.
110.
64.
TIME
11.75
11.75
11.75
11.75
11.75
11.80
11.80
2
FLOW
326.
251.
216.
186.
145.
110.
64.
TIME
11.75
11.75
11.75
11.75
11.75
11.80
11.80
3
FLOW
451.
364.
322.
288.
239.
197.
138.
TIME
11.60
11.60
11.60
11.60
11.60
11.60
11.60
2 COMBINED AT
+ PT.E
0.70 1
FLOW
1812.
1400.
1192.
975.
765.
590.
342.
TIME
12.20
12.20
12.20
12.30
12.30
12.30
12.30
2
FLOW
1812.
1400.
1192.
975.
765.
590.
342.
TIME
12.20
12.20
12.20
12.30
12.30
12.30
12.30
3
FLOW
2373.
1969.
1756.
1567.
1300.
1012.
700.
TIME
12.00
11.95
11.95
11.95
12.00
12.05
12.00
ROUTED TO
+ RTE E
0.70 1
FLOW
1765.
1354.
1142.
954.
748.
574.
330.
TIME
12.35
12.35
12.35
12.45
12.45
12.45
12.50
2
FLOW
1765.
1354.
1142.
954.
748.
574.
330.
TIME
12.35
12.35
12.35
12.45
12.45
12.45
12.50
3
FLOW
2301.
1901.
1694.
1502.
1232.
973.
677.
TIME
12.15
12.15
12.10
12.10
12.10
12.15
12.15
HYDROGRAPH AT
+ DA9
0.04 1
FLOW
165.
127.
109.
94.
73.
56.
33.
TIME
11.65
11.65
11.70
11.70
11.70
11.70
11.70
2
FLOW
165.
127.
109.
94.
73.
56.
33.
TIME
11.65
11.65
11.70
11.70
11.70
11.70
11.70
3
FLOW
220.
178.
157.
140.
117.
96.
67.
TIME
11.55
11.55
11.55
11.55
11.55
11.55
11.55
HYDROGRAPH AT
+ DA10
0.07 1
FLOW
189.
145.
125.
108.
84.
64.
37.
TIME
12.15
12.15
12.15
12.15
12.15
12.20
12.20
2
FLOW
196.
152.
131.
113.
89.
69.
41.
TIME
12.10
12.10
12.10
12.15
12.15
12.15
12.15
3
FLOW
278.
224.
199.
177.
147.
121.
85.
TIME
11.85
11.85
11.85
11.85
11.85
11.85
11.85
3 COMBINED AT
+ PT.F
0.81 1
FLOW
2001.
1533.
1296.
1061.
848.
651.
373.
TIME
12.30
12.35
12.35
12.40
12.40
12.40
12.45
2
FLOW
2005.
1537.
1300.
1084.
851.
654.
376.
TIME
12.30
12.30
12.35
12.40
12.40
12.40
12.45
3
FLOW
2580.
2138.
1906.
1690.
1388.
1097.
763.
TIME
12.10
12.05
12.05
12.10
12.10
12.10
12.10
ROUTED TO
+ RTE F
0.81 1
FLOW
1951.
1474.
1234.
1037.
808.
616.
348.
TIME
12.45
12.50
12.50
12.60
12.60
12.60
12.70
2
FLOW
1955.
1477.
1238.
1040.
811.
619.
351.
TIME
12.45
12.50
12.50
12.60
12.60
12.60
12.70
3
FLOW
2520.
2074.
1836.
1618.
1307.
1031.
716.
TIME
12.25
12.20
12.20
12.25
12.25
12.30
12.30
HYDROGRAPH AT
+ DA11
0.08 1
FLOW
287.
221.
190.
164.
128.
97.
57.
TIME
11.75
11.75
11.75
11.75
11.75
11.80
11.80
2
FLOW
352.
280.
246.
217.
177.
143.
94.
TIME
11.65
11.65
11.65
11.65
11.65
11.65
11.65
3
FLOW
397.
321.
284.
253.
210.
174.
121.
TIME
11.60
11.60
11.60
11.60
11.60
11.60
11.60
2 COMBINED AT
+ PT.G
0.88 1
FLOW
2063.
1555.
1303.
1090.
850.
648.
366.
TIME
12.40
12.45
12.50
12.55
12.55
12.60
12.70
2
FLOW
2050.
1547.
1298.
1088.
850.
650.
370.
TIME
12.40
12.45
12.50
12.55
12.55
12.60
12.65
3
FLOW
2641.
2174.
1925.
1696.
1366.
1075.
747.
TIME
12.20
12.20
12.20
12.20
12.20
12.30
12.30
ROUTED TO
+ ATE G
0.88 1
FLOW
2007.
1529.
1285.
1076.
838.
632.
357.
TIME
12.55
12.60
12.60
12.65
12.70
12.75
12.85
2
FLOW
1995.
1522.
1280.
1074.
838.
634.
361.
TIME
12.55
12.60
12.60
12.65
12.70
12.75
12.85
3
FLOW
2558.
2104.
1857.
1644.
1341.
1057.
725.
TIME
12.35
12.35
12.35
12.35
12.30
12.40
12.45
HYDROGRAPH AT
+ DA12
0.04 1
FLOW
155.
119.
102.
88.
69.
53.
31.
TIME
11.75
11.75
11.75
11.75
11.75
11.75
11.75
2
FLOW
171.
134.
117.
102.
82.
64.
40.
TIME
11.70
11.70
11.70
11.70
11.70
11.70
11.70
3
FLOW
211.
170.
151.
135.
112.
92.
65.
TIME
11.60
11.60
11.60
11.60
11.60
11.60
11.60
2 COMBINED AT
+ PT.H
0.92 1
FLOW
2052.
1563.
1313.
1099.
855.
645.
364.
TIME
12.55
12.55
12.60
12.65
12.70
12.75
12.85
2
FLOW
2037.
1556.
1307.
1097.
855.
647.
369.
TIME
12.55
12.55
12.60
12.65
12.70
12.75
12.80
Exhibit B
6 of 7
ROUTED TO
+ RTE H
HYDROGRAPH AT
+ DA13
2 COMBINED AT
+ PT.I
NORMAL END OF HEC-1
Exhibit B
Hec-1 Analysis
3
FLOW
2603. 2141. 1892.
1673.
1368.
1075.
737.
TIME
12.35 12.30 12.30
12.30
12.30
12.40
12.45
0.92
1
FLOW
2017. 1537. 1284.
1081.
839.
634.
358.
TIME
12.70 12.70 12.75
12.80
12.85
12.90
13.00
2
FLOW
2003. 1530. 1279.
1078.
840.
637.
363.
TIME
12.70 12.70 12.70
12.80
12.85
12.85
12.95
3
FLOW
2560. 2099. 1852.
1639.
1328.
1051.
722.
TIME
12.45 12.45 12.45
12.45
12,45
12.50
12.55
0.04
1
FLOW
138. 106. 91.
79.
61.
47.
27.
TIME
11.95 11.95 11.95
11.95
11.95
11.95
12.00
2
FLOW
163. 129. 113.
99.
80.
64.
41.
TIME
11.85 11.85 11.85
11.85
11.85
11.85
11.85
3
FLOW
198. 160. 142.
126.
105.
87.
60.
TIME
11.70 11.70 11.70
11.70
11.70
11.70
11.70
0.96
1
FLOW
2081. 1584. 1325.
1112.
864.
652.
368.
TIME
12.65 12.70 12.70
12.80
12.80
12.85
12.95
2
FLOW
2060. 1573. 1317.
1108.
864.
655.
373.
TIME
12.65 12.70 12.70
12.75
12.80
12.85
12.95
3
FLOW
2622. 2150. 1897.
1679,
1362.
1076.
738.
TIME
12.45 12.45 12.40
12.45
12.45
12.50
12.55
Exhibit B
7of7
Exhibit C
SCS Lag Calculations
General
PLAN 1
PLAN 2
PLAN 3
AREA
AREA
AREA
HYD
VERT
SLOPE
CURVE
LAG
CURVE
LAG
CURVE
LAG
#
ACRES
MILES
LENGTH
DROP
FT/FT
#
HOURS
#
HOURS
#
HOURS
1
84.85
0.1326
3392
49.88
0.015
75
0.81
75
0.81
87
0.55
2
31.10
0.0486
1701
39.68
0.023
75
0.37
75
0.37
87
0.25
3
43.00
0.0672
2231
40.86
0.018
75
0.52
75
0.52
87
0.35
4
45.63
0.0713
2795
58.16
0.021
75
0.58
75
0.58
87
0.40
5
49.02
0.0766
2604
39.61
0.015
75
0.64
75
0.64
87
0.44
6
77.08
0.1204
4287
68.41
0.016
75
0.94
75
0.94
87
0.64
7
61.04
0.0954
3353
45.18
0.013
75
0.84
75
0.84
87
0.57
8
54.64
0.0854
2259
45.2
0.020
75
0.50
75
0.50
87
0.34
9
24.90
0.0389
1616
28.19
0.017
75
0.41
75
0.41
87
0.28
10
44.54
0.0696
3170
36.69
0.012
75
0.86
76
0.84
87
0.59
11
48.14
0.0752
2199
41.87
0.019
75
0.50
82
0.41
87
0.34
12
25.08
0.0392
1907
32.78
0.017
75
0.47
78
0.43
87
0.32
13
27.59
0.0431
2467
31.32
0.013
75
0.67
80
0.58
87
0.46
Exhibit C
Drainage Area Parameters
0317-FFloodpUn-lag As
Exhibit D
HEC-RAS Data
HEC-RAS September 1998 Version 2.2
U.S. Army Corp of Engineers
Hydrologic Engineering Center
609 Second Street, Suite D
Davis, California 95616-4687
(916) 756-1104
X X
XXXXXX
XXXX
XXXX
XX XXXX
X X
X
X X
X X
X X X
X X
X
X
X X
X X X
XXXXXXX
XXXX
X XXX
XXXX
XXXXXX XXXX
X X
X
X
X X
X X X
X X
X
X X
X X
X X X
X X
XXXXXX
XXXX
X X
X X XXXXX
PROJECT DATA
Project Title: Shendandoah Phase 11 Flood Plain Analysi
Project File : 0317-2.prj
Run Date and Time: 4/1/2004 2:30:49 PM
Project in English units
PLAN DATA
Plan Title: NF Spring Creek Analysis
Plan File : f:\Shenandoah\phase 11\Flood Plain Analysis\Hec-Ras\0317-2.p04
Geometry Title: Existing Conditions
Geometry File : f:\Shenandoah\phase 11\Flood Plain Analysis\Hec-Ras\0317-
2.g01
Flow Title : North Fork Spring Creek Analysis
Flow File : f:\Shenandoah\phase 11\Flood Plain Analysis\Hec-Ras\0317-
2.f01
Plan Summary Information:
Number of: Cross Sections = 26 Mulitple Openings = 0
Culverts = 0 Inline Weirs = 0
Bridges = 0
Computational Information
Water surface calculation tolerance = 0.01
Critical depth calculaton tolerance = 0.01
Maximum number of interations = 20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Exhibit D
1 of 14
.b
Friction Slope Method:
Computational Flow Regime:
Exhibit D
HEC-RAS Data
Average Conveyance
Subcritical Flow
FLOW DATA
Flow Title: North Fork Spring Creek Analysis
Flow File : f:\Shenandoah\phase ll\Flood Plain Analysis\Hec-Ras\0317-2.f01
Flow Data (cfs)
River
Reach
RS
500yr Ex.
500yr
Pr.
500yr U
lt.
100yr Ex.
100yr Pr.
100yr
Ult.
50yr
Ex.
50yr Pr
.
N.F.
Spring
CreeReach
A
12650.45
500
500
784
385
385
604
330
330
N.F.
Spring
CreeReach
A
11306.79
960
960
1366
737
737
1097
628
628
N.F.
Spring
CreeReach
A
9686.47
1438
1438
2013
1102
1102
1632
939
939
N.F.
Spring
CreeReach
A
8697.48
1659
1659
2289
1280
1280
1863
1106
1106
N.F.
Spring
CreeReach
A
7318.65
1812
1812
2373
1400
1400
1969
1192
1192
N.F.
Spring
CreeReach
A
5716.37
2001
2005
2580
1533
1537
2138
1296
1300
N.F.
Spring
CreeReach
A
4655.57
2063
2050
2641
1555
1547
2174
1303
1298
N.F.
Spring
CreeReach
A
3725.17
2052
2037
2603
1563
1556
2141
1313
1307
River
Reach
RS
50yr Ult.
25yr
Ex.
25yr Pr.
25yr Ult.
10yr Ex.
10yr
Pr.
10yr Ult
.
N.F.
Spring
CreeReach
A
12650.45
535
284
284
477
221
221
396
N.F.
Spring
CreeReach
A
11306.79
966
532
532
858
413
413
706
N.F.
Spring
CreeReach
A
9686.47
1438
802
802
1276
621
621
1051
N.F.
Spring
CreeReach
A
8697.48
1643
900
900
1463
701
701
1226
N.F.
Spring
CreeReach
A
7318.65
1756
975
975
1567
765
765
1300
N.F.
Spring
CreeReach
A
5716.37
1906
1081
1084
1690
848
851
1388
N.F.
Spring
CreeReach
A
4655.57
1925
1090
1088
1696
850
850
1366
N.F.
Spring
CreeReach
A
3725.17
1892
1099
1097
1673
855
855
1368
Boundary Conditions
Exhibit D
2of14
Exhibit D
HEC-RAS Data
River
Reach
Profi
le
Upstream
Downstr
eam
N.F.
Spring CreeReach
A
500yr
Ex.
Normal
S =
.0765
Normal
S = .0179
N.F.
Spring CreeReach
A
500yr
Pr.
Normal
S =
.0765
Normal
S = .0179
N.F.
Spring CreeReach
A
500yr
Ult.
Normal
S =
.0765
Normal
S = .0179
N.F.
Spring CreeReach
A
100yr
Ex.
Normal
S =
.0765
Known W
S = 279
N.F.
Spring CreeReach
A
100yr
Pr.
Normal
S =
.0765
Known WS = 279
N.F.
Spring CreeReach
A
100yr
Ult.
Normal
S =
.0765
Known WS = 279
N.F.
Spring CreeReach
A
50yr
Ex.
Normal
S =
.0765
Normal
S = .0179
N.F.
Spring CreeReach
A
50yr
Pr.
Normal
S =
.0765
Normal
S = .0179
N.F.
Spring CreeReach
A
50yr
Ult.
Normal
S =
.0765
Normal
S = .0179
N.F.
Spring CreeReach
A
25yr
Ex.
Normal
S =
.0765
Normal
S = .0179
N.F.
Spring CreeReach
A
25yr
Pr.
Normal
S =
.0765
Normal
S = .0179
N.F.
Spring CreeReach
A
25yr
Ult.
Normal
S =
.0765
Normal
S = .0179
N.F.
Spring CreeReach
A
10yr
Ex.
Normal
S =
.0765
Normal
S = .0179
N.F.
Spring CreeReach
A
10yr
Pr.
Normal
S =
.0765
Normal
S = .0179
N.F.
Spring CreeReach
A
10yr
Ult.
Normal
S =
.0765
Normal
S = .0179
GEOMETRY DATA
Geometry Title: Existing Conditions
Geometry File : f:\Shenandoah\phase 11\Flood Plain Analysis\Hec-Ras\0317-2.g01
CROSS SECTION RIVER: N.F. Spring Cree
REACH: Reach A RS: 12650.45
INPUT
Description:
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
500 323.2 565 322 635 321.5 787 320 848 319.6
910 318 945 317.3 1018 318 1032 320 1103 322
1207 324 1314 326
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
500 .075 910 .035 1018 .075
Exhibit D
3of14
Exhibit D
HEC-RAS Data
Bank Sta: Left Right Lengths: Left Channel Right
910 1018 168.23 169.86 171.24
CROSS SECTION RIVER: N.F. Spring Cree
REACH: Reach A RS: 12480.59
INPUT
Description:
Station Elevation Data num= 10
Sta Elev Sta Elev Sta Elev Sta
372 324 419 323.4 500 322 612
878 316 905 318 966 320 1025
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
372 .075 832 .035 905 .075
Bank Sta: Left Right Lengths: Left Channel Right
832 905 334.51 349.03 347.07
CROSS SECTION RIVER: N.F. Spring Cree
REACH: Reach A RS: 12131.56
INPUT
Description:
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta
500 324 588 322 647 320 744
910 316 997 315.73 1089 316 1186
1361 322 1444 324
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
500 .075 910 .035 1089 .075
Bank Sta: Left Right Lengths: Left Channel Right
910 1089 395.32 377.53 368.27
CROSS SECTION RIVER: N.F. Spring Cree
REACH: Reach A RS: 11754.03
INPUT
Description:
Station Elevation Data num= 16
Coeff Contr. Expan.
.1 .3
Elev Sta Elev
320 832 318
322 1118 324
Coeff Contr. Expan.
.1 .3
Elev Sta Elev
318 833 316.8
318 1266 320
Coeff Contr. Expan.
.1 .3
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
500
324
627
322
721
320
776
318
898
316
958
314
990
313.72
1015
314
1059
314.25
1158
314
1277
315.1
1350
316
1427
318
1512
320
1584
322
1685
Manning's
Sta
500
Bank Sta:
324
n Values
n Val Sta
.075 958
Left Right
958 1015
num= 3
n Val Sta n Val
.035 1015 .075
Lengths: Left Channel Right
454.41 447.24 431.89
Coeff Contr. Expan.
.1 .3
Exhibit D
4of14
CROSS SECTION
REACH: Reach A
Exhibit D
HEC-RAS Data
RIVER: N.F. Spring Cree
RS: 11306.79
INPUT
Description:
Station Elevation
Data
Sta
Elev
Sta
500
320
668
1194
310
1245
1528
312
1620
Manning's
n Values
Sta
n Val
Sta
500
.075
1194
Bank Sta:
Left Right
1194
1255
CROSS SECTION
R
REACH: Reach A
INPUT
Description:
Station Elevation
Data
Sta
Elev
Sta
500
320
583
950
313.2
1036
1296
309
1344
1724
314
1782
Manning's
n Values
Sta
n Val
Sta
500
.075
1296
Bank Sta:
Left Right
1296
1452
CROSS SECTION
R
REACH: Reach A
INPUT
Description:
Station Elevation
Data
Sta
Elev
Sta
500
320
611
1022
310
1244
1297
307.4
1422
1637
304
1642
1804
314
1890
Manning's
n Values
Sta
n Val
Sta
500
.075
1267
Bank Sta: Left Right
1267 1282
num= 15
Elev Sta Elev
318 853 316
309.14 1255 310
314 1695 316
num= 3
n Val Sta n Val
.035 1255 .075
Lengths: Left Channel
465.98 479.44
IVER: N.F. Spring Cree
RS: 10827.35
Sta
Elev
Sta
Elev
1033
314
1179
312
1356
311.8
1464
310
1767
318
1841
320
Right Coeff Contr. Expan.
473.4 .1 .3
num=
19
Elev
Sta
Elev
Sta
318
657
317
755
312
1152
310
1206
308
1452
309
1558
316
1873
318
1926
num=
3
n Val
Sta
n Val
.035
1452
.075
Lengths:
Left Channel
Right
363.31
368.81
369.02
IVER: N.F.
Spring
Cree
RS: 10458.54
Elev
316
309.5
310
320
Sta
854
1248
1631
Elev
314
310
312
Coeff Contr. Expan.
.1 .3
num=
24
Elev
Sta
Elev
Sta
Elev
318
736
316
816
314
308
1267
306
1277
305.82
307.8
1507
306
1613
304
306
1650
308
1678
310
316
1951
318
2000
320
num= 3
n Val Sta n Val
.035 1282 .075
Lengths: Left Channel Right
389.39 392.88 380.45
Sta
Elev
916
312
1282
306
1630
302.32
1718
312
Coeff Contr. Expan.
.1 .3
Exhibit D
5of14
CROSS SECTION
REACH: Reach A
INPUT
Description:
Exhibit D
HEC-MS Data
RIVER: N.F. Spring Cree
RS: 10065.66
Station Elevation
Data
num=
25
Sta
Elev
Sta
Elev
Sta
Elev
Sta
100
316
1067
314
1158
312
1278
1528
306
1664
304
1675
302.73
1687
1779
306.25
1791
306
1842
304
1973
1983
299.05
1989
300
1994
302
1998
2100
308
2156
310
2203
312
2283
Manning's
n Value
s
num=
3
Sta
n Val
Sta
n Val
Sta
n Val
100
.075
1664
.035
1687
.075
Bank Sta:
Left
Right
Lengths:
Left Channel
Right
1664
1687
388.77
379.19
369.65
CROSS SECTION
RI
VER: N.F.
Spring
Cree
REACH: Reach A
RS: 9686
.47
INPUT
Descript
ion:
Station
Elevation
Data
num=
Sta
Elev
Sta
Elev
1000
318
1075
316
1498
309.3
1662
308
2029
300
2050
298.89
2348
302
2369
300
2409
304
2457
306
2711
314
2793
315.8
Elev
Sta
Elev
310
1349
308
304
1755
306
302
1978
300
304
2058
306
314
2359
316
Coeff Contr. Expan.
.1 .3
27
Sta
Elev
Sta
Elev
Sta
Elev
1183
314
1291
312
1403
310
1775
306
1962
304
2020
302
2078
300
2187
302
2277
303
2382
298.2
2393
300
2403
302
2509
308
2563
310
2616
312
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .075 2029 .035 2078 .075
Bank Sta: Left Right Lengths: Left Channel Right
2029 2078 575.24 610.14 584.85
CROSS SECTION RIVER: N.F. Spring Cree
REACH: Reach A RS: 9076.33
INPUT
Description:
Station Elevation
Data
num=
15
Sta
Elev
Sta
Elev
Sta
Elev
500
310
568
308
699
306
1339
300
1400
298
1409
296.54
1655
302
1775
304
1868
306
Manning's
n values
num=
3
Sta
n Val
Sta
n Val
Sta
n Val
500
.075
1400
.035
1414
.075
Coeff Contr. Expan.
.1 .3
Sta
Elev
Sta
Elev
863
304
1133
302
1414
298
1418
300
1957
308
2048
310
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
Exhibit D
6of14
Exhibit D
HEC-RAS Data
1400
1414
372.4 378.85
384.61
.1
.3
CROSS SECTION
RIVER: N.F.
Spring
Cree
REACH: Reach A
RS: 8697
.48
INPUT
Description:
Station Elevation
Data
num=
26
Sta Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
500 310
628
308
705
306
881
304
1106
302
1240 300
1293
299.75
1381
300
1487
298
1508
298.5
1587 298
1590
296
1595
294
1599
293.72
1603
294
1608 296
1616
298
1659
298
1667
300
1685
300.25
1705 300
1763
298
1775
300
1883
302
1967
304
2044 306
Manning's n Value
s
num=
3
Sta n Val
Sta
n Val
Sta
n Val
500 .075
1590
.035
1608
.075
Bank Sta: Left
Right
Lengths:
Left Channel
Right
Coeff
Contr.
Expan.
1590
1608
74.23
76.02
67.72
.1
.3
CROSS SECTION
RI
VER: N.F.
Spring
Cree
REACH: Reach A
RS: 8621
.46
INPUT
Description:
Station Elevation
Data
num=
27
Sta Elev
Sta
Elev
Sta
Elev
Sta
E1ev
Sta
Elev
500 310
584
308
697
306
856
304
972
302
1225 300
1482
298
1490
297.5
1497
298
1517
298.5
1534 298
1543
296
1550
294
1555
293.9
1560
294
1586 296
1622
297.4
1652
296
1659
294
1666
293.56
1673 294
1708
296
1774
300
1884
302
1970
304
2042 306
2125
308
Manning's n Value
s
num=
3
Sta n Val
Sta
n Val
Sta
n Val
500 .075
1659
.035
1673
.075
Bank Sta: Left
Right
Lengths:
Left Channel
Right
Coeff
Contr.
Expan.
1659
1673
1
206.4 1302.81 1243.98
.1
.3
CROSS SECTION
RIVER: N.F.
Spring
Cree
REACH: Reach A
RS: 7318.65
INPUT
Description:
Station Elevation
Data
num=
27
Sta Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
1000 300
1045
299.5
1183
298
1258
296
1272
295.5
1296 296
1321
296.5
1342
296
1348
294
1415
293.8
1462 294
1489
294.2
1519
294
1528
292
1543
290
1573 288.39
1604
290
1624
292
1635
294
1684
294.5
1740 294
1764
293.8
1782
294
1839
296
1974
298
2067 300
2130
302
Exhibit D
7of14
Exhibit D
HEC-RAS Data
Manning's n Values
num=
3
Sta n Val
Sta
n Val
Sta
n Val
1000 .075
1543
.035
1604
.075
Bank Sta: Left
Right
Lengths:
Left Channel
Right
Coeff Contr.
1543
1604
255.41
248.4
251.61
.1
CROSS SECTION
RI
VER: N.F.
Spring
Cree
REACH: Reach A
RS: 7070.25
INPUT
Description:
Station Elevation
Data
num=
19
Sta Elev
Sta
Elev
Sta
Elev
Sta
Elev Sta
1000 297
1059
296
1085
294
1096
292 1108
1251 288
1259
287.61
1263
288
1269
290 1308
1353 294
1423
294.5
1487
294
1516
293.8 1545
1608 294.5
1695
296
1789
298
1832
300
Manning's n Value
s
num=
3
Sta n Val
Sta
n Val
Sta
n Val
1000 .075
1251
.035
1263
.075
Bank Sta: Left
Right
Lengths:
Left C
hannel
Right
Coeff Contr.
1251
1263
741.68
768.77
652.7
.1
CROSS SECTION
RIVER: N.F.
Spring
Cree
REACH: Reach A
RS: 6301
.48
INPUT
Description:
Station Elevation Data
num=
28
Expan.
.3
Elev
290
292
294
Expan.
.3
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
1000
300
1182
298.5
1353
298
1418
296
1590
294
1652
292
1691
291.5
1730
292
1744
292.2
1758
292
1808
290
1833
288
1842
286
1847
285.86
1852
286
1865
288
1883
290
2012
292
2040
292.5
2068
292
2079
290
2091
289.8
2106
290
2123
292
2247
294
2358 296
2425
298
2506
300
Manning's n Values
num=
3
Sta n Val
Sta
n Val
Sta
n Val
1000 .075
1833
.035
1865
.075
Bank Sta: Left R
ight
Lengths:
Left Channel
Right
1833
1865
569.1
585.11
544.19
CROSS SECTION
RI
VER: N.F.
Spring
Cree
REACH: Reach A
RS: 5716
.37
INPUT
Description:
Station Elevation
Data
num=
26
Sta Elev
Sta
Elev
Sta
Elev
Sta
1000 300
1140
298
1235
296
1329
1569 290
1579
288
1592
286
1594
Coeff Contr. Expan.
.1 .3
Elev Sta Elev
294 1496 292
284 1617 283.81
Exhibit D
8of14
1629
284 1655 286
1930
290.8 1986 290
2155
290 2169 292
2459
300
Exhibit D
HEC-RAS Data
1674 288 1701 290 1803 291.4
2000 288 2050 286 2087 288
2277 294 2362 296 2420 298
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .075 1592 .035 1629 .075
Bank Sta: Left Right Lengths: Left Channel Right
1592 1629 285.33 324.89 325.59
CROSS SECTION RIVER: N.F. Spring Cree
REACH: Reach A RS: 5391.48
INPUT
Description:
Station Elevation Data
Sta
Elev
Sta
1000
300
1112
1540
290
1561
1659
284
1701
1846
286
1913
2173
292
2288
Manning's
n Value
s
Sta
n Val
Sta
1000
.075
1632
Bank Sta:
Left
Right
1632
1659
CROSS SECTION
R
REACH: Reach A
INPUT
Description:
Station Elevation
Data
Sta
Elev
Sta
1000
292
1136
1434
282.07
1450
1756
290
1868
2149
300
Coeff Contr. Expan.
.1 .3
num=
25
Elev
Sta.
Elev
Sta
Elev
298
1172
296
1285
294
288
1620
286
1632
284
285
1732
284
1764
282.98
284.5
1974
286
2131
288
294
2349
296
2393
298
num= 3
n Val Sta n Val
.035 1659 .075
Lengths: Left Channel Right
384.13 393.99 374.89
IVER: N.F. Spring Cree
RS: 4997.49
Sta Elev
1432
292
1645
283.01
1796
284
2162
290
2427
300
Coeff Contr. Expan.
.1 .3
num=
16
Elev
Sta
Elev
Sta
Elev
Sta
Elev
290
1228
288
1407
286
1423
284
284
1474
286
1529
288
1659
288.9
292
1972
294
2015
296
2085
298
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .075 1423 .035 1450 .075
Bank Sta: Left Right Lengths: Left Channel Right
1423 1450 258.49 208.06 205.49
CROSS SECTION RIVER: N.F. Spring Cree
REACH: Reach A RS: 4789.43
INPUT
Description:
Station Elevation Data num= 32
Coeff Contr. Expan.
.1 .3
Exhibit D
9of14
Exhibit D
HEC-RAS Data
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
1000
296
1063
294.8
1164
294
1183
292
1201
290
1249
288
1292
287.6
1341
288
1355
290
1377
290.2
1395
290
1454
288
1491
286
1498
284
1506
282
1583
280
1592
279.46
1596
280
1607
282
1660
284
1686
285.5
1705
284
1742
282
1744
280
1747
279.8
1753
280
1772
282
1784
284
1789
286
1915
287.3
1954
288
2132
290
Manning's
n Values
num=
3
Sta
n Val
Sta.
n Val
Sta
n Val
1000
.075
1583
.035
1596
.075
Bank Sta:
Left
Right
Lengths:
Left Channel
Right
Coeff
Contr.
Expan.
1583
1596
194.38 134.05
123.49
.1
.3
CROSS SECTION
RI
VER: N.F.
Spring
Cree
REACH: Reach A
RS: 4655.57
INPUT
Description:
Station Elevation Data
num=
22
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
1000
296
1018
294
1076
292
1114
290
1130
288
1157
286
1173
284
1189
282
1218
280
1229
278.83
1236
280
1244
282
1255
284
1324
285.8
1389
286
1434
286.5
1474
286
1485
285.8
1499
286
1668
287
1750
288
1883
290
Manning's
n values
num=
3
Sta
n Val
Sta
n Val
Sta
n Val
1000
.075
1218
.035
1236
.075
Bank Sta:
Left
Right
Lengths:
Left Channel
Right
Coeff
Contr.
Expan.
1218
1236
364.38
343.49
312.53
.1
.3
CROSS SECTION
RI
VER: N.F.
Spring
Cree
REACH: Reach A
RS: 4313
.39
INPUT
Description: Cross Section from Survey Fi
eld Data
Station Elevation Data
num=
25
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
1000
297.85
1038
296.53
1099
294.79
1143
292.95
1174
291.1
1193
290.2
1227
288.58
1274
284.71
1292
282.68
1305
281.85
1311
281.02
1313
277.46
1320
277.68
1322
280.13
1345
282.35
1385
282.87
1439
282.07
1465
281.58
1499
284.31
1513
285.12
1520
285.73
1580
286.39
1622
287.15
1728
288
1855
290
Manning's
n Values
num=
3
Sta
n Val
Sta
n Val
Sta
n Val
1000
.075
1311
.035
1322
.075
Bank Sta:
Left
Right
Lengths:
Left C
hannel
Right
Coeff
Contr.
Expan.
1311
1322
601
588
425
.1
.3
CROSS SECTION
RIVER: N.F.
Spring
Cree
Exhibit D
10 of 14
Exhibit D
HEC-RAS Data
REACH: Reach A
RS: 3725.17
INPUT
Description: Cross
Sectio
n from Survey Field Data
Station Elevation
Data
num=
21
Sta Elev
Sta
Elev
Sta
Elev
812 290
848
288
1000
286.45
1171 283.72
1214
283.78
1217
278.77
1271 279.15
1298
277.86
1314
281.07
1453 277.87
1476
280.02
1514
284.81
1730 290
Manning's n Values
num=
3
Sta n Val
Sta
n Val
Sta
n Val
812 .075
1217
.035
1234
.075
Bank Sta: Left R
ight
Lengths:
Left Channel
1217
1234
350
423
CROSS SECTION
RI
VER: N.F.
Spring
Cree
REACH: Reach A
RS: 3302.88
INPUT
Description: Cross
Sectio
n from Survey Field Data
Station Elevation
Data
num=
12
Sta Elev
Sta
Elev
Sta
Elev
0 284.27
82
284.6
155
284.72
232 278
242
275
255
275
404 282.7
551
285.7
Manning's n Values
num=
3
Sta n Val
Sta
n Val
Sta
n Val
0 .075
232
.035
266
.075
Bank Sta: Left R
ight
Lengths:
Left Channel
232
266
220
210
CROSS SECTION
RI
VER: N.F.
Spring
Cree
REACH: Reach A
RS: 3092
.13
INPUT
Description: Cross
Sectio
n from Survey Field Data
Station Elevation
Data
num=
20
Sta Elev
Sta
Elev
Sta
Elev
329 288
410
286
508
284
876 282
898
280
926
278
1079 276.18
1131
275.19
1139
272.78
1190 282.81
1237
283.29
1298
284.62
Manning's n Values
num=
3
Sta n Val
Sta
n Val
Sta
n Val
329 .075
1131
.035
1151
.075
Bank Sta: Left Right Lengths: Left Channel Right
1131 1151 335.36 332.56 361.25
CROSS SECTION RIVER: N.F. Spring Cree
Sta Elev
1079 284.84
1231 276.93
1370 279.34
1557 287.47
Sta Elev
1130 284.39
1234 278.94
1418 279.06
1643 288
Right Coeff Contr. Expan.
360 .1 .3
Sta Elev Sta Elev
164 284 195 279
266 280.56 308 283.17
Right Coeff Contr. Expan.
180 .1 .3
Sta Elev
610 282.8
1000 277.81
1151 274.59
1364 286
Sta Elev
785 282.3
1041 277.34
1157 282.68
1460 288
Coeff Contr. Expan.
.1 .3
Exhibit D
11 of 14
Exhibit D
HEC-RAS Data
REACH: Reach A
RS: 2759.57
INPUT
Description:
Station Elevation
Data num=
21
Sta Elev
Sta Elev
Sta
Elev
Sta
Elev
Sta
Elev
515 286
606 284
717
282.8
908.
282.3
944
282
1000 280.8
1089 280
1113
278
1132
276
1146
274
1156 272
1164 271.65
1175
272
1182
274
1188
280
1258 280.75
1333 282
1440
283.3
1522
284
1584
284.6
1679 286
Manning's n Value
s num=
3
Sta n Val
Sta n Val
Sta
n Val
515 .075
1156 .035
1175
.075
Bank Sta: Left
Right Lengths:
Left
Channel
Right
Coeff
Contr.
Expan.
1156
1175 539.93
547.51
483.15
.1
.3
CROSS SECTION
RIVER: N.F.
Sprin
g Cree
REACH: Reach A
RS: 2212.06
INPUT
Description:
Station Elevation
Data num=
12
Sta Elev
Sta Elev
Sta
Elev
Sta
Elev
Sta
Elev
1000 280.5
1046 280
1077
278
1110
276
1122
274
1169 272
1187 270.67
1241
272
1247
274
1279
276
1284 278
1309 280
Manning's n Value
s num=
3
Sta n Val
Sta n Val
Sta
n Val
1000 .075
1169 .035
1241
.075
Bank Sta: Left
Right Coeff Contr.
Expan.
1169
1241
.1
.3
SUMMARY OF MANNIN
G'S N VALUES
River:N.F. Spring
Cree
Reach
River Sta.
nl
n
2
n3
Reach A
12650.45
.075
.035
.075
Reach A
12480.59
.075
.035
.075
Reach A
12131.56
.075
.035
.075
Reach A
11754.03
.075
.035
.075
Reach A
11306.79
.075
.035
.075
Reach A
10827.35
.075
.035
.075
Reach A
10458.54
.075
.035
.075
Reach A
10065.66
.075
.035
.075
Reach A
9686.47
.075
.035
.075
Reach A
9076.33
.075
.035
.075
Reach A
8697.48
.075
.035
.075
Reach A
8621.46
.075
.035
.075
Exhibit D
12 of 14
Exhibit D
HEC-RAS Data
Reach
A
7318.65
.075
.035
.075
Reach
A
7070.25
.075
.035
.075
Reach
A
6301.48
.075
.035
.075
Reach
A
5716.37
.075
.035
.075
Reach
A
5391.48
.075
.035
.075
Reach
A
4997.49
.075
.035
.075
Reach
A
4789.43
.075
.035
.075
Reach
A
4655.57
.075
.035
.075
Reach
A
4313.39
.075
.035
.075
Reach
A
3725.17
.075
.035
.075
Reach
A
3302.88
.075
.035
.075
Reach
A
3092.13
.075
.035
.075
Reach
A
2759.57
.075
.035
.075
Reach
A
2212.06
.075
.035
.075
SUMMARY OF REACH LENGTHS
River: N.F. Spring Cree
Reach
River Sta.
Left
Channel
Right
Reach
A
12650.45
168.23
169.86
171.24
Reach
A
12480.59
334.51
349.03
347.07
Reach
A
12131.56
395.32
377.53
368.27
Reach
A
11754.03
454.41
447.24
431.89
Reach
A
11306.79
465.98
479.44
473.4
Reach
A
10827.35
363.31
368.81
369.02
Reach
A
10458.54
389.39
392.88
380.45
Reach
A
10065.66
388.77
379.19
369.65
Reach
A
9686.47
575.24
610.14
584.85
Reach
A
9076.33
372.4
378.85
384.61
Reach
A
8697.48
74.23
76.02
67.72
Reach
A
8621.46
1206.4
1302.81
1243.98
Reach
A
7318.65
255.41
248.4
251.61
Reach
A
7070.25
741.68
768.77
652.7
Reach
A
6301.48
569.1
585.11
544.19
Reach
A
5716.37
285.33
324.89
325.59
Reach
A
5391.48
384.13
393.99
374.89
Reach
A
4997.49
258.49
208.06
205.49
Reach
A
4789.43
194.38
134.05
123.49
Reach
A
4655.57
364.38
343.49
312.53
Reach
A
4313.39
601
588
425
Reach
A
3725.17
350
423
360
Reach
A
3302.88
220
210
180
Reach
A
3092.13
335.36
332.56
361.25
Reach
A
2759.57
539.93
547.51
483.15
Reach
A
2212.06
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: N.F. Spring Cree
Exhibit D
13 of 14
Exhibit D
HEC-RAS Data
Reach
River Sta.
Contr.
Expan.
Reach
A
12650.45
.1
.3
Reach
A
12480.59
.1
.3
Reach
A
12131.56
.1
.3
Reach
A
11754.03
.1
.3
Reach
A
11306.79
.1
.3
Reach
A
10827.35
.1
.3
Reach
A
10458.54
.1
.3
Reach
A
10065.66
.1
.3
Reach
A
9686.47
.1
.3
Reach
A
9076.33
.1
.3
Reach
A
8697.48
.1
.3
Reach
A
8621.46
.1
.3
Reach
A
7318.65
.1
.3
Reach
A
7070.25
.1
.3
Reach
A
6301.48
.1
.3
Reach
A
5716.37
.1
.3
Reach
A
5391.48
.1
.3
Reach
A
4997.49
.1
.3
Reach
A
4789.43
.1
.3
Reach
A
4655.57
.1
.3
Reach
A
4313.39
.1
.3
Reach
A
3725.17
.1
.3
Reach
A
3302.88
.1
.3
Reach
A
3092.13
.1
.3
Reach
A
2759.57
.1
.3
Reach
A
2212.06
.1
.3
Exhibit D
14 of 14
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EXHIBIT G-3
PIPE SIZE CALCULATIONS
Shenandoah Subdivision Phases 10 Through 13
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%
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min
min
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38
46
0.7
10.2
10
5.6
7.3
1
7.3
0.55
18
4.1
31.05
0.13
10.33
4B
5
1.3
10.3
10
10.8
14.1
1
14.1
0.91
21
5.8
133.04
0.38
10.71
5
8
1.3
10.7
10
10.7
13.9
1
13.9
0.88
21
5.8
305.85
0.89
11.59
6B
7B
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13.2
17.1
1
17.1
0.66
24
5.4
30.60
0.09
10.14
7B
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2.1
10.2
10
17.9
17.9
1
17.9
0.38
27
4.5
130.02
0.48
10.71
8
12
3.6
11.6
10
29.3
29.3
1
29.3
1.03
27
7.4
349.56
0.79
12.38
9B
10B
1.5
10.0
10
13.2
17.1
1
17.1
0.66
24
5.4
31.50
0.10
10.14
10B
11
2.1
10.2
10
18.1
18.1
1
18.1
0.39
27
4.5
61.02
0.22
10.44
11
12
2.1
10.4
10
17.9
17.9
1
17.9
0.39
27
4.5
78.64
0.29
10.73
12
15
6.1
12.4
10
47.8
47.8
1
47.8
1.57
30
9.7
260.62
0.45
12.83
13B
14B
1.6
10.1
10
13.9
18.0
1
18.0
0.73
24
5.7
30.00
0.09
10.16
14B
15
2.2
11.1
10
18.2
18.2
1
18.2
0.40
27
4.6
70.18
0.26
11.33
15
18
8.6
12.8
10
66.5
66.5
1
66.5
1.82
33
11.2
306.26
0.46
13.29
16B
17B
1.6
10.1
10
13.7
17.8
1
17.8
1.45
21
7.4
30.00
0.07
10.14
17B
18
2.2
11.1
10
18.3
18.3
1
18.3
0.40
27
4.6
70.17
0.25
11.33
18
19
10.8
13.3
10
82.4
82.4
1
82.4
1.76
36
11.6
125.29
0.18
13.47
19
26
11.3
13.5
10
85.6
85.6
1
85.6
0.84
42
8.9
68.65
0.13
13.60
19.5
19
0.1
10.0
10
0.9
1.1
1
1.1
0.03
15
0.9
68.65
1.26
11.26
20
21
0.9
12.2
10
6.9
9.0
1
9.0
0.84
18
5.1
42.00
0.14
12.31
21
23
1.9
12.3
10
14.7
19.1
1
19.1
0.82
24
6.1
236.62
0.65
12.96
22
23
0.3
10.0
10
2.5
3.3
1
3.3
0.30
15
2.7
42.00
0.26
10.26
23
25
2.4
13.0
10
18.8
18.8
1
18.8
0.43
27
4.7
237.97
0.84
13.79
24
25
0.3
10.0
10
2.7
3.5
1
3.5
0.13
18
2.0
42.00
0.35
10.35
25
26
3.1
13.8
10
22.9
22.9
1
22.9
0.63
27
5.7
73.74
0.21
14.01
26
40B
14.4
14.0
10
106.8
106.8
1
106.8
1.30
42
11.1
153.71
0.23
14.24
40B
HW41
16.1
14.2
10
118.9
118.9
1
118.9
1.61
42
12.3
234.95
0.32
14.56
42B
HW42
1.4
10.0
10
12.2
15.9
1
15.9
0.57
24
5.0
53.62
0.18
10.20
5/13/2004
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