HomeMy WebLinkAboutAddendum to Drainage Report & Addendum 2 to Drainage ReportAddendum to Drainage Report
for
Williams Creek Subdivision -Phase 2
College Station, Texas
December 2004
Developer:
Joe and Janet Johnson Land and Investments, LP
1400 South Commercial Street
Coleman, Texas 76834
(325) 625-2124
Prepared By:
TEXCON General Contractors
l 707 Graham Road
College Station, Texas 77845
(979) 764-7743
CERTIFICATION FOR ADDENDUM
I certify that this addendum to the drainage design for the Williams Creek Subdivision -
Phase 2, was prepared by me in accordance with the provisions of the City of College
Station Drainage Policy and Design Standards for the owners hereof.
REVISED TABLE OF CONTENTS
DRAINAGE REPORT & ADDENDUM
WILLIAMS CREEK StJBDIVISION -PHASE 2
CER11FlCATION FDR ADDENDUM .................................................................................................................................. l
REVISED TABLE OF CONTENTS .............................................................................................................................. 2
INTRODUCTION ................................................................................................................................................................... 3
GENERAL LOCATION AND DESCRIPTION ................................................................................................................. .4
FLOOD HAZARD INFORMATION ................................................................................................................................... .4
DEVELOPMENT DRAINAGE PATTERNS ....................................................................................................................... 4
DRAINAGE DESIGN CRITERIA ....................................................................................................................................... .4
STORM WATER RUNOFF DETERMINATION ............................................................................................................... 5
DETENTION FACILITY DESIGN ...................................................................................................................................... 7
STORM CULVERT & DRAINAGE CHANNEL DESIGN .............................................................................................. 10
DRAINAGE SWALE DESIGN -ADDED BY ADDENDUM December 2004 ................................................................. ll
CONCLUSIONS .......... _ ......................................................................................................................................................... 11
APPENDIX A ........................................................................................................................................................................ 12
Time of Co11ce11tratio11 Equations & Calculations
APPENDIX B ........................................................................................................................................................................ 26
Storm Sewer Culvert Data & Design Calculations
APPENDIX C ........................................................................................................................................................................ 31
Drainage C/1an11el Design Data & Calculations
APPENDIX D ........................................................................................................................................................................ 34
Drainage Ditch Data & lining Material
APPENDIX E ........................................................................................................................................................................ 37
Detention Pond Design Information
APPENDIX F -ADDED BY ADDENDUM December 2004 .......................................................................................... .43A
Drainage Swale Design Information
EXHIBIT A ............................................................................................................................................................................ 44
Drainage Area Map -Pre-Development Detention Pond
EXHIBIT B ............................................................................................................................................................................ 46
Drainage Area Map -Post-Development Detention Pond
EXHIBIT C -REVISED December 2004 ........................................................................................................................... .48
Drainage Area Map -Po st-Develop111e11t
EXHIBIT D ............................................................................................................................................................................ 50
Drainage A rea Atlap -Post-Develop111e11t Ditch Velocities
2
ADDENDUM TO DRAINAGE REPORT -DECEMBER 2004
WlLLIAMS CREEK SUBDIVISION -PHASE 2
DRAINAGE SWALE DESIGN
A drainage swale is proposed to be constructed along the common boundary between
Block 4 of Phase 2 and Block 2 of Phase I of the subdivision. This drainage will divert the
runoff from Block 4, Lots I, 3, 4 & 5 to the Rock Prairie Road or Williams Creek Drive
rights-of-way and prevent this runoff from entering the lots located downstream of these
lots. The drainage swale will have a "v" bottom with SH: l V side slopes. The drainage
areas for the design of the swale are shown on the revised Exhibit C. A summary of the
flow depth and velocities is provided in Appendix F. The maximum design velocity in the
swale is 4.09 feet per second (fps) for the l 00-year storm event. This velocity is less than
4.5 fps, so the swale will be seeded for grass establishment.
11
APPENDIX F
Drainage Swale Design Information
43A
Williams Creek Subdivision -Phase 2
Drainage Swale Runoff Information
Area Area 5 year storm c tc Area# (SF) (acres) 15 Os
S1 13327
S2 29485
S3 32360
S4 20039
S5 6391
S6 1620
S7 3507
SB 4203
S9 7414
The Rational Method:
Q=CIA
Q = Flow (cfs)
A = Area (acres)
C = Runoff Coeff.
A
0.31
0.68
0.74
0.46
0.15
0.04
0.08
0.10
0.17
I = Rainfall Intensity (in/hr)
Brazos County:
(min) (in/hr) (cfs)
0.50 10.0 7.693 1.18
0.50 10.0 7.693 2.60
0.50 10.0 7.693 2.86
0.50 10.0 7.693 1.77
0.50 10.0 7.693 0.56
0.50 10.0 7.693 0.14
0.50 10.0 7.693 0.31
0.50 10.0 7.693 0.37
0.50 10.0 7.693 0.65
I= b I (tc+dt
tc =Time of concentration (min)
5 year storm 10 year storm 25 year storm
b = 76 b = 80 b = 89
d = 8.5 d = 8.5 d = 8.5
e = 0.79 e = 0.763 e = 0.75
1 O year storm 25 year storm 50 year storm
110
(in/hr)
8.635
8.635
8.635
8.635
8.635
8.635
8.635
8.635
8.635
010 125
(cfs) (in/hr)
1.32 9.861
2.92 9.861
3.21 9.861
1.99 9.861
0.63 9.861
0.16 9.861
0.35 9.861
0.42 9.861
0.73 9.861
tc = l/(V*60)
L = Length (ft
0 25 150 Oso
(cfs) (in/hr) (cfs)
1.51 11 .148 1.71
3.34 11.148 3.77
3.66 11.148 4.14
2.27 11 .148 2.56
0.72 11 .148 0.82
0.18 11 .148 0.21
0.40 11 .148 0.45
0.48 11.148 0.54
0.84 11.1 48 0.95
V =Velocity (fUsec)
50 year storm 100 year storm
b = 98 b = 96
d = 8.5 d = 8.0
e = 0.745 e = 0.730
100 year storm
1100 0100
(in/hr) (cfs)
11.639 1.78
11.639 3.94
11 .639 4.32
11.639 2.68
11.639 0.85
11.639 0.22
11.639 0.47
11.639 0.56
11.639 0.99
Williams Creek Subdivision -Phase 2
Drainage Swale
From To Slope Drainage 0 10 Station Station Area#
0+26.26 0+85.00 0.88% S1-S5 10.07
0+85.00 1+75.00 3.46% S2-S5 8.75
1+75.00 2+85.00 1.93% S3-S5 5.83
2+85.00 3+75.00 6.61 % S4-S5 2.62
3+75.00 5+22.00 9.03% S5 0.63
5+22.00 5+85.00 8.15% S6 0.16
5+85.00 7+14.00 6.79% S6-S7 0.51
7+14.00 8+25.00 10.92% S6-S8 0.92
8+25.00 9+95.25 6.39% S6-S9 1.66
n = 0.035
V-bottom ditch with 5:1 side slopes
V10 d10 0 100 V 100 d 100 Ditch Lining Material
2.35 11 .11 13.57 2.53 12.42 Grass-seeded
3.79 8.15 11.79 4.09 9.11 Grass-seeded
2.75 7.81 7.85 2.97 8.73 Grass-seeded
3.58 4.59 3.53 3.85 5.14 Grass-seeded
2.82 2.54 0.85 3.04 2.84 Grass-seeded
1.92 1.55 0.22 2.08 1.74 Grass-seeded
2.40 2.47 0.68 2.58 2.76 Grass-seeded
3.32 2.82 1.25 3.59 3.17 Grass-seeded
3.15 3.89 2.24 3.40 4.36 Grass-seeded
EXHIBIT C
REVISED December 2004
Drainage Area Map -Post-Development
48
Addendum 2 to Drainage Report
for
Williams Creek Subdivision -Phase 2
College Station, Texas
February 2005
Developer:
Joe and Janet Johnson Land and Investments, LP
1400 South Commercial Street
Coleman, Texas 76834
(325) 625-2124
Prepared By:
TEXCON General Contractors
l 707 Graham Road
College Station, Texas 77845
(979) 764-7743
CERTIFICATION FOR ADDENDUM
I certify that Addendum 2 to the drainage design for the Williams Creek Subdivision -
Phase 2, was prepared by me in accordance with the provisions of the City of College
Station Drainage Policy and Design Standards for the owners hereof.
REVISED TABLE OF CONTENTS
DRAINAGE REPORT & ADDENDUM 2
WILLIAMS CREEK SUBDIVISION -PHASE 2
CERTIFICATION F()RADDENDU1Vl2 ................................................................................................................................ l
REVISED TABLE OF CONTENTS .............................................................................................................................. 2
INTRODUCTION ................................................................................................................................................................... 3
GENERAL LOCATION AND DESCRIPTION ................................................................................................................. .4
FLOOD HAZARD INFORMATION ................................................................................................................................... .4
DEVELOPMENT DRAINAGE PA TTERNS ...................................................................................................................... .4
DRAINAGE DESIGN CRITERIA ....................................................................................................................................... .4
STORM WATER RUNOFF DETERMINATION ............................................................................................................... 5
DETENTION FACILITY DESIGN ...................................................................................................................................... 7
STORM CULVERT & DRAINAGE CHANNEL DESIGN .............................................................................................. 10
DRAINAGE SWALE DESIGN -ADDED BY ADDENDUM December 2004 ................................................................. l l
CONCLUSIONS ................................................................................................................................................................... 11
APPENDIX A ...........................................................................................•............................................................................ 12
Time of Concentration Equations & Calculations
APPENDIX B -REVISED Februa1y 2005 ............................................................................................................................ 26
Storm Sewer Culvert Data & Design Calculations
APPENDIX C ........................................................................................................................................................................ 31
Drainage Channel Design Data & Calculatio11s
APPENDIX D-REVISED Februa1y 2005 ........................................................................................................................... 34
Drainage Ditch Data & Lining Material
APPENDIX E ........................................................................................................................................................................ 37
Detention Pond Desig11 Information
APPENDIX F -ADDED BY ADDENDUM December 2004 .......................................................................................... .43A
Drai11age Swale Design Infor111atio11
EXHIBIT A ............................................................................................................................................................................ 44
Drainage Area Map -Pre-Development Detention Pond
EXHIBIT B ............................................................................................................................................................................ 46
Drainage Area Map -Post-Development Detention Pond
EXHIBIT C -RE VISED December 2004 ........................................................................................................................... .48
Drainage Area Map -Post-Development
EXHIBlT D ............................................................................................................................................................................ 50
Dminage Area Map -Post-Development Ditch Velocities
2
ADDENDUM 2 TO DRAINAGE REPORT -FEBRUARY 2005
WILLIAMS CREEK SUBDIVISION -PHASE 2
STORM CULVERT & DRAINAGE CHANNEL DESIGN
The stonn culvert locations and/or lengths have been adjusted to ensure 4H: 1 V front and
back ditch slopes. A summary of the revised Stonn Sewer Culvert Data is provided in
Appendix B. Revised slope easements are included on the Final Plat. The right drainage
ditch on Johnson Creek Loop has been lowered from station 2+50 to station l 3+69.33 to
accommodate future driveway culverts. The culvert diameters are greater than 18" so the
ditch depth was increased to allow for these culverts. The revised Drainage Ditch Data &
Lining Material tables are provided in Appendix D.
APPENDIX B
REVISED February 2005
Storm Sewer Culvert Data & Design Calculations
26A
Williams Creek Subdivision -Phase 2
Culvert Summary
Size Length Slope Inlet Invert
Culvert# Elev
(in) (ft) (%) (ft)
8 18 48.0 3.48 247.71 ·----·-·--··· -·-----· -· ---· ----
9 18 39.0 3.54 268.38 ----------------·-
10 24 48.0 1.44 270.92
Outlet
Invert Elev
(ft)
246.04 --- -
267.00
-. -
270.23
Top of Road 10 year storm 100 year storm
Design Flow v,. HW Design Flow V100 HW
(ft) (cfs) (fps) (ft) (cfs) (fps) (ft)
250.17 2.20 7.0 248.5 2.97 7.6 248.6 ---------------
271 .71 5.01 8.9 269.6 6.75 9.6 269.9 --------· -
275.20 11.10 7.8 272.7 15.10 8.4 273.2
Culvert 8 -10 Year Storm
Culvert Ca lculator
Entered Data:
Shape .......................... .
Number of Bar rels .............. .
Solving for .................... .
Chart Number ................... .
Scale Number ................... .
Chart Descript ion .............. .
Scale Description .............. .
Overtopping .................... .
Flowrate ....................... .
Manning's n .................... .
Roadway Elevation .............. .
Inlet Elevation ................ .
Outlet Elevation ............... .
Diameter ....................... .
Length ......................... .
Entrance Loss .................. .
Tailwater ...................... .
Computed Results:
Headwater ...................... .
Slope .......................... .
Velocity ....................... .
Circular
1
Headwater
1
1
CONCRETE PIPE CULVERT; NO BEVELED RING ENTRANCE
SQUARE EDGE ENTRANCE WITH HEADWALL
Off
2.2000 cfs
0 . 0140
250.1700 ft
247.7100 ft
246 .0400 ft
1 .5000 ft
48.0000 ft
0.0000
1 .5000 ft
248.4669 ft Inlet Control
0 .0348 ft/ft
6 .9619 fps
Culvert 8 -100 Year Storm
Culvert Calculator
Entered Data:
Shape .......................... .
Number of Barrels .............. .
Solving for .................... .
Chart Number ................... .
Scale Number ................... .
Chart Description .............. .
Scale Description .............. .
Ov ertopping .................... .
Flowrate ....................... .
Manning' s n .................... .
Roadway Elevation .............. .
Inlet Elevation ................ .
Outlet Elevation ............... .
Diameter ....................... .
Length ......................... .
Entrance Loss .................. .
Tailwater ...................... .
Computed Results :
Headwa ter ...................... .
Slope .......................... .
Velocity ....................... .
Wi l l i ams Cr eek Subdivision -Pha se 2
Col l ege Sta ti o n , Texas
Circular
1
Headwater
1
1
CONCRETE PIPE CULVERT; NO BEVELED RING ENTRANCE
SQUARE EDGE ENTRANCE WITH HEADWALL
Off
2.9700 cfs
0. 0140
250 .1700 ft
247.7100 ft
246 .0400 ft
1 .5000 ft
48 .0000 ft
0.0000
1.5000 ft
248.6159 ft Inlet Control
0.0348 ft/ft
7.5913 fps
Culvert 9 -10 Year Storm
Entered Data :
Shape .......................... .
Number of Barrels .............. .
Solving for .................... .
Chart Number ................... .
Scale Number ................... .
Chart Description .............. .
Scale Description .............. .
Overtopping .................... .
Flowrate ....................... .
Manning's n .................... .
Roadway Elev ation .............. .
Inlet Elevation ................ .
Outlet Elevation ............... .
Diameter ....................... .
Length ......................... .
Entrance Loss .................. .
Tailwater ...................... .
Computed Results :
Headwater ...................... .
Slope .......................... .
Velocity ....................... .
Circular
1
Headwater
1
1
CONCRETE PI PE CULVERT; NO BEVELED RING ENTRANC E
SQUARE EDGE ENTRANCE WITH HEADWALL
Off
5.0100 cfs
0.0140
271.7100 ft
268.3800 ft
267.0000 ft
1.5000 ft
39.0000 ft
0.0000
1.5000 ft
269 .6474 ft Inlet Control
0.0354 ft/ft
8.8501 fps
Culvert 9 -100 Year Storm
Culvert Calculator
Entered Data:
Shape .......................... .
Number of Barrels .............. .
Solving for .................... .
Chart Number ................... .
Scale Number ................... .
Chart Description .............. .
Scale Description .............. .
Overtopping .................... .
Flowrate ....................... .
Manning' s n .................... .
Roadway Elev ation .............. .
Inlet Elevation ................ .
Outlet Elev ation ............... .
Diameter ....................... .
Length ......................... .
Entrance Loss .................. .
Tailwater ...................... .
Computed Results :
Headwater ...................... .
Slope .......................... .
Velo c i t y ....................... .
Wil l l a ms Creek Subdivi s i o n -Phase 2
Co l !ege .Sc at i o n , Teza s
Circular
1 •
Headwater
1
1
CONCRETE PIPE CULVERT ; NO BEVELED RING ENTRANCE
SQUARE EDGE ENTRANCE WITH HEADWALL
Off
6.7500 cfs
0. 0140
271.7100 ft
268 .3800 ft
267.0000 ft
1 .5000 ft
39 .0000 ft
0.0000
1 .5000 ft
2 69 .9484 ft Inlet Control
0 .0354 ft /ft
9 .5962 fp s
Culvert 10 -10 Year Stor m
Culvert Calculator
Entered Data:
Shape ........... .
Number of Barrels
Solving for ......... .
Chart Number ......... .
Scale Number .......... .
Chart Description .......... .
Scale Description .............. .
Overtopping .................... .
Flowrate ....................... .
Manning' s n .................... .
Roadway Elevation .............. .
Inlet El evation ................ .
Outlet El evation ............... .
Diameter ....................... .
Length ......................... .
Entrance Loss ................ .
Tailwater .......... .
Computed Results:
Headwater .................... .
Slope .......................... .
Velocity ....................... .
Circular
1
Headwater
1
1
CONCRETE PIPE CULVERT; NO BEVELED RING ENTRANCE
SQUARE EDGE ENTRANCE WITH HEADWALL
Off
11 .1000 cfs
0 .0140
275.2000 ft
270 .9200 ft
270.2300 ft
2.0000 ft
48.0000 ft
0.0000
2.0000 ft
272.7222 ft Inlet Control
0.0144 ft/ft
7 .7728 fps
Culvert 10 -100 Year Storm
Culvert Calculator
Entered Data:
Shape .......................... .
Number of Barrels .............. .
Solving for .................... .
Chart Number ................... .
Scale Number ................... .
Chart Description .............. .
Scale Description .............. .
Overtopping .................... .
Flowrate ................... .
Manning's n .................... .
Roadway Elevation .............. .
Inlet Elevation ................ .
Outlet Elevation ..... .
Diameter ..................... .
Length ......................... .
Entrance Loss .................. .
Tailwater ...................... .
Computed Results :
Headwater . . . .............. .
Slope . . . . . . . . ............. .
Velocity ................... .
Wil l lams Creek Subdivlsion -Phase 2
C·~·l l ec_w SL al ion, 'l'e;,:<01~;
Circular
1
Headwater
1
1
CONCRETE PIPE CULVERT; NO BEVELED RING ENTRANCE
SQUARE EDGE ENTRANCE WITH HEADWALL
Off
15 .1000 cfs
0.0140
27 5 .2000 ft
27 0 . 9200 f t
270.2300 ft
2.0000 ft
48 .0000 ft
0.0000
2.0000 ft
273.1742 ft Inlet Control
0.0144 ft /ft
8.3879 fps
Channel 9 -25 Year Storm
Channel Calculator
Given Input Data :
Shape .......................... .
Solving for .................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Height ......................... .
Bottom width ................... .
Left slope ..................... .
Right slope .................... .
Computed Results:
Depth .......................... .
Velocity ....................... .
Flow area ...................... .
Flow perimeter ................. .
Hydraulic radius ............... .
Top width ...................... .
Area ........................... .
Perimeter ...................... .
Percent full ................... .
Trapezoidal
Depth of Flow
13.4300 cfs
0.0060 ft/ft
0 .0250
36.0000 in
0 .0000 in
0.2 500 ft/ft
0 .2 500 ft/ft
12 .7733. in
2.9633 fps
4.5321 ft2
105.3313 in
6 .1960 in
102.1864 in
36 .0000 ft2
2 96.8636 in
35 .4814 %
Channel 9 -100 Year Storm
Channel Calculator
Given Input Data :
Shape .......................... .
Solving for .................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Height ......................... .
Bottom width ................... .
Left slope ..................... .
Right slope .................... .
Computed Results:
Depth .......................... .
Velocity ....................... .
Flow area ...................... .
Flow perimeter ................. .
Hydraulic radius ............... .
Top width ...................... .
Area ........................... .
Perimeter ...................... .
Percent full ................... .
Wil l iams Creek Subdiv i s i on -Pha se 2
Col l ege Stati o n , Texas
Trapezoidal
Depth of Flow
15.9300 cfs
0.0060 ft/ft
0 .0250
36 .0000 in
0.0000 in
0.2500 ft/ft
0.2500 ft/ft
13.6178 in
3.0925 fps
5 .1512 ft2
1 1 2.2948 in
6.6056 in
108 .9420 i n
36 .0000 ft2
2 96 .8636 i n
37 .8271 %
APPENDIXD
REVISED February 2005
Drainage Ditch Data & Lining Material
34A
Williams Creek Drive
Left Ditch
From To Slope Station Station
24+90.00 25+42.51 3.62%
25+42.51 25+52.51 3.62%
25+52.51 26+17.09 3.48%
26+17.09 28+00.00 5.73% -28+00.00 29+50.00 5.75% ----29+50.00 30+00.00 4.21 % . --· -----30+00.00 30+75.00 2.92% --30+75.00 31 +50.00 2.35% ------------31+50.00 32+56.29 1.09% ---·-32+56.29 34+00.00 0.81% -_, __ -----34+00.00 35+48.89 -0.60%
Johnson Creek Loop
Left Ditch
From To
Station Station
0+37.00 1 +00.00
----~ 1 +00.00 2+00.00
2+00.00 7+00.00 ---7+00.00 9+00.00 --9+00.00 11+50.00 ------11 +50.00 13+69.33 ----38+30.70 39+00.00 ------39+00.00 46+00.00
46+00.00 48+00.00 ---48+00.00 49+13.51
Old May Court
Left Ditch
From To
Station Station
0+25.14 0+55.00 -0+55.00 2+00.00
2+00.00 4+80.52
Slope
-0.60%
-1.94%
-0.60%
-2.20%
-3.00%
-0.80%
0.60%
-0.60%
-1 .11%
-0.60%
Slope
10.86% ---4.69% -0.60%
Drainage
Area#
132A-F
132A-F
132A-F
132A-E
132A-D -·· 132A-C --132A-B ---132A --134 --133A-D
135A-D
Drainage
Area#
130A
130A-B
130A-C -130A-D
.130A-E
130A-F --135A
135A-B
135A-C
135A-D
Drainage
Area#
125 -125
125
0 10 V10 0 100 V 100 Ditch Lining Material
2.59 2.99 3.49 3.23 Grass-seeded
2.59 2.99 3.49 3.23 Concrete Riprap
2.59 6.96 3.49 7.59 RCP
2.59 3.31 3.49 3.57 Grass-seeded
1.94 2.94 2.62 3.17 Grass-seeded
1.21 2.28 1.63 2.45 Grass-seeded
0.69 1.85 0.93 2.00 Grass-seeded --. -------0.52 1.45 0.70 1.55 Grass-seeded --0.35 1.51 0.47 1.63 Grass-seeded -------1.01 2.44 1.37 2.64 Grass-seeded . ------0.22 1.64 0.29 1.77 Grass-seeded
010 V10 0100 V 100 Ditch Lining Material
0.17 0.77 0.23 0.83 Grass-seeded --------·-0.56 1.62 0.76 1.74 Grass-seeded --·--2.24 1.47 3.03 1.59 Grass-seeded --. ------2.94 2.56 3.96 2.76 Grass-seeded ----·--· ---3.79 3.10 5.11 3.31 Grass-seeded -------4.42 1.94 5.98 2.40 Grass-seeded --·---0.35 0.93 0.47 1.00 Grass-seeded ---------2.68 1.54 3.61 1.66 Grass-seeded --------3.16 2.02 4.26 2.18 Grass-seeded -------· -· 3.46 1.64 4.68 1.77 Grass-seeded
0 10 V10 0100 V 100 Ditch Lining Material
5.01 5.33 6.75 5.74 Grass-sodded --5.01 3.89 6.75 4.19 Grass-seeded
5.01 1.80 6.75 1.94 Grass-seeded
Williams Creek Drive
Right Ditch
From To Slope Station Station
24+90.00 25+16.30 4.87%
25+16.30 28+00.00 4.59%
28+00.00 28+98.91 5.75%
28+98.91 29+61.13 3.54%
29+61.13 29+71.13 3.54% --29+71 .13 30+28.18 3.54% -· -30+28.18 30+33.18 3.54% -----30+33.18 31+50.00 3.54% -·-31 +50.00 32+56.29 1.65% - -·-----32+56.29 34+00.00 1.22% ·-----·-34+00.00 35+48.89 -0.60%
Johnson Creek Loop
Right Ditch
From To Slope
0+37.00 1+00.00 -1 .85% -----1+00.00 2+00.00 -1.94% ·-------2+00.00 6+91 .61 -0.79% ----------6+91 .61 9+00.00 -2.20%
Drainage
Area#
126A-C
126A-C
125.126A&C
125,126A
125
125
125
125
138
137
136
LJIOll • ..,.::1 ....
/'J.ro.., ff
131A
131A-B
131A-C --131A-D --------_,_
9+00.00 11+50.00 ---· -----11 +50.00 13+69.33 -------38+30.70 39+00.00 -------·---39+00.00 46+00.00 -46+00.00 48+00.00
48+00.00 49+13.51
Old May Court
Right Ditch
From To
Station Station
0+25.14 0+55.00 -0+55.00 1 +00.00
1 +00 .00 4+80.52
-3.00% 131A-E --------0.80% 131A-F ---0.60% 133A ---0.60% 133A-B -· -1 .11% 133A-C ----0.60% 133A-D
Slope Drainage
Area#
16.93% 126A
5.69% 126A
0.60% 126A
0 10 V,o 0 100 V,oo Ditch Lining Material
16 .36 5.30 22.14 5.72 Grass-Sodded
16.36 5.19 22.14 5.60 Grass-Sodded
8.50 4.79 11.46 5.16 Grass-Sodded
7.17 3.83 9.66 4.13 Grass-seeded
5.01 3.50 6.75 3.77 Concrete Riprap --5.01 8.85 6.75 9.60 RCP -..
5.01 8.85 6.75 9.60 Concrete Riprap
5.01 3.50 6.75 3.77 Grass-seeded --··-· 0.39 1.39 0.52 1.49 Grass-seeded 1.-=----0.52 1.33 0.70 1.44 Grass-seeded -------0.22 0.83 0.29 0.89 Grass-seeded
010 V 10 0100 V100 Ditch Lining Material
3.26 2.47 4.40 2.66 Grass-seeded ----------8.16 3.16 11 .02 3.40 Grass-seeded . --26.52 3.03 35.98 3.27 Grass-seeded ---27.92 4.50 37.91 4.86 Grass-Sodded ---------30.11 5.15 40.92 5.56 Grass-Sodded -----------43.89 3.45 59.77 3.73 Grass-seeded -----·-0.73 1 .11 0.99 1.20 Grass-seeded --9.46 2.11 12.82 2.28 Grass-seeded -·-10.00 2.69 13.58 2.91 Grass-seeded --10.93 2.19 14.87 2.36 Grass-seeded
0 10 V 10 0100 V100 Ditch Lining Material
2.16 5.10 2.91 5.50 Grass-Sodded --2.16 3.39 2.91 3.65 Grass-seeded .. -
2.16 1.46 2.91 1.57 Grass-seeded