FLOOD10385

• County: Jefferson
• Community: Golden, Lakewood
• Stream Name: Upper Lena Gulch
• Basin: South Platte
• Title: Major Drainageway Planning - Upper Lena Gulch - Phase B Report
• Date: 3/1/1994
• Prepared For: UDFCD
• Prepared By: Boyle Engineering Corporation
• Floodplain - Doc Type: Floodplain Report/Masterplan

Table 3
Moclellnput Parameters to UDSWM2IPC
Existing Drainageway Conditions
Overbank!
Width Invert Side Slopes Surcharge
Gutter Gutter Element or Diam Length Slope Horlz to Vert Manning's Depth
Number Connect. Type Cft) Cft) Cft/ft) L R "n" J!!l.
- -
146 148 PIPE 0.1 1 0.0150 0.0 0.0 0.098 0.1
RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW
0.0 0.0 0.8 329.0 1.7 930.0 2.7 1708.0 3.8 2630.0 5.1 3675,0
6.4 4832.0 9.5 7439.0
148 48 CHANNEL 10 900 0.0160 10.0 10.0 0.099 50
47 48 CHANNEL 10 3100 0.0290 20.0 20.0 0.125 50
48 49 CHANNEL 10 800 0.0190 10.0 10.0 0.106 50
49 50 CHANNEL 10 1500 0.0170 10.0 10.0 0.101 50
50 150 CHANNEL 10 1 0.0160 10.0 10.0 0.100 50
150 51 CHANNEL 10 2800 0.0160 10.0 10.0 0.100 50
51 0 CHANNEL 10 1 0.0500 10,0 10.0 0.154 50

CHANNEL 10 900 0.1110 3.0 3.0
CHANNEL 10 2200 0.0730 3,0 3.0
CHANNEL 10 1000 0,0800 3.0 3.0
CHANNEL 10 1900 0.0950 3.0 3.0
CHANNEL 10 4200 0.1000 3.0 3.0
CHANNEL 10 2800 0.0640 3.0 3.0
CHANNEL 10 1 0.0500 10.0 10.0
CHANNEL 10 2600 0.0620 3.0 3.0
CHANNEL 10 3000 0.1200 3.0 3.0
CHANNEL 10 2800 0.0640 3.0 3.0
CHANNEL 10 1200 0.0420 3.0 3.0
CHANNEL 10 1500 0.0330 3.0 3.0
CHANNEL 10 1900 0.0420 3.0 3.0
CHANNEL 10 1 0.0500 10.0 10.0
CHANNEL 10 1 0.0410 5.0 5.0
CHANNEL 10 1700 0.0410 5.0 5,0
CHANNEL 10 2400 0.0170 10.0 10.0
CHANNEL 10 1400 0,0360 5,0 5.0
CHANNEL 10 3800 0.0390 10.0 10.0
CHANNEL 20 1000 0.0400 0.1 0,1
CHANNEL 10 3200 0.0440 10.0 10.0
CHANNEL 20 1200 0.0250 0.1 0.1
CHANNEL 10 1 0.0290 10.0 10.0
CHANNEL 10 2800 0.0290 10.0 10.0
CHANNEL 10 3200 0.0500 5.0 5,0
CHANNEL 10 1700 0.0470 5.0 5.0
CHANNEL 10 2100 0.0380 10.0 10,0
CHANNEL 10 2200 0.0360 20.0 20.0
CHANNEL 10 2700 0.0300 20.0 20.0
CHANNEL 10 2900 0.0480 20.0 20.0
CHANNEL 10 3400 0.0350 10.0 10.0
CHANNEL 10 2500 0.0240 10.0 10.0
CHANNEL 10 1500 0.0330 20.0 20.0
CHANNEL 10 1300 0.0230 20.0 20.0
CHANNEL 10 2100 0,0190 10.0 10.0
CHANNEL 10 3600 0.0170 10.0 10.0
CHANNEL 10 4000 0.0250 20.0 20.0
CHANNEL 10 1300 0.0150 10.0 10.0
CHANNEL 10 2400 0.0130 20.0 20.0
CHANNEL 10 1400 0.0210 10.0 10.0
CHANNEL 10 2900 0.0590 3.0 3.0
CHANNEL 20 2000 0.0350 4.0 4.0
CHANNEL 10 1400 0.0210 10.0 10.0
CHANNEL 10 1 0.0500 10.0 10.0
CHANNEL 10 1400 0.0210 20.0 20.0
CHANNEL 10 3800 0.0580 10.0 10.0
CHANNEL 10 4600 0.0300 20.0 20.0
CHANNEL 10 1 0.0190 10.0 10.0
CHANNEL 10 1600 0.0190 10.0 10.0
CHANNEL 10 4000 0.0600 10.0 10.0
CHANNEL 10 3500 0.0800 10.0 10.0
CHANNEL 20 1 0.0150 2.0 2.0
CHANNEL 20 2600 0.0150 2.0 2.0
CHANNEL 10 10 0,0160 10.0 10.0
PIPE 0.1 1 0.0150 0.0 0.0
RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW
1.8 329.0 3.6 930.0 5.8 1708.0 7.9
18.7 7439.0

Overbank!
Surcharge
Depth
ft'

Manning's
.'n"

Side Slopes
Horiz to Vert
L R

Table 3
Moclellnput Parameters to UDSWM2IPC
Existing Drainageway Conditions

Invert
Slope
ft/ft

Length
Cft

Width
or Diam
Cft)

Element
T'

Gutter
Connect.

Gutter
Number

I

I

I

50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
.50
50
50
50
50
50
50
50
50
50
50
50
50
50
0,1

0.112
0.096
0.099
0.106
0.108
0.091
0.083
0.090
0.116
0.091
o.on
0.071
0.078
0.083
o.on
0.165
0.117
0.156
0.163
0.163
0,169
0.137
0.144
0.125
0.154
0.151
0.139
0.137
0.126
0.152
0.135
0.117
0.132
0.115
0.107
0.101
0.118
0,098
0.091
0.112
0.164
0.135
0.112
0.154
0.112
0.163
0.128
0.106
0.106
0.165
0.184
0.098
0.098
0.099
0.098

2
3
4
5
6
106
13
112
9
12
11
12
112
13
113
15
15
17
17
19
19
20
120
31
23
23
24
28
28
27
28
42
30
32
32
40
36
35
36
40
38
39
139
40
42
42
42
142
45
45
45
144
46
145
146

1
2
3
4
5
6
106
7
8
9
10
11
12
112
13
113
14
15
16
17
18
19
20
120
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
139
40
41
141
42
142
43
44
45
144
46
145

I

I

I

I

I

I

I

I

I

I

I

I

I

2630.0 10.4 3675.0

1 1

0.0
4832.0

0.0
12.9

I

I

I