HYDRO28780

• Permit No: M1979195
• IBM Index Class Name: Hydrology
• Doc Date: 2/24/2004
• Doc Name: Design Technical Memorandum
• From: GEI Consultants, Inc.
• To: Denver Water
• Media Type: D
• Archive: No

HazeltinelRoad Runners Rest IllBrinkmann•Woodward Gravel Pits Lining Project- Design Technical Memorandum
Denver Water
August 2003
TABLE 3.3
STABILITY ANALYSIS SAFETY FACTORS AND MINIMUM SLOPE OFFSET
DISTANCE

Slope Geometry Computed
Safety
Factor Required
Safety
Factor

Minimum Offset Distance{'t
ft
35 Foot S eclion
Near Vertical 7.37 61.0
1.OH:1 V 1.29 33.0
1.25H:1 V 1.30 24.0
1.4H:1 V 1.30 20.0
1.5H:1 V 1.29 19.0
1.SH:1 V with 20 toot wide 200 sf surchar a 1.29 20.0
1.75H:1 V 1.29 10.0
1.75H:1 V with 20 foot wide 200 sf surchar a 1.30 13.0
Interior 2H:1 V 1.34 1 30 1.0
Slope 2.OH:1 V with 20 foot wide 200 sf surchar a 1.32 3.0
2.OH:1V Stabilization Fill over 1H:1V Existin Ground 1.30 21.0
2.OH:1V Stabilization Fill over 1H:1V Existing Ground
with 20-foot-wide 200 sf surchar e 1 29 21 0
2.5H:1V Stabilization Fill over 1H:1V Existin Ground 1.30 7.0
2.SH:1 V Stabilization Fill with 20 foot wide 200 psf
surchar e 1 27 8 0
2.SH:1V Stabilization Fill over 1H:1V existing ground,
em reservoir 1,34 1.0
Exterior 0.8H:1V 1.51 1
50 32.0
Slope 1.4H:1 V 1.51 . 20.0
55 Foot Section
1.OH:1 V 1.24 45.0
i
ti
E 1.75H:1 V 1.30 15.0
x
ng
s
I
t
d 1.75H:1 V with 20 foot wide 200 sf surchar a 1.30
1
30 16.5
n
e
or
Slo
e 2H:1V 1.36 ' 2.0
p 2H:1 V with 20-foot-wide 200 sf surchar a 1.35 2.0
2.OH:1V Em Reservoir 1.40 2.0
1.75H:1 V 1.49 30.0
2.OH:1 V 1.51 19.0
2.OH:1 V with 20 foot wide 200 sf surchar a 1.45 16.0
Unmined
i
I
t 2.SH:1 V 1.69
1
50 4.0
or
n
er
Slo
e 2.SH:1 V with 20 foot wide 200 sf surchar a 1.67 . 4.0
p 3.OH:1 V 2.03 4.0
3.OH:1V Em t Reservoir 2.13 7.0
3.OH:1 V with 20-foot-wide, 200 sf surchar a 1.92 2.0
Note:
1. Offset distance measured from the edge of the crest [o the point where the top of the failure surface intersects the crest (Figure
3.1).
3.8 Stabilization Fill Areas
Based on available topography, the existing exterior slopes along the South Platte River,
between about Station 40+00 and 64+00; Stations 76+50 to 79+25; and Stations 80+50 to
84+50 range from about 0.8H:1 V to 1.4H:1 V. Also, some of the existing interior slopes in
these areas have been modified since the available topographic plans were produced. Based on
field observations, the existing interior slopes appear to range from about near vertical to
1.25H:1 V. These slope configurations and the existing crest width in these areas along the
GEI Consultants, Inc. 12 0308003-0>-311A-1{ueltine Design TN