HomeMy WebLinkAboutB07-0096 Civil Improvement PlanAlpine Engineering, Inc.
34510 Unit A-9, Edwards Business Center
P.O. Box 97, Edwards, CO 81632
PH: (970) 926-3373 FAX: (970) 926-3390
ALPINE
ENGINEERING INC
LETTER OF TRANSMITTAL:
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Date:
Job No:
Job Title: _L&_.) We are sending the following items via I V>L
shop drawings reproductions rigals specifications
copy of letter change order samples other
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ALPINE ENGINEERING, INC.
April 5, 2007
Tom Kassmel, Town Engineer
Town of Vail
Department of Public Works and Transportation
1309 Elkhorn Drive
Vail, CO 81657
Tom,
The following is a response to the Public Works comments on the Willows Civil Improvement plan set
dated 2/26/07.
1. Please provide the drainage calculation showing a 4' pan with a 1" invert has adequate
drainage capacity.
A 4' pan with a 2" invert is proposed in order to provide extra capacity in the event that the
pan becomes "clogged" with ice or other debris. The Town of Vail design criteria specifies
that "a 10 year frequency storm runoff be used to design inlets and other facilities draining the
street surface." Flows are expected to be highest at study point C (See Drainage Area Maps
included in Attachment B).
For Study Point C based on a 10 year frequency storm:
C = 0.70 (weighted, taken from Denver Drainage Criteria Manual Table 3-1)
1= 3.4 in/hr (taken from the Intensity-Duration-Frequency Curves for Vail, CO)
A = 0.0820 Acres
Therefore, the Q10 is 0.195 cfs at study point C, which produces a depth of flow in a 4' pan
with a 2" invert of 0.9883" (see Attachment A).
2. Please provide drainage calculations showing that the new drainage connected to the
existing storm will not exceed the existing storm sewers capacity.
The Willows is proposed to have inlets, storm sewer, curb and gutter, and concrete pans to
transport drainage through and off the site. In order to model offsite conditions, assumptions
were made regarding the existing storm sewer's design based on field observations,
conversations with Tom Kassmel, and known information. Those assumptions are noted on
the Drainage Area Maps, which are included in Attachment B. Onsite and offsite peak flows
for the Willows were calculated using the Rational Method for the 25- and 100-year storm
events. Runoff coefficients were calculated using the method provided in the Denver Urban
Drainage and Flood Control District's (UDFCD) Storm Drainage Criteria Manual. For the
UDFCD method, they have derived a formula for the relationship between the runoff
coefficient and the percentage imperviousness for different storm return periods. The results
of this formula were provided in Table 3-1 in the Runoff Chapter of the UDFCD Manual. The
Runoff Coefficient was determined using three types of cover found at the Willows:
pavement, multi-unit (attached), and lawns. Runoff Coefficient calculations are included in
Attachment C. Table 3-1 is also included in Attachment C. Time of Concentration was
assumed to be a minimum of 5 minutes. The rainfall intensities for the Willows were obtained
from Rainfall Intensity curves developed for the Town of Vail. A copy has also been included
in Attachment C. The results were then entered into Hydraflow Modeling software to
calculate hydraulic grade lines for the storm sewer system. The results of the Hydraf low
Edwards Business Center • P.O. Box 97 • Edwards, Colorado 81632 • (970) 926-3373 • Fax (970) 926-3390
models for the existing 25-year storm event, and 25- and 100-year developed storm events
are included in Attachments D, E, and F. Developed flows for the Vail Front Door project
were added as a known flow rate at existing manhole #2.
FI
14
Based on the assumptions noted on the drainage area maps, the existing 25-year model
shows that the existing 12" CMP pipe in Willow Road does not have adequate capacity for
existing conditions (See Attachment D). Developed models were performed for the 25-year
and 100-year events with the existing 12" CMP pipe replaced by an 18" RCP pipe. These
models show that the system would have adequate capacity for developed flows for both the
25-year frequency and 100-year frequency storms (See Attachments E and F).
3. The minimum public sewer pipe size shall be 18", unless extenuating design
circumstances exist and it is approved by the Town Engineer.
All storm sewer located within the ROW has been sized to at least 18"
4. The south wall between the access stair and the west property line should extend at
least 18" above finish grade on the back side to help protect the patios and building
from snowplow "slobber".
The developer is concerned that increasing the wall height 18" above the proposed finish
grade will prevent the ground level units from receiving adequate natural light. Extensive
landscaping is proposed between the wall and Vail road, and it is believed that this will
provide an adequate buffer for snowplow "slobber".
5. The entrance to the drive should have the first 40' and 22' with enough room to allow
two vehicles to stack off of the edge of road and still allow a vehicle coming out of the
garage to pass thru. The access key pad system should be placed in a location to
facilitate this. (It will therefore need to be moved back).
The access keypad has been relocated to accommodate stacking of two vehicles (See Sheet
0005a).
6. Provide a letter of intent from the owners of 44 Willow Place to enter into an easement
agreement to allow the west property line wall be located directly on property line and
to allow all necessary grading needed on their property to accommodate construction
of the wall and the storm sewer connection in the SW corner. A recorded easement
shall be submitted to the Town prior to any building permit release.
The letter of intent is currently in the hands of the owners of 44 Willow Place awaiting
signatures. As soon as a signed copy is received, it will be forwarded to the Town for your
record.
7. Show underdrains for west and south facing retaining walls. If they fall on adjacent
property then approval must be granted.
Underdrains have been added to the Plan. We are requesting approval from the Town of Vail
for the drain on the south retaining wall to be located within the Vail Road R.O.W.
8. Show where the foundation underdrains connect into storm sewer system. This flow
shall be included in the drainage calculations.
The underdrain system will be discharged into Inlet B (See Sheet 0005a). A flow rate of 1.34
cfs, based on the proposed 600 GPM pump rate, has been added to the Hydraflow drainage
model.
i
9. All tiebacks into the Town of Vail ROW must be temporary. No permanent tieback will
be allowed. Therefore the wall along the south property line must be free standing and
not tied back into the ROW.
The wall at the south property line will be composed of 3 walls. Two temporary walls with
tiebacks into the ROW will be stepped so that construction of the permanent wall can occur
on undisturbed soil (See Sheet 0003).
10. Please provide a profile for Willow Rd. showing positive drainage can be maintained.
Those areas noted as possible location for inlets should be regarded or inlets shown
as necessary.
Profiles have been added to the plan view sheets for the Willow Road streetscape. Inlets
have been added as required, and are included in the storm sewer models (See Streetscape
Plans).
11. Willow road should be regraded to be crowned.
I have it noted from discussions during our preliminary site walk through on September 29,
2006 that the road could be cross-sloped to match existing grades. Crowning the road would
pose potential problems with matching existing driveway grades.
12. Add storm sewer at east end of Willow Rd. to connect into existing inlet.
Storm sewer has been added as requested (See Streetscape Plans).
13. Revise west end alignment of Willow Rd. as redlined on drawing.
The alignment has been revised as requested (See Streetscape Plans).
14. The alignment of Willow Rd. at the Willows driveway may be able to be pushed further
north to help with providing stacking room on the driveway. See redlines.
No response.
15. In Hopes of providing the best design solution for the east intersection of Vail Rd. and
Willow Rd. by Riva Ridge, the Town would like to send the current design in that area
to our streetscape architects. This can be worked thru during the Building Permit
review process.
No response
Please call if you have any further questions or comments.
Sincerely,
, I ,A,
Ja
wles, P.E.
Cc: Steve Virostek
George Ruther
Charlie Davis
Mike McGee
Attachment A
Depth of Flow at Study Point C for a 4' Wide
Crosspan with a 2" Invert
DEPTH OF FLOW AT STUDY
FOR 4' CROSSPAN WITH 2"
Channel calculator
Given Input Data:
Shape
Solving for
Flowrate
Slope
manning's n
Height
Bottom width
Left slope
Right slope
DOINT C
INVERT
Trapezoidal
Depth of Flow
0.1950 cfs
0.0310 ft/ft
0.0130
2.0000 in
0.0000 in
0.0833 ft/ft (V/H)
0.0833 ft/ft (V/H)
Computed Results:
Depth 0.9883 in
velocity 2.3945 fps
Full Flowrate 1.2775 cfs
Flow area 0.0814 ft2
Flow perimeter 23.8121 in
Hydraulic radius 0.4925 in
Top width 23.7299 in
Area 0.3335 ft2
Perimeter 48.1855 in
Percent full 49.4175 %
Critical Information
critical
depth
1.3248
in
critical
slope
0.0065
ft/ft
Critical
velocity
1.3327
fps
critical
area
0.1463
ft2
Critical
i
l
perimeter
li
di
31.9187
in
cr
tica
us
hydrau
c ra
0.6601
in
Critical
top width
31.8085
in
specific
energy
0.1715
ft
minimum
energy
0.1656
ft
Froude n
umber
2.0803
Flow condition
Supercr
itical
Page 1
Attachment B
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DRAINAGE CRITERIA MANUAL
TABLE 3-1 (42)
RECOMEENDED•RUNOFF COEFFICIENTS AND PERCENT IMPERVIOUS
LAND USE OR
PERCENT
FREQUENCY
SURFACE CHARACTERISTICS
IMPERVIOUS
2
5
10
100
Business:
Commercial Areas
95
.87
.87
.88
.89
Neighborhood Areas
70
.60
.65
.70
.80
Residential:
Single-Family
*
.40
.45
.50
.60
Multi-Unit (detached)
50
.45
.50
.60
.70
Multi-Unit (attached)
70
.60
.65
.70
.80
112 Acre Lot or Larger
*
.30
.35
.40
.60
Apartments
70
.65
.70
.70
.80
Industrial:
Light Areas
80
.71
.72
.76
.82
Heavy Acres
90
.80
.80
.85
.90
Parks., Cemetaries:
7
.10
.18
.25
.45
Playgrounds:
13
.15
.20
.30
.50
Schools:
50
.45
.50
.60
.70
Railroad Yard Areas
20
.20
.25
.35
.45
Undeveloped Areas:
Historic Flow Analysis-
2
(See
"Lawns")
Greenbelts, Agricultural
Offsite Flow Analysis 45
(when land use not defined)
Streets:
Paved 100
Gravel (Packed) 40
Drive and Walks: 96
Roofs: 90
Lawns, Sandy Soil 0
Lawns, Clayey Soil 0
.43 .47 .55 .65
.87
.88
.90
.93
.40
.45
.50
.60
.87
.87
.88
.89
.80
.85
.90
.90
.00
.01
.05
.20
.05
.15
.25
.5C
RUNOFF
I NOTE: These Rational Formula coefficients may not be valid for large basins.
*See Figure 2-1 for percent impervious.
11-1-90
i
O Ln O
r cm r N
O O O O O O O O
f~ co In M N r O C
O E
E
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O
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O
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O O O O O O O O
y,; 1~ ~G In d' M N r G
C
M
0
0
N
3
N
Cl)
E
0
cn
3
0
ro
T
2
Hydraflow OF Report
Return
Period
Equation Coefficients (FHA)
(Yrs)
B
D
E
(WA)
1
0.0000
0.0000
0.0000
2
8.7475
4.2000
0.6438
3
0.0000
0.0000
0.0000
5
0.0000
0.0000
0.0000
10
50.9983
14.5000
0.9121
25
41.5136
10.7000
0.8322
50
0.0000
0.0000
0.0000
100
43.2400
8.8000
0.7792
Intensity = B / (Tc + D)^E
Page 1 of 1
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
2.10
1.58
1.31
1.12
1.00
0.90
0.82
0.76
0.71
0.67
0.63
0.60
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
10
3.40
2.76
2.33
2.02
1.78
1.60
1.45
1.33
1.23
1.14
1.07
1.00
25
4.20
3.33
2.79
2.40
2.12
1.90
1.73
1.58
1.46
1.36
1.28
1.20
50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
100
5.59
4.40
3.66
3.15
2.78
2.50
2.27
2.09
1.94
1.81
1.70
1.60
NO
Attachment D
Existing 25-Year Event
Storm Sewer Model
ww~'
W
cts
a
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LM
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Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
Dns
No.
rate
size
length
EL Dn
EL Up
slope
down
up
loss
line
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
No.
1
1
30.88
36 c
116.0
8136.70
8145.32
7.431
8139.02
8147.09
0.79
End
2
2
4.39
12 c
60.6
8146.43
8147.00
0.941
8147.88'
8150.05'
0.34
1
3
3
3.49
12 c
168.3
8147.00
8150.20
1.901
8150.39`
8154.21'
0.31
2
4
7
26.55
36 c
18.6
8145.32
8146.70
7.425
8147.88
8148.34
0.59
1
5
9
26.38
36 c
36.2
8146.70
8149.39
7.423
8148.94
8151.03
0.49
4
6
10
26.18
36 c
150.8
8149.49
8151.50
1.332
8151.51
8153.13
0.52
5
7
11
25.00
36 c
22.0
8151.50
8156.80
24.090
8153.65
8158.39
0.67
6
8
12
0.19
12 c
16.2
8148.20
8149.50
8.019
8148.94
8149.68
0.06
4
9
13
1.20
12 c
30.5
8152.70
8152.95
0.820
8153.65
8153.72
0.05
6
Project File: willows exsting 25 yr.stm
Number of lines: 9
Run Date: 04-02-2007
NOTES: c = circular; e = elliptical; b = box; Return period = 25 Yrs.; " Indicates surcharge condition.
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4
Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
Dns
No.
rate
size
length
EL Dn
EL Up
slope
down
up
loss
line
(cfs)
(in)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
No.
1
1
54.33
36 c
116.0
8136.70
8145.32
7.431
8139.05
8147.67
1.30
End
2
2
7.13
18 c
60.6
8146.43
8147.00
0.941
8148.97'
8149.25*
0.38
1
3
3
5.93
18 c
168.3
8147.00
8149.50
1.485
8149.63
8150.43
0.62
2
4
4
2.35
18 c
33.9
8149.70
8150.03
0.972
8151.05
8151.05
0.07
3
5
5
2.04
18 c
82.1
8150.03
8151.01
1.194
8151.12
8151.56
0.21
4
6
6
0.27
18 c
22.7
8151.21
8151.42
0.926
8151.77
8151.77
0.01
5
7
7
47.48
36 c
18.6
8145.32
8146.70
7.425
8148.97
8148.90
0.97
1
8
8
0.54
18 c
20.6
8147.00
8147.20
0.971
8149.63*
8149.63*
0.00
2
9
9
47.14
36 c
36.2
8146.70
8149.39
7.423
8149.87
8151.58
0.79
7
10
10
46.87
36 c
150.8
8149.49
8151.50
1.332
8152.37
8153.84
0.83
9
11
11
45.00
36 c
21.6
8151.50
8156.80
24.570
8154.67
8158.94
1.08
10
12
12
0.36
12 c
16.2
8148.20
8149.50
8.019
8149.87
8149.85
0.03
7
13
13
1.12
12 c
18.4
8152.70
8152.80
0.543
8154.67*
8154.69*
0.03
10
14
14
0.78
12 c
11.6
8152.70
8152.80
0.862
8154.67*
8154.67*
0.02
10
Project File: willows developed 100 yr.stm
Number of lines: 14
Run Date: 04-04-2007
NOTES: c = circular; e = elliptical; b = box; Return period = 100 Yrs.; * Indicates surcharge condition.
to
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Attachment F
Developed 100-Year Event
Storm Sewer Model
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Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
Dns
No.
rate
size
length
EL Dn
EL Up
slope
down
up
loss
line
(cfs)
(in)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
No.
1
1
31.71
36 c
116.0
8136.70
8145.32
7.431
8139.02
8147.12
0.80
End
2
2
5.22
18 c
60.6
8146.43
8147.00
0.941
8147.92
8147.96
0.44
1
3
3
4.41
18 c
168.3
8147.00
8149.50
1.485
8148.41
8150.30
0.49
2
4
4
2.02
18 c
33.9
8149.70
8150.03
0.972
8150.79
8150.78
0.10
3
5
5
1.80
18 c
82.1
8150.03
8151.01
1.194
8150.88
8151.52
0.20
4
6
6
0.17
18 c
22.7
8151.21
8151.42
0.926
8151.72
8151.72
0.01
5
7
7
26.67
36 c
18.6
8145.32
8146.70
7.425
8147.92
8148.35
0.60
1
8
8
0.36
18 c
20.6
8147.00
8147.20
0.971
8148.41
8148.40
0.00
2
9
9
26.47
36 c
36.2
8146.70
8149.39
7.423
8148.94
8151.03
0.49
7
10
10
26.27
36 c
150.8
8149.49
8151.50
1.332
8151.52
8153.13
0.59
9
11
11
25.00
36 c
21.6
8151.50
8156.80
24.570
8153.72
8158.39
0.67
10
12
12
0.22
12 c
16.2
8148.20
8149.50
8.019
8148.94
8149.70
0.06
7
13
13
0.76
12 c
18.4
8152.70
8152.80
0.543
8153.72
8153.73
0.02
10
14
14
0.54
12 c
11.6
8152.70
8152.80
0.862
8153.72
8153.73
0.01
10
Project File: willows developed 25 yr.stm
Number of lines: 14
Run Date: 04-04-2007
NOTES: c = circular; e = elliptical; b = box; Return period = 25 Yrs.; * Indicates surcharge condition.
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