HomeMy WebLinkAboutDrainage Reports - 07/26/2013city offt..Collins ro Puns
Approved By
Date 2R —1 �.
AMENDMENT NO. 1 to the
FINAL DRAINAGE AND EROSION CONTROL REPORT
Evergreen Park Fourth Filing
Kaufman & Robinson, Inc.
Fort Collins, Colorado
08-July-2013
Prepared for:
Basis Architecture, PC
1692 Big Thompson Avenue, Suite 100
Estes Park, Colorado 80517
Phone: 970.586.9140
Prepared by:
Troy W. Campbell, PE
Ridgeline Consultants, Inc.
16911 Potts Place
Mead, Colorado 80542
Phone: 970.217.9148
RCI Project Number: 0114-1
v,
Mead, CO 80542� 9y--I—Consultants, Inc..
____, ._990:219:9i'4S--Y qG
July 8, 2013
Mr. Glen Schlueter
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, CO 80521
RE: Amendment No. 1 to the Final Drainage and Erosion Control Report for Evergreen Park Fourth
Filing- Kaufrnan & Robinson, Inc., Fort Collins, Colorado
Dear Mr. Schlueter:
We are pleased to present this Amendment No. 1 to the Final Drainage and Erosion Control Report for
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc., for your review and approval. This Amendment
has been prepared in accordance with the City of Fort Collins Storm Drainage Design Criteria (Revised
January 1997).
The proposed project consists of the following:
• Building addition; and,
• Parking area expansion south of the building.
A possible future phase of development may include:
• Parking area expansion on the west side of the site; and,
• One (1) building.
We look forward to your favorable review of this project and Amendment. Please do not hesitate to contact
us if you have any questions.
Sincerely,
Ridgeline Consultants, Inc.
C
Troy W. Campbell, PE
Project Manager
piL�iiT'`TL
Consultants, Inc.
Amendment No. 1 to the Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
July 8, 2013 Page 2
L GENERAL LOCATION AND DESCRIPTION
A. Site Location:
The proposed development is located in the northwest quarter of Section 1, Township 7
North, Range 69 West, of the 61h Principal Meridian, City of Fort Collins, County of
Larimer, State of Colorado. Furthermore, the site is further described as Evergreen Park,
Fourth Filing, which is north of Conifer Street, south of Willox Lane and east of College
Avenue. More particularly, the proposed site is located at the northeast corner of the
intersection of Blue Spruce Drive and Red Cedar Circle.
B. Site Description:
The entire Kaufman & Robinson, Inc. site consists of approximately 1.75 acres and contains
one (1) building, landscaping, sidewalks and associated parking and drive areas and an
existing detention pond. The existing on -site slopes range from approximately 0.5% to 2%.
Existing ground cover on the lot consists of the above items as well as moderate vegetation,
including weeds and grasses.
According to the SCS soils map, the native soil in this area is Nunn Clay Loam. Nunn Clay
Loam is a Type C soil and according to the SCS, this soil type is classified as well -drained.
Refer to the approved Final Drainage and Erosion Control Report - Evergreen Park Fourth
Filing, dated March 23, 2010 for additional information.
Existing drainage facilities near and adjacent to the site include the existing onsite detention
pond (Pond A) as well as concrete curb & gutter, concrete pan and swales. Furthermore, the
adjacent property to the north contains an existing detention pond on the east side of that
site. This pond was constructed as part of the improvements for Lots 1 &2, Block 5, Replat
(No. 1) of Evergreen Park.
The existing Evergreen West pond is located east of the proposed site. The existing high
water elevation for this pond is approximately 4962.5.
C. Proposed Project Description:
The proposed Kaufman & Robinson, Inc. Shop Addition development will consist of a
building addition, landscaping, and associated parking and drive areas. A future phase of
construction may consist of one (1) building and associated parking and drive areas. The
detention pond has been redesigned based on these two phases of development.
The lots immediately to the north and south have been developed. Each site consists of
multiple buildings, landscaping, sidewalks and associated parking and drive areas.
RIVULLINE
Consultants, Inc.
Amendment No. 1 to the Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
July 8, 2013 Page 3
D. Flood Hazard and Relevant Drainage Studies:
The proposed site is not located within a FEMA delineated floodplain. The site was
removed from the floodplain with the Dry Creek Diversion project improvements.
Relevant drainage studies for this area include:
• Greenbriar-Evergreen Master Drainage Plan, prepared by Engineering
Professionals, Inc.
• Final Drainage and Erosion Control Report for Lots 1 & 2, Block S, Replat (No. 1)
of Evergreen Park, dated January 1999, prepared by Shear Engineering Corporation.
• Final Drainage and Erosion Control Report - Evergreen Park Fourth Filing, dated
March 23, 2010, prepared by Ridgeline Consultants, Inc.
II. HISTORIC DRAINAGE SYSTEM
A. Major Basin:
This site is located within the Dry Creek Drainage Basin as shown on the City of Fort
Collins Drainage Basin Master Plan, approved by the City Council in June 2004.
Furthermore, this area has been analyzed in the reports listed in I.D. above. The basis for
the drainage design is the City of Fort Collins Drainage Basin Master Plan conclusions and
recommendations.
B. Sub -basin and Site Drainage:
The runoff from this site currently flows generally from the west/northwest portion of the
site to the eastern side of the site to the existing detention pond (Pond A). The detained
runoff from this site currently drains into the existing Evergreen West pond, located east of
the site.
Virtually no off -site runoff enters the proposed site. The lots to the north and south have
existing development and conveyances for their site runoff.
The drainage patterns proposed with the development of the Kaufman & Robinson Shop
Addition and future building are generally consistent with the drainage patterns described in
previous studies for the proposed site.
p1LVLLIVIL
Consultants, Inc.
Amendment No. 1 to the Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
Julv 8.2013
III. PROPOSED (DEVELOPED) DRAINAGE SYSTEM
4
A. Criteria:
Drainage design is in accordance with the City of Fort Collins Storm Drainage Design
Criteria as well as the Urban Drainage and Flood Control District Criteria Manual. There
are no deviations from the criteria in this report.
The design storms for this project are the 10-year and the 100-year recurrence intervals.
Runoff is calculated using the rational method since all basins are smaller than 160 acres.
The rational method calculations are computed by the following:
Q = CtciA where: Q = Runoff in cubic feet per second
Cf = Rational Method frequency adjustment factor
c = Calculated runoff coefficient for design event
i = Storm intensity in inches/hour
A = Basin area in acres
Cfis 1.0 for the 10-year storm and 1.25 for the 100-year storm. Furthermore, the product of
c times Cfshall not exceed 1.0.
Hydrological calculations have been prepared in accordance with the City of Fort Collins
Storm Drainage Design Criteria as well as the Urban Drainage and Flood Control District
Criteria Manual.
B. Runoff:
This proposed development is part of the Evergreen Park development. The approved
Evergreen Park Drainage Plan & Report, dated June 11, 1973, prepared by VTN Colorado
as well as the Final Drainage and Erosion Control Report for Lots 1 & 2, Block 5, Replat
(No. 1) of Evergreen Park, dated January 1999, prepared by Sheaf Engineering Corporation,
have been reviewed as part of the analysis of the drainage for this site and the
recommendations have been incorporated where feasible.
Runoff calculations for this site have been completed in accordance with the City of Fort
Collins criteria and are included in the Appendix of this Amendment. Runoff will be
conveyed via sheet flow, concrete pan, curb & gutter and grass swale to the existing
detention pond (Pond A).
The runoff for the site was determined using the rational method, as detailed above. The
entire site will have three (3) drainage basins and zero (0) off -site basins. The basins have
been revised to direct runoff to the existing detention pond and to limit site disturbance to
the extent practicable.
p1LVLl,U IL
Consultants, Inc.
Amendment No. 1 to the Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
July 8, 2013 Page 5
Basin A: This basin is located in the northwest/central portion of the site. Basin A includes
the existing building, sidewalks, parking, access roadway, future parking and landscaping.
Runoff from this basin will be conveyed to the existing detention pond (Pond A) via curb &
gutter, concrete pan, sheet flow and a proposed grass swale.
Basin B: This basin is located along the northern property line of the site. Basin B includes
a concrete pan and landscape area and drains to the existing detention pond (Pond A).
Runoff will be conveyed via the concrete pan. This basin has not been revised with this
Amendment.
Basin C: This basin is located in the southern/eastern part of the site and contains more than
half of the site area. Basin C includes the proposed building addition, future building,
existing Pond A, landscaping and undisturbed area. This basin has been designed to drain to
the detention pond via sheet flow and grass swale.
The following table shows the expected runoff from the proposed basins, based on the
current site layout.
Table 1: Runoff Summary
Basin ID
Area ac.
10 cfs
1nu cfs
A
0.71
2.98
7.07
B
0.08
0.09
0.24
C
0.95
1.51
3.85
C. Detention:
Detention for this site will be provided in existing Pond A, which is located on the eastern
portion of the site. The detention pond was designed to have a maximum release rate of
0.35 cfs. The pond has been redesigned to provide 0.35 ac-ft of storage (including WQCV).
The release rate is based on 0.2 cfs/acre, as allowed in the Dry Creek Basin. The release
from the pond will be controlled by an existing outlet structure and have a single -stage
release (100-year). The outlet structure is not being modified with this development.
The volume of Pond A is based on the 2-hour, 100-year design storm. The existing invert of
the pond is 4966.44 and the 100-year water surface elevation will be 4967.78, based on
existing elevations. Furthermore, the detention pond will have approximately 1 foot of
freeboard and an emergency overflow spillway.
The pond will release into the existing Evergreen West pond, which has an existing high
water elevation of 4962.5. The 100-year water surface elevation of the Evergreen West
pond is 4965.2 and the maximum water surface elevation is 4966.0. Refer to "Detention
Calculations" (Section C) for additional information.
MiUbLILINE
Consultants, Inc.
Amendment No. 1 to the Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufinan & Robinson, Inc.
July 8, 2013 Page 6
D. Open Channel Flow:
Concrete pans (2') are proposed in the bottom of the existing detention pond. Furthermore,
a temporary grass -lined swale with minimum 4:1 slopes is proposed south of the parking
area to convey runoff to the existing detention pond. These conveyances will see relatively
low to moderate flows and drain to existing and proposed storm drainage improvements.
E. Inlets:
There are no storm drainage inlets proposed with the improvements on this site. A future
inlet structure will be installed with the development of the future building in the southern
portion of the site.
F. Storm Sewer:
The proposed on -site storm sewer consists of an 18" RCP that will be utilized with the
development of the future building in the southern portion of the site. The existing pond
outlet pipe is a 12" ADS. The invert out of the pipe has a flared -end section and a riprap pad
to control velocity as the storm water flows to the Evergreen West pond.
IV. STORMWATER QUALITY AND SEDIMENT/EROSION CONTROL
A. Stormwater Quality:
The existing detention pond contains a stormwater quality component as part of the facility.
The detention pond design and volume will include 0.029 ac-ft of water quality capture
volume. The release from the outlet structure will be controlled by an existing water quality
plate and orifice plate.
A temporary grass -lined Swale is proposed in the middle portion of the site. This swale has
been sized to accept the 100-year flow from Basin A. This swale has been designed to have
4:1 side slopes and should provide a level of water quality for runoff from the parking and
drive areas that flow to Pond A.
B. Sediment/Erosion Control:
The site grading for the proposed project will occur during the initial phase of construction.
Several sediment and erosion control measures will be incorporated into this initial phase of
construction. The initial sediment and erosion control measures to be installed shall include
silt fence along the southern property line, as well as vehicle tracking control to the south of
the site entrance.
Furthermore, additional measures for sediment and erosion control shall consist of providing
straw wattles at low points in the curb & gutter as well as wattle dikes in the proposed grass -
lined swale. Also, there is an area near the west property line designated for a concrete
washout area.
p1LVMIAL
Consultants, Inc.
Amendment No. 1 to the Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
July 8, 2013 Page 7
Additionally, any area that has been disturbed by construction activities and left exposed for
more than thirty (30) days, shall receive drilled seeding and straw mulch at 2 tons/acre, until
permanent landscaping or ground cover has been provided.
All stormwater quality and sediment/erosion control measures shall be regularly inspected
and maintained during and after the completion of construction for the site. Furthermore,
sufficient care shall be taken by the contractor with materials handling and storage.
The proposed measures for sediment and erosion control shall be updated as necessary
during construction, and as warranted by site conditions.
V. CONCLUSIONS
A. Impact of Improvement:
The drainage design for the Kaufman & Robinson, Inc. Shop Addition, Evergreen Park
Fourth Filing is in general accordance with the City of Fort Collins Storm Drainage Design
Criteria and the Urban Drainage and Flood Control District Criteria Manual. The
drainage design also utilizes recommendations from the City of Fort Collins Drainage Basin
Master Plan. Furthermore, site disturbance is minimized to the extent practicable.
The runoff from this site will be controlled by existing and proposed storm drainage
facilities and improvements, including the detention pond. The drainage design for this
project should not negatively impact adjacent properties or the existing storm drainage
system.
B. State Compliance with Applicable Criteria:
The Kaufman & Robinson, Inc. Shop Addition, Evergreen Park Fourth Filing drainage
design is in general compliance with the City of Fort Collins criteria. The Urban Drainage
and Flood Control District Criteria Manual has also been utilized in the completion of the
drainage design for this site.
p1LULLENE
Consultants, Inc.
Amendment No. 1 to the Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
Julv 8.2013
VI.REFERENCES
1. City of Fort Collins Storm Drainage Design Criteria and Construction Standards, revised
January 1997.
2. Urban Drainage and Flood Control District, Drainage Criteria Manual Volumes 1 and 2,
prepared by Wright- McLaughlin Engineers, dated March 1969 (updated June 2001), and the
Volume 3 prepared by Wright -McLaughlin Engineers, dated September 1992 and revised July
1999.
3. Evergreen Park Drainage Plan & Report, prepared by VTN Colorado, dated June 11, 1973.
4. Master Storm Drainage and Detention Plan for Evergreen Park, prepared by Cornell
Consulting Company, no date.
5. Final Drainage and Erosion Control Report for Lots I & 2, Block 5, Replat (No. 1) of
Evergreen Park, prepared by Shear Engineering Corporation, dated January 1999.
6. Final Drainage and Erosion Control Report - Evergreen Park Fourth Filing, prepared by
Ridgeline Consultants, Inc., dated March 23, 2010.
Consultants, Inc.
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Hvdroloizic Calculations
RIDGELINE
Consultants, Inc.
Runoff Coeffecients
Sub -Basins
A-1
Project: Kaufman & Robinson, Inc. Shop Addit T� ^�T T�T�
Location: Blue Spruce Drive/Red Cedar Circle 13 j`�L V L ■ 11 r L
Fort Collins, Colorado i a
Project Number: 0114 Consttltnnts, Inc
Date: May-13
All calculations presented are based upon the criteria set forth in the
City of Fort Collins Storm Drainaee Design Criteria and Construction Standards
May 1984 (Revised March 1991 & January 19971
Basin A
(ac)
(sq.ft)
(%)
Design Point Surface Improvement
Area
Area
C
I
Comments
I
% of site area
Lawns, Sandy soil (flat <2%)
0.09
3905.9
0.20
0.00
12.6%
Curb & gutter and walks
0.11
4674.0
0.95
96.00
15.1 %
Paved Parking & Drives
0.30
12869.2
0.95
100.00
41.6%
Roofs
0.22
9500.0
0.95
90.00
30.7%
Avg.
0.86
83.71
100.0%
Total Area 0.71 0.86 83.71
Basin B
(ac)
(sq.ft)
(%)
Design Point Surface Improvement
Area
Area
C
I
Comments
2
% of site area
Lawns, Sandy soil (flat <2%)
0.07
3119.6
0.20
0.00
88.1%
Curb & gutter and walks
0.01
421.8
0.95
96.00
11.9%
Paved Parking & Drives
0.00
0.0
0.95
100.00
0.0%
Roofs
0.00
0.0
0.95
90.00
0.0%
Avg.
0.29
11.43
100.0%
Total Area F 0.08 0.29 11.43
Basin C
(ac)
(sq.ft)
(°/u)
Design Point Surface Improvement
Area
Area
C
I
Comments
3
% of site area
Lawns, Sandy soil (flat <2%)
0.63
27461.0
0.20
0.00
66.0%
Curb & gutter and walks
0.00
0.0
0.95
96.00
0.0%
Paved Parking & Drives
0.00
0.0
0.95
100.00
0.0%
Roofs
0.32
14126.9
0.95
90.00
34.0%
Avg.
0.45
30.57
100.0%
Total Area 0.95 0.45 30.57
Overall Site
(ac)
(sq.ft)
(%)
Design Point Surface Improvement
Area
Area
C
I
Comments
3
% of site area
Lawns, Sandy soil (flat <2%)
0.79
34486.5
0.20
0.00
45.3%
Curb & gutter and walks
0.12
5095.8
0.95
96.00
6.7%
Paved Parking & Drives
0.30
12869.2
0.95
100.00
16.9%
Roofs
0.54
23626.9
0.95
90.00
31.1%
Avg.
0.61
51.30
100.0%
Total Area 1.75 0.61 51.30
PH2O114 runoff coeff.xlslSutrBasins 5/26/2013
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Project: Kaufman & Robinson, Inc. Shop Addition
Location: Blue Spruce Drive/Red Cedar Circle
Fort Collins, Colorado
Project Number: 0114
Date: May-13
Rational Method
Direct Runoff- 10-YR
A-4
p1"vL1Jlr JLANL
Consultants, Inc.
Rational Method: Q = CfCIA
Q:
Q: Runoff in cfs (peak)
C:
C: Runoff Coefficient
Cr:
Cr: Frequency Adjustment Factor
I:
I: Rainfall Intensity (in/hr) for design event
A:
A: Basin Area (acres)
10-YEAR
Design Point Basin ID
Area
C CfC t' I
Q10
1 A
0.71
0.86 0.86 5.0 4.90
2.98 4.2 cfs/acre
2 B
0.08
0.29 0.29 9.1 3.92
0.09 1.1 cfs/acre
3 C
0.95
0.45 0.45 12.2 3.48
1.51 1.6 cfs/acre
F:\Ridgeline\Projects\0I 14\Phase 2\Ph20114 rationalAs 5/26/2013
Project: Kaufman & Robinson, Inc. Shop Addition
Location: Blue Spruce Drive/Red Cedar Circle
Fort Collins, Colorado
Project Number: 0114
Date: May-13
pl�v
Rational Method: Q = CfCIA Q: Q: Runoff in cfs (peak)
C: C: Runoff Coefficient
Cr. Cr. Frequency Adjustment Factor
1: I: Rainfall Intensity (in/hr) for design event
A: A: Basin Area (acres)
100-YEAR
Rational Method
Direct Runoff- 100-YR
A-5
NT El
IP l..IA
—Consultants, Inc.
Design Point
Basin ID
Area
C
CfC
t�
I
Q100
A
0.71
0.86
1.00
5.0
9.95
7.07
10.0
cfs/acre
2
B
0.08
0.29
0.36
8.5
8.20
0.24
3.0
cfs/acre
3
C
0.95
0.45
0.57
12.2
7.10
3.85
4.0
cfs/acre
3
ALL
1.75
0.61
0.76
12.2
7.10
9.46
5.4
cfs/acre
F:\Ridgeline\Projects\0114\Phase 2\Ph20114 rationalAs 5/26/2013
Hydraulic Calculations
p1LviLINE
Consultants, Inc.
B-1
Worksheet for Shop Addition Grass -Lined Swale - 100-YR
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
0.030
Channel Slope
2.00
%
Left Side Slope
4.00
ft/ft (H:V)
Right Side Slope
4.00
ft/ft (H:V)
Discharge
7.07
ft3/s
Results
Normal Depth
0.71
ft
Flow Area
2.04
ft'
Wetted Perimeter
5.90
ft
Top Width
5.72
ft
Critical Depth
0.72
ft
Critical Slope
0.01919
ft/ft
Velocity
3.46
fUs
Velocity Head
0.19
ft
Specific Energy
0.90
ft
Froude Number
1.02
Flow Type
Supercritical
LGVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
0.71
ft
Critical Depth
0.72
ft
Channel Slope
2.00
%
Critical Slope
0.01919
ft/ft
Ridgeline Consultants, Inc.
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
5/2612013 5:47:13 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1666 Page 1 of 1
Cross Section for Shop Addition Grass -Lined Swale 100-YR
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
0.030
Channel Slope
2.00
%
Normal Depth
0.71
ft
Left Side Slope
4.00
ft/ft (H:V)
Right Side Slope
4.00
ft/ft (H:V)
Discharge
7.07
ft3/s
Cross Section Image
7N
H. 1
B-2
Ridgeline Consultants, Inc.
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
5126/2013 5:49:37 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203.755.1666 Page 1 of 1
Lebo
Scenario: Base
CB-1
Cu 1 0-1
Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8i (SELECTseries 3)
KRi Addition 2013-03.stsw Center [08.11,03.77]
5/26/2013 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA +1-203-755-1666
c
0
w
Profile Report
Engineering Profile - Profile - 1 (KRi Addition 2013-03.stsw)
70.00
65.00 -
-0+50
0+00
CB-1
Rim: 69.00 ft
Invert: 67.35 ft
CO-1: 90.0 ft @ 0.005 ft/ft
Circle - 18.0 in PVC
Station (ft)
0+50
B-4
0-1
Rim: 68.75 ft
Invert: 66.90 ft
1+00
Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8i (SELECTsenes 3)
KRi Addition 2013-03.stsw Center (08, 11.03.77]
5/26/2013 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA +1-203-755-1666
C
0
= n o
o o
VI - O
x
B-5
Detention Calculations
RJILDGELINE
Consultants, Inc.
100 Year Volume
1*11-lykel[C]
Project
Kaufman & Robinson, Inc. Shop Addition
Location:
Blue Spruce Drive/Red Cedar Circle
Fort Collins, Colorado
Project Num 0114
Date:
May-13
'C'value
0.61
'C'' 125
0.7625
Area I.75 acres
Release Rate F 0.35
DETENTION POND SIZING (100-Year)
p1LVL1, JAL
Consultants, Inc.
Required detention
ft acre-ft.
TIME
TIME
NTENS
Q 100
Runoff
Release
Rec aired
Rec aired
cum
100 year
Volume
Cum total
Detention
Detention
(mans)
(sees)
(in/hr)
(cfs)
(ft"3)
(tl^3)
(ft^3)
(ac-ft)
0
0
0
0.00
0
0.0
0.0
0.0000
5
300
9,950
13.28
3983.109
105.0
3878.1
0.0890
10
600
7.720
10.30
6180.825
210.0
5970.8
0.1371
15
900
6.520
8.70
7830.113
315.0
7515.1
0.1725
20
1200
5.600
7.47
8967
420.0
8547.0
0.1962
25
1500
4.980
6.65
9967.781
525.0
9442.8
0.2168
30
1800
4.520
6.03
10856.48
630.0
10226.5
0.2348
35
2100
4.080
5.44
11432.93
735.0
10697.9
0.2456
40
2400
3.740
4.99
11977.35
940.0
11137.4
0.2557
45
2700
3.460
4.62
12465.73
945.0
11520.7
0.2645
50
3000
3.230
4.31
12930.09
1050.0
11880.1
0.2727
55
3300
3.030
4.04
13342.42
1155.0
12187.41
0.2798
60
3600
2.860
3.82
13738.73
1260.0
12478.71
0.2865
65
3900
2.720
3.63
14155.05
1365.0
12790.1
0.2936
70
4200
2.590
3.46
14515.33
1470.0
13045.3
02995
75
4500
2.480
3.31
14891.63
1575.0
13316.6
0.3057
80
4800
2.380
3.18
15243.9
1680.0
13563.9
0.3114
85
5100
2.290
3.06
15584.17
1785.0
13799.2
0.3168
90
5400
2.210
2.95
15924A3
1890.0
14034.4
0.3222
95
5700
2.130
2.84
16200.65
1995.0
14205.6.
0.3261
100
6000
2.060
175
1649188
2100.0
14392.9
0.3304
105
6300
2.000
2.67
16813.13
2205.0
14608.1
03354
110
6600
1.940
2.59
17085.34
2310.0
14775.3
0.3392
115
6900
1.890
2.52
17401.58
2415.0
14986.6
0.3440
120
7200
1.840
2.46
17677.8
2520.0
15157.8
0.3480
125
7500
1.790
2.39
17913,98
2625.0
15289.0
0.3510
130
7800
1.750
2.34
1821422
2730.0
15484.2
0.3555
135
8100
1.710
2.28
18482.43
2835.0
15647.4
0.3592
140
8400
1.670
2,23
18718.61
2940.0
15778.6
0.3622
145
8700
L630
118
18922.77
3045.0
1587T8
0.3645
150
9000
1.600
2.14
19215
3150.0
16065.0
0.3688
155
9300
1.570
2.09
19483.21
3255.0
16228.2
0.3725
160
9600
1.540
2.05
19727.4
3360.0
16367.4
0.3757
165
9900
1.510
2.01
19947.57
3465.0
16482.6
0.3784
170
10200
1.480
1.97
20143.73
3570.0
16573.7
0.3805
175
10500
1.450
1.93
20315.86
3675.0
16640.9
0.3820
180
10800
1.420
1.89
20463.98
3780.0
16694.0
0.3830
185
11100
1.400
1.87
20736.19
3885.0
16851.2
0.3969
190
11400
1.380
1,94
20992.39
3990.0
17002.4
0.3903
195
11700
1.360
1.81
2123158
4095.0
17137.6
0.3934
200
12000
1.340
1.79
21456.75
4200.0
17256.8
0.3962
205
12300
1.320
1.76
21664.91
4305.0
17359.9
0.3985
210
12600
1.300
1.73
21857.06
4410.0
17447.1
0.4005
215
12900
1.280
1.71
22033.2
4515.0
17518.2
0.4022
220
13200
1.260
1.68
2219333
4620.0
17573.3
0.4034
225
13500
1.240
1.65
2233T44
4725.0
17612.4
0A043
230
13800
1220
1.63
22465.54
4830.0
17635.5
0.4049
235
14100
L210
1.61
22765.77
4935.0
17830.8
0.4093
240
14400
1.2()0
1.60
230581
5040.0
18018.01
0.4136
100-Year Volume
C-1
Page 1
Erosion Control Calculations
p 1MATIT IN E
Consultants, Inc.
C-2
STAGE -STORAGE FOR IRREGULAR GEOMETRY
Project: Kaufman & Robinson, Inc. Shop Addition
Basin ID: Revised Detention Pond A
5/28/2013
Design Information (Input):
irsa r;ot : :;ita grad r:g r,ar, a:,tei water surface elevations
and measured contour areas in ascending order.
Water
Surface
Elevation
ft
Eq-elev.
Contour
Area
square feet
Volume
above
Datum
acre-ft
4966.44
01
0.000
49665011
250
0.000
4966 86]1
6.8001
0.029
4967.00
15,100
0.064
4967.50
16,025
0.243
4967,78
16,700
0.348
4968.00
17,275
0.434
4968.79l
17,775
0.752
r�
IWQSEL
1 100-yr WSEL
ITop of Pond
KRI pond volume 2013-03-01.xls, Irregular 5/2612013, 6:56 PM
in
Project: Kaufman & Robinson, Inc. Shop Addition
Location: Blue Spruce Drive/Red Cedar Circle T r
Fort Collins, Colorado PT j `Vi�l�� r
Completed by: twc IVIiiD L
Project Number: 0114 Consultants, Inc.
Date: May-13 Standard Form A
All calculations presented are based upon the criteria set forth in the
CCU of FortCollins Storm Drainage Design Criteria and Construction Standards
May 1984 (Revised March 1991 & January 1997)
RAINFALL PERFORMANCE STANDARD EVALUATION
Area 1 (to Detention Pond A)
Developed Subbasin
Erodibility Zone
Asb
(ac)
Lsb
(11)
Ssb
(%)
Aix L;
Aix Si
Lb
(11)
Sb
(%)
PS
M
A
Moderate
0.71
255.0
0.76
181.18
0.54
B
Moderate
0.08
240.0
0.69
19.51
0.06
C
Moderate
0.95
390.0
0.50
372.34
0.48
TOTAL
1.75
573.03
1.07
328.10
0.61
73.3
Asb = Subbasin Area
L,b= Subbasin Flow Path Length
Ssb= Subbasin Slope
Lb= Average Flow Path Length (Sum A; x L;/Sum A;)
Sb = Average Slope (Sum A; x S;/Sum A;)
PS is taken from Table 5.1 (through interpolation)
PH20114 ec calcs.xlskRainfall Performance 5/26/2013
D-2
Project: Kaufman & Robinson, Inc. Shop Addition pT�iFT T�T�
Location: Blue Spruce Drive/Red Cedar Circle
Fort Collins, Colorado 1161L V LULL I L
Completed by: twc C011su[t(tnts, inC.
Project Number: 0114
Date: May-13 Standard Form B
All calculations presented are based upon the criteria set forth in the
City of Fort Collins Storm Drainage Design Criteria and Construction Standards May 1984 (Revised March 1991 & January 1997)
EFFECTIVENESS CALCULATIONS
Treatment -Factor
Bare Soil (roughened
condition)
Gravel Filter, Sand
Bag
Silt Fence Barrier
Asphalt/Concrete
Grass
A- 1 it. Mf.oAnn DnnA AI
P-Factor
Comments
1.00
0.90
1.00
0.80
Wattle Filter
1.00
0.50
0.01
1.00
0.06
1.00
A,y
Erosion Control Methods
Developed Subbasin
(ac)
A
0.71
Bare Soil (Roughened Condition)
Asphalt/Concrete
0.22
0.08
Grass
0.09
Gravel Filter, Sand Bag
x
Silt Fence
x
Net C-Factor
0.32
Net P-Factor
0.92
Eff [(I -C X P) X 100] =
70.6
B
0.08
Bare Soil (Roughened Condition)
Asphalt/Concrete
0
0
Grass
0
Gravel Filter, Sand Bag
Net C-Factor
0.00
Net P-Factor
0.40
Eff [(I -C X P) X 1001 _
100.0
C
0.95
Bare Soil (Roughened Condition)
Asphalt/Concrete
0.15
0
Grass
0.6
Gravel Filter, Sand Bag
x
Silt Fence
x
Net C-Factor
0.20
Net P-Factor
1.24
Eff [(1 -C X P) X 1001=
75.1
Total Area 1.75
Required PS 73.30%
Total Effectiveness 74.42% IThe Proposed Plan is OK
PH20114 ec calcs.xlslEC Effectiveness 5/26/2013
7
• D-3
Project: Kaufman & Robinson, Inc. Shop Addition
Location: Blue Spruce Drive/Red Cedar Circle
Fort Collins, Colorado
Completed by: twc
Project Number: 0114
Date: May-13
EROSION CONTROL OPINION OF COST
Consultants, Inc.
Item
Description
Work Item
Units Quantity
Unit
Price
Total
EROSION CONTROL
ECl
Silt Fence
If 460
$
4.00
$
1,840.00
EC2
Wattle Filter
ea 6
$
350.00
$
2,100.00
EC3
Wattle Dike
ea 2
$
250.00
$
500.00
EC4
Vehicle Tracking Control
ea 1
$
650.00
$
650.00
EC5
Concrete Washout Area
ea 1
$
500.00
$
500.00
IV,
`xt : ".
s;�Tota1=
$
5,590.00
CITY RESEEDING COST FOR SITE AREA
RS1 Reseed/Mulch (all disturbed area) acre 1.3 $ 800.00 $ 1,040.00
1,040.00
REQUIRED DEPOSIT FOR EROSION CONTROL
Erosion Control $
with*Facfor:M5) $
5,590.00
8,385.00
PH2O114 cc calcs.xls\Estimate
5/26/2013