HomeMy WebLinkAboutDrainage Reports - 04/17/1997PROPUtTr
FORT COLLMS OF
9911
port
F
final A d Report
Final Drainage and Erosion Control Report
for
SWALLOW TOWNHOMES P.U.D.
Fort Collins, Colorado
Prepared for:
ANCHOR DEVELOPMENT CORPORATION
1083 Wild Cherry Lane
Ft. Collins, Colorado 80521
i
" Prepared by:
SHEAR ENGINEERING CORPORATION
Project No: 1555-01-96
DATE: February, 1997
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-031 1
!J •
February 5, 1997
Project No: 1555-01-96
Basil Harridan / Matt Fater
City of Ft. Collins Stormwater Utility
P.O. Box 580
Ft. Collins, Colorado 80524
Re: Swallow Townhomes P.U.D.; Fort Collins, Colorado.
Dear Dear Basil and Matt,
SHEAR
ENGINEERING
CORPORATI N
This is a response to your review comments concerning the final utility plans and Final Drainage and
Erosion Control Report for Swallow Townhomes P.U.D. This response will also address general
discussion items which may not specifically associate to the plan comments.
GENERAL ITEMS:
We are incorporating an EXISTING CONDITIONS PLAN which identifies the existing
conditions based on a survey by RJL Surveys; RJL Project No: 1061; survey dated 11/21/96.
The existing conditions plan is for reference only and has been provided for clarity. This
existing conditions plan defines the current water ponding potential. The property is currently in
a retention condition. The storm sewer outfall is not exposed.
The existing "strip" south of the Swallow Townhomes P.U.D. site is a 25' tract which was
originally dedicated with the Wagon Wheel Filing No. 1 plat as a irrigation ditch right-of-way.
This tract is owned by the City of Fort Collins. The plat does not incorporate this strip and it will
not incorporate this strip. It is not a part of the P.U:D.
A detailed storm sewer extension profile has been developed and added to the plans. The
existing storm sewer line represented on the storm sewer profiles are based entirely on field data
provided by RJL Surveys. The existing sewer line and water line represented on the storm sewer
profiles are based in part on field data provided by RJL Surveys and in part on the West Swallow
Road design profiles prepared by James H. Stewart Consulting Engineers for the Poudre R-1
School District on a design sheet titled "Plan and Profile of Water and Sewer Mains on South
Shields Street and Swallow Road"; Stewart Project No: 1645; Plan Sheet dated 04/07/72.
Attached is a copy of the storm sewer lateral design profile provided with the design drawings
for the Shields Street Improvements which were prepared by the City of Fort Collins and dated
4-91. This profile indicates a 15" RCP, Class IV O 1.00%. Survey data provided by RJL
Surveys indicates a 12" RCP.
We had attempted to obtain a drainage report from your department for the Shields Street
improvements. We were advised that a drainage report had not been done.
Please note that a separate calculation has been provided which identifies the storage volume
requirements for Swallow Townhomes P.U.D. only. The volume required for Swallow
Townhomes P.U.D. is 0.25 acre feet compared to the overall 0.34 acre feet required considering
offsite contribution. This is approximately 75% of the total required volume.
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-0311
PAGE 2
February 5, 1997
Project No: 1555-01-96
Re: Swallow Townhomes P.U.D.; Fort Collins, Colorado
GENERAL ITEMS:
* We will provide easement dedication packages to Engineering and Stormwater Utility under
separate cover for your review. An easement will be required for grading on the property to the
west of Swallow Townhomes P.U.D. (Jon -El RUM.). Discussions with the owner have begun.
An easement may be required for grading on the City of Fort Collins property south of Swallow
Townhomes P.U.D.
* A note identifying the lowest allowable building opening for Units 12-17 and 24 (units adjacent
to the detention pond) has been provided on the Grading plan.
FINAL PLAT:
* The 25' "strip" south of Swallow Townhomes P.U.D. has been added to the plat for clarification.
It is clearly labeled. The owner is the City of Fort Collins.
UTILITY PLANS:
* A date has not been added to the Cover Sheet. Engineering requires that the date be revised to
the month of approval. This is when the date will be added.
* The original location of the emergency access drive across the limits of the detention pond has
been removed in is entirety.
* The existing storm sewer stub to the property has been relabeled to reflect 12" RCP.
If you have any questions or comments, please call Mark Oberschmidt or me at 226-5334.
Sincerel
Brian W. Shear, P.E.
Shear Engineering Corporation
BWS / meo
cc: Russ Wells; Anchor Development Corporation
Linda Ripley; VF Ripley Associates
Rick Lewis; RJL Surveys
Kerrie Ashbeck; City of Fort Collins Engineering
December 23, 1996
Project No: 1555-01-96
Basil Hamdan
City of Ft. Collins Stormwater Utility
P.O. Box 580
Ft. Collins, Colorado 80524
Re: Swallow Townhomes P.U.D.; Ft. Collins, Colorado
Dear Basil,
Enclosed, please find the Final Drainage and Erosion Control Report for the Swallow
Townhomes P.U.D. project. The hydrology data and the hydraulic analysis presented in this
report complies with the requirements of the City of Fort Collins Storm Drainage Criteria
Manual, dated March, 1984, and the City of Fort Collins Erosion Control Reference Manual.
If you have any questions or comments, please call Mark Oberschmidt or me at 226-5334.
Sincerely,
Brian W. Shear, P.E.
Shear Engineering Corporation
BWS / meo
cc: Anchor Development Corporation; Russ Wells
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-031 1
PAGE 1
Project No. 1555-01-96
Final Drainage and Erosion Control Report
L GENERAL LOCATION AND DESCRIPTION:
A. Location
1. Swallow Townhomes P.U.D. is located in the Southeast Quarter (SE 1/4) of the
Northeast Quarter (NE 1/4) of Section 27, T7N, R69W of the 6th P.M., Ft. Collins,
Colorado.
2. More specifically, Swallow Townhomes P.U.D. is located at the southwest corner of
the intersection of West Swallow Road and South Shields Street (See Vicinity Map).
3. The site is bounded by West Swallow Road on the north, South Shields Street on the
east, Wagon Wheel Subdivision Filing No. 1 on the south, and Jon -El P.U.D. on the
west.
4. There is a detention pond to the south in Wagon Wheel Filing No. 1 which is owned
and maintained by the City of Fort Collins.
B. Description of Property
1. The site is currently undeveloped and open. Existing ground cover consists primarily
of native dry land grasses. There are existing utilities around the perimeter of the site.
2. The site area is approximately 1.88 acres.
3. Development of the site will consist of 24 twnhomes (6-4 plexes) and the necessary
utilities to service them.
4. There are no major drainage ways located on or within 150 feet of the project site.
5. There is a 25' tract which was originally platted as an irrigation ditch right-of-way
with Wagon Wheel Filing No. 1 located along the common south property line of
Swallow Townhomes P.U.D. and Wagon Wheel Filing No. 1. This right-of-way was
vacated and purchased by the City of Fort Collins.
H. DRAINAGE BASINS AND SUB -BASINS:
A. Major Basin Description
1. The site is situated within the Spring Creek Drainage Basin as designated on the City
of Fort Collins Stormwater Basin Map.
a. The Basin Fee Rate for the Spring Creek Drainage Basin is $ 2,175 per gross acre
according to the development fee section of the City of Fort Collins Development
Manual.
b. This fee may be reduced if detention is provided.
PAGE 2
Project No. 1555-01-96
Final Drainage and Erosion Control Report
H. DRAINAGE BASINS AND SUB -BASINS:
B. Sub -Basin Description
1. The site is a low point which currently receives runoff from the following areas:
a. the Swallow Townhomes PUD site (area = 1.88 acres),
b. the southern (rear) portion of Jon -El P.U.D. ( area = 0.81 acres)
c. the area on the north side of the berm which defines the north side of the Wagon
Wheel Filing No. 1 detention pond ( area = 0.78 acres).
d. Refer to the offsite drainage exhibit attached in Appendix I.
2. The site is divided into two (2) sub -basins designated la and lb on the Drainage and
Erosion Control Plan.
a. Sub -basin la contributes runoff to the pond and has a total area of 1.59 acres.
b. Sub -basin lb contributes runoff to West Swallow Road and has a total area of
0.29 acres.
III. DRAINAGE AND EROSION CONTROL DESIGN CRITERIA:
A. Regulations
1. All storm drainage design criteria from the City of Fort Collins Drainage Criteria
Manual were considered.
2. All erosion control design criteria from the City of Fort Collins Erosion Control
Reference Manual were considered.
B. Development Criteria Reference and Constraints
1. The surrounding streets mentioned previously are built out to the curb and or
sidewalk. All proposed grading along those streets will match the existing grades at
the curb or sidewalk.
2. Detached sidewalk will be installed along West Swallow Road based on a typical
street section for a collector street.
3. There is an existing 15' type R storm sewer inlet located at the southwest corner of the
intersection of Shields Street and West Swallow Road. There is a 12" RCP storm
sewer stubbed into the northeast corner of the site. This is according to survey
information provided by RJL surveys. The plans for the intersection improvements
by the City of Fort Collins specified a 15" RCP to be stubbed into the site. The
northeast corner of the site is the logical location for the outlet from the detention
pond because of the existing storm sewer stub from the inlet on the south side of West
Swallow Road.
PAGE 3
Project No. 1555-01-96
Final Drainage and Erosion Control Report
III. DRAINAGE AND EROSION CONTROL DESIGN CRITERIA:
B. Development Criteria Reference and Constraints
4. There are existing underground utilities along the north property line of the site. This
limits the design of the detention pond which will outlet to the existing storm sewer in
West Swallow Road.
5. Jon -El P.U.D. is built io the west. The rear portion of Jon -El P.U.D. contributes
runoff to the site. Some grading on the Jon -El site will be required to ensure that the
historic drainage patterns are not disturbed.
a. We have used this area as part of the historic contributing area for the purpose of
determining the required detention volume.
b. We have assumed pre -developed conditions for historic conditions.
c. We have taken into account one half of the roof area of the two buildings in
determining peak developed flows to the site.
d. A temporary construction easement will be dedicated by separate document for all
offsite grading.
e. A drainage and utility easement will be dedicated by separate document for that
portion of the detention pond which is located outside of the limits of West
Swallow Townhomes P.U.D. site.
6. There is an existing detention pond to the south in Wagon Wheel Filing No. 1. The
center of the berm is approximately 45 feet south of the Swallow Townhomes P.U.D.
south boundary. The area between the berm and the common property line is
currently owned by the City of Fort Collins. This area contributes runoff to the
Swallow Townhomes P.U.D. site.
a. This area has been utilized as part of the historic contributing area for the purpose
of determining the required detention volume.
C. Hydrological Criteria
1. The Rational Method (Q = CIA) was used to determine the historic and developed
peak flows for the 2, 10 and 100-year storm events at critical points.
2. The detention pond is designed to store the difference in the volume generated by the
historic 2-year storm and the developed 100-year storm.
a. The pond is sized based on the total contributing area to the site (3.47 acres).
Refer to pages 7 and 8 in the drainage calculations located in Appendix I.
PAGE 4
Project No. 1555-01-96
Final Drainage and Erosion Control Report
M. DRAINAGE AND EROSION CONTROL DESIGN CRYI'ERIA:
C. Hydrological Criteria
b. Developed conditions include the rear 1/2 of the roofs of the 2 southernmost
buildings built with Jon -El PUD (0.10 acres) along with the developed Swallow
Townhomes P.U.D. site. The remainder of the offsite area is grassed (1.49 acres).
3. The maximum allowable release rate from the pond is based on the historic peak flow
for the 2-year storm for Swallow Townhomes P.U.D. and the offsite areas which
contribute runoff to the site. Historic conditions are defined as follows;
a. Swallow Townhomes - undeveloped
b. Offsite areas - undeveloped
D. Hydraulic Criteria
1. Orifice and weir equations and coefficients suggested by the City of Fort Collins
Storm Drainage Criteria Manual were utilized.
2. Storm sewer and drainage channel capacities were based on the Mannings Equation.
The Mannings coefficients are as suggested by the City of Fort Collins Storm
Drainage Criteria Manual.
W. DRAINAGE FACILITY DESIGN:
A. General Concept
1. Stormwater will be conveyed to the detention pond located in the eastern portion of
the site by overland and gutter flow.
2. Valley pans are provided in all swales and the detention pond where slopes are less
than 2.0% (0.02 ft/ft).
3. Existing grade conditions will require that a certain amount of fill placement and
general regrading occur within the limits of the Swallow Townhomes P.U.D. site, the
eastern portion of the Jon -El P.U.D. site and the 25' tract south of Swallow
Townhomes P.U.D., currently owned by the City of Fort Collins.
PAGE 5
Project No. 1555-01-96
Final Drainage and Erosion Control Report
IV. DRAINAGE FACILITY DESIGN:
B. Specific Details
1. Detention is required and will be provided. A 12" storm sewer stub is available for
the pond release at the northeast corner of Swallow Townhomes P.U.D. The existing
invert of the storm sewer stub dictates the bottom of detention pond elevation. The
existing grades along the perimeter of the site and the existing storm sewer outfall
invert both combine to limit the detention volume availability for the site.
2. The following table summarizes the detention pond design parameters.
* Bottom of pond elevation =
5065.27 feet
* Top of pond elevation =
5067.50 feet
* Detention Volume Provided =
0.36 ac-ft
=
15,565 cf.
* Detention Volume Required =
0.34 ac-ft
=
14,950 cf.
* Actual 100 year WSE in pond =
67.44 feet
* Actual freeboard available = 0.06 feet
* Total Contributing Area to Pond = 3.47 acres
* Maximum Allowable 100 year
release rate (Historic Q2) = 0.83 cfs
2. A Type 2 outlet structure will be installed in the northeast corner of the pond with a
four inch (4") orifice on the upstream side. The outlet will consist of the existing 12"
RCP storm pipe. The stage, elevation and release rate for the pond are summarized in
the table below.
Release
Stage
Elevation
Rate
(ft.)
(ft.)
(cfs)
0.73
5066.00
0.26
1.73
5067.00
0.52
2.23
5067.50
1.59
1.90
5067.46
1.06
1.93
5067.40
0.59
1.97
5067.44
0.83
Note
Top of pond
Required 100-year W.S.EI.
Top of outlet structure
Actual 100-year W.S.EI.
PAGE 6
Project No. 1555-01-96
Final Drainage and Erosion Control Report
IV. DRAINAGE FACILITY DESIGN:
B. Specific Details
3. The table below summarizes the stage -storage relationship for the detention pond.
Elevation
Stage
Storage
(cf.)
5065.27
0
0
5066.00
0.73
416
5067.00
1.73
8,069
5067.50
2.23
15,565
4. The existing 12" RCP outlet pipe from the outlet structure will convey water from the
pond to an existing 15' type R inlet at the southwest corner of the intersection of
South Shields Street and West Swallow Road. The stub will be extended beyond the
existing water and sewer lines to the outlet structure.
a. Slope = 0.01 ft/ft based on the design slope for the West Swallow Road storm
sewer. The actual slope of the pipe could not be determined because stub is
buried.
b. Mannings n = 0.013
c. Capacity (HW/D = 1.0) = 6.41 cfs
V. EROSION CONTROL:
A. General Concept
1. Erosion control measures will be as identified on the Drainage and Erosion Control
Plan.
2. An erosion control security deposit is required in accordance with City of Fort Collins
policy (Chapter 7, Section C: SECURITY; page 7.23 of the City of Fort Collins
Development Manual). In no instance shall the amount of the security be less than
$1,000.00.
3. According to current City of Fort Collins policy, the erosion control security deposit
is figured based on the larger amount of 1.5 times the estimated cost of installing the
approved erosion control measures or 1.5 times the cost to re -vegetate the anticipated
area to be disturbed by construction activity.
PAGE 7
Project No. 1555-01-96
Final Drainage and Erosion Control Report
V. EROSION CONTROL:
A. General Concept
4. The erosion control security deposit amount required for Swallow Townhomes
P.U.D. will be provided prior to the commencement of construction. An erosion
control cost estimate has been prepared for Swallow Townhomes P.U.D. and is
included in Appendix H. See the Erosion Control Security Deposit Requirements
document also located in Appendix II.
5. The erosion control security deposit is reimbursable.
VI. VARIANCE REQUEST:
A. Variance from City of Fort Collins Requirements
1. With this report, the developer is formally requesting a variance from:
a. the requirement that one (Y) foot of freeboard be provided.
2. The constraints on the grading caused by the surrounding topography do not allow us
to provide the required freeboard.
3. Detention volumes have been provided for some ' offsite areas which contribute
undetairied flows to the site and to the South Shields Street storm sewer.
B. Approval of this report indicates the approval of this variance request by the City of Fort
Collins.
VIL CONCLUSIONS•
A. Compliance with Standards
1. All drainage analysis has been performed according to the requirements of the City of
Fort Collins Storm Drainage Criteria manual and City of Fort Collins policy.
2. All Erosion Control design complies with the City of Fort Collins Erosion Control
Reference manual and generally accepted practices.
B. Drainage Concept
1. The drainage design for Swallow Townhomes P.U.D. is in accordance with City of
Fort Collins requirements.
2. There will be no adverse downstream effects due to the development of the site.
PAGE 8
Project No. 1555-01-96
Final Drainage and Erosion Control Report
VM. REFERENCES:
1. City of Fort Collins "Storm Drainage Design Criteria and Construction Standards";
May, 1984
2. City of Fort Collins "Erosion Control Reference Manual"; January, 1991
3. Urban Drainage and Flood Control District Drainage Criteria manual
4. Drainage Report for Jon -El P.U.D.; Stewart and Associates
5 Sheet 12 of 27 of the design drawings for the Shields Street Improvements; prepared
- by the City of Fort Collins; plans dated 4-91.
6. West Swallow Road design profiles prepared by James H. Stewart Consulting
Engineers for the Poudre R-1 School District on a design sheet titled "Plan and
Profile .of Water and Sewer Mains on South Shields Street and Swallow Road";
Stewart Project No: 1645; Plan Sheet dated 04/07/72.
APPENDIX I
Storm Drainage Calculations
FLOW SUMMARY FOR SWALLOW TOWNHOMES PAGE 1
DESIGN CONTRIBUTING AREA C2 C10 C100 Tc Tc I2 I10 I100 Q2 Q10 0100 DESIGN
POINT SUB 2,10 100
BASIN(S) ac. - min. min iph iph iph cfe cfe cfe
rrrrr rrrr♦:rrrrrrrrrerrrr rrrrrrrrrrrrrr»rr rrrr rr+rrrrrrrrrrrrrrrrrr+•rrr rrrrrrrrrrrrrrrrrrerrrrrrr»r
HISTORIC PLOWS
A OVERALL 3.47 0.20 0.20 0.25 42.00 40.00 1.20 2.19 3.60 0.83 1.52 3.12 RELRATE
A SITE ONLY 1.88 0.20 0.20 0.25 30.00 28.50 1.47 2.60 4.33 0.55 0.98 2.03 REPONLY
DEVELOPED PLOWS
A SITE ONLY 1.88 0.60 0.60 0.75 14.00 14.00 2.22 3.89 6.28 2.50 4.38 8.84 REFONLY
A OVERALL 3.47 0.44 0.44 0.55 15.50 15.50 2.11 3.70 5.98 3.21 5.62 11.35 DETAIN
DEVELOPED ONSITE PLOWS
A 1a 1.59 0.60 0.60 0.75 15.50 15.50 2.11 3.70 5.98 2.01 3.53 7.13 POND
B 1b 0.29 0.60 0.60 0.75 12.00 12.00 2.38 4.17 6.71 0.41 0.73 1.46 INLET
ABBREVIATIONS
I/P INLET AND PIPE
SW = SWALE
I = INLET
SHEAR ENGINEERING CORPORATION
SUBBASIN BREAKDOWN PAGE 2
PROJECT: SWALLOW TOWNHOMES DATE 12/17/96
LOCATION:FORT COLLINS BY MHO
PROJ.NO: 1552-01-96 FILE: SWALERUN
TOTAL SITE AREA = 1.88 ACRES = 81693 of
TOTAL BASIN AREA = 3.47 ACRES = 151153 of
BASINS SUB BASINS
HISTORIC DEVELOPED 1 2 3 4
ASPHALT 0.00 0.38 0.00 0.00 0.00 0.00
CONCRETE 0.00 0.17 0.00 0.00 0.00 0.00
GRAVEL 0.00 0.00 0.00 0.00 0.00 0.00
ROOFS - 0.00 0.55 0.00 0.00 0.00 0.00
LAWNS,SANDY SOIL
FLAT < 21, 0.00 0.00 0.00 0.00 0.00 0.00
AVERAGE 2 TO 7$ 0.00 0.00 0.00 0.00 0.00 0.00
STEEP > 7% 0.00 0.00 0.00 0.00 0.00 0.00
LAWNS, HEAVY SOIL:
FLAT < 2$ 3.47 2.37 0.00 0.00 0.00 0.00
AVERAGE 2 TO 7% 0.00 0.00 0.00 0.00 0.00 0.00
STEEP > 7% 0.00 0.00 0.00 0.00 0.00 0.00
TOTAL 3.47 3.47 0.00 0.00 0.00 0.00
RUNOFF COEFFICIENT SUB BASINS
HISTORIC DEVELOPED 1 2 3 4
C2-C10 0.20 0.44 0.00 0.00 0.00 0.00
C100 = 1.25-C2 0.25 0.55 0.00 0.00 0.00 0.00
NOTE: THE HISTORIC SITS CONSIDERS OFFSITE FLOWS FROM JON-EL AND WAGON
WHEEL
DEVELOPED CONDITIONS INCLUDE 0.1 ACRES OF ROOF FROM SON -EL PUD
AND 1.49 ACRES OF GRASSED AREA FROM JON-EL AND WAGON WHEEL
SITE BREAKDOWN
SF ACRES C2 C X A
ROOF 19584 0.45 0.95 0.43
CONCRETE 7268 0.17 0.95 0.16
ASPHALT 16742 0.38 0.95 0.37
SUBTOTAL 43594 1.00 0.95 0.95
GRASS 38299 0.88 0.20 0.18
TOTAL 81893 1.88 1.13
CONCLUDE:C VALUE FOR SITS = 0.60
C100 = 1.25*C2 = 0.75
No Text
SHEAR ENGINEERING CORPORATION
HISTORIC PAGE 3
PLOW TO CONCENTRATION POINT A
OVERALL AREA
PROJECT: SWALLOW TOWNHOMHS DATE 12/17/96
LOCATION:FORT COLLINS PROD. NO.1555-01-96
PILE: SWALRUN BY MEO
AREA (A)= 3.470 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR
100
YEAR
C = 0.20 0.20
0.25
SEE SPREAD SHEET ATTACHED ON PAGE
2
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH = 500 FEET SLOPE = 1.00
t
2 YEAR 10 YEAR
100
YEAR
C = 0.20 0.20
0.25
Ti (min)= 37.63 37.63
35.54
TRAVEL TIME (Tt)=L/(60-V) FLOW TYPE
L (ft) = 180 S (}) = 1.00 LAWN
L (ft) =? S (%) =? ?
L (ft) =? S (}) =? ?
L (ft) =? S (}) =? ?
L (ft) =? S (}) =? ?
L (ft) =? S (}) =? ?
L (ft) =? S (%) =? ?
NOTE: ALL VELOCITIES TAKEN FROM FIGURE
3-2
NO TRAVEL TIME FOR HISTORIC CONDITIONS
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR
100
YEAR
Tc (min)= 41.92 41.92
39.63
USE Tc = 42.0 42.0
40.0
INTENSITY (I) (iph)
2 YEAR 10 YEAR
100
YEAR
I = 1.20 2.19
3.60
NOTE: INTENSITIES TAKEN FROM FIGURE
3-1
RUNOFF (Q= CIA) (cfs)
2 YEAR 10 YEAR
100
YEAR
Q = 0.83 1.52
3.12
V (fps)
=
0.7 Tt(min)=
V (fps)
=?
Tt(min)=
V (fps)
=?
Tt(min)=
V (fps)
=?
Tt(min)=
V (fps)
=?
Tt(min)=
V (fps)
=?
Tt(min)=
V (fps)
=?
Tt(min)=
TOTAL TRAVEL
TIME(Ti)(min)=
Ti+Tt = 39.83
CONCLUDE:USE THE 2-YEAR PEAK FLOW FOR THE RELEASE RATE FROM THE DETENTION POND
4.29
0.00
0.00
0.00
0.00
0.00
0.00
4.29
SHEAR ENGINEERING CORPORATION
HISTORIC PAGE
FLOW TO CONCENTRATION POINT A
SITE ONLY
PROJECT: SWALLOW TOWNHOMBS DATE 12/17/96
LOCATION:FORT COLLINS PROJ. NO.1555-01-96
FILE: SWALRUN BY MEO
AREA (A)= 1.880 ACRES
RUNOFF COEF. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.20 0.20 0.25
GRASS, FLAT, HEAVY SOIL
TIME OF CONCENTRATION (TO
OVERLAND TRAVEL TIME (Ti)
LENGTH = 320 FEET
SLOPE
= 1.00 %
2 YEAR
10 YEAR
100
YEAR
C = 0.20
0.20
0.25
Ti (min)= 30.11
30.11
28.43
TRAVEL TIME (Tt)-L/(60*V)
FLOW TYPE
NOT APPLICABLE
L (ft) =? S M
=?
?
V (fps)
=?
Tt(min)=
L (ft) =? S (t)
=?
?
V (fps)
=?
Tt(min)=
L (ft) =? S M
=?
?
V (fps)
=?
Tt(min)=
L (ft) =? S (01)
=?
?
-
V (fps)
_?
Tt(min)=
L (ft) =? S (%)
=?
?
V (fps)
_?
Tt(min)=
L (ft) =? S (i)
=?
?
V (fps)
=?
Tt(min)=
L (ft) =? S 00
=?
7
V (fps)
=?
Tt(min)=
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
TOTAL TRAVEL TIME(Ti)(min)=
TOTAL TRAVEL LENGTH =
320
L/180+10=
11.78
<
Ti+Tt =
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR
10 YEAR
100
YEAR
Tc (min)= 30.11
30.11
28.43
USE Tc = 30
30
28.5
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100
YEAR
I = 1.47
2.60
4.33
1
NOTE: INTENSITIES TAKEN
FROM FIGURE 3-1
RUNOFF (Q= CIA) (cfs)
2 YEAR
10 YEAR
100
YEAR
Q = 0.55
0.98
2.03
CONCLUDE:FOR REFBRENCR ONLY
USE PEAK FLOWS FROM OVERALL AREA FOR DETENTION POND SIZING
I
4
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
28.43
FOR REFERENCE ONLY
SHEAR ENGINEERING CORPORATION
DEVELOPED
PAGE 5
FLOW TO CONCENTRATION POINT
A
FROM SITS
PROJECT:
SWALLOW TOWNHOMES
DATE
12/17/96
LOCATION:FORT
COLLINS
PROJ.
NO.1555-01-96
FILE:
SWALRUN
BY
MHO
AREA (A)= 1.880 ACRES
RUNOFF COEF. (C)
2 YEAR
10 YEAR
100 YEAR
C = 0.60
0.60
0.75
SEE SPREAD SHEET ATTACHED
ON PAGE
2
TIME OF CONCENTRATION (TO
OVERLAND TRAVEL TIME (Ti)
LENGTH = 200 FEET
SLOPE _
1.00}
2 YEAR
10 YEAR
100 YEAR
C = 0.20
0.20
0.25
Ti (min)= 23.80
23.80
22.48
TRAVEL TIME (Tt)=L/(60-V)
FLOW TYPE
L (ft) = 500 S (})
= 0.50
SWALE
V
(fps)
=
1.11 Tt(min)=
7.51
L (ft) _? S (})
_?
?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (})
_?
?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (})
_?
?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S M
_?
?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (})
_?
?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (})
_?
?
V
(fps)
_?
Tt(min)=
0.00
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
TOTAL TRAVEL
TIME(Ti)(min)=
7.51
TOTAL TRAVEL LENGTH =
700
L/180+10=
13.89 <
Ti+Tt = 29.99
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR
10 YEAR
100 YEAR
Tc (min)= 13.69
13.89
13.89
USE Tc = 14
14
14
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100 YEAR
I = 2.22
3.89
6.28
NOTE: INTENSITIES TAKEN FROM FIGURE
3-1
RUNOFF (Q= CIA) (Cfa)
2 YEAR
10 YEAR
100 YEAR
Q = 2.50
4.38
8.84
CONCLUDE:DETAIN AND RELEASE AT 2-YEAR HISTORIC
SHEAR ENGINEERING CORPORATION
DEVELOPED
PAGE
FLOW TO CONCENTRATION POINT
A
FROM TOTAL CONTRIBUTING AREA
PROJECT:
SWALLOW TOWNHOMES
DATE
12/17/96
LOCATION:FORT
COLLINS
PROJ.
NO.1555-01-96
FILE:
SWALRUN
BY
MHO
AREA (A)= 3.470 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.44 0.44 0.55
SHE SPREAD SHEET ATTACHED ON PAGE 2
TIME OF CONCENTRATION (TO
OVERLAND TRAVEL TIME (Ti)
LENGTH = 500 FEET SLOPE = 1.00 $
2 YEAR 10 YEAR 100 YEAR
C = 0.20 0.20 0.25
Ti (min)= 37.63 37.63 35.54.
TRAVEL TIME (Tt)=L/(60*V) FLOW TYPE
L (ft) = 500 S ($) = 0.5 SWALE V (fps) = 1.11 Tt(min)=
L (ft) _? S ($) _? ? V (fps) _? Tt(min)=
L (ft) _? S ($) _? ? V (fps) _? Tt(min)=
L (ft) _? S ($) _? ? V (fps) _? Tt(min)=
L (ft) _? S ($) _? ? V (fps) _? Tt(min)=
L (ft) _? S ($) _? ? V (fps) _? Tt(min)=
L (ft) _? S ($) _? ? V (fps) _? Tt(min)=
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2 TOTAL TRAVEL TIME(Ti)(min)=
TOTAL TRAVEL LENGTH = 1000 L/180+10= 15.56 < Ti+Tt = 43.05
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)= 15.56 15.56 15.56
USE Tc = 15.5 15.5 15.5
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I = 2.11 3.70 5.98
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q= CIA) (cfs)
2 YEAR 10 YEAR 100 YEAR
Q = 3.21 5.62 11.35
CONCLUDE:DETAIN AND RELEASE AT 2-YEAR HISTORIC
6
7.51
0.00
0.00
0.00
0.00
0.00
0.00
7.51
SHEAR ENGINEERING CORPORATION
PAGE 7
DETENTION VOLUME REQUIRED FOR
ONSITS POND
PROJECT: SWALLOW TOWNHOMES PUD DATE: 12/17/96
PROJ.NO. 1555-01-96
FILE: SWALCUHP BY MEO
NOTE: CONTRIBUTING AREA INCLUDES OFFSITE AREAS
CUMULATIVE RUNOFF METHOD
FOR
SIZING DETENTION PONDS
DESIGN STORM:
100
YEAR
RUNOFF COEFFICIENT 0.55
RELEASE RATE:
0.83
CPS
AREA: 3.47 ACRES
INITIAL TIME:
S
MINUTES
VERIFY RUNOFF COEFFICIENT
TIME INCREMENT:
5
MINUTES
INFLOW INFLOW RELEASE STORAGE STORAGE
TIME TIME INTENSITY RATE VOLUME VOLUME VOLUME VOLUME
min sec iph cfs cf cf cf ac-ft
rrr rrrrr+rrxrrrrrrrrrr�rrrtrtrrtrrrrrrrrrrr+rr++rtr+xrxrrrrrrr+rt:rxrxtr
5 300 9.30 17.75 5324.7 249.0 5075.7 0.12
10 600. 7.14 13.63 8176.0 498.0 7678.0 0.18
15 900 6.06 11.57 10409.0 747.0 9662.0, 0.22
20 1200 5.21 9.94 11931.9 996.0 10935.9 0.25
25 1500 4.63 8.84 13254.5 1245.0 12009.5 0.28
30 1800 4.20 8.02 14428.3 1494.0 12934.3 0.30
35 2100 3.81 7.27 15269.9 1743.0 13526.9 0.31
40 2400 3.60 6.87 16489.4 1992.0 14497.4 0.33
45 2700 3.28 6.26 16901.7 2241.0 14660.7 0.34
50 3000 3.02 5.76 17291.0 2490.0 14801.0 0.34
55 3300 2.80 5.34 17634.5 2739.0 14895.5 0.34
60 3600 2.60 4.96 17863.6 2988.0 14875.6 0.34
65 3900 2.43 4.64 18086.9 3237.0 14849.9 0.34
70 4200 2.30 4.39 18436.1 3486.0 14950.1 0.34
75 4500 2.17 4.14 18636.5 3735.0 14901.5 0.34
80 4800 2.07 3.95 18962.9 3984.0 14978.9 0.34
85 5100 1.96 3.74 19077.4 4233.0 14844.4 0.34
90 5400 1.87 3.57 19272.0 4482.0 14790.0 0.34
95 5700 1.77 3.38 19254.9 4731.0 14523.9 0.33
100 6000 1.70 3.24 19466.7 4980.0 14486.7 0.33
105 6300 1.63 3.11 19598.4 5229.0 14369.4 0.33
110 6600 1.57 3.00 19775.9 _ 5478.0 14297.9 0.33
115 6900 1.50 2.86 19753.0 5727.0 14026.0 0.32
120 7200 1.44 2.75 19787.3 5976.0 13811.3 0.32
rrrrrr+r+rtxrrrrrr♦rrrrtrtrtxrtrrrrrrrrrrrrrrrrrxxtxrxxrxrxrrrrr+rrr+r+r
DETENTION VOLUME REQUIRED = 14950 cf
DETENTION VOLUME REQUIRED = 0.34 ac-ft
SEE PAGE 8 FOR DESIGN CONCLUSIONS
SHEAR ENGINEERING CORPORATION
PAGE 8
DETENTION VOLUME REQUIRED FOR
ONSITS POND
PROJECT: SWALLOW TOWNHOMES PUD DATE: 12/17/96 ..
PROJ.NO. 1555-01-96
FILE: SWALCUHP BY HBO
NOTE: CONTRIBUTING AREA IS ONSITB ONLY
CUMULATIVE RUNOFF METHOD
FOR
SIZING DETENTION PONDS
DESIGN STORM: 100 YEAR RUNOFF COEFFICIENT 0.73
RELEASE RATE: 0.55 CPS AREA: 1.68 ACRES
INITIAL TIME: 5 MINUTES VERIFY RUNOFF COEFFICIENT
TIME INCREMENT: 5 MINUTES
INFLOW INFLOW RELEASE STORAGE STORAGE
TIME TIME INTENSITY RATS VOLUME VOLUME VOLUME VOLUME
min sec iph cfs cf cf cf ac-ft
}\t}rtrr\fr\4\f}\frftrrf\frf\}frt}kr\}rtrrrtrr\rtrt}}rt}rt}rt}rt\}rtrt}rt}rt}rt\rt}}rt}}
5 300 9.30 12.76 3829.0 165.0 3664.0 0.08
10 600 7.14 9.80 5879.4. 330.0 5549.4 0.13
15 900 6.06 8.32 7485.1 495.0 6990.1 0.16
20 1200 5.21 7.15 8580.2 .660.0 7920.2 0.18
25 1500 4.63 6.35 9531.3 825.0 8706.3 0.20
30 1800 4.20 5.76 10375.3 990.0 9385.3 0.22
35 2100 3.81 5.23 10980.6 1155.0 9825.6 0.23
40 2400 3.60 4.94 11857.5 1320.0 10537.5 0.24
45 2700 3.28 4..50 12154.0 1485.0 10669.0 0.24
50 3000 3.02 4.14 12433.9 1650.0 10783.9 0.25
55 3300 2.80 3.84 12681.0 1815.0 10866.0 0.25
60 3600 2.60 3.57 12845.7 1980.0 10865.7 0.25
65 3900 2.43 3.33 13006.2 2145.0 10861.2 0.25
70 4200 2.30 3.16 13257.4 2310.0 10947.4 0.25
75 4500 2.17 2.9E 13401.5 2475.0 10926.5 0.25
80 4800 2.67 2.84 13636.2 2640.0 10996.2 0.25
85 5100 1.96 2.69 13718.5 2805.0 10913.5 0.25
90 5400 1.87 2.57 13858.5 2970.0 10888.5 0.25
95 5700 1.77 2.43 13846.1 3135.0 10711.1 0.25
100 6000 1.70 2.33 13998.5 3300.0 10698.5 0.25
105 6300 1.63 2.24 14093.2 3465.0 10628.2 0.24
r rrtrrrrrr+r+rrr+rrr:rrrrr+rrrrrrrr+r+r+xr+rrrrr+rrtr+rr+rrrr+rrrrtrtrtrtrtrtrtrtrt
ONSITS AREA ONLY OVERALL AREA
DETENTION VOLUME REQUIRED = 10996 cf DETENTION VOLUME REQUIRED = 14950 cf
DETENTION VOLUME REQUIRED = 0.25 ac-ft DETENTION VOLUME REQUIRED = 0.34 ac-ft
CONCLUD6:DESIGN POND FOR 14950 CF OF STORAGE VOLUME MINIMUM `
DESIGN OUTLET TO RELEASE 0.83 CPS DURING 100-YEAR EVENT
SHEAR ENGINEERING CORPORATION
PAGE 9
AVERAGE END AREA METHOD
FOR DETENTION BASIN
VOLUMES
PROJECT :SWALLOW TOWNHOMES PUD DATE: 02/04/97
PROJ. NO:1555-01-96 BY MRO
LOCATION:SWALLOW ROAD AND SHIELDS STREET
NOTES FILE: SWALPOND
CONSTANT: 65.5 = 1 SQ IN. FIRST EVEN CONTOUR 5066 FEET
INVERT 5065.5 FEET TOP BLEV 5067.5 FEET
INCREMENT 1 FOOT SCALE: 1" = 30 FEET
r+xrr+r+ rrrtx+rr +r+rrrrr tt+r++++ +rrrrrr+ rrrrrrr• r+r+rrrx rr+rrrrr rr+r++r+
STAGE ELEV PLANI- AREA AREA VOLUME CUM. CUM. CUM.
METER (Al) (A2) (V1) VOLUME VOLUME VOLUME
ft ft READING aq in aq ft cf cf cy ac-ft
r rrrrrrr ++++r+rr rrr+r+++ +rrrrrrr +r++++rr rr++++++ rrrxt++r +rrrrr+r ++rrrtx•
0.00 5065.5 0 0.00 0 0 0 0 0.00
0.50 5066 183.5 2.80 2521 416 416 15 0.01
1.50 5067 930.5 14.21 12785 7653 8069 299 0.19
2.00 5067.5 1251.5 19.11 17196 7495 15565 576 0.36
FORMULAE:A1= (PLANIMETER READING)/CONSTANT
A2= (A1)+SCALE SQUARED
POND VOLUME REQUIRED =
14950
CF =
0.34
AC -FEET
VOLUME
PROVIDED =
15565
CP =
0.36
AC -FEET
EXCESS
VOLUME =
615
CF =
0.01
AC -FEET
VOLUME
REQUIRED LESS THAN
VOLUME PROVIDED
OK
REQUIRED WATER SURFACE ELEVATION = 5067.46 FEET - BASED ON 14,950 CF STORAGE
FREEBOARD PROVIDED = 0.04 FEET
REQUIRED FREEBOARD = 1.00 FEET
WATER SURFACE ELEVATION FOR 10996 CF STORAGE = 5067.20 FEET
CONCLUDE:POND IS ADEQUATE
REQUEST VARIANCE FROM FREEBOARD REQUIREMENT DUE TO OUTLET CONSTRAINTS
AND GRADING CONSTRAINTS
SHEAR ENGINEERING CORPORATION
PAGE 10
OUTLET STRUCTURE FOR SWALLOW TOWNHOMBS
PROJECT: SWALLOW TOWNHOMES DATE: 02/04/97
PROJECT NO 1555-01-96 BY HBO
PROJECT LOCATION :FORT COLLINS FILE: SWALOUT
INPUT FOR OUTLET STRUCTURE
LOWER ORIFICE DIAM. (ft) = 0.33 WEIR TYPE BROADCRBSTBD DETERMINE ORIFICE SIZE
LOWER ORIFICE INV. (ft) = 5065.50 WEIR LENGTH (ft) = 12.00 FOR MINOR STORM
LOWER ORIFICE COEF. (Cl) = 0.65 WEIR INVERT (ft) = 5067.40 Q. CA(2gH)'0.5
UPPER ORIFICE DIAM.(ft) = HA WEIR COBF. (Cw) = 2.60 A - Q/(C(2gH)"0.5
UPPER ORIFICE INV. (ft) = HA TOP OF BERM (ft) = 5067.50 H (ft) = 1.96
UPPER ORIFICE COEF. (Cu) = HA INIT. DELTA (ft) = 0.50 C = 0.65
100 YR RELEASE RATE (cfe)= 0.83 DELTA HEAD (ft) = 0.50 Q (cfe)= 0.83
OUTLET PIPE DIAM. (ft) = 1.00 100 YR HEEL REQUIRED (ft)- 5067.46 A (ef) = 0.11
PIPE SLOPE (t) = 1.00 OVER FLAW YBS R (ft) = 0.190
MANNINGS n = 0.013 WHIR TYPE BROADCRESTED D (ft) = 0.380
WEIR LENGTH (ft) = 10.00 USE 0.33' DIAMETER (4x) i
WEIR INVERT (ft) = 5067.58 ORIFICE
WEIR COEF. (Cwo) = 2.60
}f *i!r!i r!rlrrrr +TTrTiT• *OUTPUT} ******** ******** ******** **T}*}*x
PIPE AREA (SF) = 0.79 WETTED PERIMETER = 3.14 FEET
HYD. RAD (FT) = 0.250 FEET R'2/3= 0.3967
OUTLET PIPE CAPACITY = 3.56 CPS
LOWER ORIFICE AREA (A) = 0.0855 SQUARE FEET
UPPER ORIFICE AREA (A) = 0.0000 SQUARE FEET
e**iTfllTlfllflffl+lltr+*}TT*txTTTxTR*1!}T!}f!lifli+it+i++rTrir+rrtxrxrtTtTTxTt TTflTfflflf lxflTif xf i!!lf+lf!
LOWER ORIFICE UPPER ORIFICE PRIMARY WEIR OVERFLOW SPILLWAY
*i***** ******♦ ******* ******* ******* ******* •****** ******* *•***** *******
HEAD HEAD HEAD SUB HEAD
ELeV. OVER LOWER OVER UPPER OVER WEIR TOTAL OVER WEIR TOTAL ELEV.
LOWER ORIFICE UPPER ORIFICE WEIR FLOW FLOW WEIR FLOW FLOW
ORIFICE FLOW ORIFICE FLOW
ft ft cfe ft cfe ft cfe cfe ft cfe cfe ft
5065.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5065.S0
5066.00 0.34 0.26 0.00 0.00 0.00 0.00 0.26 0.00 0.00 0.26 5066.00
5066.50 0.84 0.41 0.00 0.00 0.00 0.00 0.41 0.00 0.00 0.41 5066.50
5067.00 1.34 0.52 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0.52 5067.00
5067.50 1.84 0.60 0.00 0.00 0.10 0.99 1.59 0.00 0.00 1.59 5067.50
5067.40 1.73 0.59 0.00 0.00 0.00 0.00 0.59 0.00 0.00 0.59 S067.40
5067.439 1.77 0.59 0.00 0.00 0.04 0.24 0.835 0.00 0.00 0.835 5067.44
5067.46 1.80 0.60 0.00 0.00 0.06 0.46 1.06 0.00 0.00 1.06 5067.46
!rlr+r+* **rx*i*r *r+i*r+r xr*xrx*x lx+xxxxx *xi*lx+r arrrrrrr +rrtrrTx xlx+*iri i++r*rtr *xxx*i**'*!!!r+li
ORIFICE EQUATION: CA(2gH)"1/2 WEIR FLOW EQTN. : CwLH^3/2
NOTE: HEAD OVER ORIFICE = HEAD OVER CENTER OF ORIFICE
APPROXIMATE W.S.EL. FOR Qrel = 0.83 CFS = 5067.44
CONCLUDB:IT IS NOT PRACTICAL TO INSTALL ANYTHING SMALLER THAN A 4" DIAM. ORIFICE
BECAUSE OF MAINTENANCE PROBLEMS. THE ACTUAL 100-YEAR WSBL IS WITHIN 0.02 FEET OF REQUIRED
WATER SURFACE ELEVATION. ALSO A 4" DIAMETER ORIFICE CAN BE BUILT WITH LESS COST THAN AN
ORIFICE PLATE. THEREFORE THE OUTLET IS ADEQUATE
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 11
FLOW TO CONCENTRATION POINT A
FROM SUBBASIN la
PROJECT: SWALLOW TOWNHOMES DATE 02/04/97
LOCATION:FORT COLLINS PROJ. NO.1555-01-96
FILE: SWALRUN BY MEO
AREA (A)= 1.590 ACRES
RUNOFF CORP. (C)
2 YEAR
10 YEAR
100
YEAR
C = 0.60
0.60
0.75
SEE SPREAD SHEET ATTACHED
ON PAGE
2
TIME OF CONCENTRATION (TO
OVBRLAND TRAVEL TIME (Ti)
LENGTH = 500 FEET
SLOPE
= 1.00 $
2 YEAR
10 YEAR
100
YEAR
C = 0.20
0.20
0.25
Ti (min)= 37.63
37.63
35.54
TRAVEL TIME (Tt)=L/(60*V)
FLOW TYPE
L (ft) = 500 S (t)
= 0.5
SWALE
V
(fps)
=
1.11 Tt(min)=
7.51
L (ft) =? S (t)
=?
?
V
(fps)
=?
Tt(min)=
0.00
L (ft) =? S (t)
=?
?
V
(fps)
=?
Tt(min)=
0.00
L (ft) =? S (t)
=?
?
V
(fps)
=?
Tt(min)=
0.00
L (ft) =? S (t)
=?
?
V
(fps)
=?
Tt(min)=
0.00
L (£t) =? S (t)
=?
?
V
(fps)
=?
Tt(min)=
0.00
L (ft) =? S (t)
=?
?
V
(fps)
=?
Tt(min)=
0.00.
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
TOTAL TRAVEL
TIME(Ti)(min)=
7.51
TOTAL TRAVEL LENGTH =
1000
L/180+10=
15.56 <
Ti+Tt = 43.05
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR
10 YEAR
100
YEAR
Tc (min)= 15.56
15.56
15.56
USE Tc = 15.5
15.5
15.5
INTENSITY (1) (iph)
2 YEAR
10 YEAR
100
YEAR
I = 2.11
3.70
5.98
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q= CIA) (cfs)
2 YEAR
10 YEAR
100
YEAR
Q = 2.01
3.53
7.13
Qrelease=
0.83
CONCLUDE:PEAK DEVELOPED FLOW TO DETENTION POND
SHEAR ENGINEERING
CORPORATION
DEVELOPED
FLAW TO CONCENTRATION POINT
B
FROM SUBBASIN
1b
PROJECT:
SWALLOW TOWNHOMES
DATE
02/04/97
LOCATION:FORT
COLLINS
PROJ.
NO.1555-01-96
FILE:
SWALRUN
BY
MEO
AREA (A)= 0.290 ACRES
RUNOFF COEF. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.60 0.60 0.75
SHE SPREAD SHEET ATTACHED ON PAGE 2
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH = 40 FEET SLOPE = 1.00 6
2 YEAR 10 YEAR 100 YEAR
C = 0.20 0.20 0.25
Ti (min)= 10.64 10.64 10.05
TRAVEL .TIME (Tt) =L/(60-V) FLOW TYPE
L (ft) = 340 S (i) = 0-.5 GUTTER
L (ft) _? S (k) _? ?
L (ft) _? S (!) _? ?
L (ft) _? ,S (4) _? ?
L (ft) _? S (6) =7 ?
L (ft) _? S (k) _? ?
L (ft) _? S (t) _? ?
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
TOTAL TRAVEL LENGTH = 380 L/180+30=
Tc -Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR
Tc (min)= 12.11 12.11
USE Tc = 12 12
INTENSITY (I) (iph)
2 YEAR 10 YEAR
I = 2.30 4.17
NOTE: INTENSITIES TAKEN FROM FIGURE
PAGE
V (fps) = 1.11 Tt(min)=
V (fps) _? Tt(min)=
V (fps) _? Tt(min)=
V (fps) _? Tt(min)=
V (fps) _? Tt(min)=
V (fps) _? Tt(min)=
V (fps) _? Tt(min)=
TOTAL TRAVEL TIME(Ti)(min)=
12.11 < Ti+Tt = 15.16
100 YEAR
12.11
12
RUNOFF (Q= CIA) (cfs)
2 YEAR 10 YEAR 100 YEAR
Q = 0.41 0.73 1.46
Qrelease= 0.83
Qtotal = 0.41 0.73 2.29
CONCLUDE: PEAK DEVELOPED FLOW TO INLET ON SWALLOW
INCLUDES RELEASE FROM POND
12
5.11
0.00
0.00
0.00
0.00
0.00
0.00
5.11
APPENDIX II
Erosion Control Calculations
Erosion Control Sequencing schedule
Erosion Control security deposit estimates
RAINFALL PERFORMANCE STANDARD EVALUATION
1
PROJECT: SWALLOW TOWNHOMES STANDARD FORM A
COMPLETED BY: MEO DATE: 12/17/96
rrrrrrrrrr+rx+xr+r♦r++rrr♦r♦+rrrr+xrrrrxrrrr+r+rr+rr+rxrrr++r+rr+rx+rr+r++rrrxxxrx+r+rrxrr
DEVELOPED BRODIBILITY Asb Lob Sob Lb Sb PS
SUBBASIN ZONE (ac) (ft) (t) (feet) (t) (10
rr+r+r+r+rrxxrrrrrr+r+r+rrr+r++rr+rrr+rrrxr++rrr++rrrxxrrrrrrrrxxxxxxrxrrr+r+r+r+r+r+r+xxx
I MODERATE 1.88 520 0.40 977.60 0.75
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
xrr+rr+rr+r+++xrxrxrxxxrxr+r+rr+r+rrrrxrrx•rrr+r+rr+rxrrxxrrr+++rr+xrr+r
1.88 520.00 0.40
USE 0.5 FOR SLOPE
SLOPE
STRAIGHT LINE INTERPOLATION LENGTH 0.50
500 72.70
520 X
600 72.80
X = 72.72 t
EFFECTIVENESS CALCULATIONS
STANDARD FORM B
PROJECT: SWALLOW TOWNHOMES
PRAT. NO.1555-01-96
BY: MBO
DATE 12/18/96
------------------------------------------------------------------------------------------
EROSION CONTROL
C-PACTOR
P-FACTOR COMMENT
METHOD
VALUE
VALUE
------------------------------------------------------------------------------------------
HAYBALBS IN SWALE
1.00
0.80
ROUGHENED GROUND
1.00
0.90
SEDIMENT BASIN
1.00
0.50 NORTH SIDE OF ACCESS
GRAVEL INLET FILTER
1.00
0.80
SILT PENCE
1.00
0.50
ASPHALT
0.01
1.00
SOD
0.01,
1.00
------------------------------------------------------------------------------------------
MAJOR PS
SUB
AREA
CALCULATIONS
BASIN 4
BASIN
acre
------------------------------------------------------------------------------------------
I 72!
I
1.88
ROUGHENED GROUND = 0.45
ASPHALT/CONCRETE = 0.55
SOD = 0.76
SEDIMENT BASIN = 0.12
C = 0.2463
P = 0.3021
EFFECTIVENESS = 92.6$
EPFECTIVENESS IS GREATER THAN PERFORMANCE
STANDARD
------------------------------------------------------------------------------------------
CONCLUDE:SROSION CONTROL PLAN IS SATISFACTORY
FORMULAS: EFF = (1-C-P)•100
C = WEIGHTED AVERAGE OF C VALUES
P = WEIGHTED AVERAGE OF P VALUES MULTIPLIED BY P VALUES FOR HAYBALBS
SILT PENCE, GRAVEL INLET FILTERS ETC.
Swallow Townhomes P.U.D.; Ft. Collins, Colorado Project No: 1555-01-96
Const Seq. Date: 12/03/96
File: Wells/ Erosion / Const Seq. Revised: 12/04/96
CONSTRUCTION SEQUENCE
PROJECT: Swallow Townhomes P.U.D.
STANDARD FORM C
SEQUENCE FOR ONLY COMPLETED BY: MEO / Shear Engineering Corp.
Indicate by use of a bar line or symbols when erosion control measures will be installed. Major
modifications to an approved schedule may require submitting a new schedule for approval by the
City Engineer.
Year 197
Month J J A
OVERLOT GRADING ***
WIND EROSION CONTROL
*_ Soil Roughening ***
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
RAINFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin ***
Inlet Filters ***
Straw Barriers ***
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Nettings/Mats/Blankets
Other
98
S O N D J
*** *** ***
*** *** ***
*** *** ***
F M A M
*** *** *** *** ***
*** *** *** *** ***
*** *** *** *** ***
STRUCTURES: INSTALLED BY: DEVELOPER MAINTAINED BY: DEVELOPER
VEGETATIONIMULCHING CONTRACTOR: DEVELOPER
DATE PREPARED: 12/04/96 DATE SUBMITTED: 12/23/96
APPROVED BY THE CITY OF FORT COLLINS ON:
February 5, 1997
Project No: 1555-01-96
Basil Hamdan
City of Fort Collins Stormwater Utility
P.O. Box 580
Ft. Collins, Colorado 80522
Re: Erosion Control Cost Estimate
Swallow Townhomes P.U.D.; Fort Collins, Colorado
Dear Basil,
Attached is the erosion control security deposit estimate for Swallow Townhomes P.U.D.
ESTIMATE 1:
4 - Haybale barriers Q 75.00 each $ 300.00
275 lineal feet silt fence O $3.00 per foot $ 825.00
TOTAL ESTIMATED COST: $ 1,125.00
x 1.50
$ 1,687.50
ESTIMATE 2:
re -vegetate the disturbed area of 1.88 acres at $ 531.00 per acre 998.28
TOTAL ESTIMATED COST: $ 998.28
x 1.50
$ 1,497.42
In no instance shall the amount of the security be less than $1,000.00. Therefore, the total
required erosion control security deposit for Swallow Townhomes P.U.D. will be $ 1,687.50.
If you have any questions, please call at 226-5334.
Sincerely,
I NO
Brian W. Shear, P.E.
Shear Engineering Corporation
BW S / meo
cc: Anchor Development Corporation; Russ Wells
Dave Stringer, City of Fort Collins
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-0311
3
February 5, 1997
Project No: 1555-01-96
Re: EROSION CONTROL SECURITY DEPOSIT REQUIREMENTS:
Swallow Townhomes P.U.D.; Fort Collins, Colorado
An erosion control security deposit is required in accordance with City of Fort Collins
policy (Chapter 7, Section C: SECURITY; page 7.23 of the City of Fort Collins
Development Manual). In no instance shall the amount of the security be less than
$1000.00.
a. The cost to install the proposed erosion control measures is approximately
$ 1,125.00. Refer to the cost estimate attached in Appendix I. 1.5 times the cost to
install the erosion control measures is $ 1,687.50
b. Based on current data provided by the City of Fort Collins Stormwater Utility, and
based on an actual anticipated net affected area which will be disturbed by
construction activity (approximately 1.88 acres), we estimate that the cost to re -
vegetate the disturbed area will be $ 998.28 ($ 531.00 per acre x 1.88 acres). 1.5
times the cost to re -vegetate the disturbed area is $ 1,497.42 The $ 531.00 per acre
for re -seeding sites less than 5 acres was provided by City of Fort Collins
Stormwater Utility personnel.
CONCLUSION:
The erosion control security deposit amount required for Swallow Townhomes P.U.D.,
will be $ 1,687.50.
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-0311
APPENDIX III
Backup Diagrams and Exhibits
Table 3-3; Rational Method Runoff Coefficients for Composite Analysis
Table 3-4; Rational Method Frequency Adjustment Factors
Figure 3-2; Estimate of Average Flow Velocity for Use with the Rational Formula
Figure 3-1; City of Ft. Collins Rainfall Intensity Duration Curve
Table 5 Circular Pipe Flow Capacity for Mannings 'n' = 0.013
DRAINAGE CRITERIA MANUAL' RUNOFF
5(
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VELOCITY IN FEET PER SECOND
FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
*MOST FREQUENTLY OCCURRING "UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE: "Urban Hydrology For Small Watersheds" Technical
Release No. 55, USDA, SCS Jan. 1975.
5 -1-84
URBAN DRAINAGE & FLOOD CONTROL DISTRICT
No Text
R-M-P Medium Density Planned Residential District — designation for medium density
areas planned as a unit (PUD) to provide a variation in use and building placements
with a minimum lot area of 6,000 square feet.
R-L-M Low Density Multiple Family District— areas containing low density multiple family
units or any other use in the R-L District with a minimum lot area of 6,000 square feet
for one -family or two-family dwellings and•9,000 square feet for multiple -family
dwellings.
M-L Low Density Mobile Home District — designation for areas for mobile home parks
containing independent mobile homes not exceeding 6 units per acre.
MW Medium Density Mobile Home District — designation for areas of mobile home
parks containing independent mobile homes not exceeding 12 units per acre.
B-G General Business District — district designation for downtown business areas,
including a variety of permitted uses, with minimum lot areas equal to 1 /2 of the total
floor area of the building.
B-P Planned Business District — designates areas planned as unit developments to
provide business services while protecting the surrounding residential areas with
minumum lot areas the same as R-M.
H-B Highway Business District — designates an area of automobile -orientated busi
nesses with a minimum lot area equal to 1/2 of the total floor area of the building. .
B-L Limited Business District — designates areas for neighborhood convenience
centers, including a variety of community uses with minimum lot areas equal to two
times the total floor area of the building.
C Commercial District —designates areas of commercial, service and storage areas.
I-L Limited Industrial District -designates areas of light industrial uses with a minimum
area of lot equal to two times the total floor area of the building not to be less than
20,000 square feet.
I-P Industrial Park District —designates light industrial park areas containing controlled
industrial uses with minimum lot areas equal to two times the total floor area of the
building not to be less than 20,000 square feet.
I-G General Industrial District —designates areas of major industrial development.
T Transition District — designates areas which are in a transitional stage with regard
to ultimate development.
For current and more explicit definitions of land uses and zoning classifications, refer to the
Code of the City of Fort Collins, Chapters 99 and 118.
Table 3-3
RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS
Character of Surface Runoff Coefficient
Streets, Parking Lots, Drives:
Asphalt................................................................................................ 0.95
95
Concrete............................................................................................. 0.
Gravel................................................................................................. 0.50
Roofs.......................................................................................................... 0.95
Lawns, Sandy Soil:
0.10
Flat<2%.............................................................................................
0.15
Average2 to 7%..................................................................................
0.20
Steep>7%..........................................................................................
Lawns, Heavy Soil:
0.20
Flat<2%.............................................................................................
0.25
Average2 to 7%.... :............................................................
................. 0.35
Steep >7%......... :......................................................................
...........
MAY 1984 3-4 DESIGN CRITERIA
3.2
3.1.7 Time of Concentration
In order to use the Rainfall Intensity Duration Curve, the time of concentration must be
known. This can be determined either by the following equation or the "Overland Time of
Flow Curves" from the Urban Storm Drainage Criteria Manual, included in this report (See
Figure 3-2).
Tc =1.87 (1.1 — CC,) D't2
S
Where Tc =Time of Concentration, minutes
S = Slope of Basin, %
C = Rational Method Runoff Coefficient
D = Length of Basin, feet
Cf = Frequency Adjustment Factor
Time of concentration calculations should reflect channel and storm sewer velocities as well
as overland flow times.
3.1.8 Adjustment for Infrequent Storms
The preceding variables are based on the initial storm, that is, the two to ten year storms. For
storms with higher intensities.an adjustment of the runoff coefficient is required because of
the lessening amount of infiltration, depression retention, and other losses that have a
proportionally smaller effect on storm runoff.
These frequency adjustment factors are found in Table 3-4.
Table 3-4
RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS
Storm Return Period Frequency Factor
(years) C,
2to 10 1.00
11 to25 1.10
26 to 50 1.20
51 to 100 1.25
Note: The product of C times C, shall not exceed 1.00
Analysis Methodology
The methods presented in this section will be instituted for use in the determination and/or verification
of runoff at specific design points in the drainage system. These methods are (1), the Rational Method
and (2).the Colorado Urban Hydrograph. Procedure (CUHP). Other computer methods, such as
SWMM, STORM,:and HEC-1 are allowable if.results are not radically different than these two. Where
applicable, drainage. systems proposed for construction should provide the minimum protection as
determined by the methodology so mentioned above.
3.2.1 Rational Method
For drainage basins of 200 acres or less, the runoff may be calculated by the Rational
Method, which is essentially the following equation:
Q = C,CIA
Where Q = Flow Quantity, cfs
A =Total Area of Basin, acres
C, = Storm Frequency Adjustment Factor (See Section 3.1.8)
C = Runoff Coefficient (See Section 3.1.6) .
1 = Rainfall Intensity, inches per hour (See Section 3.1.4)
3.2.2 Colorado Urban Hydrograph Procedure
For basins larger than 200 acres, the design storm runoff should be analyzed by deriving
synthetic unit hydrographs. It is recommended that the Colorado Urban Hydrograph
Procedure be used for such analysis. This procedure is detailed in the Urban Storm Drainage
Criteria Manual, Volume 1, Section 4.
MAY 1984 3-5 DESIGN CRITERIA
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APPENDIX IV
Stuffer Envelope
Master Grading Plan
Master Drainage and Erosion Control Plan
e
;;aate�?�� t.
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