HomeMy WebLinkAboutDrainage Reports - 07/31/1996-
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Final Drainage and Erosion Control Report
for
SUNSTONE TOWNHOMES P.U.D.
Fort Collins, Colorado
Prepared for:
Mark Twain Homes Inc.
PO Box 270218
Fort Collins, Colorado 80527
Prepared by:
SHEAR ENGINEERING CORPORATION
1 Project No: 1516-01-96
DATE: May, 1996
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226.5334 FAX (970) 282-0311
No Text
PAGE 1
Project No. 1516-01-96
Final Drainage and Erosion Control Report
L GENERAL LOCATION AND DESCRIPTION:
A. Location
1. Sunstone Townhomes P.U.D. is located in the Southwest Quarter of Section 32,
T7N, Range 68 West of the 6th P.M., Ft. Collins, Colorado.
2. More specifically, Sunstone Townhomes P.U.D. is located in the southeastern part
of Fort Collins, Colorado. Sunstone Townhomes P.U.D. is located approximately
2400 feet north of Harmony Road at the southeast corner of the intersection of
Caribou Drive and Timberline Road (See Vicinity Map).
3. The site is bounded by Timberline Road on the west, Caribou Drive on the north,
Stoney Creek Drive on the east and Summerstone Court on the south.. The
following subdivisions adjoin the site:
a. Sunstone Village Second Subdivision to the northeast.
b. Sunstone Village 5th Subdivision P.U.D. to the east and southeast.
c. Sunstone Village 6th Subdivision P.U.D. to the southeast.
d.. Sunstone Village 8th Subdivision P.U.D. to the south.
e. Block 9 of Sunstone Village P.U.D. Fourth Subdivision to the north.
4. The site is located within the area studied in the Timberline Farm Master Drainage
Plan and Report. All recommendations of that report and plan will be adhered to.
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. There is an existing 27" sewer line traversing the site in a north -south
direction.
2. The site area is approximately 5.95 acres.
3. Development of the site will consist of 34 townhomes and 7 single family homes
(41 total units) and the necessary utilities to service them.
4. There are no major drainage ways located on or within 150 feet of the project site.
PAGE 2
Project No. 1516-01-96
Final Drainage and Erosion Control Report
H. DRAINAGE BASINS AND SUB -BASINS:
A. Major Basin Description
1. The site is situated within the Fox Meadows Drainage Basin as designated on the
City of Fort Collins Stormwater Basin Map.
a. The Basin Fee Rate for the Fox Meadows Drainage Basin is $ 6,468.00 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.
B. Sub -Basin Description
1. According to the Timberline Farm P.U.D. Master Drainage and Utility Plan, the site
is situated in Drainage Basins 4 and 2. Drainage Basin 4 drains to the northwest
corner of the Sunstone Townhomes P.U.D. site where a detention basin is specified
(Detention Pond #4). Drainage Basin 2 drains to the northeast corner of the
Timberline Farm site where another detention basin is specified (Detention Pond
#2). Detention Pond #2 has been constructed and is not analyzed with this project.
a. Actual existing field conditions vary slightly from those shown on the
Timberline Farm Master Drainage and Utility Plan. Refer to the Master
Grading Plan for Sunstone Townhomes P.U.D., attached in Appendix IV of this
report, for the actual topography of the site and the surrounding area.
b. According to the Timberline Farm Master Drainage Report, Detention Pond 4 is
required to have a maximum release rate of 9.0 cfs and a required storage
volume of 0.9 acre-feet for the 100-year storm.
c. A maximum release rate of 6.0 cfs and a required storage of 0.10 acre-feet for
the 2-year storm are also recommended. This pond will be constructed as part
of the development of Sunstone Townhomes P.U.D.
2. The majority of the site slopes from south to north. There is approximately 6-7 feet
of relief across the site.
3. Development will split the site into seven sub -basins.
a. Stormwater runoff from sub -basins Ia-If will be conveyed to the proposed
detention pond located in the northern portion of the site (Detention Pond #4 of
the Timberline Farm Master Drainage Plan).
b. Stormwater runoff from sub -basin Ig will be conveyed to Summerstone Court
and Stoney Creek Drive. This stormwater is eventually conveyed to the
Timberline Farm Master Drainage Plan Detention Pond #2. This pond has been
constructed and is located in Sunstone Village 5th Subdivision P.U.D.
PAGE 3
Project No. 1516-01-96
Final Drainage and Erosion Control Report
II.. DRAINAGE BASINS AND SUB -BASINS:
B. Sub -Basin Description (continued)
c. Stormwater runoff from sub -basin Irow will be conveyed to Timberline Road.
4. Flows from offsite sub -basins Ie & Irow are included in the peak flow calculations
as well as the flow summary.
IIL DRAINAGE AND EROSION CONTROL DESIGN CRITERIA:
A. Regulations
1. All storm drainage design criteria from the City of Fort Collins Drainage Criteria
Manual were adhered to.
2. Storm drainage design criteria modifications were utilized based on data provided
by City of Fort Collins Stormwater Utility personnel based on conclusions
presented with the Master Drainage Report for Timberline Farm P.U.D.
3. All erosion control design criteria from the City of Fort Collins Erosion Control
Reference Manual were adhered to.
B. Development Criteria Reference and Constraints
1. Previous studies and plans which were considered :
a. Master Drainage Report for Timberline Farm P.U.D. prepared by Engineering
Professionals.
b. The Timberline Sump Plan and Profile prepared by Landmark Engineering.
c. Warren Lake Trunk Sewer Plans, particularly the plan and profile of the portion
of the sewer which traverses the site. This is shown on Sheet 4 of 14 of the
plans prepared by Stewart and Associates; dated December 14, 1977.
2. The surrounding streets mentioned above are built out to the curb and or sidewalk.
All proposed grading will match the existing grades at the curb or sidewalk.
3. Sanitary sewer service for the proposed townhomes will be provided by the existing
Warren Lake Trunk Main. The proposed finish floor elevations of the town home
units consider the depth of the existing sewer.
PAGE 4
Project No. 1516-01-96
Final Drainage and Erosion Control Report
M. DRAINAGE AND EROSION CONTROL DESIGN CRMRIA•
B. Development Criteria Reference and Constraints (continued)
4. Some offsite areas to the east (sub -basin Ie) will contribute stormwater to the
proposed detention facility. The proposed grading in Tract "B" provides a means to
convey the stormwater from the existing pan located in Stoney Creek Drive to the
detention facility.
5. The grading for the proposed detention pond considers the depth of the existing 27"
sanitary sewer which crosses the proposed location of the pond. The grading of the
pond ensures that the pipe has adequate cover.
a. According to the plan and profile for the Warren Lake Trunk Main for this site,
the sanitary sewer is a 27" RCP or VCP.
b. Field survey has shown that the sewer is approximately 8-9 feet deep in Tract
"A" where the detention pond will be constructed.
C. Hydrological Criteria
1. The Rational Method (Q = CIA) was used to determine the pre -developed and/or
post development peak flows for the 2, 10 and 100-year storm events at critical
points.
2. Detention requirements and design are based on the recommendations of the Master
Drainage Report for Timberline Farm P.U.D. prepared by Engineering
Professionals.
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.
IV. DRAINAGE FACILM DESIGN:
A. General Concept
1. Stormwater will be conveyed to the detention pond located at the northern end of
the site via a combination of overland flow, gutter flow and storm sewer flow.
PAGE 5
Project No. 1516-01-96
Final Drainage and Erosion Control Report
IV. DRAINAGE FACILITY DESIGN:
A. General Concept (continued)
2. The detention pond is sized according to the recommendations of the Master
Drainage Report for Timberline Farm P.U.D. prepared by Engineering
Professionals. The detention pond is divided between 2 tracts. The primary
detention pond is located in Tract "A" on the north side of Gemstone Lane. The
secondary detention pond is located in Tract "B" on the south side of Gemstone
Lane.
3. Stormwater from the pond will be conveyed to the "Timberline Sump Outfall". The
"Timberline Sump Outfall" consists of an existing 42" RCP pipe on the east side of
Timberline Road which drains the swamp on the west side of Timberline Road and
conveys stormwater. to. the north. According to the Timberline Farm Master
Drainage Plan, the 42" RCP will be flowing under pressure during the 100-year
storm.
a. The flow in the pipe was originally estimated to be 47 cfs in the Master Plan for
Fox Meadows Basin.
b. The Master Drainage Plan for Timberline Farms P.U.D. amended the Master
Drainage Plan for Fox Meadows Basin by revising the basin delineation and the
detention design to "provide a more workable drainage scheme for the site". '
c. The estimated peak flow in the 42" pipe is now 56 cfs according to the Master
Drainage Plan for Timberline Farms P.U.D.
d. The hydraulic grade line slope of the 42" pipe establishes the minimum
allowable 100-year W.S. elevation in the detention pond. This W.S. elevation is
required in order to "force" the water to flow north in the pipe.
4. Offsite flows from Sunstone Village 5th Subdivision P.U.D. are considered in the
design of the drainage infrastructure and the detention pond.
5. There is an existing area inlet near the northwest corner of the site. This inlet will
be converted to a Type 2 outlet structure to restrict the outflows from the detention
pond to those recommended by the Timberline Farm Master Drainage Plan.
6. Stormwater from the open space between the townhomes and the single family
homes (Tract "C") will be conveyed to Stoney Creek Drive overland. Grading will
be done so that the runoff sheet flows to Stoney Creek Drive between the single
family homes on lots 35-37.
7. Stormwater from the open space between the townhomes and Timberline Road
(Tract "A") will be conveyed to the detention pond via a pair of grassed swales. A
landscaped berm will separate the swales.
1 MastrrDrainngeBehnrt for ThnhrrlincX= R[LD-
PAGE 6
Project No. 1516-01-96
Final Drainage and Erosion Control Report
IV. DRAINAGE FACILITY DESIGN:
B. Specific Details
The detention pond volume and release requirements are based on the
recommendations of the Master Drainage Report for Timberline Farm P.U.D. and
are summarized below.
a. The required volume for the 100-year storm is 0.9 acre-feet (39,204 cubic feet).
b. The maximum allowable release rate for the 100-year storm = 9.0 cfs.
c. The required volume for the 2-year storm is 0.10 acre-feet (4,356 cubic feet).
d. The maximum allowable release rate for the 2-year storm = 6.0 cfs.
2. The pond design has provided adequate volume and freeboard. The detention pond
is located in Tracts "A" and "B". These tracts are designated Drainage and Access
easements on the Final Plat. The primary detention pond is located in Tract "A".
The stage -storage relationship along with the stage -release rate relationship is
summarized in the table below.
STAGE - STORAGE - RELEASE RATE SUMMARY
. FOR PRIMARY POND
Elevation
Stage
Storage
Storage
Release Rate
(ft.)
(ft.)
(cubic feet)
(ac-ft)
(cfs)
4944.7
0.0
0
0
0
4945.0
0.3
52
0
0.56
4946.0
1.3
5585
0.13
1.17
4947.0
2.3
21690
0.50
5.65
4948.0
3.3
44713
1.03
7.65
4949.0
4.3
71138
1.63
20.75
a. The top of the pond is at an elevation of 4949.0 feet.
b. The total volume provided in the primary pond is 1.63 acre-feet (71,138 cf).
c. The required water surface elevation for the 100-year storm is 4948.57 feet.
This is required in order to provide the necessary Hydraulic Grade Line slope
for the 42" RCP along Timberline Road. Refer to portions of the Master
Drainage Plan for Timberline Farms P.U.D. attached in Appendix IV.
d. The existing area inlet located in the northwest corner of the primary detention
pond (Concentration Point "A") is to be replaced with a Type 2 outlet structure.
PAGE 7
Project No. 1516-01-96
Final Drainage and Erosion Control Report
IV. DRAINAGE FAC]LrrY DESIGN:
B. Specific Details (continued)
3. The Type 2 outlet structure will consist of the following:
a. A 6 inch diameter orifice at an invert elevation of 44.70 feet.
b. A 12 inch diameter orifice at an invert elevation of 46.00 feet.
c. The top of the box is at an elevation of 48.50 feet in order to ensure that the
required 100-year Water Surface Elevation (W.S.E.) is obtained.
d. The outlet pipe from the structure is an existing 15" RCP.
e. The slope of the outlet pipe is approximately 1.79%.
f. The capacity of the outlet pipe assuming a HW/D ratio of 1.0 is 8.64 cfs.
g. The water surface elevation required for a release rate of 9.0 cfs is 48.57 feet.
li. The slope of the Hydraulic Grade Line (HGL) for the 15" pipe is 8.34% .
i The capacity of the outlet pipe using Mannings Equation and the slope of the
HGL is 18.65 cfs.
j. When the W.S.E. exceeds 49.00 it will overflow the berm along Caribou Drive
and Stoney Creek Drive. The length of the portion of the berm which will act
as the emergency overflow is approximately 150 feet.
4. A five (5') foot Type R inlet is to be installed in sump condition on the south side
of Gemstone Lane at centerline station 6+36.64 (Concentration Point "C").
a. The 100-year peak flow to the inlet from sub -basin Ic is 6.88 cfs.
b. The capacity of the inlet using the allowable flow depth of 0.87 feet is 8.00 cfs.
c. When flow depths exceed 0.69 feet, the water will overflow the sidewalk into
the detention ponds.
5. A ten (107 foot Type R inlet is to be installed in sump condition on the north side
of Gemstone Lane at centerline station 6+36.64 (Concentration Point "B").
a. The 100-year peak flow to the inlet from sub -basin Ib is 9.39 cfs.
b. The capacity of the inlet using the allowable flow depth of 0.87 feet is 16.00 cfs.
c. The capacity of the inlet using the flow depth up to the back of walk, or 0.69
feet, is 12.4 cfs.
PAGE 8
Project No. 1516-01-96
Final Drainage and Erosion Control Report
IV. DRAINAGE FACILITY DESIGN:
B. Specific Details (continued)
d. When flow depths exceed 0.69 feet the water will overflow the sidewalk into
the detention ponds.
6. Approximately 23 lineal feet of 18" ADS N-12 storm sewer conveys stormwater
from Tract "B" to the inlet on the south side of Gemstone Lane.
a. The overall 100-year peak flow to the Flared End Section in Tract "B"
(Concentration Point "D") is 12.73 cfs.
b. The slope of the 18" ADS N-12 storm sewer is 1.25%.
c. Mannings "n" for ADS N-12 pipe is 0.012.
d. The capacity of the pipe assuming a Headwater to Depth Ratio (HW/D) of 1.0 is
12.73 cfs.
7. The inlets are connected by approximately 29 lineal feet of 24" RCP storm sewer.
a. The overall 100-year peak flow to the inlet on the south side of Gemstone Lane
(Concentration Point "C") is 18.01 cfs.
b. The slope of the 24" RCP storm sewer is 1.0%.
c. Mannings "n" for RCP is 0.013.
d. The capacity of the pipe assuming a Headwater to Depth Ratio (HW/D) of 1.0 is
22.62 cfs.
8. Approximately 23 lineal feet of 24" ADS N-12 storm sewer conveys stormwater
from the inlet on the north side of Gemstone Lane to Tract "A".
a. The overall 100-year peak flow to the inlet on the north side of Gemstone Lane
(Concentration Point "B") is 25.07 cfs.
b. The slope of the 24" ADS N-12 storm sewer is 1.04%.
c. Mannings "n" for ADS N-12 pipe is 0.013.
d. The capacity of the pipe assuming a Headwater to Depth Ratio (HW/D) of 1.0 is
24.98 cfs.
PAGE 9
Project No. 1516-01-96
Final Drainage and Erosion Control Report
IV. DRAINAGE FACILITY DESIGN:
B. Specific Details (continued)
9. A three (3� wide valley pan will be provided in the primary detention pond
located in Tract "A" to facilitate "trickle" flows.
a. The design slope of the valley pan is 0.50%.
10. One (1) four (4') foot wide concrete sidewalk culvert is to be installed on Stoney
Creek Drive (concentration point E) to convey stormwater from the offsite areas
(sub -basin Ie) and the open space between the single family homes and the
townhomes (sub -basin If) to the secondary detention pond.
a. A transition section from the 12' wide valley pan located at the low point on
Stoney Creek Drive to the concrete sidewalk culvert will be required.
b. The overall 2-year peak flow to the sidewalk culvert is 3.57 cfs.
c. The capacity of the sidewalk culvert assuming a Headwater to Depth Ratio
(HW/D) of 1.0 is 4.77 cfs. Refer to page 9B in the Drainage Calculations
located in Appendix I.
d. The curb is not overtopped during the 2-year storm in accordance with the
City of Fort Collins Stormwater Criteria.
e. The curb will be overtopped during the 100-year event. This is allowed by the
City of Fort Collins Stormwater Criteria.
11. The 1/2 street capacities using the 2 cross sections of Gemstone Lane are
summarized below. The capacities are based on Mannings Equation and the
slopes noted in the summary.
Flowline
2-year
100-year
Slope /Intl
width
storm
storm
feet
cfs
cfs
%
30
166.8
866.1
2.05 0.016
28
82.8
381.3
0.5 0.016
12. All the grassed swales on the site are triangular in shape. Capacities of the swales
are noted on the Master Grading Plan (sheet 6). The grassed swales have the
following geometry.
a. Side slopes = 4:1 (run:rise)
b. Minimum slopes = 2.0% (0.02 ft/ft)
c. Depths range from 0.5 feet to 1.0 foot
PAGE 10
Project No. 1516-01-96
Final Drainage and Erosion Control Report
IV. DRAINAGE FACILITY DESIGN:
B. Specific Details (continued)
12. The peak flows to concentration points G & H are summarized below. The
stormwater from sub -basin Ig to concentration point is not conveyed to the on site
detention pond. The stornwater from sub -basin Ig is conveyed to the Timberline
Farm Master Drainage Plan Detention Pond #2. This detention pond is located in
Sunstone Village 5th Subdivision P.U.D. Flows from sub -basin Irow are diverted
into detention pond via a depressed curb and concrete channel near the
intersection of Timberline Road and Caribou Drive. A concrete sidewalk culvert
is provided to convey the stormwater under the sidewalk into the pond.
Concentration 2- year 10-year 100-year Contributing
Point cfs cfs cfs Sub-basin(s)
�e�e:fk�tyF*7F7F7Fk �t'k7P*9ck 9F*ihkkiFk it9e k�F*7F* �t**7t :Ftlt9ck*ic
G 0.65 1.14 2.35 Ig
H 1.45 2.53 5.11 Irow
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.
i The cost to install the proposed erosion control measures is approximately
$3,750.00. Refer to the cost estimate attached in Appendix I. 1.5 times the cost
to install the erosion control measures is $ 5,625.00.
ii. 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 5.95 acres), we estimate that the cost to re -
vegetate the disturbed area will be $3,867.50 ($650.00 per acre x 5.95 acres).
1.5 times the cost to re -vegetate the disturbed area is $5,801.25. The $650.00
per acre for re -seeding sites of between 1 and 10 acres was quoted to us by City
of Fort Collins Stormwater Utility personnel.
PAGE 11
Project No. 1516-01-96
Final Drainage and Erosion Control Report
V. EROSION CONTROL:
A. General Concept (continued)
iii The erosion control deposit for Sunstone Townhomes P.U.D. will be $5,800.00.
This deposit is refundable.
VI. VARIANCE REQUEST:
A. Variance from City of Fort Collins Requirements
1. There will be no requests for any variances from the City of Fort Collins Storm
Drainage Criteria for Sunstone Townhomes P.U.D.
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 the 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 Sunstone Townhomes P.U.D. is in accordance with the
City of Fort Collins requirements and the recommendations of the Master Drainage
Report for Timberline Farm P.U.D.
2. There will be no adverse downstream effects due to the development of the site.
VIM RETERENCES:
1. Fort Collins Storm Drainage Criteria manual
2. Urban Drainage and Flood Control District Drainage Criteria manual
3. Master Drainage Report for Timberline Farm P.U.D., prepared by Engineering
Professionals; Project No. 248.8; Dated November, 1989
APPENDIX I
Storm Drainage Calculations
FLOW SUMMARY FOR SUNSTONH TOWNHOMRS PAGE 1
DESIGN CONTRIBUTING AREA C2 C10 C100 Tc Tc I2 I10 I100 Q2 Q10 Q100 DESIGN
POINT SUB 2,10 100
BASIN(S) ac. min. min iph iph iph cfe cfe cfe
r rrrrrrrrarttattrtrtrrrrrrrtrrrtttt tttttrrrrttttttrttttr•rrtttttttttrrrtttttttttr»rrttttrtt tttrttttrr
HISTORIC CONDITIONS
Ah EK. BASIN 7.67 0.34 0.34 0.42 14.50 14.50 2.18 3.82 6.17 5.67 9.93 20.04
DEVELOPED CONDITIONS
A Ia-If & Irow 8.27 0.55 0.55 0.68 14.50 14.50 2.18 3.82 6.17 9.85 17.26 34.84 RHPONLY
B Ib 1.01 0.91 0.91 1.00 5.00 5.00 3.29 5.64 9.30 3.03 5.20 9.39 INLET
C Ic 0.74 0.88 0.88 1.00 5.00 5.00 3.29 5.64 9.30 2.14 3.67 6.88 INLET
D Id -If 4.20 0.37 0.37 0.47 13.00 13.00 2.30 4.03 6.49 3.61 6.32 12.73 PIPE
E Ie-If 4.02 0.38 0.38 0.47 12.50 12.50 2.34 4.10 6.60 3.57 6.25 12.59 SWCUL
G Ig 0.62 0.53 0.53 0.66 13.50 13.00 2.26 3.96 6.49 0.74 1.29 2.65 STREET
B* Ib-If 5.95 0.53 0.53 0.66 13.50 13.50 2.26 3.96 6.38 7.10 12.44 25.07 PIPE
C. Ic-If 4.94 0.45 0.45 0.56 13.00 13.00 2.30 4.03 6.49 5.10 8.94 18.01 PIPE
H Irow 0.93 0.70 0.70 0.88 14.00 14.00 2.22 3.89 6.28 1.45 2.53 5.11 STREET
ABBREVIATIONS NOTES:
I/P =INLET AND PIPE B* - TOTAL FLOW TO INLET N "B" VIA STREET AND ALREADY IN PIPE
.- SW =SWALE C* - TOTAL FLOW TO INLET W "C" VIA STREET AND ALREADY IN PIPE
- - SWCUL =SIDEWALK CULVERT H - PLOW TO BE DIVERTED INTO POND FROM TIMBERLINE ROAD
REFONLY =FOR REFERENCE ONLY VIA SIDEWALK CULVERT
SHEAR BNGINBBRING CORPORATION
SUBBASIN
BREAKDOWN
PAGE
2
PROJECT:
SUNSTONE
TOWNHOMES
DATE
05/09/96
LOCATION:FORT
COLLINS
BY
MHO
PROJ. NO.SUNRAT
TOTAL SITE AREA =
5.95
TOTAL BASIN
AREA =
7.67
SUB BASINS
Ia
Ib
Ic
Id
Is
If
Ig
Historic
Irow
ASPHALT
0.00
0.20
0.19
0.00
0.45
0.00
0.06
0.70
0.61
CONCRETE
0.18
0.33
0.21
0.01
0.29
0.00
0.04
0.40
0.01
GRAVEL
0.06
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
ROOFS
0.17
0.43
0.27
0.00
0.34
0.13
0.16
0.32
0.00
LAWNS,SANDY SOIL
FLAT < 21,
0.00
0.00
0.00
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
0.00
0.00
0.00
STEEP > 7%
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
LAWNS, HEAVY SOIL:
FLAT < 2,
1.97
0.05
0.07
0.17
0.75
1.13
0.21
6.25
0.31
AVERAGE 2 TO 7%
0.00
0.00
0.00
0.00
0.00
0.00
0.15
0.00
0.00
STEEP > 7%
0.00
0.00.
0.00
0.00
- 0.00
0.00
0.00
0.00
0.00
TOTAL
2.32
1.01
0.74
0.18
1.83
1.26
0.62
7.67
0.93
RUNOFF COEFFICIENT
SUB BASINS
AND / OR
BASINS
Ia
-Ib
Ic
Id
Ie
If
Ig
Historic
Irow
C2-C10
0.31•
0.91
0.88
0.24
0.64
0.28
0.53
0.34
0.70
C100 = 1.25*C2
0.39
1.00
1.00
0.30
0.80
0.35
0.66
0.42
0.88
AREA (acres) =
2.32
1.01
0.74
0.18
1.83
1.26
0.62
7.67
0.93
C100 IS NEVER GREATER THAN
1.0
OVERALL
DESIGN CONTRIBUTING
TOTAL
POINT SUB BASINS
DESIGN
AREA
C2-C10
C100
A Ia-If
DET POND
8.27
0.55
0.68
B Ib
INLET
1.01
0.91
1.00
C Ic
INLET
0.74
0.88
1.00
D Id -I£
PIPE
4.2
0.37
0.47
E Ie-If
SWCUL
4.02
0.38
0.47
F If
SW/SWCUL
1.26
0.28
0.35
B* Ib-If
PIPE
5.95
0.53
0.66
C. Ic-If
PIPE
4.94
0.45
0.56
Ah Historic
RBLRATE
7.67
0.34
0.42
G Ig
OFFSITE
0.62
0.53
0.66
H Irow
OFFSITE
0.93
0.70
0.88
SHEAR ENGINEERING CORPORATION
PAGE 3 FLOW TO CONCENTRATION POINT Ah
FROM EXISTING CONTRIBUTING AREA
PROJECT: SUNSTONE TOWNHOMES DATE 05/10/96
LOCATION:FORT COLLINS PROD. NO.1516-01-96
FILE: SUNRAT BY MHO
AREA (A)= 7.670 ACRES
RUNOFF COBF. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.34 0.34 0.42
SHE SPREAD SHEET ATTACHED ON PAGE 2
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (TO
LENGTH = 110 FEET SLOPE = 2.00 i
2 YEAR 10 YEAR 100 YEAR
C = 0.20 0.20 0.25
Ti (min)= 14.04 14.04 13.26
TRAVEL TIME (It) =L/(60-V) PLOW TYPE
L (ft) = 363 S (t) = 0.50 GUTTER V (fps) = 1.50 Tt(min)= 4.03
L (ft) = 310 S (i) = 1.00 FALLOW V (fps) = 0.46 Tt(min)= 11.23
L (ft) = S (4) = V (fps) = Tt(min)= 0.00
L (ft) = S (k) = V (fps) = Tt(min)= 0.00
L (ft) = S (6) = V (fps) = Tt(min)= 0.00
L (ft) = S (}) = V (fps) = Tt(min)= 0.00
L (ft) = S (i) = V (fps) = Tt(min)= 0.00
ALL VELOCITIES TAKEN FROM FIGURE 3-2 TOTAL TRAVEL TIME (min) = 15.27
TOTAL LENGTH = 783 L/180+10= 14.35 < 28.53 CHOOSE LESSER
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)= 14.35 14.35 14.35
USE Tc - 14.5 14.5 14.5
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I = 2.18 3.82 6.17
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q= CIA) (cfe)
2 YEAR 10 YEAR 100 YEAR
Q = 5.67 9.93 20.04
CONCLUDE:COMPARE 2 YEAR PEAK PLOW WITH INFORMATION FROM SWMM MODEL AND
SWMM MODEL RELEASE RATE = 6.00 CPS
MINOR DIFFERENCE USE 6.0
FOR REFERENCE ONLY SHEAR ENGINEERING CORPORATION
PAGE 4 FLOW TO CONCENTRATION POINT A
FROM SUBBASIN(S) Ia-If & IMW
PROJECT: SUNSTONE TOWNHOMES DATE 05/10/96
LOCATION:FORT COLLINS PROJ. NO.1516-01-96
FILE: SUNRAT BY MHO
AREA (A)= 8.270 ACRES
RUNOFF COEF. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.55 0.55 0.68
SHE SPREAD SHEET ATTACHED ON PAGE 2
TIME OF CONCENTRATION (TO
OVERLAND TRAVEL TIME (Ti)
LENGTH = 110 FEET SLOPE = 2.00 4
2 YEAR 10 YEAR 100 YEAR
C = 0.20 0.20 0.25
Ti (min)= 14.04 14.04 13.26
TRAVEL TIME (Tt)=L/(60*V) FLOW TYPE
L (ft) = 363 S (6) = 0.50 GUTTER V (fps) = 1.50 Tt(min)= 4.03 -
L (ft) = 87 S (4) = 3.00 SWALE V (fps) = 2.61 Tt(min)= 0.56
L (ft) = 72 S (}) = 1.00 PIPE V (fps) = 5.90 Tt(min)= 0.20
L (ft) = 206 S 00 = 0.50 GUTTER V (fps) = 1.50 Tt(min)= 2.29
L (ft) = S (i) = V (fps) = Tt(min)= 0.00
L (ft) = S (}) = V (fps) = Tt(min)= 0.00
L (ft) = S C0 = V (fps) = Tt(min)= 0.00
ALL VELOCITIES TAKEN FROM FIGURE 3-2 TOTAL TRAVEL TIME (min) = 7.08
TOTAL LENGTH = 838 L/180+10= 14.66 < 20.34 CHOOSE LESSER
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)= 14.66 14.66 14.66
USE Tc = 14.5 14.5 14.5
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I = 2.18 3.82 6.17
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q= CIA) (cfa)
2 YEAR 10 YEAR 100 YEAR
Q = 9.85 17.26 34.84
CONCLUDE:FOR REFERENCE ONLY
SHEAR ENGINEERING CORPORATION
PAGE 5 FLOW TO CONCENTRATION POINT B
PROM SUBBASIN(S) Ib
PROJECT: SUNSTONH TOWNHOMES DATE 05/10/96
LOCATION:FORT COLLINS PROD. NO.1516-01-96
FILE: SUNRAT BY MEO
AREA (A)= 1.010 ACRES
RUNOFF COBF. (C)
2 YEAR
10 YEAR
100 YEAR
C 0.91
0.91
1.00
SEE SPREAD SHEET ATTACHED ON PAGE 2
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
-- - LENGTH =NA FEET
SLOPE =NA
2 YEAR
10 YEAR
100 YEAR
C =NA
NA
0.00
Ti (min)= 0.00
0.00
0.00
TRAVEL TIME (TO=L/(60-V)
PLOW TYPE
L (ft) = 484 S (}) =
2.00 GUTTER
V (fps) =
2.83 Tt(min)=
2.85
L (ft) = 87 S (k) =
0.70 GUTTER
V (fps) =
1.72 Tt(min)=
0.84
L (ft) = S ($) =
V (fps) =
Tt(min)=
0.00
L (£t) = S 00
=
V (fps) =
Tt(min)=
0.00
L (ft) = S M
=
V (fps) =
Tt(min)=
0.00
L (ft) = S M
=
V (fps) =
Tt(min)=
0.00
L (ft) = S (k)
=
V (fps) =
Tt(min)=
0.00
ALL VELOCITIES TAKEN PROM PIGURE 3-2
TOTAL TRAVEL
TIME (min) =
3.69
TOTAL LENGTH = 571
L/180+10= 13.17
>
3.69 CHOOSE LESSER
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR
10 YEAR
100 YEAR
Tc (min)= 3.69
3.69
3.69
USE Tc = 5
5
5
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100 YEAR
I = 3.29
5.64
9.30
NOTE: INTENSITIES TAKEN
FROM FIGURE
3-1
RUNOFF (Q= CIA) (Cfe)
2 YEAR
10 YEAR
100 YEAR
Q = 3.03
5.20
9.39
CONCLUDE:CHECK CAPACITY OF TYPE 'R' INLET IN SUMP
SEE PAGE 6A
SHBAR ENGINEERING CORPORATION
PAGE 6 FLOW TO CONCENTRATION POINT C
FROM SUBBASIN(S) Ic
PROJECT: SUNSTONE TOWNHOMES DATE OS/10/96
LOCATION:FORT COLLINS PROJ. NO.1516-01-96
FILE: SUNRAT BY HBO
AREA (A)= 0.740 ACRES
RUNOFF COEF. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.88 0.88 1.00
SEE SPREAD SHEET ATTACHBD ON PAGE 2
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH =NA FEET SLOPE =NA $
2 YEAR 10 YEAR 100 YEAR
a
C =NA NA 0.00
Ti (min)= 0.00 0.00 0.00
TRAVEL TIME (It)=L/(60*V) FLOW TYPE
L (ft) = 484 S (%) = 2.00 GUTTER V (fps) = 2.83 Tt(min)= 2.85
L (ft) = 17 S M = 2.00 GUTTER V (fps) = 2.83 Tt(min)= 0.10
L (ft) = 15 S (6) = 1.00 GUTTER V (fps) = 2.00 Tt(min)= 0.13
L (ft) = S M = V (fps) = Tt(min)= 0.00
L (ft) = S (i) = V (fps) = Tt(min)= 0.00
L (ft) = S (i) = V (fps) = Tt(min)= 0.00
L (ft) = S 00 = V (fps) - Tt(min)= 0.00
ALL VELOCITIES TAKEN PROM FIGURE 3-2 TOTAL TRAVEL TIME (min) = 3.08
TOTAL LENGTH = 516 L/180+10= 12.87 > 3.08 CHOOSE LESSER
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)= 3.08 3.08 3.08
USE Tc = 5 5 5
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I = 3.29 5.64 9.30
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q= CIA) (cfe)
2 YEAR 10 YEAR 100 YEAR
Q = 2.14 3.67 6.88
CONCLUDE:CHECK CAPACITY OF TYPE 'R' INLET IN SUMP
SEE PAGE 6A
PAGE 6A
PROJECT: SUNSTONE TOWNHOMES
LOCATION:FORT COLLINS
PILE: SUNRAT
PEAK PLOWS AT "B"
2 YEAR
Q = 3.03
PEAK PLOWS AT "C"
2 YEAR
Q = 2.14
SHEAR ENGINEERING CORPORATION
INLET CAPACITY AT DESIGN POINTS
B & C
10 YEAR
5.20
10 YEAR
3.67
HEIGHT OF OPENING OF TYPE 'R' INLET (h)=
ALLOWABLE DEPTH OF PLOW IN GUTTER (yo)=
yo/h =
FROM FIGURE 5-2 CAPACITY PER LINEAR FOOT =
THEORETICAL CAPACITY
FOR 5 'TYPE "R" INLET CAPACITY =
FOR 10 'TYPE "R" INLET CAPACITY =
REDUCTION FACTOR FROM TABLE 5-4 =
DATE 05/10/96
PROJ. NO.1516-01-96
BY MHO
100 YEAR
9.39
100 YEAR
6.88
6.00 INCHES
10.44 INCHES MAJOR STORM - 6" OVER CROWN
0.87 FEET 0.69 PBBT FROM PLOWLINR TO
1.74 BACK OF WALK
2.00 CPS/PT -
10.00 CPS
20.00 CPS
0.8
ALLOWABLE CAPACITY = 5' INLET
8.00
CPS
10' INLET
16.00
CPS
r rrrttxtraarrrr rf r++r+r++rf ttrt+t+r+aaaarr rrrrrrrrr+++xaarrrrrrrr+tttta+rrrrrrrrrtrtaaaara
CHECK WITH NO OVERTOPPING SIDEWALK I.B. yo =
0.69
yo/h =
1.38
FROM FIGURE 5-2 CAPACITY PER LINEAR FOOT =
1.55
CPS/PT
THEORETICAL CAPACITY
FOR 5 'TYPE "R" INLET CAPACITY =
7.75
CPS
FOR 10 'TYPE "R" INLET CAPACITY =
15.50
CPS
REDUCTION FACTOR FROM TABLE 5-4 =
0.8
ALLOWABLE CAPACITY = 5' INLET
6.20
CPS
10' INLET
12.40
CPS
CONCLUDE:USH 5' INLET ON SOUTH SIDE OF THE ROAD (DESIGN POINT "C")
USE 10' INLET ON NORTH SIDE OF THE ROAD (DESIGN POINT "B")
SHEAR ENGINEERING CORPORATION
PAGE 7 PLOW TO CONCENTRATION POINT D
FROM SUBBASIN(S) Id -If
PROJECT: SUNSTONE TOWNHOMES DATE 05/10/96
LOCATION:FORT COLLINS PROS. NO.1516-01-96
FILE: SUNRAT BY HBO
AREA (A)= 4.200 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C 0.37 0.37 0.47
SEE SPREAD SHEET ATTACHED ON PAGE 2
TIME OF CONCENTRATION (TO
OVERLAND TRAVEL TIME (Ti)
LENGTH = 110 FEET SLOPE = 2.00 %
2 YEAR 10 YEAR 100 YEAR
C = 0.20 0.20 0.25
Ti (min)= 14.04 14.04 13.26
TRAVEL TIME (Tt) =L/(60•V) PLOW TYPE
L (ft) = 363 S (t) = 0.50 GUTTER V (fps) = 1.50 Tt(min)= 4.03
L (ft) = 87 S (t) = 3.00 GUTTER V (fps) = 3.40 Tt(min)= 0.43
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 (ft) = S (t) = V (fps) = Tt(min)= 0.00
ALL VELOCITIES TAKEN FROM FIGURE 3-2 TOTAL TRAVEL TIME (min) = 4.46
TOTAL LENGTH = S60 L/180+10= 13.11 < 17.72 CHOOSE LESSER
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)= 13.11 13.11 13.11
USE Tc = 13 13 13
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I = 2.30 4.03 6.49
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q= CIA) (cfs)
2 YEAR 10 YEAR 100 YEAR
Q = 3.61 6.32 12.73
CONCLUDE:24" PIPE UNDER GEMSTONE LANE FLOWING UNDER PRESSURE
DURING STORMS WHICH EXCEED THE 100-YEAR STORM
18" ADS N-12 ® 1.25% FROM FES TO INLET W 1.254 Qcap = 12.73 CPS
24" RCP FROM INLET TO INLET AT 1.0% HAS CAPACITY OF 22.62 CPS
24" ADS N-12 FROM INLET TO FES AT 1.04% HAS CAPACITY OF 24.98 CPS
SEE OVERALL PEAK FLOWS TO "B" AND "C" IN FLOW SUMMARY ON PAGE 1
REFER TO TABLES 4 & 5 IN APPENDIX IV FOR PIPE CONVEYANCE FACTORS
SHEAR ENGINEERING CORPORATION
PAGE 8 FLOW TO CONCENTRATION POINT B
FROM SUBBASIN(S) Ie-If
PROJECT: SUNSTONE TOWNHOMES DATE OS/10/96
LOCATION:FORT COLLINS PROJ. NO.1S16-01-96
FILE: SUNRAT BY MBO
AREA (A)= 4.020 ACRES
RUNOFF COBF. (C)
2 YEAR
10 YEAR
100 YEAR
C 0.38
0.38
0.47
SEE SPREAD SHEET ATTACHED ON PAGE 2
TIME OF CONCENTRATION (TO
OVERLAND TRAVEL TIME (Ti)
LENGTH = 110 FEET
SLOPE = 2.00
k
2 YEAR
10 YEAR
100 YEAR
C = 0.20
0.20
0.25
Ti (min)= 14.04
14.04
13.26
TRAVEL TIME (TO=L/(60-V)
FLOW TYPE
L (ft) = 363 S (k)
0.50 GUTTER
V (fps) =
1.50 Tt(min)=
4.03
L (ft) = S (}) =
V (fps) =
Tt(min)=
0.00
L (ft) = S (k)
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 (}) =
V (fps) =
Tt(min)=
0.00
L (ft) = S (k)
=
V (fps) =
Tt(min)=
0.00
ALL VELOCITIES TAKEN FROM FIGURE 3-2
TOTAL TRAVEL
TIME (min) =
4.03
TOTAL LENGTH = 473
L/180+10= 12.63
<
17.30 CHOOSE LESSER
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR
SO YEAR
100 YEAR
Tc (min)= 12.63
12.63
12.63
USE Tc = 12.5
12.5
12.5
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100 YEAR
I = 2.34
4.10
6.60
NOTE: INTENSITIES TAKEN
FROM FIGURE
3-1
RUNOFF (Q= CIA) (cfe)
2 YEAR
10 YEAR
100 YEAR
Q = 3.57
6.25
12.59
CONCLUDB:CHECK CAPACITY OF SIDEWALK CULVERT
SEE PAGE 9A
SHEAR ENGINEERING CORPORATION
PAGE 9 PLOW TO CONCENTRATION POINT G
FROM SUBBASIN(S) Ig
PROJECT: SUNSTONE TOWNHOMES DATE 05/10/96
LOCATION:FORT COLLINS PROJ. NO.1516-01-96
PILE: SUNRAT BY MHO
AREA (A)= 0.620 ACRES
RUNOFF COEF. (C)
2 YEAR
10 YEAR
100 YEAR
C = 0.53
0.53
0.66
SHE SPREAD SHEET ATTACHED ON PAGE 2
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH = 40 FEET
SLOPE = 2.00
k
2 YEAR
10 YEAR
100 YEAR
C = 0.20
0.20
0.25
Ti (min)= 8.47
8.47
8.00
TRAVEL TIME (Tt)=L/(60*V)
PLOW TYPE
L (ft) = 610 S (k) =
1.00 GUTTER
V (fps) =
2.00
Tt(min)=
5.08
L (ft) = S (k) =
NONE
V (fps) =
0.00
Tt(min)=
0.00
L (ft) = S (k) =
V (fps) =
Tt(min)=
0.00
L (ft) = S (k) =
V (fps) =
Tt(min)=
0.00
L (ft) = S (k) =
V (fps) =
Tt(min)=
0.00
L (ft) = S (k) =
V (fps) =
Tt(min)=
0.00
L (ft) = S (k)
=
V (fps) =
Tt(min)=
0.00
ALL VELOCITIES TAKEN FROM FIGURE 3-2
TOTAL TRAVEL
TIME
(min) =
5.08
TOTAL LENGTH = 650
L/180+10= 13.61
>
13.08
CHOOSE LESSER
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR
10 YEAR
100 YEAR
Tc (min)= 13.55
13.55
13.08
USE Tc = 13.5
13.5
13.0
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100 YEAR
I = 2.26
3.96
6.49
NOTE: INTENSITIES TAKEN
FROM FIGURE
3-1
RUNOFF (Q= CIA) (cfs)
2 YEAR
10 YEAR
100 YEAR
Q = 0.74
1.29
2.65
CONCLUDE:THESE PLOWS PLOW OPPSITE TO THE TIMBERLINE FARMS DETENTION POND # 2
PAGE 9A
PROJECT: SUNSTONS TOWNHOMES
LOCATION:FORT COLLINS
FILE: SUNRAT
WIDTH OF CULVERT OPENING =
HEIGHT OF OPENING =
N =
SLOPE (ft/£t)
AREA (A) =
WETTED PERIMETER (P)=
HYDRAULIC RADIUS (R)=
R'2/3 -
PEAK PLOWS AT "E"
2 YEAR
Q = 3.57
SHEAR ENGINEERING CORPORATION
SIDEWALK CULVERT CAPACITY 0
E
DATE
PROJ
BY
4.00 FEET
0.40 FEET
0.016 CONCRETE
1.00%
1.60 SF
8.80 FEET
0.1818 FEET
0.3209
10 YEAR 100 YEAR
6.25 12.59
OS/10/96
NO.1516-01-96
MEO
4.76 CPS> 3.57 CPS (Q2)
CITY REQUIREMENT OF NO CURB TOPPING ON COLLECTER STREET FOR 2-YEAR STORM IS MET
CONCLUDE:4' WIDE SIDEWALK CULVERT IS ADEQUATE AT DESIGN POINT "E"
SHEAR ENGINEERING CORPORATION
PAGE 10 PLOW TO CONCENTRATION POINT B*
PROM SUBBASIN(S) Ib-If
PROJECT: SUNSTONE TOWNHOMES DATE O6/10/96
LOCATION:FORT COLLINS PROS. NO.1516-01-96
PILE: SUNRAT BY MEO
AREA (A)= 5.950 ACRES
RUNOFF COEF. (C)
2 YEAR
10 YEAR
100 YEAR
C = 0.53
0.53
0.66
SEE SPREAD SHEET ATTACHED ON PAGE 2
TIME OF CONCENTRATION (TO
OVERLAND TRAVEL TIME (Ti)
LENGTH = 110 FEET
SLOPE = 2.00
4
2 YEAR
10 YEAR
100 YEAR
C = 0.20
0.20
0.25
Ti (min)= 14.04
14.04
13.26
TRAVEL TIME (Tt)=L/(60*V)
PLOW TYPE
L (ft) = 363 S (t) =
0.50 GUTTER
V (fps) =
1.50
Tt(min)=
4.03
L (ft) = 87 S (t)
- 3.00 SWALE
V (fps) =
2.61
Tt(min)=
0.56
L (ft) = 49 S (t)
= 1.00 PIPE
V (fps) =
5.90
Tt(min)=
0.14
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
ALL VELOCITIES TAKEN FROM FIGURE 3-2
TOTAL TRAVEL
TIME
(min) =
4.73
TOTAL LENGTH = 609
L/180+10= 13.38
<
17.99
CHOOSE LESSER
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR
10 YEAR
100 YEAR
Tc (min)= 13.38
13.38
13.38
USE Tc = 13.5
13.5
13.5
INTENSITY (I) (iph)
2 YEAR
SO YEAR
100 YEAR
I = 2.26
3.96
6.38
NOTE: INTENSITIES TAKEN
FROM FIGURE
3-1
RUNOFF (Q= CIA) (cfs)
2 YEAR
10 YEAR
100 YEAR
Q = 7.10
12.44
25.07
CONCLUDB:INSTALL 24" ADS N-12 @ 1.04%
CAPACITY = 24.99 CPS (CONVEYANCE FACTOR * SLOPE"0.5)
PIPE WILL BE PLOWING UNDER PRESSURE DURING 100-YEAR STORM
REFER TO TABLES 4 & 5 IN APPENDIX IV FOR PIPE CONVEYANCE FACTORS
SHEAR ENGINEERING CORPORATION
PAGE 11 PLOW TO CONCENTRATION POINT C*
FROM SUBBASIN(S) Ic-If
PROJECT: SUNSTONB TOWNHOMES DATE 05/10/96
LOCATION:HORT COLLINS PROJ. NO.1516-01-96
PILE: SUNRAT BY MEO
AREA (A)= 4.940 ACRES
RUNOFF CORP. (C)
2 YEAR
10.YRAR
100 YEAR
C = 0.45
0.45
0.56
SEE SPREAD SHEET ATTACHED ON PAGE 2
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH = 110 FEET
SLOPE = 2.00
}
2 YEAR
SO YEAR
100 YEAR
C = 0.20
0.20
0.25
Ti (min)= 14.04
14.04
13.26
TRAVEL TIME (Tt)=L/(60*V)
PLOW TYPE
L (ft) = 363 S (}) =
0.50 GUTTER
V (fps) =
1.50
Tt(min)=
4.03
L (ft) = 87 S (}) =
3.00-SWALE
V (fps) _
2.61
Tt(min)=
0.56
L (ft) = 24 S (}) =
1.00 PIPE
V (fps) =
5.90
Tt(min)=
0.07
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 (}) =
V (fps) =
Tt(min)=
0.00
ALL VELOCITIES TAKEN FROM FIGURE 3-2
TOTAL TRAVEL
TIME
(min) =
4.66
TOTAL LENGTH - 584
L/180+10= 13.24
<
17.92
CHOOSE LESSER
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR
10 YEAR
100 YEAR
Tc (min). 13.24
13.24
13.24
USE Tc = 13.0
13.0
13.0
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100 YEAR
I = 2.30
4.03
6.49
NOTE: INTENSITIES TAKEN
FROM FIGURE
3-1
RUNOFF (Q= CIA) (cfe)
2 YEAR
10 YEAR
100 YEAR
Q = 5.10
8.94
18.01
CONCLUDE:INSTALL 24" ADS N-12 @ 1.00}
CAPACITY = 24.51 CPS (CONVEYANCE FACTOR * SLOPE^0.5)
PIPE CAPACITY WILL BE ADEQUATE FOR 100-YEAR STORM
REFER TO TABLES 4 & 5 IN APPENDIX IV FOR PIPE CONVEYANCE FACTORS
SHEAR ENGINEERING CORPORATION
PAGE 12 FLOW TO CONCENTRATION POINT H
FROM SUBBASIN(S) Imw
PROJECT: SUNSTONE TOWNHOMES DATE 05/10/96
LOCATION:FORT COLLINS PROD. NO.1516-01-96
FILE: SUNRAT BY MHO
AREA (A)- 0.930 ACRES
RUNOFF COEF. (C)
2 YEAR
10 YEAR
100 YEAR
C 0.70
0.70
0.88
SEE SPREAD SHEET ATTACHED ON PAGE 2
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH 65 FEET
SLOPE = 2.00
%
2 YEAR
10 YEAR
100 YEAR
C = 0.20
0.20
0.25
Ti (min)= 10.79
10.79
10.19
TRAVEL TIME (Tt)=L/(60-V)
FLOW TYPE
L (ft) - 700 S (t) =
2.00 GUTTER
V (fps) =
2.83 Tt(min)=
4.12
L (ft) _ S (t) =
NONE
V (fps) =
0.00 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 (ft) = S (t) =
V (fps) =
Tt(min)=
0.00
L (ft) = S (t) =
V (fps) =
Tt(min)=
0.00
ALL VELOCITIES TAKEN FROM FIGURE 3-2
TOTAL TRAVEL
TIME (min) =
4.12
TOTAL LENGTH = 765
L/180+10= 14.25
<
14.32 CHOOSE LESSER
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR
10 YEAR
100 YEAR
Tc (min)= 14.25
14.25
14.25
USE Tc = 14.0
14.0
14.0
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) (cfe)
2 YEAR
10 YEAR
100 YEAR
Q 1.45
2.53
5.11
CONCLUDE:THESE FLOWS FLOW OFFSITE TO TIMBERLINE ROAD.
CONTRIBUTING AREA INCLUDES EAST 1/2 OF TIMBERLINE ROW
SHEAR ENGINEERING CORPORATION
AVERAGE END AREA METHOD
FOR PROPOSED DETENTION POND '
PAGE 13
PROJECT :SUNSTONE TOWNHOMES PUD DATE: 05/10/96
PROD. NO:1516-01-96 BY MBO
LOCATION:TIMBERLINR DRIVE PILE: SUNAVG
CONSTANT: 64.5 = 1 SQ IN. FIRST EVEN CONTOUR 45 FRET
INVERT 44.7 FEET TOP ELEV 49 FRET
INCREMENT 1 POOT SCALE: 1" 50 FRET
+rrrrr++ r•++rtrr rr•+rr++ rrrrr•++ +t+r rrr+ +:+rrr++ ♦+rrrrr+ •r+rtrr+ rrrrrr+e
STAGE RLEV PLANI- AREA AREA VOLUME CUM. CUM. CUM.
METER (Al) (A2) (V1) VOLUME VOLUME VOLUME
£t ft READING aq in sq ft cf cf cy ac-ft
rrrr+rrr r+r++rrr rrrtt+rr trrrr+rr ++rrrrrr +rrrrr++ •rrr+•++ +r+rrr++ r+rrr•rr
0.00 44.70 0 0.00 0 0 0 0 0.00
0.30 45.00 9 0.14 349 52 52 2 0.00
1.30 46.00 276.5 4.29 10717 5533 5585 207 0.13
2.30 47.00 554.5 8.60 21492 16105 21690 - 803 0.50
3.30 48.00 633.5 9.82 24554 23023 44713 1656 1.03
4.30 49.00 730 11.32 28295 26424 71138 2635 1.63
rr+r+err r+r+rr+r +rrrrr+r rr+rrrrr rrrt++rr rr+r+r++ rrr++tr+ rrrrrr+r rrrrr+rr
STAGE BLEV 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
FORMULAE:A1= (PLANIMETER READING)/CONSTANT
A2= (Al)-SCALS SQUARED
VOLUME REQUIRED = 39204 CP =
WATER SURFACE ELEVATION REQUIRED =
SET W.S.BL. AT
VOLUME REQUIRED = 4356 CF =
WATER SURFACE ELEVATION REQUIRED =
0.9 AC -PT 100-YEAR STORM
47.76 FEET
48.57 PBBT IN ORDER TO MEET HYDRAULIC
HYDRAULIC GRADIENT REQUIREMENTS FOR
42' RCP IN TIMBERLINE
0.1 AC -PT 2-YEAR STORM
45.78 PERT
LOWEST PROPOSED TOP OF WALL ELEVATION = 53.11 FEET
CONCLUDE:POND WILL BE ADEQUATE
THE VOLUMES SHOWN ARE FOR THE PRIMARY PORTION OF THE POND IN TRACT A
ADDITIONAL VOLUME IS AVAILABLE IN THE STORM SEWER AND TRACT B
SHEAR ENGINEERING CORPORATION PAGE: 14
OUTLET STRUCTURE FOR SUNSTONE TOWNHOMHS
PROTECT: SUNSTONE TOWNHOMES DATE: 05/10/96
PROJECT NO 1516-01-96 BY HBO
PROJECT LOCATION :FORT COLLINS
CARIBOU DRIVE AND TIMBERLINE ROAD
FILE NAME: SUNOUT
INPUT FOR OUTLET STRUCTURE
LOWER ORIFICE DIAM. (ft) = 0.50 WHIR TYPE BROADCRESTED DETERMINE ORIFICE SIZE
LOWER ORIFICE INV. (ft) = 44.70 WHIR LENGTH (ft) = 12.00 FOR MAJOR STORM
LOWER ORIFICE COEF. (Cl) = 0.65 WHIR INVERT (ft) = 49.50 Q- CA(2gH)^0.5
UPPER ORIFICE DIAM.(ft) = 1.00 WHIR COEF. (Cw) = 2.60 A = Q/(C(2gH)-0.5
UPPER ORIFICE INV. (ft) = 46.00 TOP OF BERM (ft) = 49.00 H (ft) 3.87
UPPER ORIFICE COEF. (Cu) = 0.65 INIT. DELTA (ft) = 0.30 C = 0.65
2 YR. RELEASE PATH (cfe) = 6.00 DELTA HEAD (ft) = 0.50 Q (cfe)= 9.00
10 YR RELEASE RATE (cfe) = na 10 YR WSHL REQUIRED (ft) = na A (of) = 0.88
100 YR RELEASE RATE (cfe)= 9.00 100 YR WSHL REQUIRED (ft)= 48.57 R (£t) = 0.528
OUTLET PIPE DIAM. (ft) = 1.25 OVER FLOW NA D (ft) = 1.057
PIPE SLOPE (t) = 1.00 WHIR TYPE TOP OF BERM /BROADCRBSTED
MANNINGS n = 0.013 WHIR LENGTH (ft) = 180.00 DESIGN CONCLUSION:
WHIR INVERT (ft) = 49.00 A 12" DIAM ORIFICE IS REQUIRED.
WHIR CORP. (CWO) = 2.60 FOR A SINGLE STAGE RISER AND 100-YHA
*rrr+*rr t•trr*tr *t*t*r*r *OUTPUT* r++rr+r• r**r**** ttt***rr ***rr**r INSTEAD - -
-PIPS AREA (SF) = 1.23 WETTED PERIMETER = 3.93 FEET DESIGN A DUAL ORIFICE TO CONTROL 2
HYD. RAD (PT) = 0.313 FEET R^2/3 = 0.4603 - AND 10 YEAR STORMS ALSO.
OUTLET PIPE CAPACITY 6.46 CPS
LOWER ORIFICE AREA (A) = 0.1964 SQUARE FEET
UPPER ORIFICE AREA (A) = 0.7854 SQUARE FEET
rrrtrr* *r*r*r+ r*t*rr* *OUTPUT* rrrtrr* r*tttrt rrr♦rrr r*t*ttt ***rrtr *rrrtrr **rrr*r rtt+rrr
OVERFLOW SPILLWAY
HEAD HEAD HEAD SUB HEAD
ELEV. OVER LOWER OVER UPPER OVER WHIR TOTAL OVER WHIR TOTAL ELEV.
LOWER ORIFICE UPPER ORIFICE WHIR FLOW FLOW WHIR FLOW FLOW
ORIFICE FLOW ORIFICE FLOW
ft ft cfe ft cfe ft cfe cfo ft cfe cfe ft
44.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 44.70
45.00 0.30 0.56 0.00 0.00 0.00 0.00 0.56 0.00 0.00 0.56 45.00
45.50 0.80 0.92 0.00 0.00 0.00 0.00 0.92 0.00 0.00 0.92 45.50
46.00 1.30 1.17 0.00 0.00 0.00 0.00 1.17 0.00 0.00 1.17 46.00
46.50 1.80 1.37 0.50 2.90 0.00 0.00 4.27 0.00 0.00 4.27 46.50
47.00 2.30 1.55 1.00 4.10 0.00 0.00 5.65 0.00 0.00 5.65 47.00
47.50 2.80 1.71 1.50 5.02 0.00 0.00 6.73 0.00 0.00 6.73 47.50
48.00 3.30 1.86 2.00 5.79 0.00 0.00 7.65 0.00 0.00 7.65 48.00
48.50 3.80 2.00 2.50 6.48 0.00 0.00 8.47 0.00 0.00 8.47 48.50
49.00 4.30 2.12 3.00 7.10 0.50 11.03 20.25 0.00 0.00 20.25 49.00
48.56 3.86 2.01 2.56 6.55 0.06 0.46 9.03 0.00 0.00 9.03 48.56
48.57 3.87 2.01 2.57 6.57 0.07 0.58 9.16 0.00 0.00 9.16 48.57
47.15 2.45 1.60 1.15 4.39 0.00 0.00 6.00 0.00 0.00 6.00 47.15
49.10 4.40 2.15 3.10 7.21 0.60 14.50 23.86 0.10 14.80 38.66 49.10
*trrt*rr r+rrrtrr *r*rr*rr *+rrr+*+ rrrtrr*+ *t*t**tr t*rr***+ rrr+***+ **rr*rrr r*rrr*tr rr**rt** t*rrr**r
ORIFICE EQUATION: CA(2gH)^1/2 WEIR FLOW EQTN. : CwLH^3/2
PAGE 15
SHEAR ENGINEERING CORPORATION
CHANNEL CAPACITY
PROJECT NAME: SUNSTONE TOWNHOMRS DATE: 05/10/96
PROJECT NO. : 1516-01-96
BY : MHO
SWALB DESCRIPTION:ALL GRASSED SWALES
DEPTHS MAY VARY
FILE: SUNCHAN SECTION B-B
CAPACITY OF TRIANGULAR OR TRAPEZOIDAL CHANNEL
CHANNEL CONFIGURATION: TRIANGULAR
CHANNEL LINING: GRASS
Da
Db
Dc
Sc
n
W
I
(ft)
(ft)
(f t)
(t)
-----
(ft)
_--_
(ft)
----
__--
4.00
___-
4.00
__--
1.00
_-_-
2.00
0.032
3.00
0.25
0.25 = LEFT BANK SLOPE
0.25 = RIGHT BANK SLOPE
DEPTH
WIDTH
AREA
PERIM
R 2/3
Sc 1/2
Q
V
(a.f.)
(ft)
(S.f.)
(ft)
(A/P)
_______
_______
(cfs)
_______
(ft/sec)
-------
_______
1.00
_______
11.00
_______
7.00
_______
11.25
0.73
0.14
33.51
4.79
0.75
9.00
4.50
9.16
0.62
0.14
18.37
4.08
0.50
7.00
2.50
7.12
0.50
0.14
8.17
3.27
0.25
5.00
1.00
5.06
0.34
0.14
2.23
2.23
+r+x+xxwrrr+++x+rrrrr++rw+rrr+rrr+r+r+++xr+rr+++x++++r++++x+rrr+r+wxxxrr
DEPTH
WIDTH
AREA
PERIM
R 2/3
Sc 1/2
Q
V
(S.f.)
(ft)
(S.f.)
(ft)
(A/P)
(cfs)
(ft/Sec)
CONCLUDE: CHANNEL IS ADEQUATE FOR ANTICIPATED FLOWS
PAGE 15A.
SHEAR ENGINEERING CORPORATION
PEAK FLOWS TO NORTHERNN END OF SWALBS ALONG TIMBERLINE
PROJECT NAME: SUNSTONE TOWNHOMBS DATE: 05/10/96
PROJECT NO. : 1516-01-96
FILE: SUNCHAN SECTION B-B BY : MEO
EAST SIDE
AREA =
0.15
ACRES
C =
0.37
C100 =
0.46
Tc =
5.00
MINUTES
I2 =
3.29
IPH
I10 =
5.64
IPH
I100 =
9.30
IPH
Q2 =
0.18
CPS
Q10 =
0.31
CPS
Q100 =
0.65
CPS
WEST SIDE
0.09
0.53
0.66
5.00 ASSUMED BECAUSE AREA IS SO SMALL
3.29
5.64
9.30
0.16
0.27
0.55
CONCLUDE:SWALES ARE. ADEQUATE
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No Text
APPENDIX II
Erosion Control Calculations
Erosion Control Sequencing schedule
Erosion Control security deposit estimates
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: S ,,)w T or\) G T o w e'Jt�0aay,-$ p U O STANDARD FORM A
COMPLETED BY: PU DATE: 31$ tib
DEVELOPED
SUBBAgIN
ERODIBILITY
ZONE
Asb
(ac)
Lsb
(ft)
Ssb
Lb
(feet)
Sb
(%)
PS
M
7i�
rts
6,'(
���
110
•
�.��
CIS
►���
%00.
)Oo
MARCH 1991 9-14 DESIGN CRITERIA
pC,\)-q' 11z
EFFECTIVENESS CALCULATIONS
PROJECT: SU1�15�oYJ� MOWNHomcs PUn STANDARD FORM B
COMPLETED BY: M EO DATE:
Erosion Control C-Factor P-Factor
Method Value Value Comment
$,\kl•CNcc, � U U,i
Fk fib.\c i.d
r`JZfr` 25
Gr<vp\ �.\fiats 1 •U ° 'b 1,
p.0 I,U s
S�t\ pals 1.0 s., tee ZA
ON 1.0 X 6, i c.
MAJOR
PS
SUB
AREA
BASIN
(t)
BASIN
(Ac).
CALCULATIONS
Pc 0•� x I.� = O .`�
0-sx0,v3%A, 100:: 64,0
13a-�•a.�r�' � 0.43�c.
' 0•US .c,
�O.o1x0,`.;3)4- C0,93x 1,0) } (0.05X0.01)]'I,01
n�� ag x [o.��.a•a) r I,c,(vA+�-ro �3)J�► ul
—6�6SS OFF - 66,�5
Tc
o 14
las��./�ervL: 0.4o
C= LO.o�x�,0,usto.4u� {- 1v�aa��JlO.i�
5(�Z-7)
wI.�b��4s
cI` r
MARCH 1991 8-15 DESIGN CRITERIA
P.,Sz LiZ
EFFECTIVENESS CALCULATIONS
PROJECT: SU6�15iUb�1E -(dW1J�}�F� STANDARD FORM B
COMPLETED BY: Pr�a DATE: 3) ISC 5
Erosion Control C-Factor P-Factor
Method Value Value Comment
SSEG
MAJOR
PS
SUB
AREA
BASIN
(t)
BASIN
(Ac)
CALCULATIONS
1 fl,X ,73 ' 59 r<. C= UI (OAS) }' .Sg l
ea,�
crY
1.�3 Sege/` c- 10.15(1u) a 0,50�7
G.iC,a) "I-1111a 0.355 `1
o .6z,
0,1 Asd�1,�
ION r
C &XII .3L(,G1���0.6Z+ 3iZ3
8,`z
MARCH 1991 8-15 DESIGN CRITERIA
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a
CONST SEQ
M-client/MK-Twain/Erosion/CONSTSEQ
CONSTRUCTION SEQUENCE
Project No: 1516-01-96
Date: 2/26/96
Revised: 2/28/96
PROJECT: Sunstone Townhomes P.U.D.
STANDARD FORM C
SEQUENCE FOR 19 _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
196
97
Month
J
J
A S
O
N
D
J
F
M A M
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
STRUCTURES: INSTALLED BY: OWNER MAINTAINED BY: OWNER
VEGETATION/MULCHING CONTRACTOR: OWNER
DATE PREPARED:3/18/96 DATE SUBMITTED: 3118196
APPROVED BY THE CITY OF FORT COLLINS ON:
i
March 18, 1996
Project No: 1516-01-96
Basil Hamdan
City of Fort Collins Stormwater Utility
P.O. Box 580
Ft. Collins, Colorado 80522
Re: Erosion Control Cost Estimate for Sunstone Townhomes P.U.D.
Fort Collins, Colorado
Dear Basil,
Attached is the'erosion control security deposit estimate for Sunstone Townhomes P.U.D.
ESTIMATE 1:
900 LF of Silt Fence ® $ 3.00 per LF $ 2,700.00
2 - Gravel Inlet Filter Oa $75.00 each $ 150.00
12 - Haybale barriers Q 75.00 each 900.00
TOTAL ESTIMATED COST: $ 3,750.00
x 1.50
$ 5,625.00
ESTIMATE 2:
re -vegetate the disturbed area of 5.95 acres at $650.00 per acre $3,867.50
TOTAL ESTIMATED COST: $ 3,867.50
z 1.50
$ 59801.25
In no instance.shall the amount of the security be less than $1,000.00. Therefore, the total
required erosion control security deposit for Sunstone Townhomes P.U.D. will be $5,800.00.
If you have any questions, please call at 226-5334.
cc: Aletha Langham-Godwin; Mark Twain Homes Inc.
Dave Stringer, City of Fort Collins
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282.0311
March 18, 1996
Project No: 1516-01-96
Re: EROSION CONTROL SECURITY DEPOSIT REQUIREMENTS:
Sunstone Townhomes P.U.D.; Fort Collins, Colorado
A. 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.
i The cost to install the proposed erosion control measures is approximately
$3,750.00. Refer to the cost estimate attached in Appendix I. 1.5 times the cost to
install the erosion control measures is $ 5,625.00.
ii. 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 5.95 acres), we estimate that the cost to re -
vegetate the disturbed area will be $3,867.50 ($650.00 per acre x 5.95 acres). 1.5
titnes the cost to re -vegetate the disturbed area is $5,801.25...The $650.00 per acre
for re -seeding sites of between 1 and 10 acres was quoted to us by the City of Fort
Collins Stormwater Utility personnel.
CONCLUSION:
The erosion control security deposit amount required for Sunstone Town Homes P.U.D. will
be $5,800.00.
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
Fig 5-2 Nomograph for Capacity of Curb Opening Inlets in Sumps
Table 4 Circular Pipe Flow Capacity for Mannings 'n' = 0.012
Table 5 Circular Pipe Flow Capacity for Mannings 'n' = 0.013
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.
M-M 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:
Flat<2%............................................................................................. 0.15
Average2 to 7%.................................................................................. 0.
Steep>7%.......................................................................................... 0.20
Lawns, Heavy Soil:
Flat<2%............................................................................................. 0.20
Average2 to 7%...................................................... ..........................:. 0.25
Steep>7%......... :................................................................................ 0.35
3-4 DESIGN CRITERIA
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 DV2
S
Where Tc = Time of Concentration, minutes
S = Slope of Basin, %
C = Rational Method Runoff Coefficient
D = Length of Basin, feet
C, = 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,
2 to 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
3.2 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)
I = 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 ana!ysis. This procedure is detailed in the Urban Storm Drainage
Criteria Manual, Volume 1, Section 4.
MAY 1984 3-5 DESIGN CRITERIA
4.2.2.1 Street Encroachment
The encroachment of gutter flow on the street for the initial storm runoff shall not ex-
ceed the specifications set forth in Table 4-1. A storm drainage system shall begin
where the encroachment reaches the limits found in this table.
Table 4-1
INITIAL STORM — STREET RUNOFF ENCROACHMENT
Street classification Maximum Encroachment
Local (includes places, alleys, No curb -topping. t Flow may spread to
marginal access) crown of street
Collector No curb -topping. t Flow spread must
leave at least one lane width free of water
Major Arterial No curb -topping. t Flow spread must
leave at least one-half (1 /2) of roadway
width free of water in each direction
t Where no curbing exists, encroachment shall not extend over property lines.
4.2.2.2Theoretical Capacity
Once the allowable pavement encroachment has been established, theoretical
gutter. capacity shall be computed using the following revised Manning's equation
for flow in shallow triangular channels:
O = 0.56 Z S"2 y8`s
n
Where O=Theoretical Gutter Capacity, cfs
y = Depth of Flow at Face of Gutter, feet
n = Roughness Coefficient
S =Channel Slope, feet/feet
Z = Reciprocal of Cross Slope, feet/feet
A nomograph based on the previous equation has been developed and is included
in Figure 4-1. The graph is applicable for all gutter configurations. An 'n" value of
0.016 shall be used for all calculations involving street runoff.
4.2.2.3 Allowable Gutter Flow
In order to calculate the actual flow rate allowable, the theoretical capacity shall be
multiplied by a reduction factor. These factors are determined by the curve in Figure
4-2 lowable Gutter
flow calculated atedthuslyris theo
ovalue toFactrs for lbe used n the drainage allowable
e system calculations.
MAY 1984
4-2 DESIGN CRITERIA
4.2.3 Major Storms
The determination of the allowable street flow due to the major storm shall be based on the
following criteria:
Theoretical capacity based on allowable depth and inundated area.
Reduced allowable flow due to velocity conditions.
4.2.3.1 Street Encroachment
Table 4-2 sets forth the allowable street inundation for the major storm runoff.
Table 4-2
MAJOR STORM — STREET RUNOFF ENCROACHMENT
ee.eef Pl aaalf,�afinn
Local (includes places, alleys,
marginal access & collector)
Arterial and Major Arterial
4.2.3.2Theoritical Capacity
Maximum Encroachment
Residential dwellings, puouc,
commercial, and industrial buildings
shall not be inundated at the ground line
unless buildings are flood proofed. The
depth of water over the crown shall not
exceed 6 inches.
Residential dwellings, public, commercial
and industrial buildings shall not be
inundated at the ground line unless
buildings are flood proofed. Depth of
water at the street crown shall not exceed
6 inches to allow operation of emergency
vehicles. The depth of water over the
gutter flowline shall not exceed 18 inches.
In some cases, the 18 inch depth over the
gutter flowline is more restrictive than the
6 inch depth over the street crown. For
these conditions, the most restrictive of
the two criteria shall govern.
Manning's equation shall be used to calculate the theoretical runoff -carrying capac-
ity based on the allowable street inundation. The equation will be as follows:
Q =1.486 Rm S+112 A
Where Q = Capacity, cfs
n = Roughness Coefficient
R = Hydraulic Radius, A/P
S = Slope, feet/feet
A = Area, feet
Appropriate "n" values can be found in Table 4-3. Any values not listed should be
located in the Geological Survey Water Supply Paper, 1849.
Table 4-3
MANNING'S ROUGHNESS COEFFICIENTS FOR STREET SURFACES
Surface Roughness Coefficient
Gutter& Street...................................................................... 0.016
DryRubble........................................................................... 0.035
Mowed Kentucky Bluegrass ................................................. 0.035
Rough Stony Field w/Weeds................................................ 0.040
Sidewalk & Driveway............................................................ 0.016
MAY 1984 1 4-5 DESIGN CRITERIA
DRAINAGE CRITERIA MANUAL
RUNOFF
30
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FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
*MOST FREOUENTLY 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 8 FLOOD CONTROL DISTRICT
No Text
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Figure 5-2
NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2"
Adapted from Bureau of Public Roads Nomograph
MAY 1984 5-10 DESIGN CRITERIA
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APPENDIX IV
Portions of the Master Drainage Report for Timberline Farm P.U.D.
3
MASTER DRAINAGE REPORT
FOR
TIMBERLINE FARM P.U.D
Project No. 248.8
September 1989
Revised November 1989
Prepared For: _
G T Land, Inc.
3555 Stanford Road
Fort Collins, CO 80521
Prepared By:
Engineering Professionals, Inc.
2000 Vermont Drive
Fort Collins, CO 80525
MASTER DRAINAGE REPORT
FOR
TIMBERLINE FARM P.U.D.
1.0 Location
Timberline Farm consists of the west half of the southwest quarter of Section 32,
T7N, R68W. The site is bounded by Timberline Road on the west, Harmony Road on
the south, Caribou Road on the north and Harmony Village Mobile Home Court on the
east. The property is located in reach 2 of the Fox Meadows Drainage Basin.
2.0 Existing Conditions
The 80 acre site has historically been used for agricultural purposes. Presently
a portion of the tract is being farmed with the remainder uncultivated. Several irrigation
laterals cross the property. The property is currently made up of three subbasins - the
north and east 2/3 of the site draining toward the north; the west central 10 acres,
draining to the west into the "Chandler sump"; and the south 1 /3 draining toward the
east. The historical drainage basins and flows for the site are identified on the Master
Drainage Plan (back pocket). The property has slopes of 0.5% to 3% with the north
portion being the steepest. There is no offsite drainage onto the site, nor is there any
designated floodplain located within the site.
A swale has been constructed from the northeast corner of the site to the east
along the south side of Sunstone Village Filing No. 1 which directs flows to the
Harmony Village Mobile Home Court detention pond. This Swale was specifically
constructed to handle existing 2 year event runoff from Timberline Farm.
3.0 Proposed Drainage
The 80 acre site will be divided into 5 subbasins which will result in a minor
modification of the existing Fox Meadows Basin Master Plan. This modification is
discussed in detail further in this report.
Basin 1
Basin 1 consists of approximately 30 acres located at the south end of the site
including parcels E, G, and a portion of Phase B. This basin will drain to the east into
a detention pond to be located in the northeast corner of parcel E. The detention
pond has been preliminary sized at 3.8 acre-feet. Flows released from the detention
pond will be directed along the east property in a pipe and overflow swale into
detention pond 2.
1Basini-21
Consisting of approximately 29 acres, basin 2 will drain to the northeast into
detention pond 2, sized at 5.0 acre feet. Flows released from this pond, at a maximum
rate of 12 cfs, will be directed into the swale along the south end of Sunstone Filing No.
1 into the Harmony Village Mobile Home Park detention pond and ultimately into the
Sunstone regional detention pond. Runoff released from detention pond 2 (from basin
1 and 2) will be substantially in accordance with the current Fox Meadows Basin
Drainage Master Plan.
Basin 3
Basin 3 consists of approximately 8.2 acres located within the area denoted as
Phase C on the Master Plan. This basin currently drains to the Chandler sump (see
Figure 2). Runoff from this basin will be directed to the west where it will be detained
prior to being discharged into the 42' storm sewer being constructed along the east
side of Timberline Road. This pipe will convey runoff to the open channel located along
the north side of the Sunstone development and into the Sunstone regional detention
pond. The maximum release rate and detention pond volume for this basin are 9 cfs
and 0.9 acre feet respectively.
'basin `4
Basin 4, consisting of 8.0 acres, is located at the northwest corner of the site and
includes most of Phase D and a small portion of Phase A. This basin will drain to the
northwest and will be released to the 42" pipe along the west side of the site and to the
Sunstone detention pond in the same manner as basin 3. The maximum release rate
and detention pond volume for this basin are 9 cfs and 0.9 acre feet respectively.
�:
Basin 5
Consisting of approximately only 4.7 acres, basin 5 includes the area immediately
south of Caribou Drive which will drain directly onto this street. Runoff from this basin
will be directed to the Sunstone regional detention pond by Caribou Drive. Street
capacities for both the 2 and 100 year storm have been calculated to be adequate with
this additional flow (refer to appendix).
4.0 Fox Meadows Basin Master Plan Modifications
Drainage master planning for the Fox Meadows Basin was first completed in
1981 with the Fox Meadows Basin Drainage Master Plan. This plan was later revised
as presented in Updated Hydrology for the Fox Meadows Basin Master Plan, dated
October 21, 1987, both prepared by Resource Consultants, Inc.. The current plan
assumes that all runoff from the 80 acre site will be directed to the north east corner
of the site, detained, and released at a maximum rate of 11 cfs, well below the 2 year
historic runoff rate for the site. Because of the large detention pond volumes and
extensive earthwork required to make the site conform to the existing Master Plan,
alternatives were investigated. Numerous drainage schemes for the site were evaluated
utilizing the SWMM model for the basin. Presented herein is a modification to the Fox
Meadows Basin Master Plan which utilizes the capacity of existing and planned facilities
while providing a more workable drainage scheme for the site. The 2 and 100 year
developed conditions SWMM runs for this modification are located in the appendix.
The site is divided into two basins in the current Master Plan, 13 and 14, as
identified on the 1987 Update SWMM network schematic (figure 1). For the Timberline
Farms Drainage Master Plan the site has been divided into five basins as discussed
above. These basins are delineated on the Master Drainage Plan (back pocket) and
-` the revised SWMM network schematic (figure 2). Three detention ponds have been
added to the model corresponding to ponds 1, 3, and 4 on the Timberline Farms
Master Plan. Pond 2 corresponds to the existing pond 306 in the SWMM model.
Storage volume versus outflow curves were input into the model for ponds 1 and 2
based on current planning. Storage/discharge curves for ponds 3 and 4 were
estimated from a conceptual pond layout (see grading plans in back pocket) 'Should;
model' shouI&Vb&t,r"' sed. to. verify `aheir adequacy, ��TFie�folloiiviiig able relates the
Timberline Farms Master Plan basins and detention ponds to the subareas and
reservoirs incorporated into the revised Fox Meadows Basin SWMM Model.
K
Timberline Farms Master Plan
Basin Designation
1
.2z
3
5
Timberline Farms Master Plan
Detention Pond Designation
1
2
3
�, i.
Revised Fox Meadows SWMM
Subarea designation
14
,:13a
39
included with 17
Revised Fox Meadows
SWMM reservoir designation
310
306
312
A3-,IU
The change in 100 year peak flows downstream of the Timberline Farm resulting
from the modifications are identified in the following table:
Drainage Element
40 --Pipe @ Timberline
Road
Swale North of Sunstone
Sunstone Detention Pond
Channel east of Fox
Meadows
Flow west of CR #9
Peak flow (cfs)
SWMM Element No. Master Plan Revised Master Plan
- 47 cfs Acf
113 68 cfs 81 cfs
210 29.0 ac-ft 29.1 ac-ft
143+302 86 cfs 93 cfs
116 100 cfs 109 cfs
4
4.1 Impacts of Fox Meadows Basin Master Plan Modifications
The capacity of drainage facilities downstream of the site, both existing and
proposed, were evaluated to confirm that the their capacities would not be exceeded
during the major storm. The following discussion addresses each component of the
downstream drainage system which is impacted by the modifications to the basin
master plan.
42" Pipe Along Timberline Road
The purpose of the 42" pipe along Timberline is to provide an outlet for the
Chandler Sump detention pond (SWMM element 108). kg,?jder'- ,assess�the�ffectl,
additional flow would have on this ,p!pe�thheshydraulic grade line for the pipe with 56 cfs
flow was determined (calculations are in the appendix). 11je calculated hydraulic grade
line is below the existing ground level up to the Chandler sumit,fhiq hydraulic grade
line at the Chandler sump is of elevation 4951.0 which should allow for construction of
this detention facility without excessive berming.
Channel North of Sunstone
The channel north of Sunstone conveys flows from the 42" pipe along Timberline
Road to the Sunstone Village detention pond. The pond has recently been constructed
and a review of the design drawings reveals the capacity of the swale to be in excess
of 100 cfs. The culvert crossing at Caribou Road will create a maximum headwater of
4934.9 with the Sunstone pond at peak stage. The final grading plan of the area
upstream of this culvert shows the adjacent houses to have a floor elevation more than
1 foot above the culvert headwater.
The section of this channel between Timberline Road and Sunstone Village has
yet to be constructed. This section of channel should be designed for a 100 year flow
of 82 cfs as opposed to the current master plan flow of 68 cfs.
Sunstone Detention Pond
The "as built" volume calculations for this detention facility prepared by Landmark
Engineering dated May 26, 1988, indicate that the existing volume of the pond is 29.4
acre feet. This volume is developed at a high water elevation of 4934.5. This calculated
volume is adequate to hold the necessary volume of 29.1 acre feet.
7
� '-7•Vu
•ate
�_
• •d
FBI%
i r
�w
i
rI
16 I
CHANDLER SUMP
C\ Q I
,T TIMBERLINE '
1
FARM 2,
15
HARMONY- RC
R68W
FIGURE 2 — REVISED FOX MEADOWS BASIN
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BASIN H ...
FOX MEADOWS
BASIN ..100
YEAR
FULLY DEVELOPED CONDITIONS ...
UPDATED AUGUST 1999 FOR
ANTICIPATED
CONDITIONS
ttt PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS ttt
CONVEYANCE PEAK STAGE STORAGE TIME
ELEMENT (CFS) (FT) (AC -FT) (HR/MIN)
50873. .8 0 40.
120 117. .8 0 40.
309 31. .0 1.2 1 10.
3 160. .9 0 40.
310 12. .0 3.8 1 45.
21 118. .9 0 40.
6 21. 1.9 0 50.
5 155. 3.0 0 50.
4 386. 3.5 0 45.
118 120. 2.3 0 40.
122 176. 3.0 0 40.
11 9. .0 4.7 5 10.
7 212. .0 22.8 1 30.
306 12. .0 5.0 3 15.
303 176. (DIRECT'FLOW) 0 40.
.•:) 101 260. 3.1 0 40.
10 102. 3.0 12.5 2 45.
307 72. 1.6 0 40.
_) 305 58. (DIRECT FLOW) 0 40.
304 118. (DIRECT FLOW) 0 40. 1
112 9. .0 9 1 0.
311 9. .0 •9 1 0.
117 17 n 9'5 9 In_
SUBAREA
GUTTER
WIDTH
AREA
PERCENT
SLOPE
RESISTANCE
FACTOR
SURFACE STORAG=(iN)
INFILTRATION RATE(IN/HR)
GAGE
NUMBER
OR MANHOLE
(FT)
(AC)
IMPERY.
(FT/FT)
IMPERY.
PERM.
IMPERY.
PERM.
MAXIMUM
MINIMUM
DECAY RATE
NO
1
3 .
500.
10.0
40.0
.0130
.016
.250
.100
.300
.51
.50
.00180
1
1
! 2
2
2000.
23.0
.0
.0150
.016
.250
.100
.300
.51
.50
.00180
I
3
3
5600.
58.5
41.0
.0070
.016
.250
.100
.300
.51
.50
.00180
1
4
4
6000.
80.1
46.0
.0050
.016
.250
.100
.300
.51
.50
.00180
1
7
5
5
4800.
64.3
69.0
.0030
.016
.250
.100
.300
.51
.50
.00IBO
1
6
9
1800.
12.8
80.0
.0070
.016
.250
.100
.300
.51
.50
.00180
1
7
108
2700.
55.8
40.0
.0110
.016
.250
.100
.300
.51
.50
.00180
1
8
6
1400.
14.5
.0
.0120
.016
.250
.100
.300
.51
.50
.00180
1
9
11
1700.
90.0
2.0
.0070
.016
.250
.100
.300
.51
.50
.00180
1
':. 10
101
2200.
78.1
48.0
.0090
.016
.250
.100
.300
.51
.50
.00180
1
' 11
14
5000.
80.2
42.0
.0040
.016
.250
.100
.300
.51
.50
.00180
1
i 12
200
2600.
41.9
40.0
.0020
.016
.250
.100
.300
.51
.50
.00180
1
13
118
2750.
27.2
50.0
.0150
.016
.250
.100
.300
.51
.50
.00180
1
' 14
120
1080.
30.5
60.0
.0060
.016
.250
.100
.300
.51
.50
.00180
1
15
21
2800.
38.6
40.0
.0070
.016
.250
.100
.300
.51
.50
.00180
1
16
122,
1400.
26.3
40.0
.0080
.016
.250
.100
.300
.51
.50
.00180
1
17
119
2000.
38.1
40.0
.0060
.016
.250
.100
.300
.51
.50
.00180
1
18
124
4800.
103.0
40.0
.0080
.016
.250
.100
.300
.51
.50
.00180
1
19
44
2500.
2J
50.0
.0070
.016
.250
.100
.300
.51
.50
.00180
1
21
125
3200.
66.3
40.0
.0040
.016
.250
.100
.300
.51
.50
.00180
1
-
23
126.
4000.
61.3
40.0
.0070
.016
.250
.100
.300
.51
.50
.00180
1
24
127
2600.
10.6
40.0
.0030
.016
.250
.100
.300
.51
.50
.00180
1
25
46
1500.
17.5
40.0
.0800
.016
.250
.100
.300
.51
.50
.00180
1
'
26
47
1800.
9.4
20.0
.0100
.016
.250
.100
.300
.51
.50
.00180
1
27
204
600.
14.5
40.0
.0400
.016
.250
.100
.300
.51
.50
.00IBO
1
28
204
1900.
37.1
40.0
.0600
.016
.250
.100
.300
.51
.50
.00180
l
29
131
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37.9
40.0
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.016
.250
.100
.300
.51
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.00180
1
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50
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20.1
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.1100
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.250
.100
.300
.51
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.00180
1
ti
31
129
5000.
B1.9
40.0
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.250
.100
.300
.51
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1
j
32
36
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40.0
40.0
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.016
.250
.100
.300
.51
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.00180
1
33
38
3000.
30.4
70.0
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.016
.250
.100
.300
.51
.50
.00180
1
34
41
5600.
95.6
50.0
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.016
.250
.100
.300
.51
.50
.00180
1
35
51
1200:
11.1
20.0
.0800
.016
.250
.100
.300
.51
.50
.00180
1
36
54
400.
8.!
57.0
.0200
.016
.250
.100
.300
.51
.50
.00180
1
37
307
1000.
21.0
40.0
.0090
.016
.250
.100
.300
.51
.50
.00180
1
38
308
700.
35.0
40.0
.0070
.0!6
.250
.!00
.300
.51
50
.00190
1
OTOTAL NUMBER OF SUBCATCHMENTS, 38
OTOTAL TRIBUTARY AREA (ACRES), 1495.30
1
BASIN.H ... FOX MEADOWS BASIN ..100 YEAR FULLY DEVELOPED CONDITIONS ...
UPDATED AUGUST 1987 FOR ANTICIPATED CONDITIONS
10 CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL I22
i
WATERSHED AREA (ACRES) 1475.300
i
i TOTAL RAINFALL (INCHES) 2.890
TOTAL INFILTRATION (INCHES) .551
TOTAL WATERSHED OUTFLOW (INCHES) 2.072
TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .267
ERROR IN CONTINUITY. PERCENTAGE OF RAINFALL .001
.115)
3.2(3)
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0.
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0.
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BASIN H ...
FOX MEADOWS
BASIN ..
2 YEAR FULLY DEVELOPED
CONDITIONS ...
UPDATED OCIOBER 1987 FOR
ANTICIPATE➢ CONDITIONS
222 PEAK FLOWS, STAGES AND
STORAGES OF GUTTERS AND DETENSION DAMS itt
CONVEYANCE
PEAK
STAGE
STORAGE
TIME
ELEMENT
(CFS)
(FT)
(AC -FT)
(HRlMIN)
308
14.
.4
0 50.
120
19.
.4
0 40.
309
14.
.0
0 50.
3
34.
.5
0 45.
310
3.
.0
.b
1 35.
21
24.
.5
0 40.
b
0.
.2
1 30.
5
30.
1.3
0 55.
4
82.
2.8
0 50.
118
20.
1.8
0 40.
122
35.
2.4
0 45.
11
0.
.0
.1
2 15.
7
lb.
.0
7.5
2 25.
306
5.
.0
.6
1 55.
-'
303
35.
(DIRECT
FLOW)
0 45.
101
55.
2.5
0 40.
10
16.
1.3
2 25.
j
307
305
17.
0.
.9
(DIRECT
FLOW)
0 40.
0 0.
304
312
35.
b.
(DIRECT
FLOW)
0 45.
i
311
b.
.0
SUBAREA
BUTTER
WIDTH
NUMBER
OR MANHOLE
(FT)
1
3
500.
' 2
2
2000.
3
3
5600.
4
4
6000.
5
5
4800.
b
9
1800.
7
108
2700.
�)
8
6
1400.
-
9
11
1700.
10
101
2200.
11
14
5000.
'. 12
200
2600.
13
118
2750.
14
120
1080.
IS
21
2800.
16
122
1400.
17
119
2000.
i 18
124
4800.
19
44
2500.
21
125
3200.
23
126
4000.
24
127
2600.
25
46
1500.
26
47
1800.
27
204
600.
1
28
204
1900.
29
131
2800.
j 30
50
2000.
'
31
128
5000.
j 32
36
3200.
33
38
3000.
34
41
5600.
35
51
1200.
36
54
400.
37
307
1000.
AREA
(AC)
10.0
23.0
5B.5
80.1
64.3
12.8
55.8
14.5
90.0
79.1
GO.2
41.9
27.2
30.5
38.6
26.3
38.1
103.0
2.4
66.3
61.3
10.6
17.5
9.4
14.5
37.1
37.9
20.1
97.9
40.0
30.4
95.6
11.1
0.1
21.0
PERCENT SLOPE
IMPERV. (FT/FT)
40.0 .0130
.0 .0150
41.0 .0070
46.0 .6050
69.0 .0030
20.0 .0070
40.0 .0110
.0 .0120
2.0 .0070
48.0 .0090
42.0 .0040
40.0 .0020
40.0 .0150
40.0 .0060
40.0 .0070
40.0 .0090
40.0 .0060
40.0 .0080
50.0 .0070
40.0 .0040
40.0 .0070
40.0 .0030
40.0 .0800
20.0 .0100
40.0 ;0400
40.0 .0600
40.0 .0060
40.0 .1100
40.0 .0080
40.0 .0750
70.0 .0050
50:0 .0050
20.0 .0800
37.0 .0200
40.0 .0080
RESISTANCE
FACTOR
SURFACE STORAEE(IN)
IMPERV.
PERV.
IMPERV.
PERV.
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.230
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
_ .100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.150
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
.016
.250
.100
.300
INFILTRATION RATE(IN/HR)
6AGE
MAXIMUM
MINIMUM
DECAY RATE
ND
3.00
.50
.00180
1
3.00
.50
.00180
1
3.00
.50
.00180
1
3.00
.50
.00180
1
3.00
.50
.00180
1
3.00
.50
.00180
1
3.00
.50
.00180
1
3.00
.50
.00180
1
3.00
.50
.00180
1
3.00
.50
.00180
1
3.00
.50
.00180
1
3.00
.50
.00180
1
3.00
.50
.00180
1
3.00
.50
.00180
l
3.00
.50
.00190
1
3.00
.50
.00180
1
3.00
.30
.00180
1
3.00
.50
.00160
1
3.00
.50
.00180
1
3.00
.50
.00180
1
3.00
.50
.00180
1
3.00
.50
.00180
1
3.00
.50
.00190
1
3.00
.50
.00180
1
3.00
.50
.00180
1
3.00
.50
.00120
1
5.00
.50
.00180
1
3.00
.50
.00190
1
3.00
.50
.00!80
1
3.00
.50
.00!60
1
3.00
.50
.00180
1
3.00
.50
.00180
1
3.00
.50
.00180
1
3.00
.50
.00180
1
3.00
.50
.00180
1
38 309 700. 35.0 40.0 .0070 .016 .250 .100 .300 3.00 .50 .00180 .1
39 UL2 900. 8.0 60.0 .0200 .016 .250 .100 .300 3.00 .50 .00180 1
40 1311 900. 8.2 60.0 .0200 .016 .250 .100 .300 5.00 .50 .00190 1
)TOTAL NUMBER OF SUBCATCHMENTS, 38
OTOTAL TRIBUTARY AREA (ACRES), 1495.30
i
BASIH.H ... FOX MEADOWS BASIN .. 2 YEAR FULLY DEVELOPED CONDITIONS ...
UPDATED OCTOBER 1997 FOR ANTICIPATED CONDITIONS
1
tti CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC•MODEL Itt
i
WATERSHED AREA (ACRES)
TOTAL RAINFALL (INCHES)
TOTAL INFILTRATION (INCHES)
TOTAL WATERSHED OUTFLOW (INCHES)
TOTAL SURFACE STORAGE AT END OF STROM (INCHES)
ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL
1495.300
1.060
.483
.406
.171
.001
APPENDIX V
Stuffer Envelope
Timberline Farm P.U.D. Drainage Exhibit
Master Grading Plan
Master Drainage and Erosion Control Plan
EIiewt
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