HomeMy WebLinkAboutWESTFIELD PARK (STOCKBRIDGE) PUD - FINAL - 27-94A - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTPage 11
Final Drainage and Erosion Control Report
Stockbridge P.U.D.
VII. VARIANCE FROM CITY STANDARDS
A. Variance from City of Fort Collins requirements
1. There will be no requests for variances from City of Fort Collins Stormwater Utility
Standards or the recommendations of the Foothills Basin (Basin G) Drainage Master
plan.
VIII. CONCLUSIONS
A. Compliance With Standards
1. The grading and drainage design for Stockbridge P.U.D. is in compliance with the City of
Fort Collins storm drainage design criteria and the recommendations of The current
Foothills Basin (Basin G) Drainage Master plan prepared by Resource Consultants, Inc.
2. The erosion control measures shown on the erosion control plan comply with the City of
Fort Collins standards and generally accepted erosion control practices.
B. Drainage Concept
1. The proposed drainage design for Stockbridge P.U.D. is effective for the control of storm
runoff with a considerable reduction in potential downstream effects.
IX. 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. Foothills Basin (Basin G) Drainage Master plan; Resource Consultants, Inc.; February
,1981
4. Preliminary Drainage Report for Stockbridge P.U.D.; Land Development Services; April
4, 1994.
5. Final Design of Regional Detention Pond 247 and Outfall for the McClellands and Mail
Creek Basin; RBD, Inc. Engineering Consultants; October 26, 1994
Page 10
Final Drainage and Erosion Control Report
Stockbridge P.U.D.
V. EROSION CONTROL:
B. Specific Details
1. The following measures are specified on the Drainage and Erosion Control plan:
a. Area inlet filters composed of Hay bales around all area inlets .
c. Gravel inlet filters will be required at all storm sewer inlets.
d. Haybale dikes within all channels.
VI. EROSION CONTROL SECURITY DEPOSIT:
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.
1. 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 $4,725.00.
Refer to the cost estimate attached in Appendix I. 1.5 times the cost to install the
erosion control measures is $4,725.00.
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 31.00 acres), we estimate that the cost to re -vegetate the
disturbed area will be $15,500.00 ($500.00 per acre x 31.00 acres). 1.5 times the cost
to re -vegetate the disturbed area is $23,250.00. The $500.00 per acre for re -seeding
sites greater than 10 acres was quoted to us by City of Fort Collins Stormwater Utility
personnel.
2. The erosion control security deposit amount required for Stockbridge P.U.D. will be
$23,250.00. See the Erosion Control Security Deposit Requirements document located in
Appendix II.
3. The erosion control security deposit is reimbursable.
Page 9
Final Drainage and Erosion Control Report
Stockbridge P.U.D.
IV DRAINAGE FACILITY DESIGN
B. Specific Details (continued)
3. c. Two type "R" inlets are to be installed in a sump condition on Seville Court. The
inlets are sized to intercept 100% of the flows from minor basins B3 & B4. Both
inlets will be 10' Type R inlets.
i. The peak 100-year flow to the inlet at Concentration Point B3 is 5.65 cfs.
ii. The peak 100-year flow to the inlet at Concentration Point B4 is 5.55 cfs.
iii. The overall peak 100-year flow to the inlet at Concentration Point B3 is 28.4 cfs.
iv. The theoretical capacity of a 10' Type R inlet in a sump condition and allowable
water depth during a 2-year storm for a local street, is approximately 10 cfs.
Applying the appropriate reduction factor, the actual capacity of a 10' type R inlet
is 8.5 cfs.
v. The theoretical capacity of a 10' Type R inlet in a sump condition and allowable
water depth during a 2-year storm for a local street, is approximately 27.5 cfs.
Applying the appropriate reduction factor, the actual capacity of a 10' type R inlet
is 23.4 cfs.
vi. The theoretical capacity of 1/2 of a Collector Street (Seneca Street) during a 2-
year storm is 5.5 cfs (0.50% street grade). Applying the appropriate reduction
factor, the actual capacity of 1/2 of a Collector Street (Seneca Street) is 5.1 cfs.
vii. The theoretical capacity of 1/2 of a Collector Street (Seneca Street) during a 100-
year storm is 93.3 cfs (0.50% street grade). Applying the appropriate reduction
factor, the actual capacity of 1/2 of a Collector Street (Seneca Street) is 64.6 cfs.
4. All other peak flows and associated allowable capacity references are summarized on
Sheet 2 of the Drainage and Erosion Control Plan.
V. EROSION CONTROL:
A. General Concept
1. Erosion control measures are specified on the Drainage and Erosion Control plan.
a. Maintenance of erosion control devices will remain the responsibility of the
contractor and the owner until the project is complete.
Page 8
Final Drainage and Erosion Control Report
Stockbridge P.U.D.
]IV DRAINAGE FACILITY DESIGN
B. Specific Details (continued)
c. The theoretical capacity of a 10' Type R inlet in a sump condition and allowable
water depth during a 2-year storm for a collector street, is approximately 10 cfs.
Applying the appropriate reduction factor, the actual capacity of a 10' type R inlet is
8.5 cfs.
d. The theoretical capacity of a 10' Type R inlet in a sump condition and an actual water
depth of 0.70' during a 100-year storm for Seneca Street (a collector; allowable depth
= 1.13'), is approximately 27.5 cfs. Applying the appropriate reduction factor, the
actual capacity of a 10' type R inlet is 23.4 cfs. This is less than the 30.7 cfs
contributing to this point.
i. The additional runoff during a 100-year storm will spill over the crown and be
intercepted by the 10' type R inlet on the East side of Seneca Drive.
ii. The capacity of both type R inlets will be 46.8 cfs. The overall peak flow to the
low point of Seneca Drive at Concentration points B5 and B6 is 36.5 cfs. There
will be no overtopping into the detention ponds. The depth of flow in Seneca
Street at this point will not exceed 0.70'.
e. The theoretical capacity of 1/2 of a Collector. Street (Seneca Street) during a 2-year
storm is 5.5 cfs (0.50% street grade). Applying the appropriate reduction factor, the
actual capacity of 1/2 of a Collector Street (Seneca Street) is 5.1 cfs.
d. The theoretical capacity of 1/2 of a Collector Street (Seneca Street) during a 100-year
storm is 93.3 cfs (0.50% street grade). Applying the appropriate reduction factor, the
actual capacity of 1/2 of a Collector Street (Seneca Street) is 64.6 cfs.
3. A storm sewer system will be installed with Seville Court in order to intercept the runoff
from the majority of sub -basin OS-1 (Imperial Estates offsite flows).
a. An area inlet will be installed near the western property line at the eastern terminus of
Imperial Drive in Imperial Estates Second Subdivision. The inlet will be in sump
condition. The inlet is sized to intercept 100% of the peak offsite flow.
i. The peak 100-year flow to the inlet is 26.0 cfs.
ii. The inlet opening has been specified for a capacity of 26 cfs.
b. The runoff intercepted by the inlet is conveyed to detention pond 5 located in Tract B
via a 24" RCP Class III storm sewer.
i. The main storm sewer has a 0.94% grade and a capacity of 22.0 cfs with a HW/D
ratio of 1.00.
Page 7
Final Drainage and Erosion Control Report
Stockbridge P.U.D.
IN DRAINAGE FACILITY DESIGN
B. Specific Details
1. Detention ponds are located in Tracts A-E. A summary of the pond volumes, high-water
elevation, top of berm elevation is listed below:
Pond
100-Year
Top of Berm
Tract
No.
Volume
Volume
W.S.EI.
Elev.
(cubic feet)
(acre feet)
(ft.)
(ft.)
A
1
51,984
1.19
104
104
B
2
50,227
1.15
102
102
C
3
280,223
6.43
102
102
D
4
53,805
1.24
101
102
E
5
236,372
5.43
104
104
TOTAL VOLUME:
6729611
15.44
acre-feet (No freeboard)
VOLUME
REQUIRED:
14.00
acre-feet
a. The total detention volume provided is 15.44 acre-feet. The total volume required
according to the Foothills report is 14.0 acre-feet.
b. The allowable release from the regional detention facility will be 23 cfs according to
the Foothills Basin Master Drainage Plan.
i. The offsite storm sewer has been designed with the restricting section of storm
sewer consisting of 24" RCP Q 0.50%. The capacity is 16.0 cfs which is less than
the allowable 23 cfs. This section of storm sewer will be adjusted to a 30" RCP
with a capacity of 29.1 cfs for a slope of 0.50%.
ii. The profile of the 24" RCP storm sewer outfall from the pond allows for a 1.05%
grade. The capacity of the 24" RCP ® 1.05 % is 23.2 cfs.
iii. The existing 36" RCP storm sewer located at the intersection of Horsetooth and
Shields, has an existing grade of 0.20%. The 36" RCP Q 0.20% has a capacity of
29.9 cfs.
2. The maximum depth of water in Seneca Street (for a 100-year storm) at the storm sewer
crossing between detention pond 3 and detention pond 5, will be 0.70' due to final
grading conditions with 4:1 sideslopes to the ponds starting 24" behind the proposed
detached walk.
a. The peak 2-year flow to Concentration Point 136 is 8.7 cfs.
b. The peak 100-year flow to Concentration Point B6 is 30.7 cfs.
Page 6
Final Drainage and Erosion Control Report
Stockbridge P.U.D.
IV DRAINAGE FACILITY DESIGN
A. General Concept
1. Stormwater will reach the various detention ponds via a combination of:
a. Overland flow
b. Gutter flow
c Storm sewer flow
2. Detention will be provided in various tracts around the site to provide the necessary
detention volume. All the tracts are dedicated as Utility, Drainage and Access Easements
on the Final Plat.
a. The primary pond and outfall from the site will be located in Tract A (Pond 3).
b. The maximum allowable release rate from the primary pond according to the
Foothills report is 23.0 cfs.
c. The four (4) secondary ponds will be located in Tracts B-E.
d. A total of 14.0 acre feet of detention volume is required according to the Foothills
Basin Report.
3. A majority of the off -site stormwater from Imperial Estates will be conveyed to the on -
site detention ponds via a combination of:
a. Overland flow
b. Gutter flow
c Storm sewer flow
4. All the detention ponds are designed to maximize the amount of storage volume.
a. A trickle channel having a minimum slope of 0.005 ft/ft (0.5%) will be installed in all
detention ponds.
b. Maximum allowable side slopes in the ponds will be 4:1 (run:rise).
c. Pond bottoms will have a minimum cross slope of 0.02 ft/ft (2.0%).
5. Valley pans will be provided in all swales having slopes less than 0.02 ft/ft (2.0%).
Page 5
Final Drainage and Erosion Control Report
Stockbridge P.U.D.
III DRAINAGE DESIGN CRITERIA
B. Development Criteria Reference and Constraints (continued)
2. Imperial Estates Second Subdivision is fully developed along the western property line of
Stockbridge. Grading along the western property line will have to match the existing
elevations at the property line.
a. Grading along the western property line will also to be done to allow for the offsite
runoff to flow onto the site as it does under existing conditions.
b. Imperial Estates is the primary reason for the regional detention requirements.
3. Mountain Ridge Farm P.U.D. is located to the south of Stockbridge P.U.D. Earthwork
and utility installation are in progress for the initial phase of Mountain Ridge Farm
P.U.D. at the time of this submittal. All grading along the southern property line of
Stockbridge P.U.D. will have to match the proposed future final grades for Mountain
Ridge Farm P.U.D.
4. Stormwater flows cross the site from west to east. A certain amount of storm drainage
infrastructure will be required to intercept these flows and divert them into the various
detention ponds.
5. All grading along the eastern property line will have to match the existing grading of the
Pleasant Valley and Lake Canal.
C. Hydrologic Criteria
1. Runoff calculations are based on the "Rational" method. The 2, 10, and 100-year storms
have been analyzed.
2. Detention pond sizing is based on the recommendations of the Foothills Basin ( Basin G)
Drainage Master Plan.
3. The release rate from the primary pond ( Pond No. 1) is based on recommendations of the
Foothills Basin ( Basin G ) Drainage Master Plan.
4. The release rates for the secondary ponds will be established so as to maximize the
amount of storage volume used during the 100-year event.
D. Hydraulic Criteria
1. Storm sewer inlet design is based on the inlet curves provided in the City of Fort Collins
Drainage Criteria Manual.
2. Storm sewer design is based on Mannings Equation with Mannings coefficients as
suggested in the City of Fort Collins Drainage Criteria Manual.
Page 4
Final Drainage and Erosion Control Report
Stockbridge P.U.D.
II DRAINAGE BASINS AND SUB -BASINS
B. Sub -Basin Description (continued)
4 c. Sub -basin OS-3 contributes runoff to an existing culvert located at a low point on
West Horsetooth Road between Linda Lane and Goodell Lane. The stormwater is
then conveyed north into Rossborough Filing III via a storm sewer that was
constructed with Rossborough Filing III.
5. Offsite sub -basin OS-1 is further divided into several other minor basins (See Offsite
Drainage Exhibit - Imperial Estates in Appendix V). These minor basins contribute
runoff to Stockbridge P.U.D. at various locations and are relatively small. The primary
outfall from Imperial Estates is at the eastern terminus of Imperial Drive.
a. Since these minor basins make up a small percentage of sub -basin OS-1, we have
assumed that all of sub -basin OS-1 contributes to the eastern terminus of Imperial
Drive in determining the peak flow at this point and subsequently sizing the storm
sewer.
6. The design of the on site stormwater infrastructure considers the contribution from these
offsite basins.
III DRAINAGE DESIGN CRITERIA
A. Regulations
1. This final report and the final Grading, Drainage and Erosion Control Plans for
Stockbridge P.U.D. were prepared in accordance with the requirements of the current
City of Fort Collins Storm Drainage Design Criteria and Erosion Control Criteria.
2. Recommendations of the Foothills Basin (Basin G) Drainage Master plan were also
considered in the design of the stormwater management infrastructure for Stockbridge
P.U.D.
3. Requests for Regional drainage improvement reimbursement will be in accordance with
the City of Fort Collins Stormwater Utility "Developer Repayment Program".
B. Development Criteria Reference and Constraints
1. Horsetooth Road is not currently constructed to full arterial standards adjacent to the
north boundary of the project. Improvements to the southern half of Horsetooth Road will
be completed as part of this project.
a. Horsetooth Road will be widened to full arterial width (70' flowline to flowline) along
the frontage of Stockbridge P.U.D. as part of this project.
b. Curb gutter and detached walk will also be constructed along the south side of
Horsetooth Road.
Page 3
Final Drainage and Erosion Control Report
Stockbridge P.U.D.
H DRAINAGE BASINS AND SUB -BASINS
A. Major Basin Description (continued)
a. It is our understanding that RBD considered this portion of Stockbridge P.U.D. in the
drainage design of the regional detention pond 247.
b. Detention Pond 247 is currently being constructed as part of the Mountain Ridge
Farm P.U.D.
c. Refer to page A6 in Appendix A - SWMM Input File and Updates and Model
Schematic in the Final Design of Regional Detention Pond 247 and Outfall for the
McClellands and Mail Creek Basin. Page A-6 states that 3.2 acres from Stockbridge
P.U.D. contributes to Detention Pond 247. A copy of page A-6 is included in
Appendix IV of this report for reference.
d. Sub -basins I., and I ., have an actual combined area of 2.97 acres. This is less than
the 3.2 acres approximated with the Final Design of Regional Detention Pond 247
and Outfall for the McClellands and Mail Creek Basin.
B. Sub -Basin Description
1. Generally, the Stockbridge P.U.D. site slopes from west to east at one to two percent.
2. Off -site storm drainage currently enters the site via overland flows. Drainage basins and
flows are identified on the Foothills Master Drainage Basin Report. Imperial Estates,
located due west of the site, is the primary contributor of off -site runoff.
a. There is no detention provided with Imperial Estates and the Second Imperial Estates
Subdivisions.
b. Detention provided with the development of Stockbridge P.U.D. will also detain the
off -site runoff from Imperial Estates and the Second Imperial Estates Subdivisions.
3. City of Fort Collins aerial photos were utilized to delineate the off -site sub -basins as they
contribute storm drainage to Stockbridge P.U.D. and West Horsetooth Road. An exhibit
delineating these offsite sub -basins is attached in Appendix V.
4. There are three (3) primary offsite sub -basins located in Imperial Estates and the Second
Imperial Estates Subdivision. They are designated OS-1 through OS-3.
a. Sub -basin OS-1 contributes runoff directly to Stockbridge P.U.D. This runoff will be
conveyed to the regional drainage facility.
b. Sub -basin OS-2 contributes runoff directly to West Horsetooth Road. This
stormwater is conveyed east in the road side swale along the south side of Horsetooth
Road. This runoff will be conveyed to Stockbridge P.U.D. and the regional drainage
facility.
Page 2
Final Drainage and Erosion Control Report
Stockbridge P.U.D.
II DRAINAGE BASINS AND SUB -BASINS
A. Major Basin Description
1. The majority of Stockbridge P.U.D. is a part of Basin "G" of the Foothills Drainage Basin
as identified in the 1981 Basin Master plan by Resource Consultants, Inc. This area is
designated as sub -basins Ha -He on the Final Drainage and Erosion Control Plan for
Stockbridge P.U.D.
a. The Basin fee rate for the Foothills Basin is $5,024 per gross acre according to the
development fee section of the City of Fort Collins Development Manual. This may
be reduced if detention is provided.
2. The Foothills report identifies the need to construct Regional Detention facilities within
the Stockbridge P.U.D. area. The description of those improvements are generally
defined in the Foothills report as follows:
a. Build storm water detention facilities on the west side of the Pleasant Valley and
Lake Canal that will provide 14 acre feet of detention volume and reduce the peak
discharge from the 100-year "Major" storm from 170 to 23 cubic feet per second
(cfs).
b. Construct a 24 inch diameter storm sewer from the detention facilities downstream
under the irrigation ditch and, ultimately, through undeveloped land to the east and an
existing low density (1 lot per 5 acres) residential neighborhood (Skyline Acres) to
the intersection of Horsetooth Road and Shields Street.
3. The site is located in reach 4 as designated by the Drainage Master Plan. Reach 4 is the
upper reach of the Foothills Basin.
a. At the time the report was written there was no detention provided within the limits of
reach 4. The Master Drainage plan indicates that serious drainage problems exist in .
the reach because of the lack of detention in reach 4.
4. Regional drainage improvements will be subject to reimbursement according to the City
of Fort Collins Stormwater Utility "Developer Repayment Program".
5. The proposed 24" storm sewer outfall from the proposed regional detention pond will
cross private property. Easements will be required. In addition, the outfall will cross a
waterline that is in Richmond Drive. This waterline services the homes in Skyline Acres.
a. According to the South Fort Collins Water District the water line in Richmond Drive.
4" ACP and it is located 10' east of the west R.O.W. line of Richmond Drive.
6. A small portion of the site is situated in the McClellands and Mail Creek Basin. This is
designated as sub -basins I ., and I., on the Final Drainage and Erosion Control Plan for
Stockbridge P.U.D.
Page 1
Final Drainage and Erosion Control Report
Stockbridge P.U.D.
I. GENERAL LOCATION AND DESCRIPTION
A. Property Location
1. Stockbridge P.U.D. is located in the Northeast Quarter of Section 34, Township 7 North,
Range 69 West of the 6th P.M., Larimer County, Colorado.
2. More specifically, is located on the south side of Horsetooth Road, approximately 1/2
mile west of the intersection of Horsetooth Road and South Shields Street.
3. The site is bounded on the west by the Second Imperial Estates Subdivision, on the north
by West Horsetooth Road, on the east by unplatted land, and on the south by the
proposed Mountain Ridge Farm P.U.D. subdivision.
4. The Pleasant Valley and Lake Canal traverses the eastern property line of the site.
a. The existing irrigation ditch crosses the property from north to south approximately
1,400 feet west of South Shields Street. The irrigation ditch then extends from north
to south through the proposed Mountain Ridge Farm P.U.D. and beyond to its
confluence with Fossil Creek.
b. The ditch is discussed in detail in the Foothills Basin Master Drainage Plan. It is
assumed that the ditch is overtopped during storm events equal to or larger than the
100-year event.
c. Ditch company approvals will be required.
B. Description of the Property
1. Stockbridge P.U.D. is a proposed residential subdivision in the City of Fort Collins,
Colorado. The subdivision will consist of single family homes on individual lots. There
are a total of 122 lots proposed.
2. Stockbridge has a platted area of approximately 31.02 acres.
3. The site is currently vacant and is covered with native vegetation. Public water lines
exist within the right-of-way of Seneca Street.
a. The water lines in the Seneca Street right-of-way were "potholed" on Wednesday,
July 17, 1996 in order to verify their horizontal and vertical locations.
b. Existing water line locations will dictate storm water conveyance crossings of Seneca
Drive.
Streets
wear storm
Street
Designation
Allowable
theoretical 1/2
Reduction
(Street grade)
flow depth
street capacity
factor
Local (0.50%)
0.45'
5.5 cfs
0.65
Collector (0.50%)
0.50
7.9 cfs
0.65
Arterial (0.40%)
0.50
7.1 cfs
0.50
100-year storm
Street
Designation
Allowable
theoretical 1/2
Reduction
(Street grade)
flow depth
street capacity
factor
Local (0.50%)
0.95'
Collector (0.50%)
1.13'
Arterial (0.40%)
1.32'
Allowable 1/2
street capacity
3.6 cfs
5.1 cfs
3.5 cfs
Allowable 1/2
street capacity
65.5 cfs
0.65
42.6 cfs
99.3 cfs
0.65
64.6 cfs
156.8 cfs
0.50
78.4 cfs
FOR IMMEDIATE REFERENCE ONLY
SUMMARY OF THEORETICAL CAPACITIES:
Storm sewer
* 18"
RCP @ 0.50%. Capacity = 7.4 cfs with 'n' = 0.013
* 24"
RCP @ 0.50%. Capacity = 16.0 cfs with'n' = 0.013
* 24"
RCP @ 1.05%. Capacity = 23.2 cfs with'n' = 0.013
* 30"
RCP @ 0.50%. Capacity = 29.1 cfs with'n' = 0.013
* 36"
RCP @ 0.20%. Capacity = 29.9 cfs with'n' = 0.013
* 24"
ADS N-12 @ 0.50%. Capacity = 17.3 cfs with'n' = 0.012
* 24"
ADS N-12 @ 1.09 %. Capacity = 25.6 cfs with 'n' = 0.012
* 24"
ADS N-12 @ 2.00%. Capacity = 34.7 cfs with'n' = 0.012
* 24"
ADS N-12 @ 3.00%. Capacity = 42.5 cfs with'n' = 0.012
Inlets
* The theoretical capacity of a 10' Type R inlet in a sump condition and allowable water depth
during a 2-year storm for a collector street, is approximately 10 cfs.
* The theoretical capacity of a 10' Type R inlet in a sump condition and an actual water depth of
0.70' during a 100-year storm for Seneca Street (a collector; allowable depth = 1.13'), is
approximately 27.5 cfs.
* The theoretical capacity of a 10' Type R inlet in a sump condition and allowable water depth
during a 2-year storm for a local street, is approximately 10 cfs.
Inlet Capacity
Street
Designation
Allowable
theoretical
Reduction
Allowable 1/2
(Street grade)
flow depth
inlet capacity
factor
street capacity
Local (0.50%)
0.45'
10.0 cfs
0.85
3.6 cfs
Collector (0.50%)
0.50
10.0 cfs
0.85
8.5 cfs
Collector (0.50%)
0.70
27.5 cfs
0.85
8.5 cfs
No Text
August 26, 1996 S H E A R
ENGINEERING
Project No: 1005-44-94 CORPGRATIGN
Basil Hamdan
City of Ft. Collins Storm Water Utility
P.O. Box 580
Ft. Collins, Colorado 80524
Re: Stockbridge P.U.D.; Ft. Collins, Colorado
Dear Basil,
Enclosed please find the Final Drainage and Erosion Report and Plans for Stockbridge P.U.D. 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 Erosion
Control Reference Manual. The analyses and design also complies with the recommendations of the
Foothills Basin (Basin G) Master Drainage Plan. No modifications to the Foothills Master Drainage
Plan have been considered.
If you have any questions or comments, please call me at 226-5334.
Sincerely,
Brian W. Shear
Shear Engineering Corporation
BWS/mb
cc: Don Frederick; Frederick Land Surveying
Leo Schuster; Progressive Living Structures, Inc.
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-031 1
FINAL DRAINAGE AND EROSION CONTROL REPORT
for
STOCKBRIDGE P.U.D.
R. Collins, Colorado
Prepared for:
PROGRESSIVE LIVING STRUCTURES, INC.
4190 North Garfield Avenue
Loveland, Colorado 80538
INITIAL SUBSr�
.--
dg&W
Prepared By:
SHEAR ENGINEERING CORPORATION
Project No: 1005-44-94
Date: August, 1996
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226.5334 • FAX (970) 282-031 1