HomeMy WebLinkAboutDrainage Reports - 01/08/199610 1 t
Final Drainage and Erosion Control Report
for
LOT 2, MASON STREET P.U.D.
Ft. Collins, Colorado
Prepared for:
Substantial Building Corporation
5727 Bueno Drive
Ft. Collins, Colorado 80525
Prepared by:
SHEAR ENGINEERING CORPORATION
Project No: 1490-01-95
Date: November, 1995
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-0311
November 16, 1995
Project No: 1490-01-95
Basil Hamdan
City of Fort Collins Stormwater Utility
P.O. Box 580
Ft. Collins, Colorado 80522
Re: Lot 2, Mason Street P.U.D.; Fort Collins, Colorado
Dear Basil,
Enclosed, please find the Final Drainage and Erosion Control Report for Lot 2, Mason Street
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 plans and report have been revised according your comments dated October 26,1995.
We have been discussing the issue of releasing stormwater from our site on to the Veterinary
Center property with Dr. Corbin, the owner, and Dick Rutherford of Stewart and Associates.
They have given us verbal approval to release the stormwater into the Veterinary Center
detention pond. We are currently waiting for the written approval.
Per our conversations with Dick Rutherford, we have supplied him with our calculations
pertaining to the amount of stormwater released and the effect of this stormwater on the required
storage volume in the Veterinary Center detention pond. We expect to get the written approval
from Dr. Corbin after Dick has reviewed our calculations. This should occur in very near future.
If you have any questions or comments, please call me or Mark Oberschmidt at 226-5334.
Sincerely,
Brian W. Shear, P.E. '—
Shear Engineering Corporation
BWS / meo
cc: Substantial Building Corporation
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-031 1
PAGE 1
Project No. 1490-01-95
Lot 2, Mason Street P.U.D.
INTRODUCTION:
This report presents the pertinent data, methods, assumptions and calculations used in analyzing
and preparing the grading, drainage, and erosion control plans for Lot 2, Mason Street P.U.D.
L GENERAL LOCATTON AND DESCRIPTION:
A. Location
1. Lot 2, Mason Street P.U.D. is located in the northeast quarter of Section 35, UN,
Range 69 West of the 6th P.M., Ft. Collins, (Larimer County), Colorado.
2. More specifically, it is located on South Mason Street at the northwest corner of the
intersection of South Mason Street and Colboard Drive (See Vicinity Map).
3. The site is immediately south and adjacent to the recently completed South Fort
Collins Veterinary Center.
B. Description of Property
1. A 7185 square foot warehouse/ office building with accompanying parking and
loading areas is proposed for the 1.0 acre site. A future 5600 square foot
warehouse / office building is also proposed for the site. At this time there is no
timetable for the future building. All detention calculations take the future
building into account.
2. The site is bounded on the west by Colorado and Southern Railroad, on the north
by Lot 7 of the Creger Plaza 2nd Replat (South Fort Collins Veterinary Clinic), on
the east by State of Colorado Office Building and on the south by RCD Plaza
Subdivision, Lot 1. Harms Labs new facility is currently under construction on
Lot 1, RCD Plaza Subdivision.
3. There are no major drainage ways located on or within the project site.
4. There are no irrigation canals or systems located on or within 100' of the project
site.
5. The site is currently not in use and is covered with native grasses.
PAGE 2
Project No. 1490-01-95
Lot 2, Mason Street P.U.D.
H. DRAINAGE BASINS AND SUB -BASINS:
A. Major Basin Description
1. The site is situated within the McClelland -Mail Creek Drainage Basin as designated
on the City of Fort Collins Stormwater Basin Map.
a. The Basin fee rate for this basin is $ 3717.00 per gross acre according to the
development fee section of the City of Fort Collins Development Manual.
2. The site is part of the South Mason Street Special Improvement District.
B. Sub -Basin Description
1. The 1.0 acre site has approximately 2-2'/2 feet of relief from west to east.
2. An existing 15" RCP storm sewer outfall is located at the southeast corner of the
site. The pipe conveys storm water runoff to the South Mason Street storm sewer
system. The storm sewer system was designed with the South Mason Street Special
Improvement District (SID).
III. DRAINAGE AND EROSION CONTROL DESIGN CRITERIA:
A. Regulations
1. All storm drainage design criteria from the City of Fort Collins Drainage Criteria
Manual was followed.
2. Storm Drainage design criteria modification was considered based on data provided
by City of Fort Collins Storm Water Utility personnel concerning allowable Mason
Street Improvement District detention release rates.
3. All erosion control design criteria from the City of Fort Collins Erosion Control
Reference Manual.
B. Development Criteria Reference and Constraints
1. Previous studies which were considered include:
a. Final Storm Drainage & Erosion Control Report for South Fort Collins
Veterinary Center, prepared by Stewart & Associates, dated September 28,
1992.
b. Mason Street Improvement District drainage improvement recommendations.
c. Final Drainage Report for the Harms Labs New Facility, prepared by CDS
Engineering Corporation, dated May 5, 1995. It was approved on July 12, 1995.
PAGE 3
Project No. 1490-01-95
Lot 2, Mason Street P.U.D.
III. DRAINAGE AND EROSION CONTROL DESIGN CRITERIA: (continued)
C. Hydrological Criteria
1. The Rational method (Q = CIA) was used to determine the pre -developed and post
development peak flows for the 10 and 100 year storm events (commercial
requirements).
2. The mass diagram method was used to determine the required detention volume
utilizing an outflow rate of 0.5 cfs per acre of contributing area. The 0.5 cfs per acre
is based on the Mason Street Special Improvement District Requirements.
D. Hydraulic Criteria
1. Orifice and weir equations and coefficients suggested by the City of Fort Collins
Storm Drainage Criteria Manual were used.
IV. DRAINAGE FACILITY DESIGN:
A. General Concept
1. A combination of gutter and overland flow will be used to convey a majority of the
storm runoff to the southeast corner of the property where detention pond will be
located. The area where the detention pond is located will be grassed until
development of the future building -takes place. At that time part of the pond will be
located in a paved parking area and the rest in a grassed area.
2. A minor portion of site runoff (0.13 acres, Sub basin lb) will be conveyed to the
South Fort Collins Veterinary Center detention pond, immediately north of the Lot
2, Mason Street P.U.D. site.
a. The South Fort Collins Veterinary Center has indicated acceptance of the
additional storm water contribution to the detention pond. A copy of the letter
stating that the South Fort Collins Veterinary Center will accept the stormwater
from Lot 2, Mason Street P.U.D. is attached in Appendix VI.
b. South Fort Collins Veterinary Center drainage calculations which were provided
by Stewart and Associates, have been reviewed and modified to consider the
impacts of the additional contribution to the South Fort Collins Veterinary
Center detention pond. These revised calculations are included with this report
and are found in Appendix U.
3. The western portion of the site (Sub basin Id) will contribute runoff to the Railroad
Right of Way. This will be undetained flow. There will be a slight increase in
runoff to the Railroad ROW due to development of the site. The release rate from
the detention pond will be reduce to compensate for this undetained flow. Sub basin
Id is considered in the detention pond sizing calculations.
PAGE 4
Project No. 1490-01-95
Lot 2, Mason Street P.U.D.
IV. DRAINAGE FACILITY DESIGN:
A. General Concept (continued)
4. A site specific detention pond will be constructed in the extreme southeast corner of
the property.
a. The net area contributing to the detention pond is summarized as follows:
Lot 2, Mason Street P.U.D. 1.00 acre
Mason Street R.O.W. (200 x 30) / 43560 0.14 acres
Subtotal: 1.14 acres
Contributing to South Fort Collins Veterinary Center Pond 0.13 acres
Contributing to the Railroad ROW
(undetained) (Sub -basin Id) 0.05 acres
Total net area contributing to Lot 2 detention pond
(Sub -basin la & Ic) 0.96 acres
Area used to size the detention pond (Sub basins Ia, Ic, & Id) 1.01 acres
b. According to City of Fort Collins Storm Water Utility personnel, the Mason
Street storm drainage system is designed to accommodate 0.5 cfs / acre from the
contributing area. The area considered in determining the release rate from the
site is 1.01 acres. This includes Sub basins la, Ic & Id only.
c. The maximum allowable release rate from the site is therefore 0.50 cfs. The
100-year peak flow from sub -basin Id onto the Railroad R.O.W. is 0.12 cfs. The
release rate is reduced by 0.12 cfs to compensate for the undetained flow from
sub basin Id.
d. The required storage volume, based on the mass diagram method, is 7810 cubic
feet. Refer to page 7 in the drainage calculations. The following data was used
to determine the pond size.
i area = 1.01 acres
ii release rate = 0.38 cfs
iii C,00 = 0.96
e. A drainage easement will be dedicated for the detention pond by separate
instrument.
PAGE 5
Project No. 1490-01-95
Lot 2, Mason Street P.U.D.
IV. DRAINAGE FACILITY DESIGN:
B. Specific Details
1. The detention pond is located in the southeast portion of the property. Portions of
the pond will be located in grassy areas as well as the parldng area of the future
building.
a. The detention pond has an available storage volume of 8013 cubic feet
according to the Ultimate Conditions Grading Plan and the Stage -Storage curve
for the pond. Refer to pages 8 and 8a of the calculations.
i. A Detention pond summary for phase 1 and the Ultimate conditions is
provided on the Drainage and Erosion Control plan.
b. A Type 2 outlet structure with one (1) restricting orifice will be constructed
around the existing 15" RCP stub which extends into the property. The storm
sewer stub to the property was provided with the Mason Street Special
Improvement District for future use in meeting storm drainage release
recommendations and requirements.
c. The outlet structure will have a 2 3/4"" (0.23') orifice at an elevation of 31.05
feet. The top of the outlet structure is set an elevation of 33.78 feet.
i. 0.65 is the orifice coefficient utilized for orifice flow calculations.
d. The expected 100-year water surface elevation is approximately 33.78 feet.
Refer to pages 8 and 9, of the calculations and the Stage -Storage curves for
phase one and the ultimate condition on pages 8b and 8c respectively. The 100-
year water surface elevation is for both the Phase 1 and Ultimate conditions.
e. The maximum depth of stormwater in the parldng area for the future building is
one and a half (1.5') feet. This exceeds City of Fort Collins Standards for
commercial sites. A variance request is enclosed with this report in Section VI
PAGE 6
Project No. 1490-01-95
Lot 2, Mason Street P.U.D.
IV. DRAINAGE FACILITY DESIGN:
B. Specific Details (continued)
2. A portion of the Lot 2, Mason Street P.U.D. site (0.13 acres, Sub basin lb)
contributes storm runoff to the South Fort Collins Veterinary Center detention
pond.
a. This detention pond has a theoretical capacity of approximately 16,160 cubic
feet according to the plans and calculations prepared by Stewart And Associates
for the South Fort Collins Veterinary Center. We have reviewed the as -built
spot elevations of the pond area and have concluded that the pond was built in
substantial compliance with the design. Therefore, it can be concluded that the
As -built volume is approximately equal to the design volume. A copy of the as -
built elevations is included in Appendix VL
b. The required capacity for the detention facility is 10,260 cubic feet (not
including contribution from Lot 2, Mason Street P.U.D.) according to the
calculations prepared by Stewart And Associates for the South Fort Collins
Veterinary Center (Appendix In.
c. The additional 0.13 acres of contributing area from Lot 2, Mason Street P.U.D.,
increased the required capacity to 11,162 cubic feet (refer to Mass diagram
spread sheet on page 5 in Appendix I). Based on our review of the spot
elevations of the Veterinary center detention pond, there is still sufficient
capacity in the pond to accept the additional contribution.
d. The outlet structure for the South Fort Collins Veterinary Center detention pond
consists of a 4 3/8" orifice plate attached to the existing 15" RCP pipe. The
capacity of the orifice for the anticipated high water, is 0.50 cfs.
3. The stormwater from a portion of sub basin Ib is intercepted by a trench drain
which is located along the east end of the loading dock. The stormwater is
conveyed to the Veterinary Center detention pond via a 6" PVC pipe.
a. The slope of the trench drain and the pipe is 2.67 percent. Refer to to the profile
on sheet 4 of 7 of the utility plans.
b. The invert of the PVC pipe at the detention pond is at an elevation of 32.0 feet.
This is two (2') feet below the expected high-water mark in the pond which is at
34.0 feet per the plans and drainage report for the site prepared by Stewart and
Associates.
c. During the 100-year storm event some water may pond up in the loading dock
area for a short period of time. This will not be a problem as the grate of the
trench drain is also at an elevation of 34.0 feet. Therefore, the ponding should
be minimal.
PAGE 7
Project No. 1490-01-95
Lot 2, Mason Street P.U.D.
V. EROSION CONTROL:
A. General Concept
1. The proposed detention facility will act as a temporary sediment pond until the
completion of the project. Generally accepted erosion control measures are also
specified.
2. An Erosion control security deposit will be required according to current City of
Fort Collins policy as presented in the City of Fort Collins Development Manual.
a. The security deposit is based on one and one-half times the estimated cost to
reseed the actual affected property area during overlot grading activity.
Currently, security deposit estimates are based on $ 1300.00 per acre to reseed
sites that are 1 acre and less. Reseeding cost estimates have been provided by
the City's Storm Water Utility and are based on recent experience.
i. The estimated security deposit for the entire 1.0 acre would be $1950.00
(1.5 X $ 1,300.00).
B. Specific Details
1. The detention pond will be shaped and graded according to the design. The pond
will function as a temporary sedimentation basin until construction is completed
and landscaping is installed.
2 Two possible scenarios may occur with the outlet structure.
a. The outlet structure may be constructed immediately and protected with a silt
fence or gravel barrier at the orifice.
b. Hay bales may be placed at the existing 15" RCP stub invert during
construction. The outlet structure may be constructed when the sod can be
placed and the soil is permanently stabilized immediately after construction of
the outlet structure.
Our experience indicates that the fast option is preferable. Completion at the time
of Certificate of Occupancy (C.O.) issuance, allows a complete (instead of a partial)
drainage certification. Drainage certification will be required by the City of Fort
Collins Storm Water Utility prior to C.O. issuance.
3. All sediment will have to be removed from sediment pond prior to permanent soil
stabilization.
4. Silt fencing is called for along the majority of the eastern and western property
lines in accordance with the silt fencing details provided on the detail sheet of the
plan set.
PAGE 8
Project No. 1490-01-95
Lot 2, Mason Street P.U.D.
VI. VARIANCE REQUEST:
A. Variance from City of Fort Collins requirements
1. With this report, the developer is formally requesting a variance from the requirement
that a minimum of 1.0 feet freeboard be provided with the detention pond.
2. This variance is being requested for the following reasons:
a. Due to the on site and surrounding topography, we are unable to provide the 1.0
foot of freeboard without grading on the property to the south, Lot 1 of RCD
Plaza South Subdivision.
b. The existing back of walk at the southeast corner of the site is used as an
emergency overflow. This was done in order to minimize the depth of flow in
parking area.
3. With this report, the developer is formally requesting a variance from the requirement
that the maximum ponding depth in a parking lot be less than or equal to one (1.0')
foot.
4. This variance is being requested for the following reasons:
a. In order to provide the storage volume required for the detention pond, the top of
the outlet structure is set at an elevation of 33.78 feet. This produces a 100-year
water surface elevation of 33.78 feet. The resultant depth at the lowest point in
the parking lot is 1.5 feet.
b. Approximately 7 of the 12 parking places will have less than one (1.0') foot of
water during the 100-year storm event.
c. The proposed finished floor of the future building is set at an elevation of 36.00
feet. The finished floor is 2.22 feet above the 100-year water surface elevation.
PAGE 9
Project No. 1490-01-95
Lot 2, Mason Street P.U.D.
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 lot 2, Mason Street P.U.D. is in accordance with the City of
Fort Collins requirements, particularly those of the Mason Street Improvement
District.
2. There are no adverse downstream effects due to the development of the site.
VIM REFERENCES:
1. Fort Collins Storm Drainage Criteria Manual
2. Urban Drainage and Flood Control District Drainage Criteria Manual
3. Final Storm Drainage & Erosion Control Report for South Fort Collins Veterinary
Center, prepared by Stewart & Associates, Inc.; report dated September 28, 1992.
4. Final Drainage Report for the Harms Labs New Facility, prepared by CDS
Engineering Corporation, report dated May 5, 1995. It was approved on July 12,
1995.
APPENDIX I
Storm Drainage Calculations for Lot 2, Mason Street P.U.D.
FLOW SUMMARY FOR LOT 2 MASON STREET PUD
DESIGN CONTRIBUTING
AREA C2 C10 C100
Tc Tc I2
I10
I100
Q2
Q10
Q100 DESIGN
POINT SUB
2,10 100
BASINS)
ac.
min. min iph
iph
iph
cfo
cfe
cfe
++r+r+rr+r+ttttttttttttrrrrrrr+r+rttt+tttrrrtrrr♦rrr+r+r+tttrxrr+rrrrrtrx•rarr+r+txrr+r+rtx+rrrrrrrrrr
A Ia
0.81 0.80 0.80 1.00
5.00 5.00 3.29
5.64
9.30
2.13
3.65
7.53 DST POND
VET CLINICIb
0.13 0.78 0.78 0.97
5.00 5.00 3.29
5.64
9.30
0.33
0.57
1.17 DST POND
RR ROW Id
0.05 0.20 0.20 0.25
5.00 5.00 3.29
5.64
9.30
0.03
0.06
0.12 UNDET
E Ie
0.11 0.68 0.68 0.85
5.00 5.00 3.29
5.64
9.30
0.25
0.42
0.87 SWALE
ABBREVIATIONS
DET POND =
DETENTION POND
SUBBASIN Ia CONTRIBUTES
TO ONSITS POND
SUBBASIN Ib CONTRIBUTES
TO VET CLINIC POND
UNDET =
UNDETAINED FLOW
SWALE =
SWALE ALONG SOUTH SIDE OF FUTURE BUILDING
SHEAR ENGINEERING CORPORATION
OVERALL RUNOFF COEFFICIENT FOR
ENTIRE SITE - ULTIMATE CONDITIONS
PAGE 1
PROTECT :LOT 2 MASON STREET PUD
PROJ.NO. :1490-01-95 DATE: 11/16/95
LOCATION :MASON STREET BY: MRO
FILE :MASONCOP
NOTES :INCLUDES 1/2 ROW
RUNOFF
SURFACE COEF.
CHARACTERISTICS AREA C C+A
(acres)
STREETS,
ASPHALT 0.500 0.950 0.475
CONCRETE 0.080 0.950 0.076
GRAVEL 0.000 0.500 0.000
ROOFS 0.320 0.950 0.304
LAWNS SANDY SOIL
FLAT < 211 0.000 0.100 0.000
AVERAGE 2 - 74 0.000 0.150 0.000
STEEP > 7% 0.000 0.200 0.000
LAWNS HEAVY SOIL
FLAT < 2% 0.240 0.200 0.048
AVERAGE 2 - 7t 0.000 0.250 0.000
STEEP > 7% 0.000 0.350 0.000
TOTAL AREA 1.140 0.903
C2 CIO C100
COMPOSITE C VALUE 0.792 0.792 0.990
USE 0.79 0.79 0.99
SURFACE
CHARACTERISTICS
STREETS
ASPHALT
CONCRETE
GRAVEL
ROOFS
LAWNS SANDY SOIL
PLAT < 2%
AVERAGE 2 - 7%
STEEP > 7%
LAWNS HEAVY SOIL
> SHEAR ENGINEERING CORPORATION
RUNOFF COEFFICIENT FOR
SUBBASIN Is
PAGE 2
PROJECT :LOT 2 MASON STREET PUD
PROJ.NO. :1490-01-95 DATE: 11/16/95
LOCATION :MASON STREET BY: MRO
PILE :MASONCOP
NOTES :CONTRIBUTES STORMWATRR TO ONSITE DETENTION
POND
RUNOFF
CORP.
AREA C C*A
(acres)
0.380 0.950 0.361
0.020 0.950 0.019
0.000 0.500 0.000
0.260 0.950 0.247
0.000 0.100 0.000
0.000 0.150 0.000
0.000 0.200 0.000
PLAT < 2%
0.150
0.200
0.030
AVERAGE 2 - 7%
0.000
0.250
0.000
STEEP > 7%
0.000
0.350
0.000
TOTAL AREA
0.810
0.667
C2
C10
C100
COMPOSITE C VALUE
0.811
0.811
1.000
USE
0.80
0.80
1.00
SURFACE
CHARACTERISTICS
STREETS
ASPHALT
CONCRETE
GRAVEL
ROOFS
LAWNS SANDY SOIL
FLAT < 2%
AVERAGE 2 - 7%
STEEP > 7%
LAWNS HEAVY SOIL
SHEAR ENGINEERING CORPORATION
RUNOFF COEFFICIENT FOR
SUBBASIN Ib
PAGE 3
PROJECT :LOT 2 MASON STREET PUD
PROJ.NO. :1490-01-95 DATE: 11/16/95
LOCATION :MASON STREET BY: MHO
FILE :MASONCOF
NOTES :CONTRIBUTES STORMWATHR TO VBT CLINIC
DETENTION POND
RUNOFF
CORP.
AREA C C*A
(acres)
0.020 0.950 0.019
0.020 0.950 0.019
0.000 0.500 0.000
0.060 0.950 0.057
0.000 0.100 0.000
0.000 0.150 0.000
0.000 0.200 0.000
FLAT < 21,
0.030
0.200
0.006
AVERAGE 2 - 7%
0.000
0.250
0.000
STEEP > 7%
0.000
0.350
0.000
TOTAL AREA
0.130
0.101
C2
C10
C100
COMPOSITE C VALUE
0.777
0.777
0.971
USE
0.78
0.78
0.97
SHEAR ENGIN13BRING CORPORATION
RUNOFF COEFFICIENT FOR
SUBBASIN Ic
PAGE 4
PROJECT :LOT 2 MASON STREET PUD
PROJ.NO. :1490-01-95 DATE: 11/16/95
LOCATION :MASON STREET BY: HBO
FILE :MASONOOF
NOTES :1/2 ROW OF MASON STREET
RUNOFF
SURFACE
COBF.
CHARACTERISTICS
AREA
C
C*A
(acres)
STREETS
ASPHALT
0.100
0.950
0.095
CONCRETE
0.040
0.950
0.038
GRAVEL
0.000
0.500
0.000
ROOFS
0.000
0.950
0.000
LAWNS SANDY SOIL
FLAT < 21,
0.000
0.100
0.000
AVERAGE 2 - 7%
0.000
0.150
0.000
STEEP > 7%
0.000
0.200
0.000
LAWNS HEAVY SOIL
FLAT < 21k
0.010
0.200
0.002
AVERAGE 2 - 7%
0.000
0.250
0.000
STEEP > 7%
0.000
0.350
0.000
TOTAL AREA
0.150
0.135
C2
C10
C100
COMPOSITE C VALUE
0.900
) 0.900
1.000
USE
0.90
0.90
1.00
SUMMARY OF RUNOFF COEFFICIENTS FOR LOT 2 MASON STREET PUD
BASIN
C2
C10
C100
AREA
ENTIRE SITE
0.79
0.79
0.99
1.14
SUBBASIN Ib
0.78
0.78
0.97
0.13
SUBBASIN Ia
0.80
0.80
1.00
0.81
SUBBASIN Ic
0.90
0.90
1.00
0.15
Is and Ic
0.82
0.82
1.00
0.96
SUBBASIN Id
0.20
0.20
0.25
O.OS
Ia,Ic, and Id
0.79
0.79
0.96
1.01
PAGE 5
SHEAR ENGINEERING CORPORATION
VETERINARY CENTER DETENTION POND
PROJECT: LOT 2
MASON STREET POO
DATE:
11/16/95
PROJ.NO. 1490-01-95
BY
HBO
DESCRIPTION:
FLOW TO VET CENTER
PILE
MASCUHP
PROD. LOCATION:
PORT COLLINS
NOTES: RBLEMB RATE TAKEN FROM REPORT FOR SOUTH PORT COLLINS VET CENTER
BY STEWART AND ASSOCIATES
AREA INCLUDES VET CLINIC & CONTRIBUTING AREA FROM LOT 2 MASON STREET
1.87+0.13
CUMULATIVE HYDROGRAPH METHOD
FOR
SIZING DETENTION PONDS
DESIGN STORM: 100 YEAR RUNOFF COEFFICIENT 0.77 '
RELEASE RATE: 0.93 CPS AREA: 2.00 ACRES
INITIAL TIME: 5 MINUTES TIME INCREMENT: 5 MINUTES
rrrrxrr• rrrrrrrr rxxxrrr• rOUTPUT* rrrrrrrr rrrrrrrr rrrrrrrr rxrrrrrr
INFLOW INFLOW RELEASE STORAGE STORAGE
TIME TIME INTENSITY RATE VOLUME VOLUME VOLUME VOLUME
min eec iph cfe cf cf cf ac-ft
rxrrrrrr rrrrrrrr rrrrrrrr rrrrrrrr rrrrrrrr rrrrrrrr rrrrrrrr rxrrrrrr
5 300 9.30 14.32 4296.6 279.0 4017.6 0.09
10 600 7.14 11.00 6597.4 558.0 6039.4 0.14
15 900 6.06 9.33 8399.2 837.0 7562.2 0.17
20 1200 5.21 8.02 9628.1 1116.0 8512.1 0.20
25 1500 4.63 7.13 10695.3 1395.0 9300.3 0.21
30 1800 4.20 6.47 11642.4 1674.0 9968.4 0.23
35 2100 3.81 5.87 12321.5 1953.0 10368.5 0.24
40 2400 3.60 5.54 13305.6 2232.0 11073.6 0.25
45 2700 3.28 5.05 13638.2 2511.0 11127.2 0.26
50 3000 3.02 4.65 13952.4 2790.0 11162.4 0.26
55 3300 -2.80 4.31 14229.6 3069.0 11160.6 0.26
60 3600 2.60 4.00 14414.4 3348.0 11066.4 0.25
65 3900 2.43 3.74 14594.6 3627.0 10967.6 0.25
70 4200 2.30 3.54 14876.4 3906.0 10970.4 0.25
75 4500 2.17 3.34 15038.1 4185.0 10853.1 0.25
80 4800 2.07 3.19 15301.4 4464.0 10837.4 0.25
85 5100 1.96 3.02 15393.8 4743.0 10650.8 0.24
90 5400 1.87 2.88 15550.9 5022.0 10528.9 0.24
95 5700 1.77 2.73 15537.1 5301.0 10236.1 0.23
10260 CP = REQUIRED VOLUME PER REPORT BY STEWART AND ASSOCIATES
11162 CP = REQUIRED VOLUME WITH ADDITIONAL CONTRIBUTING AREA
FROM LOT 2 MASON STREET
16416 CF = VOLUME OF PER PLAN BY STEWARTS AND ASSOCIATES
CONCLUDE:POND IS ADEQUATE
SHEAR ENGINEERING CORPORATION
FOR REFERENCE ONLY
DETENTION POND FOR LOT 2 MASON STREET PUD - ULTIMATE CONDITIONS
PAGE 6
PROJECT: LOT 2 MASON STREET PUD DATE: 11/16/95
PROJ.NO. 1490-01-95 BY MHO
PROJ. LOCATION: FORT COLLINS FILE MASCUHP
NOTES: AREA USED FOR SIZING IS BASED ON ENTIRE SITE + HALF ROW
RELEASE RATE BASED ON MASON STREET S. I. D. REQUIREMENTS
REFER TO PAGE 1 FOR DETERMINATION OF RUNOFF COEFFICIENT
A PORTION OF THE SITE CONTRIBUTES STORMWATER TO THE VET CLINIC
DETENTION POND SHE PAGE 3
CUMULATIVE HYDROGRAPH METHOD
FOR
SIZING DETENTION PONDS
DESIGN STORM: 100 YEAR RUNOFF COEFFICIENT 0.96
RELEASE RATE: 0.59 CFS AREA: 1.170 ACRES
INITIAL TIME: 5 MINUTES TIME INCREMENT: 5 MINUTES
t**x*+t* r******r **r*r*** *OUTPUT* t******* ******** ******** ***x****
INFLOW INFLOW RELEASE STORAGE STORAGE
TIME TIME INTENSITY RATE VOLUME VOLUME VOLUME VOLUME
min sec iph cfs cf cf cf ac-ft
r*rt**** ***t**t* t+*t**t* t*tttt*+ *xtt*ttt +ttxtx*+ **+***** rr******
5 300 9.30 10.45 3133.7 177.0 2956.7 0.07
10 600 7.14 8.02 4811.8 354.0 4457.8 0.10
15 900 6.06 6.81 6125.9 531.0 5594.9 0.13
20 1200 5.21 5.85 7022.2 708.0 6314.2 0.14
25 1500 4.63 5.20 7800.6 885.0 6915.6 0.16
30 1800 4.20 4.72 8491.4 1062.0 7429.4 0.17
35 2100 3.81 4.28 8986.7 1239.0 7747.7 0.18
40 2400 3.60 4.04 9704.4 1416.0 8288.4 0.19
45 2700 3.28 3.68 9947.1 1593.0 8354.1 0.19
SO 3000 3.02 3.39 10176.2 1770.0 8406.2 0.19
55 3300 2.80 3.14 10378.4 1947.0 8431.4 0.19
60 3600 2.60 2.92 10513.2 2124.0 8389.2 0.19
65 3900 2.43 2.73 10644.6 2301.0 8343.6 0.19
70 4200 2.30 2.58 10850.1 2478.0 8372.1 0.19
75 4500 2.17 2.44 10968.0 2655.0 8313.0 0.19
80 4800 2.07 2.33 11160.1 2832.0 8328.1 0.19
85 5100 1.96 2.20 11227.5 3009.0 8218.5 0.19
90 5400 1.87 2.10 11342.1 3186.0 8156.1 0.19
95 5700 1.77 1.99 11332.0 3363.0 7969.0 0.18
6431 CF = REQUIRED VOLUME
SHEAR ENGINEERING CORPORATION
FOR DESIGN
DETENTION POND FOR LOT 2 MASON STREET PUD - ULTIMATE CONDITIONS
PAGE 7
PROJECT: LOT 2 MASON STREET PUD DATE: 11/16/95
PROJ.NO. 1490-01-95 BY HBO
PROD. LOCATION: FORT COLLINS FILE MASCUHP
NOTES: . AREA USED FOR SIZING IS BASED ON SUBBASIN Ia, Ic, & Id ONLY
RELEASE RATE BASED ON MASON STREET S. I. D. REQUIREMENTS USING Ia & Ic
RELEASE RATE REDUCED TO COMPENSATE FOR UNDETAINED FLOWS FROM
SUB BASIN Id
REFER TO PAGE 1 FOR DETERMINATION OF RUNOFF COEFFICIENT
A PORTION OF THE SITE CONTRIBUTES STORMWATER TO THE VET CLINIC
DETENTION POND SSE PAGE 5
CUMULATIVE HYDROGRAPH METHOD
FOR
SIZING DETENTION PONDS
DESIGN STORM: 100 YEAR RUNOFF COEFFICIENT 0.96
RELEASE RATE: 0.38 CPS AREA: 1.01 ACRES
INITIAL TIME: 5 MINUTES TIME INCREMENT: 5 MINUTES
rrrrrrrr rr+rx+r+ rrrrrrrr *OUTPUT* rrrrrrrr rr+r++rr rrrrr+rr ++rxrrrr
INFLOW INFLOW RELEASE STORAGE STORAGE
TIME TIME INTENSITY RATE VOLUME VOLUME VOLUME VOLUME
min sec iph cfe cf cf cf ac-ft
rrxxxrrr rrrrrrxr +rr:rrxr r+rrrrrr rrr+r+rr rrrrrrrr :xrrrrrr rrrr+rrx
5 300 9.30 9.02 2705.2 114.0 2591.2 0.06
10 600 7.14 6.92 4153.8 228.0 3925.8 0.09
15 900 6.06 5.88 5288.2 342.0 4946.2 0.11
20 1200 5.21 5.05 6061.9 456.0 5605.9 0.13
25 1500 4.63 4.49 6733.9 570.0 6163.9 0.14
30 1800 4.20 4.07 7330.2 684.0 6646.2 0.15
35 2100 3.81 3.69 7757.8 799.0 6959.8 0.16
40 2400 3.60 3.49 8377.3 912.0 7465.3 0.17
45 2700 3.28 3.18 8586.8 1026.0 7560.8 0.17
50 3000 3.02 2.93 8764.6 1140.0 7644.6 0.18
• 55 3300 2.80 2.71 8959.1 1254.0 7705.1 0.18
60 3600 2.60 2.52 9075.5 1368.0 7707.5 0.18
65 3900 2.43 2.36 9188.9 1482.0 7706.9 0.18
70 4200 2.30 2.23 9366.3 1596.0 7770.3 0.18
75 4500 2.17 2.10 9468.1 1710.0 7758.1 0.18
80 4800 2.07 2.01 9633.9 1824.0 7809.9 0.18
85 5100 1.96 1.90 9692.1 1938.0 7754.1 0.18
90 5400 1.87 1.81 9791.0 2052.0 7739.0 0.18
95 5700 1.77 1.72 9782.3 2166.0 7616.3 0.17
100 6000 1.70 1.65 9889.9 2280.0 7609.9 0.17
105 6300 1.63 1.58 9956.8 2394.0 7562.8 0.17
110 6600 1.57 1.52 10047.0 2508.0 7539.0 0.17
115 6900 1.50 1.45 10035.4 2622.0 7413.4 0.17
120 7200 1.44 1.40 10052.8 2736.0 7316.8 0.17
7810 CF = REQUIRED VOLUME
CONCLUDE: MAXIMIZE VOLUME AND USE 7810 CF AS MINIMUM DESIGN VOLUME
SHEAR ENGINEERING CORPORATION
AVERAGE END AREA METHOD
FOR DETENTION BASIN
VOLUMES
ULTIMATE CONDITIONS
PAGE e
PROJECT :LOT 2 MASON STREET PUD DATE: 11/16/95
PROD. NO:1490-01-95 BY MBO
LOCATION:MASON STREET FILE: MASONAVG
CONSTANT: 65.5 = 1 SQ IN. FIRST EVEN CONTOUR 32 FEET
INVERT 31.05 FEET TOP BLBV 33.82 FEET
INCREMENT 1 FOOT SCALE: 1" 20 FRET
� !i!!f}1f ffifffYf ttlxtrr♦ ff lffff! !}flff if ♦fffffff fft4x4tr ff lffflf
BLEV PLANI- AREA AREA VOLUME CUM. CUM. CUM.
METER (Al) (A2) (V1) VOLUME VOLUME VOLUME
ft READING eq in eq ft cf cf cy ac-ft
x trlff!! ff rrftrt ttrf r4rx rtrtf rlx rf lrlr!• ftf lffff lfffrerr f!rltf if
31.05 0 0.00 0 0 0 0 0.00
32 195 2.98 1191 566 566 21 0.01
33 730 11.15 4458 2824 3390 126 0.08
33.82 1116.5 17.05 6818 4623 8013 297 0.18
FORMULAE:A1= (PLANIMBTER READING)/CONSTANT
A2= (A1)4SCAL8 SQUARED
VOLUME REQUIRED = 7810 CP
VOLUME PROVIDED = 8013 CF
REQUIRED W.S.BL. = 33.78 FEET
CONCLUDE: BECAUSE OF SITE RESTRICTIONS ON GRADING WE ARE NOT ABLE TO
OBTAIN ENOUGH STORAGE VOLUME TO MEET THE WHOLE SITE TARGET
VOLUME. HOWEVER THE RUNOFF FROM SUBBASIN Ib IS DETAINED IN THE
VET CLINIC POND. THE POND IS SIZED FOR THE REMAINING SITE AREA
AND THE RELEASE RATE IS REDUCED SLIGHTLY FROM 0.50 TO 0.38 CPS
TO LIOMPBNSATE FOR THE UNDETAINED PLOW FROM SUBBASIN Id
THEREFORE, THE POND IS ADEQUATE
.0
9
r,7 ti
e
It
03) 5)f-)etS
SHEAR ENGINEERING CORPORATION
PAGE 9
PROJECT: LOT 2 MASON STREET DATE: 1111619S
PROJECT NO: 1490-01-95 BY MHO
PROJECT LOCATION: MASON STREET
FORT COLLINS
FILE NAME: MASONOUT
INPUT FOR OUTLET STRUCTURE
STRUCTURE TYPE:
2
WEIR TYPE
NONE
DETERMINE ORIFICE
SIZE
LOWER ORIFICE DIAM.
(ft) -
0.23
WEIR LENGTH (ft) -
8.00
LOWER ORIFICE INV.
(ft) =
31.05
WEIR INVERT (ft) -
33.78
Q= CA(2gH)"0.5
LOWER ORIFICE COEF.
(Cl) =
0.65
WEIR COEF. (CW) =
2.60
A = Q/(C(2gH)"0.5
UPPER ORIFICE DIAM.(ft)
- NA
TOP OF BERM (ft) =
33.82
H (ft) =
2.73
UPPER ORIFICE INV.
(ft) - NA
INIT. DELTA (ft) -
0.45
C =
0.65
UPPER ORIFICE COEF.
(Cu) = NA
DELTA HEAD (ft) =
0.50
Q (cfe)=
0.38
2 YR. RELEASE RATE
(cfa) - NA
A =
0.04
10 YR RELEASE RATS
(cfa) = HA
10 YR WSEL REQUIRED (ft) -
NA
R (ft) =
0.118
100 YR RELEASE RATE (cfe)=
0.38
100 YR WSEL REQUIRED (ft)=
33.78
D (ft) =
0.237
OUTLET PIPE DIAM.
(ft) =
1.25
EMERGENCY OVERFLOWS/W ® SE
CORNER
PIPE SLOPE (t)
=
4.92
WEIR TYPE
BROADCRESTED
MANNINGS n
=
0.013
WEIR LENGTH (ft)
= 5.00
WEIR INVERT (ft)
- 33.82
WEIR COEF. (Cw0)
= 2.50
*rr*r**t rx****r*
+#*r*r*x *OUTPUT*
*t***+** r*******
x*******
•*##****
PIPE AREA (SF) =
1.23
WETTED PERIMETER
= 3.93
FEET
HYD. RAD (FT) =
0.313 FEET
R-2/3 = 0.4603
OUTLET PIPE CAPACITY
=
14.32
CPS
LOWER ORIFICE AREA (A) =
0.0415
SQUARE FEET
UPPER ORIFICE AREA (A) =
0.0000
SQUARE FEET
#*rx*** *******
******* *OUTPUT*
*r*tr## ♦t*****
+rrx***
fr*r+r*
r****** tr*xfi**
**rrrrr
rr***x*
HEAD
HEAD
EMERGENCY OVERFLOW
ELEV. OVER
LOWER
OVER
UPPER HEAD
SUB
HEAD
LOWER
ORIFICE
UPPER
ORIFICE OVER
WEIR
TOTAL
OVER
WEIR
TOTAL
ELEV.
ORIFICE
FLOW ORIFICE
FLOW WEIR
FLOW
FLOW
WEIR
FLOW
FLOW
ft ft
cfa
ft
cfs ft
cfe
cfe
ft
cfs
cfa
ft
31.05 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
0.00
31.05
31.50 0.45
0.15
0.00
0.00 0.00
0.00
0.15
0.00
0.00
0.15
31.50
32.00 0.95
0.21
0.00
0.00 0.00
0.00
0.21
0.00
0.00
0.21
32.00
32.50 1.45
0.26
0.00
0.00 0.00
0.00
0.26
0.00
0.00
0.26
32.50
33.00 1.95
0.30
0.00
0.00 0.00
0.00
0.30
0.00
0.00
0.30
33.00
33.50 2.45
0.34
0.00
0.00 0.00
0.00
0.34
0.00
0.00
0.34
33.50
33.82 2.77
0.36
0.00
0.00 0.04
0.17
0.53
0.00
0.00
0.57
33.62
33.78 2.73
0.36
0.00
0.00 0.00
0.00
0.36
0.00
0.00
0.36
33.78
33.75 2.70
0.36
0.00
0.00 0.00
0.00
0.36
0.00
0.00
0.36
3.3.75
34.00 2.95
0.37
0.00
0.00 0.22
2.15
2.52
0.18
0.95
3.69
34.00
ORIFICE EQUATION:
CA(2gH)^1/2
WEIR FLOW EQTN. :
CwLH^3/2
SHEAR ENGINEERING CORPORATION
DEVELOPED
PAGE
10
PLOW TO CONCENTRATION POINT A
FROM SUBBASIN Ia
PROJECT:
LOT 2 MASON
STREET PUD DATE
11/16/95
PILE:
MASONRAT
PROJ.
NO.1490-01-95
NOTES:
BY
MEO
AREA (A)= 0.810 ACRES
RUNOFF COED. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.80 0.80 1.00
SHE SPREAD SHEET ATTACHED ON PAGE 2
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti) NOT APPLICABLE
LENGTH =? FEET SLOPE _? 'k
2 YEAR 10 YEAR 100 YEAR
C =? ? ?
Ti (min)= 0.00 0.00 0.00
TRAVEL TIME (Tt)=L/(60*V) PLOW TYPE
L (ft) = 165 S M = 1 GUTTER
L (ft) = 18 S (4) = 1.32 GUTTER
L (ft) _? S (1) = 2.87 GUTTER
L (ft) _? S (}) _? ?
L (ft) _? S (i) _? ?
L (ft) _? S (t) _? ?
L (£t) _? S (t) _? ?
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)= 1.51 1.51 1.51
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) (cfo)
2 YEAR 10 YEAR 100 YEAR
Q = 2.13 3.65 7.53
CONCLUDE:FLOW IS DETAINED IN ON SITE POND
V (fps) = 2
Tt(min)=
1.38
V (fps) = 2.2
Tt(min)=
0.14
V (fps) = 3.32
Tt(min)=
0.00
V (fps) _?
Tt(min)=
0.00
V (fps) _?
Tt(min)=
0.00
V (fps) _?
Tt(min)=
0.00
V (fps) _?
Tt(min)=
0.00
TOTAL TRAVEL TIME
(min) =
1.51
SHEAR ENGINEERING CORPORATION
DEVELOPED
PAGE 11 FLOW TO VET CLINIC
FROM SUBBASIN Ib
PROJECT: LOT 2 MASON STREET PUD DATE 11/16/95
FILE: MASONRAT PROJ. NO.1490-01-95
NOTES: BY HBO
AREA (A)= 0.130 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.78- 0.78 0.97
SEE SPREAD SHEET ATTACHED ON PAGE ?
TIME OF CONCENTRATION (Tc) ASSUME Tc = 5 MINUTES
BASED ON SIZE
OF
SUBBASIN
OVERLAND TRAVEL TIME (Ti) NOT APPLICABLE
LENGTH =7 FEET SLOPE _?
It
2 YEAR 10 YEAR
100
YEAR
C =1 ?
?
Ti (min) = 0.00 0.00
0.00
TRAVEL TIME (Tt)=L/(60*V) FLOW TYPE
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
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
NOTE: ALL VELOCITIES TAKEN FROM FIGURE
3-2
TOTAL TRAVEL TIME (min) =
0.00
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR
100
YEAR
Tc (min)= 0.00 0.00
0.00
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) (c£s)
2 YEAR 10 YEAR
100
YEAR
Q = 0.33 0.57
1.17
CONCLUDB:FLOW IS DETAINED IN VET CLINIC POND
REFER TO PAGE 5
SHEAR ENGINEERING CORPORATION
DEVELOPED
PAGE 12 FLOW TO CONCENTRATION POINT RR ROW
FROM SUBBASIN Id
PROJECT: LOT 2 MASON STREET PUD DATE 11/16/95
FILE: MASONRAT PROD. NO.1490-01-95
NOTES: BY MBO
AREA (A)= 0.050 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.20 0.20 0.25
ALL GRASS
TIME OF CONCENTRATION (TO ASSUME Tc = 5 MINUTES
BASE
ON
SIZE
OF BASIN
OVERLAND TRAVEL TIME (Ti) NOT APPLICABLE
LENGTH -? FEET SLOPS =?
i
2 YEAR 10 YEAR
100
YEAR
C =? ?
?
Ti (min)= 0.00 0.00
0.00
TRAVEL TIME (Tt)=L/(60+V) FLAW TYPE
L (ft) _? S (4) _? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (t) _? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (i) _? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (5) _? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S M _? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (i) _? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (6) _? ?
V
(fps)
_?
Tt(min)=
0.00
NOTE: ALL VELOCITIES TAKEN FROM FIGURE
3-2
TOTAL TRAVEL TIME
(min) =
0.00
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR
100
YEAR
Tc (min)= 0.00 0.00
0.00
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) (cfs)
2 YEAR 10 YEAR
100
YEAR
Q = 0.03 0.06
0.12
CONCLUDE:THE FLOWS ARE NEGLIGIBLE
INCLUDE THIS BASIN IN THE SIZING OF THE POND
REDUCE RELEASE RATE FROM THE POND BY 0.12 CPS TO COMPENSATE
FOR THE UNDETAINED FLAWS ONTO THE RAILROAD ROW
SHEAR ENGINEERING CORPORATION
PAGE 13 FLOW TO CONCENTRATION POINT E
FROM SUBBASIN Is
PROJECT: LOT 2 MASON STREET PUD DATE 11/16/95
FILB: MASONRAT PROJ. NO.1490-01-95
NOTES: FOR SWALE DESIGN BY MEO
AREA (A)= 0.110 ACRES
RUNOFF COEF. (C)
2 YEAR
10 YEAR
100
YEAR
C = 0.66
0.68
0.85
ROOF = 0.07 ACRES, GRASS
- 0.04 ACRES
TIME OF CONCENTRATION (TO ASSUME Tc - 5 MINUTES
EASED ON BASIN SIZE
OVERLAND TRAVEL TIME (Ti)
NOT APPLICABLE
LENGTH =? FEET
SLOPE _?
}
2 YEAR
10 YEAR
100
YEAR
C =?
?
?
Ti (min)= 0.00
0.00
0.00
TRAVEL TIME (TO=L/(60*V) FLOW TYPE
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
L (ft) _? S (})
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (})
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (t)
_? ?
V
(fps)
_?
Tt(min)=
0.00
NOTE: ALL VELOCITIES TAKEN FROM FIGURE
3-2
TOTAL TRAVEL TIME
(min) =
0.00
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR
10 YEAR
100
YEAR
Tc (min)= 0.00
0.00
0.00
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) (cfs)
2 YEAR
10 YEAR
100
YEAR
Q = 0.25
0.42
0.87
CONCLUDE:DESIGN SWALE FOR 133% OF Q100
SHEAR ENGINEERING CORPORATION
PAGE 14
CHANNEL CAPACITY
PROJECT NAME: LOT 2 MASON STREET DATE: 11/16/95
PROJECT NO. 1490-01-95 BY : MRO
SWALB DESCRIPTION: SWALE ALONG SOUTH PROPERTY LINE
PILE: MASCHAN
CAPACITY OF TRIANGULAR OR TRAPEZOIDAL CHANNEL
CHANNEL CONFIGURATION: TRIANGULAR DESIGN PLOW (cfe) 1.16
CHANNEL LINING: GRASS
Da Db Dc Sc n W I
(ft) (ft) (ft) (t) (ft) (ft)
---- -=-- ---- ---- ----- ---- ----
4.00 4.00 0.50 2.00 0.032 0.00 0.05
0.13 = L8FT BANK SLOPE
0.13 = RIGHT BANK SLOPE
DEPTH WIDTH AREA PERIM R 2/3 Sc 1/2 Q V
(e.f.) (ft) (s.f.) (ft) (A/P) (cfe) (ft/sec)
------ ------- ------- ------- ------- ------- ------- -------
0.50 8.00 2.00 8.06 0.39 0.14 5.19 2.59
0.45 7.20 1.62 7.26 0.37 0.14 3.92 2.42
0.40 6.40 1.28 6.45 0.34 0.14 2.86 2.23
0.35 5.60 0.98 5.64 0.31 0.14 2.00 2.04
0.30 4.80 0.72 4.84 0.28 0.14 1.33 1.84
0.25 4.00 0.50 4.03 0.25 0.14 0.82 1.63
0.20 3.20 0.32 3.22 0.21 0.14 0.45 1.41
0.15 2.40 0.18 2.42 0.18 0.14 0.21 1.16
0.10 1.60 0.08 1.61 0.14 0.14 0.07 0.89
0.05 0.80 0.02 0.81 0.09 0.14 0.01 0.56
0.00 0.00 0.00 0.00 0.00 0.14 0.00 0.00
0.285 4.56 0.65 4.60 0.27 0.14 1.16 1.78 *r•
rrrrrrrrrrrrrr rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr
•** APPROXIMATE PLOW DEPTH
CONCLUDE:SWALE IS ADEQUATE
APPENDIX II
Storm Drainage Calculations for the South Fort Collins Veterinary Center `
Amended Storm Drainage Calculations for the South Fort Collins Veterinary Center
STEWART&ASSOCIATES
l Consulting Engineers and Surveyors
August 3, 1.993
Mr. Glen Schlueter
Storm Water Utility
City of Fort Collins
P.O. - Box 580
Fort Collins, Colorado 80522
Dear Glen:
This is to certify to you that an "As Built" *Survey of the Detention Pond
at the South Fort Col.lins Veterinary Center was made under my supervision on
July 28, 1993, and is shown on the enclosed red —lined copy of the Final Grading,
Drainage and Utility Plan. The pond was built in substantial compliance with
the approved plan. The detention is from elevation 5032.0 to 5034.0. There
is a permanent pool of water or retention below elevation 5032.0. The water
surface elevation on July 28th was 5028.2. The outlet pipe invert is 5032.03.
The restriction plate on the outlet works is under construction. I will
certify the restriction plate in the next several days.
If you have any questions regarding the pond, please call.
Sincerely,
Richard A. Rutherford,.. P.E. & L.S.
President
jrr
enclosure
James H. Stewart
and Associates. Inc.
103 S. Metdrum Street
P.O. Box 429
FL Collins. CO 80522
7/ SUBJECT _LQ2_%
BY-9_A2-- -- DATE -L0,422- 1- /
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COMPUTATIONS
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APPENDIX III
Erosion Control Calculations
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: STANDARD FORM A
COMPLETED BY: MEO / 51i6fkR EN&lNC-6R1N& DATE: 2� �►3
DEVELOPED
ERODIBILITY
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBAgIN
ZONE
(ac)
(ft)
M
(feet)
M
M
T
Low
I,o
+O5lD
4.05
I,10%o
•
d�cFcr io
1" 5`
of �r , v
,S` c�lcs
�oi �ev�
��,e �� 71�1a
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36.5
MARCH 1991 B-14 DESIGN CRITERIA
EFFECTIVENESS CALCULATIONS
PROJECT: MgSON ST, la�o
Lod
STANDARD FORM B
COMPLETED BY:1E0 S1�EAR CN61N�6�trob DATE: Zi ti3
Erosion Control
C-Factor
P-Factor
Method
Value
Value Comment
olc
$��,rcitwt hvS1n
1,0
U,� >or
5 ,�� TCrl�e, l��Ylci
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r 6.3Z.SL
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Sod
O,o\
I,O U,1Yh�
Cn tis5
MAJOR PS SUB AREA
BASIN (�) BASIN (Ac)
CALCULATIONS
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h�3'U i
C0,01)(0 ,3m) + 10,w)0,w) +
-
G , -L4
Ct:F:
(d,l�X o,z�;) x IOU
=
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MARCH 1991
8-15
DESIGN CRITERIA
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CONSTRUCTION SEQUENCE
PROJECT: Lot 2, Mason Street P.U.D. STANDARD FORM C
SEQUENCE FOR 19 93 ONLY COMPLETED BY:MEO/Shear Engineering Cor.
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 1931 I I I941 I I I I I I I I. I I
Month IS 101 NJ -DI JI FI MIAI MI JIJ.IAI SI OINI
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 Bctriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other/Gravel
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Nettings/Mats/Blankets
Other
STRUCTURES: INSTALLED BY:
VEGETATION/MULCHING CONTRACTOR:
DATE PREPARED: August, 1993
APPROVED BY THE CITY OF FORT COLLINS ON:
MAINTAINED BY:
DATE SUBMITTED:August, 1993
November 16, 1995
Project No. 1490-01-95
Basil Hamdan
City of Fort Collins Storm Water Utility
P.O. Box 580
Ft. Collins, Colorado 80522
Re: Lot 2, Mason Street P.U.D.; Fort Collins, Colorado
Dear Basil,
Attached is the erosion control security deposit estimate for Lot 2, Mason Street P.U.D.
y1CMM
245 LF of silt fence at $3.50 per LF
3 - Hay bale barrier in swale Q $75.00 each
1 - Gravel Inlet Filter ® $150.00 each
TOTAL ESTIMATED COST:
ESTIMATE 2:
re -vegetate the disturbed area of 1.0 acre at $1,300.00 per acre
TOTAL ESTIMATED COST:
The total required erosion control security deposit will be $ 1950.00
If you have
Brian W. Shea
Shear Engineering Corporation
questions, please call at 226-5334.
BWS / meo
cc: SB Corporation
Dave Stringer, City of Fort Collins
$ 857.50
$ 225.00
$ 150.00
$ 1,232.50
x 1.50
$ 1,848.75
1,300.00
$ 1,300.00
x 1.50
$ 1,950.00
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-0311
APPENDIX IV
Tables and Figures
Table 3-3 Rational Method Runoff Coefficients
Table 3-4 Rational method frequency adjustment factors
Figure 3-2 Travel Time Velocity for Rational Method
Figure 3-1 City of Fort Collins Rainfall Intensity Curve November
1975
Table 3-1 Inlet Coefficient for outlet control
MAY 1984
.-1
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 tot 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
Concrete.............................................................................................
0.95
Gravel......................................::.........................................................
0.50
Roofs..........................................................................................................
0.95
Lawns, Sandy Soil:
Flat<2%
0.10
.............................................................................................
Average2 to 7%
0.15
..................................................................................
Steep>7%..........................................................................................
0.20
Lawns•, Heavy Soil:
Flat<2%.............................................................................................
0.20
Average2 to 7%..................................................................................
0.25
Steep>7%.........:................................................................................
0.35
3-4 DESIGN CRITERIA
3.1.8 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
(years)
3.2 Analysis Methodology
Frequency Factor
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
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 CTPRM. nnri HP('-1 are allowable if results are not radically different than these two. Where
DRAINAGE CRITERIA MANUAL
RUNOFF
50
30
t- 2 0
z
w
U
cc
w
a 10
z
w
a
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5'
.1
2 .3 .5 1 2 3 5 10 20
VELOCITY IN FEET PER SECOND
FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
*.MOST FREQUENTLY OCCURRING"UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE: "Urban Hydrology For Small Watersheds" Technical
Release No. 55, USDA, SCS Jan. 1975.
5 -1-84
URBAN DRAINAGE & FLOOD CONTROL DISTRICT
No Text
DRAINAGE CRITERIA MANUAL
3. DRAINAGE INLETS
INLETS L CULVERTS
The design of a culvert, including the inlet and the outlet, requires
a balance between cost, hydraulic efficiency, purpose, and topography
at the proposed culvert site. Where there is sufficient allowable head-
water depth, a choice of inlets may not be critical. but where headwater
depth is limited, where erosion Is a problem, or where sedimentation is
likely, a more efficient inlet may be required to obtain the necessary
discharge for the culvert.
The primary purpose of a culvert is to convey water. A culvert may also
be used to restrict flow, that is, to discharge.a controlled amount of water
while the upstream basin of the stream channel is used for detention storage
to reduce a storm runoff peak. For this case, an inefficient inlet may be 0-.
most desirable choice.
The inlet types described in this chapter may be selected to fulfill either
of the above requirenents depending on the topography or conditions imposed
.by the designer. The entrance coefficient, Ke as defined by equation 2-5
is a measure of the hydraulic efficiency at the inlet type, with lower
valves indicating greater efficiency.
y
Inlet coefficients recommended. for use are given in Table 3-1,
TABLE 3-1
INLET COEFFICIENTS FOR OUTLET CONTROL
Type of Entrance Entrance Coefficient, Ke
Pipe Entrance with Headwall
Grooved edge 0.20
Rounded edge (0.15D radius) 0.15
Rounded edge (0.25D radius) O JO
Square edge (cut concrete and CMP) 0.40
Pipe entrance with Headwall L 450 Wingwall
Grooved edge 0.20
Square edge 0.35
Headwall with Parallel Wingwalls Spaced 1.251) apart
Grooved edge 0.30
Square edge 0,40
Special Inlets - See 3.3.2 and 3.3.3
Projecting Entrance
Grooved edge 0.25
4MSquare edge 0.50
Sharp edge, thin wall .0.90
I1-15-68
WEIRS AND DAMS 4-59
prevent the nappe from springing clear, the coefficient for weirs of this type has a very
nearly constant value of 2.63 or 2.64 for heads of 1 ft or more and for all crest widths.
Woodburn t found (see Table 10) that this constant value is not reached below heads of
1.4 ft.
Rounding the upstream corner of a broad -crested weir reduces contraction and
increases the weir coefficient. Woodburn found that for heads of 1,5 and less there
was no appreciable benefit from rounding the corner on a radius greater than 2 in.
(see Table 10). Curvature on radii of 2, 3, 6, and 8 in. respectively gave practically
Flo. 59. Broad crested weir.
the same coefficient. Also, elliptical entrances gave practically the same coefficients
as circular entrances. If the upstream corner is rounded sufficiently to prevent con-
traction and the crest is given sufficient slope to offset loss of head due to friction,
flow occurs at critical depth (see p. 4-85), and the rational formula for discharge is
. Q - 3.087LHK a &67LD)i (114)
where D (Fig. 59) is the depth of water on the weir crest below the downdrop curve. Woodburn found from experiments in a smooth wooden flume 2 ft wide with models made
Of planed lumber that the greatest discharges he could obtain with a crest slope of 0.026
were 1 to 3 percent less than are given.by Eq, (114). Table 10 giving values of the co -
TABLE 10, COEFFICIENT C FOR $ROAD -CRESTED WEIRS FOR DIFFERENT HEADS H
Upstream corner I Crest 10.5 10.6 10.7 I. 0.8 10.9 11.0. 11.2 11.4 11.5
Sharp...........
2-in. radius......
Level
Level
2.60
2.60
2.60
2.60
2.60
2.61
2.63
3-in.radius ..... .
Level
2.78
2.77
2.79
2.79
2.80
2.80
2.83
2.84
2.85
2.85
2.85
6•in. radius..... ,
8-in. radius,
Level
Level
2.78
2.79
2.80
]2.81
2.83
2,82
2.84
2.83
2.85
2,85
2.85
2.85
2.85
... , .
2.78
2.79
.2.80
2.82
2.83
2.84
2.85
2.85
285
3- by 6-in. ellipse.
8 by ellipse.
Level
Level
2.78
2.79
2.80
2,83
2.84
2.85
2.85
2.85
radin.us
&in. radius......
6-in. radius......
Slope, 0.004
2.77
2.95
2.78
2.94
2.80
2,93
2,81
2.92
2.82
2.91
2.83
2.85
2.86
2.86
Slope, 0.026
3.07
3.06
3.05
3.04
3.03
2.90
3.02
2.88
3.00
2.87
2,99
2.87
efficient C [Eq, (1101 for broad -crested weirs 10 ft wide is taken from Wo- «]� x-
periments. The coefficient for all the models with rounded entrance corner appears to
approach a common value of about 2.85 which remains constant for the higher heads.
The drop in water surface (Fig. 59), neglecting velocity of approach and entrance
losses, is h = 11=/2g where v is the velocity on the weir crest just below the downdrop
DsI 'reet8 Of per do riBroad-crated Weir, with appendix by A, IL Webb. Roe, ASCE, September. 1030, Thin
variety of mooddel, an i nest experimental study o conditions of Bow over broad -created weirs, A wide
'as inzive a ted.
APPENDIX V
Detention Pond Easement Information
EASEMENT DEDICATION
KNOW ALL MEN BY THESE PRESENTS: That the undersigned being the owner of Lot 2,
Mason Street P.U.D., City of Fort Collins, County of Latimer, State of Colorado, as recorded in
Latimer County records at Book 2231, Page 1450, do hereby dedicate and convey to the City of
Fort Collins for public use forever hereafter a drainage easement described as follows:
Beginning at the Southeast corner of Lot 2, Plat of Mason Street P.U.D., said point being on the
Mason Street Right -of -Way line and being the POINT OF BEGINNING of this description.
Thence continuing along the south property line of said Lot 2, North 89055'45" W, 208.66 feet;
thence leaving said south property line and continuing North 00°04'1.5" East, 9.97 feet; thence
South 89055'45" East, 125.00 feet; Thence North 00°04'15" East 90.56 feet; Thence South
89055'45" East 77.66 feet to a point along the Mason Street Right -of -Way; Thence along the arc
of a curve to the left, whose radius is 2629.02 feet, central angle is 02'11'42", and whose chord
bears South 03°20'42" East, a distance of 100.71 feet to the POINT OF BEGINNING.
It is understood by the undersigned that, by acceptance of this dedication, the City of Fort Collins
does not have the duty to maintain the easement.
Witness our hands and seals this day of 119
Owner of Lot 2, Mason Street P.U.D.
STATE OF COLORADO )
)SS
COUNTY OF LARRSAER )
The foregoing instrument was acknowledged before me this day of
19 , by
Owner of Lot 2, Mason Street P.U.D.
Witness my hand and official seal.
Notary Public
My Commission Expires:
ATTORNEY'S CERTIFICATE
This is to certify that on the day of , A.D. 19 , I examined the
title to the property hereon described and established that the owners and proprietors of record of
said property as construed in C.R.S. 1973, 31-23-111, are as shown hereon as of said date.
Signature: Address:
Registration
APPENDIX VI
Stuffer Envelope:
Grading Plan (Phase 1 Construction)
Grading Plan (Ultimate Conditions)
Drainage and Erosion Control Plan
Erosion Control Security Document
Letter from Vet Clinic Accepting Stormwater
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MAHIJ
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November 16, 1995
Project No. 1490-01-95
Re: EROSION CONTROL SECURITY DEPOSIT REQUIREMENTS:
Lot 2, Mason Street 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.
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
$1,235.50. Refer to the cost estimate attached in Appendix .I. 1.5 times to
install the erosion control measures is $ 1,848.75
ii. Based on current data provided by the City of Fort Collins Storm Water Utility,
and based on an actual anticipated net affected area which will be disturbed by
construction activity (approximately 1.0 acre), we estimate that the cost to re -
vegetate the disturbed area will be $1,300.00 ($1,300.00 per acre x 1.0 acre).
1.5 times the cost to re -vegetate the disturbed area is $1,950.00 The $1,300.00
per acre for re -seeding sites of less than 1 acre was quoted to us by the City of
Fort Collins Stormwater Utility staff.
CONCLUSION:
The erosion control security deposit amount required for Lot 2, Mason Street P.U.D. will
be $1,950.00
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-0311
CREGER PLAZA SECOND REPAINT
LOT 7
(SOUTH FORT COLLINS VET. CLINIC) I �I
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1 Qi I LOT E MASON A MEET
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0.10 0,20 0+30
TRENCH DRAIN PROFILE
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GRADING PLAN (PHASE I CONSTRUCTIO:
LOT 2, MASON STREET P.U.D.
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City of Port Collins, Colorado
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FORT COLLINS, COLORADO
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PHONE: (303) 226—WU
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PTENRER, 1995 wdm-- cA01rox --__— CUM SHEAR ENGINEERING CORPORATION - DRAINAGE AND EROSION CONTROL PLAN °RO1BC1 N0 STEM MO- rR
FINK Pout. _ _ _ ;necked_- III SUBSTANTIAL BUILDING CORPORATION 4536 SO. COLLEGE AVE, SUITE 12, EMT COLLINS, COLORADO e0526 LOT 2, MASON STREET P.U.D. C
1490-01-95 V
kPa 11111111 = 20' oleo- ew5. PHONE: 303225-5334 d03 22F-u5I FORT COLLINS. COLDRADO