HomeMy WebLinkAboutDrainage Reports - 10/01/1997:� 0 . I f.
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FINAL DRAINAGE AND EROSION CONTROL REPORT
for
HEARTHFIRE P.U.D., FIRST FILING
Ft. Collins, Colorado
Prepared for:
RICHARDS LAKE DEVELOPMENT CON
5319 Paradise Lane
Fort Collins, Colorado 80526
Prepared By:
SHEAR ENGINEERING CORPORATION
Project No: 1552-01-96
Date: September, 1997
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-0311
November 25, 1996
Project No: 1552-01-96
Basil Hamdan
City of Ft. Collins Storm Water Utility
P.O. Box 580
Ft. Collins, Colorado 80524
Re: Hearthfire P.U.D., First Filing; Ft. Collins, Colorado
Dear Basil,
Enclosed please find the Final Drainage and Erosion Report and Plans for Hearthfire P.U.D., Fast
Filing. 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.
If you have any questions or comments, please call me at 226-5334.
Sincerely,
Brian W. Shear
Shear Engineering Corporation
BWS / meo
cc: Richards Lake Development Company
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Page 1
Final Drainage and Erosion Control Report
Hearthfire P.U.D., First Filing
L GENERAL LOCATION AND DESCRIPTION
A. Property Location
1. Hearthfire P.U.D., First Filing is located in the West one-half (1/2) of Section
30, Township 8 North, Range 68 West of the 6th P.M., Larimer County,
Colorado.
2. More specifically, it is located on the on the south side of Douglas Road
(County Road 54), approximately 1.5 miles east of the intersection of
Douglas Road and State Highway 1.
3. The site is bounded on the west County Road 13, on the north by Douglas
Road and Cherrywood Acres, on the east by Serramonte Highlands and
Richards Lake P.U.D. and on the south by Richards Lake.
4. Richards Lake is located immediately south of Hearthfire P.U.D. Storm
runoff from the site has historically entered Richards Lake and will continue
to do so with the development of Hearthfire P.U.D.
a. Richard Lake is owned and operated by The Rater Supply and Storage
Company.
b. The Water Supply and Storage Company has indicated that they will
accept undetained flows from Hearthfire P.U.D. in a manner similar to
historic acceptance.
i. A statement has been provided with the Hearthfire P.U.D, First Filing
Utility Plans and Final Plat indicating the reservoir company's
acceptance of undetained flows to Richards Lake.
ii. The Water Supply and Storage Company has provided a letter
indicating their intent to accept undetained flows to Richards Lake. A
signed copy of this letter is attached to this report and is located in
Appendix IV.
5. Approval of Hearthfire P.U.D., First Filing by The Water Supply and Storage
Company is included in Appendix IV of this report.
B. Description of the Property
1. Hearthfire P.U.D., First Filing is a proposed residential subdivision in the City
of Fort Collins, Colorado. The overall subdivision will consist of
approximately 146 single family homes. There are a total of 91 lots proposed
with this filing.
2. Hearthfire P.U.D. First Filing has a platted area of approximately 66 acres.
This includes the wetlands.
Page 2
Final Drainage and Erosion Control Report
Hearthfire P.U.D., First Filing
L GENERAL LOCATION AND DESCRIPTION
B. Description of the Property
3. The site is currently vacant and is covered with native vegetation and some
wetlands.
4. There are some existing oil wells on the site.
H DRAINAGE BASINS AND SUB -BASINS
A. Major Basin Description
The site is located in the Dry Creek Basin as delineated on the City of Fort
Collins Stormwater Basin Map.
2. This portion of the Dry Creek Basin is partially developed with large single
family lots and medium sized ranches.
B. Sub -Basin Description
The site topography is best described as rolling. There are several ridges on
the site which create several sub -basins. The site generally slopes from the
northeast to the southwest at an average rate of 0.04 ft/ft (4.0%).
2. The basin is defined by Douglas Road to the north, County Road 13 to the
west and Richards Lake to the south. The eastern property line of the site is
the eastern boundary of the basin.
3. There are two (2) existing wetlands / ponding areas on the site which intercept
much of the runoff from the site and retain it. Proposed grading in these areas
will create permanent water features. They are designated Pond 1 and Pond 2
on the Drainage and Erosion Control Plan.
a. Pond 1 is crossed by the proposed access road (Hearthfire Way) from
Douglas Road.
b. Pond 2 is the wetland area that is within the limits of Filing 1.
The stormwater that is intercepted by the wetlands either percolates into the
soil or evaporates. Overflow structures are to be installed to convey excess
water out of the ponds. The stormwater eventually overflows into Richards
Lake.
4. There are some offsite contributions from the rear lots of Chenywood Acres
onto the site. The majority of Cherrywood Acres contributes runoff to a swale
on the south side of Douglas Road which then conveys the stormwater east.
Page 3
Final Drainage and Erosion Control Report
Hearthfire P.U.D., First Filing
B. Sub -Basin Description
5. Runoff from the north side of Douglas Road is also conveyed through the site
via an 15" CNfP culvert located east of the proposed entry road. The offsite
contributing area is approximately 86.6 acres. The Larimer County Canal runs
from west to east on the north side of Douglas Road. It is assumed that the
canal will be overtopped during the 100-year event. The 86.6 acres drainage
area takes this assumption into account.
6. Richards Lake is the ultimate destination of all runoff from the site including
any water that exceeds the storage capacity of the wetland / pond areas.
C. Historic Conditions
The basin can be divided into 6 historic sub -basins designated A-F. These
basins are undeveloped with a few active oil wells located on them as well as
some wetland areas. We have assumed a "C" factor of 0.45 for Sub -basin F
which consists of large estate lots in Cherrywood Acres. The table below
summarizes the sub -basins, their total area and the immediate destination of
the flow from them.
Area
Sub -basin acres Flow Destination
A
50.53
Pond 1
B
57.59
Pond 2
C
40.50
Richards Lake
D
6.79
Richards Lake via Richards Lake PUD
E
4.32
Serramonte Highlands
F
12.16
Douglas Road and east
The total area of the sub -basins is 171.89 acres. Sub -basins A-E contribute
stormwater to Richards Lake. There is also an additional 86.6 acres on the
north side of Douglas Road which contributes runoff to pond 1.
2. The table below summarizes the peak flows from the historic sub -basins
Q2
Q 100
Sub -basin
cfs
cfs
Notes
A.
9.10
33.60
Pond 1
B
12.90
48.61
Pond 2
C
10.50
38.58
Richards Lake
D
1.73
6.43
Richards Lake
E
1.60
5.81
Serramonte Highlands
F
8.66
31.67
Douglas Road
Page 4
Final Drainage and Erosion Control Report
Hearthfire P.U.D., First Filing
H DRAINAGE BASINS AND SUB -BASINS
D. Developed Conditions
The developed site increases the contributing area to ponds 1 & 2 for the
purpose of water quality. The table below summarizes the sub -basins, their
total area and the immediate destination of the flow from them.
Area
Sub -basin
acres
Flow Destination
A
51.69
Pond 1
B
63.61
Pond 2
C
35.96
Richards Lake
D
3.56
Richards Lake via Richards Lake and Hearthfire
P.U.D.
E
2.88
Serramonte Highlands
F
12.16
Douglas Road and east
The total area of the sub -basins is 169.86 acres. Sub -basins A-D contribute
stormwater to Richards Lake. There is also an additional 86.6 acres on the
north side of Douglas Road which contributes runoff to pond 1. The city
criteria requires that these flows pass safely through the site. Final analysis of
the offsite flows and the sizing of the culvert under Douglas Road will be
completed with the Douglas Road improvement plans.
2. Hearthfire P.U.D. Second Filing has been submitted to the city for review.
The basin delineation for second filing is based on the proposed grading and
stormwater infrastructure in filing 2.
3. The table below summarizes the peak flows from the developed sub -basins.
Sub -basin F is unchanged from the historic conditions by the development of
this filing or future filings.
Sub -basin
Q2
Q100
Notes
cfs
cfs
A
12.24
44.80
Pond 1
B
56.53
201.26
Pond 2
C
50.49
178.56
Richards Lake
D
3.92
13.86
Richards Lake via Richards Lake PUD
E
0.96
3.42
Serrarnonte Highlands
F
8.66
31.67
Douglas Road
4. The grading design for Pond 1 has sufficient volume to contain the entire 100-
year storm from the overall contributing area. Refer to page 45A and 46A in
Appendix I. Hearthfire Drive will not be overtopped in the 100-year event.
The maximum W.S. Elev. with non functioning storm system is shown on the
sheet 34 and 40 in the plans. This is the elevation at which Hearthfire Drive
would be overtopped.
Page 5
Final Drainage and Erosion Control Report
Hearthfire P.U.D., First Filing
III DRAINAGE DESIGN CRITERIA
A. Regulations
1. This final report and the Master Grading, Drainage and Erosion Control Plans
for Hearthfire P.U.D., First Filing were prepared in accordance with the
requirements of the current City of Fort Collins Storm Drainage Design
Criteria and Erosion Control Criteria.
B. Development Criteria Reference and Constraints
Douglas Road is planned as a minor arterial according to the recently adopted
new City Street standards. Douglas Road is currently built to County Road
standards and will not be constructed to full minor arterial standards adjacent
to the north boundary of the project at this time. Instead, Douglas Road will be
given a three (3") overlay from Highway 1 east to the project site. This will
also include a right turn lane into the development.
2. The existing wetland areas retain much of the stormwater that flows to them
except in cases where the 100-year storm event is exceeded. Emergency
overflow structures are necessary to convey the excess stormwater out of the
wetland areas to Richards Lake.
3. The design of the drainage infrastructure considers the development of future
filings that will occur on this property in terms of their contribution to the
drainage infrastructure.
4. East Larimer County (ELCO) water district has an underground storage tank
along the eastern property line of the site. This tank is flushed once a year
according to ELCO personnel. Provisions have been made to convey the
water from the tank along the east property line of the site to Morningstar
Drive and thence into Richards Lake P.U.D. where the water will be conveyed
to Richards Lake via a 24" storm sewer to be constructed with Richards Lake
P.U.D.
C. Hydrologic Criteria
Runoff calculations at various design points are based on the 'Rational"
method. The 2, 10, and 100-year storms have been analyzed.
2. No detention is proposed with this subdivision because the existing wetland
areas will act as retention / detention ponds.
3. Emergency overflow structures have been designed to convey the 100-year
flows out of the pond in case the pond is full when the 100-year storm occurs.
These flows include the offsite contribution from the north side of Douglas
Road.
Page 6
Final Drainage and Erosion Control Report
Hearthftre P.U.D., First Filing
III DRAINAGE DESIGN CRITERIA
D. Hydraulic Criteria
1. Storm sewer inlet design is based on the inlet curves provided in the City of
Fort Collins Drainage Criteria Manual. All of the storm sewer infrastructure is
designed for at least the 10-year storm.
2. Storm sewer design is based on Mannings Equation with Mannings
coefficients as suggested in the City of Fort Collins Drainage Criteria Manual.
a. Conveyance factors from Tables 4 & 5 in appendix III are used in
Mannings Equation to detertpine the capacity of the storm sewers. This is
built into spread sheets Storm and Storm2.
IV DRAINAGE FACILITY DESIGN
A. General Concept
1. The majority of the site (sub -basins A-B ) will be contributing stormwater to
the two wetland / pond areas ( Pond 1 and 2) via a combination of;
a. overland flow
b. gutter flow
c. storm sewer flow
The grading of the site attempts to divert as much of the runoff into the
wetland areas as possible. This grading concept will continue with future
filings.
2. The remainder of the site (sub -basins C-F ) will contribute stormwater directly
to Richard Lake or Douglas Road via the same methods of conveyance
mentioned previously.
3. Water quality is addressed in the design of the outfalls of the storm sewer into
Richards Lake. Refer to the Wetlands Mitigation Report prepared by TR.
Boss Associates. Water Quality details coincide with the recommendations of
the report.
4. Emergency overflow structures will be designed to pass the flows generated
by the 100-year storm to Richards Lake safely.
5. Any swales that have slopes less than 2.0 percent will have 3' valley pans
installed at the flow line of the swale.
Page 7
Final Drainage and Erosion Control Report
Hearthfire P.U.D., First Filing
IV DRAINAGE FACILITY DESIGN
B. Specific Details - Storm Sewer
1. A storm sewer (Profile A) will be installed at a low point (Centerline Sta.
4+07.01) on Hearthfire Way. The storm sewer consists of the following;
a. 2 - 5' Type R inlets
b. Approximately 41 lineal feet of 18" RCP storm sewer between the inlets
c. 30 lineal feet of 24" ADS N-12 from the inlet on the west side of the
Hearthfire Way to the offsite wetlands (Pond 1)
d. A swale will be graded to the south which will convey the stormwater to
the wetlands.
2. An 18" RCP culvert (Profile B) will act as an inverted siphon connecting the
wetlands (Pond 1) on either side of Hearthfire, Way. The culvert will have zero
(0.00%) slope because it's purpose is to provide a means to maintain water
level in the ponds on both sides of the road. Water will only pass through the
culvert if the water level on one side of the culvert is higher than the water on
the other side. Area inlets with trash racks will be constructed at each end of
the culvert.
a. The Q 100' to the east side of the siphon is 11.85 cfs.
b. The capacity of the culvert based on a HW/D ratio of 3.0 is 14.0 cfs.
3. A four (4) foot sidewalk culvert will be installed on the west side of the
second low point (Sta. 10+79.40) on Hearthfire Way. A six (6) foot sidewalk
culvert will be installed on the west side The culverts will convey the
stormwater in the streets to the wetlands.
a. Sidewalk culverts have been used because the proposed road elevation is
essentially at grade.
b. Installation of a storm sewer in this area is not considered feasible because
the high water elevation of the pond will be above the flowline elevation
at the low point. Also the operating water surface elevation will only be
about 1.5 feet below the flowline, thus putting any storm sewer installed
at this location under water all the time.
c. Buried riprap will be provided on the banks to minimize erosion.
Page 8
Final Drainage and Erosion Control Report
Hearthfire P.U.D., First Filing
IV DRAINAGE FACILITY DESIGN
B. Specific Details - Storm Sewer (continued)
4. Storm sewer (Profile C) will be installed at a low point on Hearthfire Drive.
This storm sewer will convey street flows to Pond 2 and act as the emergency
overflow from the off site wetland area (Pond 1). The storm sewer consists of
the following;
a. A 9' x 4' overflow structure on the north side of Hearthfire Drive in pond 1
which will control the water surface elevation in pond 1 and act as the
overflow weir for the pond. The box will act like a 13 foot broad crested
weir
b. Two rows of 24" ADS N-12 WT pipe from the overflow structure to
Hearthfire Drive
c. 2 - 10' Type R inlets
d. Two rows of 24" RCP storm sewer between the inlets. The RCP will have
pressure seals installed at the joints.
e. Two rows of 30" ADS N-12 WT storm sewer from the inlet on the south
side to Pond 2
f. Buried riprap with a Dso of 12 inches will be installed at the outfall of the
storm sewer into Pond 2.
5. The following Cul-de-sacs will have a 5' Type "R" Inlets installed at the low
point to intercept the 100-year flows to that point. The intercepted stormwater
is conveyed to the wetlands in Tract A by an ADS N-12 pipe. Refer to the
profiles for more information. Stormceptor manholes will also be provided on
these profiles.
a. Green Wing Court (Profile D)
b. Bald Eagle Court (Profile E)
c. Hearthfire Place (Profile F)
d. Cinnamon Court (Profile K)
Page 9
Final Drainage and Erosion Control Report
Hearthfue P.U.D., First Filing
IV DRAINAGE FACILTI'Y DESIGN
B. Specific Details - Storm Sewer (continued)
6. Storm sewer (Profile G) will be installed in continuous grade condition on
Town Center Drive to intercept some of the flows and divert them into the on
site wetland area (Pond 2) . This storm sewer is consistent with the design
intent to maximize the amount of stormwater conveyed to the wetlands for
water quality purposes. The storm sewer consists of the following;
a. 2 - 10' Type R inlets
b. Approximately 30 lineal feet of 18" RCP storm sewer connecting the
inlets
c. 203 lineal feet of 18" ADS N-12 storm sewer which conveys stormwater
to the wetland area (Pond 2)
d. Buried riprap with a D," of 12 inches will be installed at the outfall of the
storm sewer. Refer to the profile for riprap dimensions.
7. Storm sewer (Profile H) will be installed at a low point on Town Center
Drive. This storm sewer will convey street flows to Richards Lake and act as
the emergency overflow from the wetland area (Pond 2). The storm sewer
consists of the following;
a. Three rows of 30" ADS N-12 WT pipe from the pond to Town Center
Drive
b. 2 - 20' Type R inlets in sump condition
c. Four rows of 24" x 38" ERCP between the inlets
d. Four rows of 30" ADS N-12 WT pipe from Town Center Drive to
Richards Lake
e. Buried riprap with a D,n of 12 inches will be installed at the outfall of the
storm sewer. Refer to the profile for riprap dimensions.
8. Storm sewer (Profile I) will be installed at a low point on Town Center Court.
The storm sewer consists of the following;
a. 1 - 10' Type R inlet
b. 163 lineal feet of 18" ADS N-12 storm sewer which conveys stormwater
r to Richards Lake
c. Buried riprap with a D,o of 12 inches will be installed at the outfall of the
storm sewer. Refer to the profile for riprap dimensions.
Page 10
Final Drainage and Erosion Control Report
Hearthfire P.U.D., First Filing
IV DRAINAGE FACILITY DESIGN
B. Specific Details - Storm Sewer (continued)
9. Storm sewer (Profile J) will be installed at a low point on Waxwing Lane.
The storm sewer consists of the following;
a. 1 - 10' Type R inlet on the south side of the road
b. 1 - 15' Type R inlet on the north side of the road
c. Approximately 48 lineal feet of 18" RCP storm sewer between the inlets
d. 157 lineal feet of 24" ADS N-12 storm sewer which conveys stormwater
to Richards Lake
e. Buried riprap with a Dso of 12 inches will be installed at the outfall of the
storm sewer. Refer to the profile for riprap dimensions.
10. The table below summarizes the pipe capacities of the various storm sewers.
Mannings "n" value for RCP and ADS N-12 pipe are 0.013 and 0.012
respectively. Capacities are based on Mannings Equation. Refer to the flow
summaries and the design summaries on pages 16 and 32 in Appendix I for
the design flows and the designs of the overflow structures on pages 45 and
48 in Appendix I.
Location/
Pipe
Slope
Mannings
Capacity
From
To
Profile
Diam.
n
ft.
ft/ft
cfs
Hearthfire Way/
1.5
0.005
0.013
7.4
Inlet
Inlet
A
2.0
0.005
0.012
17.3
Inlet
MH
2.0
0.005
0.012
17.3
MH
Pond
Hearthfire Way/
1.5
0.000
0.013
NA
Pond 1
Pond 1
B
Hearthfire Drive/
2.0
0.0223
0.013
33.8
Inlet
Inlet
C -
2.0
0.0303
0.012
42.7
Inlet
MH
2.0
0.0105
0.012
25.1
MH
Pond 2
Green Wing Ct./
1.5
0.0642
0.012
28.8
Inlet
MH
D
1.5
0.1065
0.012
37.1
MH
MH
1.5
0.0291
0.012
19.4
MH
Pond 2
Bald Eagle Ct./
1.5
0.0964
0.012
35.3
Inlet
MH
E
1.5
0.0689
0.012
29.9
MH
MH
1.5
0.0200
0.012
16.1
MH
Pond 2
Hearthfire Place/
2.0
0.0182
0.012
33.1
Inlet
MH
F
2.0
0.0128
0.012
27.7
MH
Pond 2
Page 11
Final Drainage and Erosion Control Report
Hearthfire P.U.D., First Filing
IV DRAINAGE FACILITY DESIGN
B. Specific Details -
10.
Location/ Pipe Slope Mannings Capacity From To
Profile Diam. n
ft. ft/ft cfs
Town Center Dr./ 1.5
0.0100
0.013
10.5
Inlet
Net
G 1.5
0.0048
0.012
7.9
Inlet
MH
1.5
0.0044
0.012
7.5
MH
Pond 2
Town Center Dr./ 2.0
0.0240
0.013
35.0
Inlet
Inlet
H
2.0
0.0313
0.012
43.4
Inlet
MH
2.0
0.0333
0.012
44.7
MH
Lake
Town Center Ct./
1.5
0.0206
0.012
16.3
Inlet
MH
I
0.0198
0.012
16.0
MH
Lake
Waxwing Lane/
1.5
0.0450
0.013
22.3
Inlet
Inlet
J
2.0
0.0293
0.012
41.9
Inlet
MH
2.0
0.0293
0.012
41.9
MH
Lake
Cinnamon Ct./
1.5
0.0100
0.012
11.4
Inlet
MH
K
1.5
0.0100
0.012
11.4
MH
Lake
C. Specific Details - Overflow Structures
1. 86.6 acres on the north side of Douglas Road contribute runoff to pond 1.
Offsite flows from the north side of Douglas Road are conveyed through a 15"
CMP culvert onto the site. The city criteria requires that the 100-year historic
flows pass safely through the site.
2. A 9' x 4' box structure will act as the overflow structure from the wetland area
on the north side of Hearthfire Drive (Pond 1). The elevation and size of the
weir are designed to pass the 100-year flow as well as keeping the depth of
flow in the Hearthfire Way below the allowable. The structure will act like a
13 foot broadcrested weir. See the detail of the box in the plan set. The top of
the inlet will control the water level in Pond 1. There will be dual 24" pipes
coming out of the box in order to convey the Q 100.
a
Top of area inlet elevation
= 5106.25 ft.
b.
Pipe Diameter
= 2.5 ft.
c.
Slope of Pipes
= 0.01 ft/ft
d.
Pipe capacity (HW/D =1.0)
= 82.0 cfs
e.
Q100 to pond 1
= 62.38 cfs
f.
Maximum allowable W.S.EI. = 107.85 ft. (6" over crown at low point)
Page 12
Final Drainage and Erosion Control Report
Hearthfire P.U.D., First Filing
IV DRAINAGE FACILITY DESIGN
C. Specific Details - Overflow Structures
3. The stage - discharge relationship for the weir is summarized in the table
below.
Elevation Head over Discharge Note
weir
ft.
ft.
cfs.
106.50
0.25
4.23
106.85
0.60
15.71
Flowline at low point
107.35
1.10
38.99
Centerline at low point
107.50
1.25
47.24
107.61
1.36
53.84
Required WSEL from stage storage
107.782
1.53
64.12
WSEL for Q100
107.85
1.60
68.41
Max. Allowable WSEL
Maximum allowable depth in the street at the low point is not exceeded.
4. A 15' x 4' box structure will act as the primary spillway from the wetland area
on the north side of Town Center Drive. The structure will act like a 30 foot
broadcrested weir. It is sized in conjunction with the emergency overflow
spillway to convey 218.05 cfs, which was determined to be the peak flow
generated by the 100-year storm (Q100) to Pond 2. The combined triangular
hydrographs of sub -basins "A" and "B" resulted in the peak flow above. Refer
to pages 15 and 15a in Appendix I. The top of the curb in the area of the low
point on Town Center Drive will be graded to create the emergency overflow
spillway.
The emergency overflow spillway in conjunction with the primary spillway
will pass the peak flow generated during the 100-year storm event to Richards
Lake. The emergency overflow spillway is also sized to ensure that the W.S.
Elevation for the Q100 does not exceed the allowable flow depth in the Town
Center Drive.
See the detail of the box and the overflow weir in the plan set. The top of the
inlet will control the water level in Pond 2. Three pipes will convey the
stormwater from the overflow structure to the inlets on Town Center Drive.
a.
Top of primary spillway
= 5090.50 ft.
b.
Outlet Pipe Diameter
= 2.5 ft. RCP
c.
Slope of Pipe
= 0.024 ft/ft
d.
Pipe capacity (HW/D =1.0)
= 190.55 cfs ( 3 -30" RCP pipes)
g.
Emergency Spillway Elev.
= 91.98 feet (Top of Curb @ low point)
h.
Emergency Spillway Length
= 66.38 feet ( Tract between Filing 1 & 2)
i.
Q100 to pond
= 218.05 cfs
j.
Maximum allowable W.S.EI.
= 92.48 ft. ( 6" over crown at low point)
Page 13
Final Drainage and Erosion Control Report
Hearthfire P.U.D., First Filing
IV DRAINAGE FACILITY DESIGN
C. Specific Details - Overflow Structures
5. The stage - discharge relationship for the 2 spillways is summarized in the
table below.
Elevation Head over Discharge
Primary
Spillway
ft. ft. cfs.
91.50 1.0 78.0
91.98 1.39 140.44 Overflow Spillway Invert
92.00 1.50 143.78
92.295 1.80 218.09 WSEL for Q100
92.48 1.98 278.34 Max. Allowable WSEL
6. A worst case scenario for pond 2 consists of the primary weir being 100%
clogged and no flow being released through it. This situation was modeled
and the storage volume required was determined to be 23.46 acre feet. Refer
to page 48A. The total available storage volume above the weir elevation of
5090.50 is approximately 13.5 acre feet. Refer to page 49 in Appendix I. The
emergency overflow weir was increased in width so that the available storage
capacity of the pond was not exceeded. Refer to pages 48B and 50 in
Appendix I. The length of the emergency overflow weir consists of the entire
width of the tract between Filing 1 & 2 (66.38').
D. Specific Details - Cross Pans
1. A twenty (20') foot wide cross pan will be installed at the intersection of
Hearthfire Drive and Morningstar Way.
a. An 12' wide concrete sidewalk culvert will be constructed centered on the
flowline of the 20' valley pan.
b. The sidewalk culvert will consist of 3 - 4' concrete sidewalk culverts. The
concrete sidewalk culverts will be separated by F of concrete.
2. A sixteen (16') foot wide cross pan will be installed at the intersection of
Snipe Lane and Barn Swallow Circle with 12' sidewalk culvert
a. The minimum slope on these cross pans is 0.006 ft/ft.
b. The 12' sidewalk culvert will consist of 3 - 4' concrete sidewalk culverts.
The concrete sidewalk culverts will be separated by l' of concrete.
Page 14
Final Drainage and Erosion Control Report
Hearthfire P.U.D., First Filing
D. Specific Details - Cross Pans
3. Where grade allows grassed swales with minimum slopes of 0.02 ft/ft (2.0%)
will be constructed to convey the stormwater from the sidewalk culverts to
Pond 2.
4. If the minimum slope cannot feasibly be constructed, three (Y) foot valley
pans will be constructed. The valley pans will have a minimum slope of 0.005
ft/ft (0.5%).
E. Specific Details - Street Capacities
The table below summarizes the street capacities versus the peak flows at
several design points. Refer to pages 49-52 in Appendix I for the calculations.
DP
Q2
Minor
Q100
Major
Notes
Storm
Storm
Capacity
Capacity
cfs
cfs
cfs
cfs
2F
5.95
13.47
20.98
213.22
Hearthfire & Morning
2G
4.18
11.32
14.74
140.30
Snipe & Barn Swallow
3B
8.58
9.06
30.37
112.23
Town Center Drive LP
3E
8.55
12.4
30.09
153.68
Waxwing LP
F. Specific Details - Swale Capacities
1. The table below summarizes the design flows and capacities for the various
flows to be constructed with this project. All design flows are 133% of the
Q100 to the design point of the swale. Note that section C-C is the overflow
swale for all the cul-de-sacs except Cinnamon Court. Section E-E is the
overflow Swale for Cinnamon Court. Refer to appendix I for the Q100 and the
design flows at the cul-de-sacs.
DP
Section
Design
Slope
Depth
Mannings
Capacity
Flow
n
cfs
ft/ft
ft.
cfs
2F
A -A
33.37
0.01
1.0
0.028
36.91
2G
B-B
19.60
0.01
1.0
0.028
27.08
C-C
0.02
1.0
0.032
41.23
3G
D-D
20.82
0.02
0.75
0.032
22.17
2J
E-E
15.16
0.02
1.0
0.032
27.58
4B
Z-Z
5.82
0.02
0.5
0.032
6.23
Page 15
Final Drainage and Erosion Control Report
Hearthfire P.U.D., First Filing
V. WATER QUALITY
A. General Concept
1. Water quality measures are specified in the Water Quality and Wetland
Mitigation Report prepared by Ted Boss, PH.D. A copy of this report is
included with this submittal.
a. Maintenance of water quality will be the responsibility of the contractor and
the owner until the project is complete. The Homeowners Association will be
responsible upon completion of the construction.
B. Specific Details
1. Stormceptor " manholes will be installed with the storm sewers that outfall
into the wetlands or into Richards Lake. Stormceptors are sized based on the
impervious area and a type 1 habitat because of the wetlands. Table 6 in the
Stormceptor Technical Manual was used in the design.
2. The table below summarizes the Stormceptor models which will be installed
at the outfalls from the storm sewers. These are called out on sheets 18 and 42
of the plan set. The details include a schedule of information for each
Stormceptor.
Street
DP
Storm eptor
Profile
Model
Hearthfire Way
1B
2400
A
Hearthfire Drive
2B
3600
C -
Green Wing Ct
2C
1800
D
Hearthfire Place
2D
1800
E
Bald Eagle Ct
2E
1800
E
Town Center Dr
2I
1800
G
Town Center Dr
3B
4800
H
Town Center Ct
3C
1200
I
Waxwing Lane
3E
4800
J
Cinnamon Ct
2J
2400
K
3. Annual maintenance is recommended on the Stormceptor manholes. This has
been noted on the plans. A note to this effect is on sheets 40 and 41 of the plan
set.
Page 16
Final Drainage and Erosion Control Report
Hearthfure P.U.D., First Filing
VI. 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.
B. Specific Details
1. The following temporary measures are specified on the Drainage and Erosion
Control plan:
a. Area inlet filters composed of haybales around all area inlets.
b. Silt fence along the downstream property lines and around the wetlands.
c. Gravel inlet filters at all storm sewer inlets.
d. Haybale dikes within all swales.
2. The following permanent measures are specified on the Drainage and Erosion
Control plan:
a. Buried riprap aprons at all storm sewer outfalls
b. Riprap to have a D, of 12"
c. Minimum length of riprap apron is 3 times the inside diameter of the pipe.
d. Minimum width of the riprap apron will be 3 times the inside diameter of
the pipe.
Page 17
Final Drainage and Erosion Control Report
Hearthfire P.U.D., First Filing
VIL 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.
VIM CONCLUSIONS
A. Compliance With Standards
1. The grading and drainage design for Hearthfire P.U.D., First Filing is in
compliance with the City of Fort Collins storm drainage design criteria.
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 Hearthfire P.U.D. First Filing 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. Preliminary Drainage and Erosion Control Report for Hearthfire at Richards
Lake; Prepared by Merrick & Company; Project no. 15011782; Dated July
10,1996
4. Urban Runoff Mitigation for Hearthfire PUD, TR Boss Environmental and
Biological Consulting; Dated November 1996
5. Wetland Mitigation Report for Hearthfire P.U.D.; TR Boss Environmental and
Biological Consulting; Dated November 1996
APPENDIX I
Drainage Calculations
Historic Peak Flows
PLOW SUMMARY FOR HRARTHPIRB PUD PILING 1 PAGE 1
HISTORIC CONDITIONS
DESIGN
CONTRIBUTING
AREA
C2
C10
C100
Tc
Tc
I2
I10
.I100
Q2
Q10
QI00
PASS
POINT
SUB
2,10
100
BASIN(S)
C.
min.
min
iph
iph
iph
cEa
cfe
cfs
••.......aa•a•••••ara•raa:aara
ara♦aar••aaaaraa
rrea.aar agar ar aarr
arrr
aa.a•uraar..aa••ar
a•aaaaa•aara ra ar+
HISTORIC PLOWS
1
A
50.53
0.20
0.20
0.25
60.00
60.00
0.90
1.62
2.66
9.10
16.37
33.60
2
DOUG
MUG
86.60
0.21
0.21
0.27
75.00
75.00
0.79
1.29
2.17
14.64
25.57
50.27
2a
I
A & MUG
137.13
0.21
0.21
0.26
105.0
105.0
0.60
1.04
1.63
17.18
29.78
58.35
2b
2
B
57.59
0.20
0.20
0.25
45.00
43.50
1.12
2.02
3.38
12.90
23.27
48.61
3
3
C
40.50
0.20
0.20
0.25
36.00
43.50
1.30
2.34
3.81
10.50
18.97
38.58
4
4
D
6.79
0.20
0.20
0.25
37.00
35.50
1.27
2.30
3.79
1.73
3.13
6.43
5
5
B
4.32
0.20
0.20
0.25
20.00
19.00
1.85
3.25
5.38
1.60
2.81
5.81
6
6
F
12.16
0.45
0.45
0.56
26.50
25.00
1.58
2.79
4.63
8.66
15.26
31.67
7
SHEAR ENGINEERING
CORPORATION
FOR REFERENCE ONLY
HISTORIC
FLOW TO CONCENTRATION POINT
1
FROM SUB -BASIN
A
PROTECT:
HRARTHFIRE PUD
PILING 1
DATE
09/19/97
LOCATION:PORT
COLLINS
PEW.
NO.1552-01-96
PILE:
HPIRERUN
BY
MRO
AREA (A)= 50.530 ACRES
RUNOFF COSP. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.20 0.20 0.25
SANDY SOILS, AVERAGE SLOPS
TIME OF CONCENTRATION (T0)
OVERLAND TRAVEL TIME (Ti)
LENGTH = 500 PERT SLOPE 1.00 i
2 YEAR 10 YEAR 100 YEAR
C = 0.15 0.15 0.19
Ti (min)= 39.72 39.72 3B.16
PAGE 2
TRAVEL TIME (Tt) .L/(60-V) PLOW TYPE
L (ft) . 850 S (4) . 1.00 LAWN V (fps) . 0.70 It(min)= 20.24
L (ft) S (L) . 0.00 NONE V (fps) . 0.00 It(.in)= 0.00
L (ft) .? S (4) . 0.00 NONE V (fps) . 0.00 It(min)- 0.00
L (ft) _? S (t) . 0.00 NONE V (fps) - 0.00 It(min). 0.00
L (ft) .: S (4) . 0.00 NONE V (fps) . 0.00 It(min). 0.00
L (ft) .? S M . 0.00 NONE V (fps) - 0.00 It(min)= 0.00
L (ft) .? S (t) . 0.00 NONE V (fps) = 0.00 It(min)= 0.00
ALL VELOCITIES TAKEN FROM FIGURE 3-2 TOTAL TRAVEL TIME (min) . 20.24
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min). 59.96 59.96 58.29
USE Tc . 60 60 SB.S
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I = 0.90 1.62 2.66
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q. CIA) (cfe)
2 YEAR 10 YEAR 100 YEAR
Q 9.10 16.37 33.60 DIRECT PLOWS FROM ONSITE SUB -BASIN
Qadd = 13.00 13.00 13.00 PLOWS FROM NORTH OF DOUGLAS ROAD
QtOtal 22.10 29.37 46.60
CONCLUDE:HISTORIC PEAK PLOWS TO WETLAND AREA (POND1) ASSUMING THAT THE
PLOWS FROM THE AREA UPSTREAM OF DOUGLAS ROAD ARE RESTRICTED
SEE PAGE 2b FOR ACTUAL Q100 TO POND 1
SHEAR ENGINEERING CORPORATION
HISTORIC PAGE 2A
FLOW TO CONCENTRATION POINT DOUG
FROM SUB -BASIN MUG
PROJECT: HEARTHFIRE PUD PILING 1 DATE 09/19/97
LOCATION:PORT COLLINS PROD. NO.1552-01-96
PILE: HPIRBRUN BY HBO
AREA (A). 86.600 ACRES ASSUMES THAT THE CANAL IS PULL
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C 0.21 0.21 0.27
SHE SUBASIN BREAK DOWN ON PAGE e
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH = 500 FEET SLOPE 3.00
2 YEAR 10 YEAR 100 YEAR
C - 0.20 0.20 0.25
Ti (min)= 26.19 26.19 24.73
TRAVEL TIME (Tt)-L/(60-V) PLOW TYPE
L (ft) . 2400 S (t) . 1.50 LAWN V (fps) . 0.82 Tt(min). 48.78
L (ft) -7 S (7) . 0.00 NONE V (fps) . 0.00 Tt(min). 0.00
L (ft) .7 S (4) . 0.00 NONE V (fps) . 0.00 Tt(min). 0.00
L (ft) .? S (4) . 0.00 NONE V (fps) . 0.00 Tt(min). 0.00
L (ft) .? S (4) . 0.00 NONE V (fps) . 0.00 Tt(min)- 0.00
L (ft) .7 S (4) - 0.00 NONE V (fps) = 0.00 Tt(min)- 0.00
L (ft) .? S (t) . 0.00 NONE V (fps) . 0.00 Tt(min)= 0.00
ALL VELOCITIES TAKEN FROM FIGURE 3-2 TOTAL TRAVEL TIME (min) 48.78
Tc .Ti.TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)- 74.97 74.97 73.51
USE Tc - 75 75 75
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I = 0.79 1.38 2.17
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q. CIA) (c£s)
2 YEAR 10 YEAR 100 YEAR
Q = 14.64 25.57 50.27
CONCLUDE: HISTORIC PEAK PLOWS TO EXISTING IS- CMP CULVERT UNDER DOUGLAS ROAD
HW/D . 3.60 WITH THE CULVERT PROTECTING
AND INLET CONTROL THE CULVERT CAPACITY . 13.00 CPS REFER TO PIG 7.4.2-2
SOME PONDING WILL OCCUR ON THE NORTH SIDE OF DOUGLAS ROAD
ASSUME THAT IMPROVEMENTS ARE MADE TO CULVERT TO CREATE CAPACITY TO PASS Q100
SHEAR ENGINHBRING CORPORATION
HISTORIC PAGE 2b
FLOW TO CONCENTRATION POINT 1
FROM SUB -BASIN A 6 DOUG
PROTECT: HEARTHPIRE PUD PILING 1 DATE 09/19/97
LOCATION:FORT COLLINS PROJ. NO.1552-01-96
PILE: HPIRBRUN BY MEO
AREA (A)= 137.130 ACRES ASSUMES THAT PLOW FROM AREA UPSTREAM OF DOUGLAS ROAD IS NOT
RESTRICTED.
RUNOFF COEP. (C)
2 YEAR 10 YEAR 100 YEAR
C 0.21 0.21 0.26
SANDY SOILS, AVERAGE SLOPE
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH 500 FRET
SLOPS = 3.00
t
2 YEAR
10 YEAR
100 YEAR
C 0.20
0.20
0.25
Ti (min)- 26.19
26.19
24.73
TRAVEL TIME (It) -L/(60+V)
PLOW TYPE
L (ft) = 2400 S (t) -
1.50 LAWN
V (fps) =
0.62
Tt(min)=
48.78
L (ft) a 60 S (4) =
1.00 PIPS
V (fps) -
6.00
Tt(min)-
0.17
L (ft) 1350 S (t) -
1.00 LAWN
V (fps) -
0.70
Tt(min)-
32.14
L (ft) .? S (t) =
0.00 NONE
V (fps) -
0.00
Tt(min)-
0.00
L (ft) -? S (t) -
0.00 NONE
V (fps) .
0.00
Tt(min).
0.00
L (ft) _? S (t) -
0.00 NONE
V (fps) -
0.00
Tt(min)-
0.00
L (ft) _? S (t) =
0.00 NONE
V (fps) -
0.00
Tt(min)-
0.00
ALL VELOCITIES TAKEN FROM FIGURE 3-2
TOTAL TRAVEL
TIME
(min)
81.09
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR
10 YEAR
100 YEAR
Tc (min)- 107.28
107.29
105.82
USE Tc - 105
105
105
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100 YEAR
I 0.60
1.04
1.63
NOTE: INTENSITIES TAKEN
FROM FIGURE
3-1
RUNOFF (Q= CIA) (cfe)
2 YEAR
10 YEAR
100 YEAR
Q 17.18
29.7E
58.35
NOTE: THESE PLOWS ARE BASED ON THE ASSUMPTION THAT THAT HISTORIC Q100 FROM THE AREA
UPSTREAM OF DOUGLAS ROAD WILL BE CONVEYED IN A PIPE ONTO OUR SITE
CONCLUDE: HISTORIC PEAK PLOWS TO WETLAND AREA (POND 1) FROM SITE AND OFPSITE AREA
SIZE OVERFLOW TO PASS THE HISTORIC 0100 FROM UPSTREAM AREA AND DEVELOPED Q100
FROM AREA SOUTH OF DOUGLAS ROAD SEE PAGE 10A
SHEAR ENGINEERING CORPORATION
HISTORIC PAGE 3
PLOW TO CONCENTRATION POINT 2
FROM SUB -BASIN B
PROJECT: HRARTHFIRE PUD PILING 1 DATE 09/19/97
LOCATION:FORT COLLINS PROJ. N0.1552-01-96
PILE: HFIRRRUN c BY HBO
AREA (A)= 57.590 ACRES
RUNOFF COBF. (C)
2 YEAR 10 YEAR 100 YEAR
C 0.20 0.20 0.26
SANDY SOILS, AVERAGE SLOPE 3
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH = 500 FEET SLOPE 3.20
2 YEAR 10 YEAR 100 YEAR
C - 0.20 0.20 0.25
Ti (min)- 25.64 25.64 24.21
TRAVEL TIME (It) =L/(60-V) PLOW TYPE
L (ft) 180 S (4) = 3.50 LAWN V (fpe) = 1.37 Tt(min)= 2.19
L (ft) _ 720 S (4) = 1.00 LAWN V (fpm) = 0.70 Tt(min)= 17.14
L (ft) _? S (4) - 0.00 NONE V (fpe) = 0.00 Tt(min)= 0.00
L (ft) _? S (5) = 0.00 NONE V (fpe) = 0.00 Tt(min)= 0.00
L (ft) _? S (4) = 0.00 NONE V (fpe) = 0.00 Tt(min)= 0.00
L (ft) _? S (t) = 0.00 NONE V (fpe) = 0.00 Tt(min)= 0.00
L (ft) _? S (4) = 0.00 NONE V (fpe) = 0.00 Tt(min)= 0.00
ALL VELOCITIES TAKEN FROM FIGURE 3-2 TOTAL TRAVEL TIME (min) = 19.33
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (.in)- 44.97 44.97 43.55
USE Tc = 45 45 43.5
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I = 1.12 2.02 3.38
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q= CIA) (cfe)
2 YEAR 10 YEAR SOD YEAR
Q = 12.90 23.27 48.61
CONCLUDE:PRAK PLOW TO WRTLAND AREA ON SITE
THIS AREA WILL BE INCREASED BY STORM SEWERS WITHIN THE PROJECT
WATER QUALITY MEASURES WILL HAVE TO BE INSTALLED
SHEAR ENGINEERING CORPORATION
HISTORIC PAGE 4
FLOW TO CONCENTRATION POINT 3
FROM SUB -BASIN C
PROTECT: HEARTHFIRE PUD PILING 1 _ DATE 09/18/97
LOCATION:FORT COLLINS PROT. NO.1552-01-96
PILE: HFIRERUN BY MHO
AREA (A)- 40.500 ACRES
RUNOFF COSP. (C)
2 YEAR 10 YEAR 100 YEAR
C 0.20 0.20 0.25
SANDY SOILS, AVERAGE SLOPE 3
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH = 500 FEET SLOPE . 5.60 k
2 YEAR 10 YEAR 100 YEAR
C 0.20 0.20 0.25
Ti (min)= 21.31 21.31 20.13
TRAVEL TIME (Tt) .L/(60-V) PLOW TYPE
L (ft) 1110 S (R) . 3.00 LAWN V (fp0) . 1.26 Tt(min)- 14.68
L (ft) =I S (t) . 0.00 NONE V (fps) . 0.00 Tt(min). 0.00
L (ft) =i S (4) . 0.00 NONE V (fps) . 0.00 Tt(min). 0.00
L (ft) _? S (4) . 0.00 NONE V (fps) . 0.00 Tt(min). 0.00
L (ft) =i S (4) . 0.00 NONE V (fps) - 0.00 Tt(min). 0.00
L (ft) .) S (4) - 0.00 NONE V (fps) . 0.00 Tt(min)- 0.00
L (ft) .] S (4) = 0.00 NONE V (fps) . 0.00 Tt(min). 0.00
ALL VELOCITIES TAKEN FROM FIGURE 3-2 TOTAL TRAVEL TIME (min) 14.68
Tc .Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)- 36.00 36.00 34.81
USE Tc - 36 36 35
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I 1.30 2.34 3.81
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q= CIA) (cfa)
2 YEAR 10 YEAR 100 YEAR
Q = 10.50 18.97 38.58
CONCLUDH:FLOWS TO RICHARDS LARK FROM WESTERN PORTION OF ENTIRE SITE
SHEAR ENGINEERING CORPORATION
HISTORIC PAGE 5
FLOW TO CONCENTRATION POINT 4
FROM SUB -BASIN D
PROJECT: HBARTHFIRE POD PILING 1 DATE 09/18/97
LOCATION:FORT COLLINS PR03. NO.1552-01-96
PILE: HFIRBRUN BY MEO
AREA (A)= 6.790 ACRES
RUNOFF CORP. (C)
2 YEAR
10 YEAR
100 YEAR
C = 0.20
0.20
0.25
SANDY SOILS, AVERAGE SLOPE
3
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH - 500 PBBT
SLOPE 1.60
t
2 YEAR
10 YEAR
100 YEAR
C - 0.20
0.20
0.25
Ti (min)- 32.23
32.23
30.44
TRAVEL TIME (It) -L/(60-V)
PLOW TYPE
L (£t) = 440 S (t) -
4.00 LAWN
V (fps) =
1.47
Tt(min)-
4.99
L (ft) _7 S (t) -
0.00 NONE
V (fps) -
0.00
Tt(min)=
0.00
L (ft) _? S (t) -
0.00 NONE
V (fps) -
0.00
Tt(min)=
0.00
L (ft) _? S (t) -
0.00 NONE
V (fps) -
0.00
Tt(min)-
0.00
L (ft) _? S (t) =
0.00 NONE
V (fps) -
0.00
Tt(min)=
0.00
L (ft) =7 S (t) =
0.00 NONE
V (fps) -
0.00
Tt(min)=
0.00
L (ft) _? S (t) =
0.00 NONE
V (fps) -
0.00
Tt(min)=
0.00
ALL VELOCITIES TAKEN FROM FIGURE
3-2
TOTAL TRAVEL
TIME
(min)
4.99
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR
10 YEAR
100 YEAR
Tc (min). 37.21
37.21
35.42
USE Tc - 37
37
35.5
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100 YEAR
I = 1.27
2.30
3.79
NOTE: INTENSITIES TAKEN
FROM FIGURE
3-1
RUNOFF (Q- CIA) (cfe)
2 YEAR
10 YEAR
100 YEAR
Q = 1.73
3.12
6.43
CONCLUDE:PRAK FLOW TO RICHARDS LAKE FROM SOUTHEASTERN PORTION OF THE SITS
SHEAR ENGINEERING CORPORATION
HISTORIC PAGE 6
PLOW TO CONCENTRATION POINT 5
FROM SUB -BASIN B
PROTECT: HBARTHPIRE PUD PILING 1 DATE 09/19/97
LOCATION:PORT COLLINS PROT. NO.1552-01-96
PILE: HPIRERUN BY MEO
AREA (A). 4.320 ACRES
RUNOFF COBF. (C)
2 YEAR
10 YEAR
100 YEAR
C = 0.20
0.20
0.25
SANDY SOILS, AVERAGE SLOPS
3
.TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH = 220 FEET
SLOPE 2.00
4
2 YEAR
10 YEAR
100 YEAR
C 0.20
0.20
0.25
Ti (min)= 19.86
19.86
18.76
TRAVEL TIME (Tt) .L/(60-V)
PLOW TYPE
L (ft) .] S (i) -
0.00 NONE
V (fps) .
0.00
Tt(min).
0.00
L (ft) =4 S M =
0.00 NCNB
V (fps) .
0.00
Tt(min).
0.00
L (ft) =t S (t) .
0.00 NONE
V (fps) .
0.00
Tt(min).
0.00
L (ft) .: S (t) .
0.00 NONE
V (fps) .
0.00
Tt(min).
0.00
L (ft) _? S (t) .
0.00 NONE
V (fps) -
0.00
Tt(min).
0.00
L (ft) _] S (4) .
0.00 NONE
V (fps) -
0.00
Tt(min).
0.00
L (ft) .i S (4) -
0.00 NONE
V (fps) .
0.00
Tt(min).
0.00
ALL VELOCITIES TAKEN FROM FIGURE 3-2
TOTAL TRAVEL
TIME
(min)
0.00
Tc .Ti+TOTAL TRAVEL TIME
2 YEAR
10 YBAR
100 YEAR
Tc (min)- 19.86
19.86
18.76
USE Tc = 20
20
19
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100 YEAR
I 1.85
3.25
5.38
NOT&: INTENSITIES TAKEN
FROM FIGURE
3-1
RUNOFF (Q= CIA) (cf0)
2 YEAR
10 YEAR
100 YEAR
Q = 1.60
2.81
5.81
CONCLUOE:PEAK PLOW TO EASTERN PROPERTY LINE
SHEAR ENGINEERING CORPORATION
HISTORIC PAGE
PLOW TO CONCENTRATION POINT 6
FROM SUB -BASIN F
PROTECT: HEARTHFIRE PUD PILING 1 DATE 09/18/97
LOCATION:PORT COLLINS PROS. NO.1552-01-96
PILE: HPIRBRUN BY HBO
AREA (A)- 12.160 ACRES
RUNOFF CORP. (C)
2 YEAR
10 YEAR
100 YEAR
C = 0.45
0.45
0.56
ESTATE RESIDENTIAL DISTRICT
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH - 500 PERT
SLOPE =
4.40
k
2 YEAR
10 YEAR
100 YEAR
C = 0.20
0.20
0.25
Ti (min)- 23.08
23.08
21.80
TRAVEL TIME (Tt) =L/(60+V)
PLOW TYPE
L (ft) = 200 S (k) -
2.00
LAWN
V (fps) =
1.00
Tt(min)-
3.33
L (ft) =7 S (k) -
0.00
NONE
V (fps) =
0.00
Tt(min)-
0.00
L (ft) =7 S (k) =
0.00
NONE
V (fps) =
0.00
Tt(min)e
0.00
L (ft) =7 S (k) =
0.00
NONE
V (fps) =
0.00
Tt(min)=
0.00
L (ft) -7 S (k) =
0.00
NONE
V (fps) =
0.00
Tt(min)=
0.00
L (ft) =7 S (k) =
0.00
NONE
V (fps) =
0.00
Tt(min)=
0.00
L (ft) =7 S (k) =
0.00
NONE
V (fps) =
0.00
Tt(min)-
0.00
ALL VELOCITIES TAKEN FROM FIGURE 3-2
TOTAL TRAVEL
TIME
(min) =
3.33
I. =Ti+TOTAL TRAVEL TIME
2 YEAR
10 YEAR
100 YEAR
TO (min)= 26.41
26.41
25.13
USE Tc = 26.5
26.5
25
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100 YEAR
I = 1.58
2.79
4.63
NOTE: INTENSITIES TAKEN
FROM FIGURE
3-1
RUNOFF (Q- CIA) (cfe)
2 YEAR
10 YEAR
100 YEAR
Q 8.66 15.26 31.67
CONCLUDE:PRAK PLOW TO DOUGLAS ROAD ® NORTHEAST CORNER OF CHERRY CREEK ACRES
THIS AREA WILL NOT BE AFFECTED BY THE DEVELOPMENT
7
Developed Peak Flows
APPENDIX V
Drainage and Erosion Control Plan (3 Sheets)
Storm Sewer Profiles (2 Sheets)
PLOW SUMMARY FOR HBARTHPIRB PUD FIRST FILING PAGE 8
DEVELOPED CONDITIONS
DESIGN
CONTRIBUTING
AREA
C2
CIO
C100
Tc
Tc
I2
I10
I100
Q2
Q10
Q100
PAGE
POINT
SUB
2,10
100
BASIN(S)
ae.
in.
in
iph
iph
iph
cfe
cf.
Cfa
...x.x.v
..........................rr.....u.....rr....................xxx...........x..r..............
OVERALL
SITE- DEVELOPED CONDITIONS
1
A
51.69
0.25
0.25
0.31
56.00
55.00
0.96
1.71
2.80
12.24
21.86
44.80
10
1
A 6 DOUG
138.29
0.23
0.23
0.28
105.0
105.0
0.60
1.04
1.63
18.88
32.73
64.12
l0A
2
B
63.61
0.57
0.57
0.72
27.50
27.50
1.55
2.74
4.42
56.53
99.74
201.26
11
3
C
35.96
0.64
0.64
0.81
14.50
14.50
2.18
3.82
6.17
50.49
88.47
178.56
12
4
D
3.56
0.33
0.33
0.42
5.00
5.00
3.29
5.64
9.30
3.92
6.72
13.86
13
5
E
2.88
0.20
0.20
0.25
24.00
24.00
1.67
2.95
4.75
0.96
1.70
3.42
14
NOTE: SUB -BASIN •F" IS UNAFFECTED BY DEVELOPMENT
PLOWS TO DP 1 FROM A 6 DOUG ASSUME THAT THE HISTORIC FLOWS FROM THE UPSTREAM AREA ARE
UNRESTRICTED SHE PAGE l0A THIS IS WHAT IS REQUIRED BY THE CITY OF FORT COLLINS STORMWATER
UTILITY.
ADDITIONAL ANALYSIS TO BE COMPLETED WITH THE DOUGLAS ROAD IMPROVEMENTS TO VERIFY THE CULVERT
SIZE REQUIRED TO PASS THE OPPSITS PLOWS
SHEAR ENGINSSRING CORPORATION
PAGE
SUBBASIN BREAKDOWN
PROTECT:
HSARTHFIRS PUD DATE: 09/19/97
PROTECT NO
1552-01-96 BY HBO
PILE NAME:
HFIRERAT
PLATTED AREA
HEARTHFIRE
66 ACRES
TOTAL 66 ACRES
ASSUME SINGLE FAMILY LOTS ON THE SITE ARE ASSUME LOTS ON CHERRYWOOD ACRES ARE
70.00\IMPERVIOUS - ROOF AND DRIVES 35.004IMPERVIOUS - ROOF AND DRIVES
30.00tPBRVIOUS - LAWN 65.004PHRVIOUS - LAWN
IM-
SUB- PERVIOUS PERVIOUS
BASIN OPEN ROADS ROOF/ LAWN C2 C100
SF ACRES SPACE DRIVES
0.20 0.95 0.95 0.20
a atrrrr»aatrt trrrrrrraaattru urr rarartrrr a rrrat urrrr»aaatat••rrrrrrrrrrr a r•
A 22SI616 51.69 47.79 1.84 1.44 0.62 0.25 0.31
B 2770852 63.61 22.97 10.71 20.95 8.98 0.57 0.72
C 1566323 35.96 6.06 1.21 20.08 8.61 0.64 0.81
D 155074 3.56 0.85 0.10 0.54 2.07 0.33 0.42
E 125665 2.88 0.00 0.00 0.00 2.88 0.20 0.25
F 529610 12.16 0.00 0.00 4.26 7.90 0.46 0.58
SUBTOTAL 5147524 118.17 29.88 12.02 45.83 30.44 0.57 0.71
REMOVE WETLANDS FROM CALCULATIONS FOR STORM SEWER SIZING
IM-
SUB- PERVIOUS PERVIOUS
BASIN ROADS ROOF/ LAWN C2 C100
ACRES DRIVES
0.95 0.95 0.20
t rrr r•rrx»rrx»trrrrrrrrrr ufrrrrrrrxxrratat trtarrrr r♦rat rtrrr tr rrrrr»rrrrarttr
A 3.90 1.84 1.44 0.62 0.83 1.00
B 40.64 10.71 20.95 8.98 0.78 0.98
C 29.90 1.21 20.08 6.61 0.73 0.92
OFFSITS AREA TO THE NORTH OF DOUGLAS ROAD
IM-
SUB- PERVIOUS PERVIOUS
BASIN ROADS ROOF/ LAWN C2 C100
ACRES DRIVES
0.95 0.96 0.20
♦rerrrrr»r♦»rrrr rrr»ur»au rtrrrr»atttt a rrraarr•uurrrrtttrtrr•r»r»«ut
DOUG 96.60 1.10 0.70 84.80 0.22 0.27
Ahi0t 50.53 0.20 0.25
DOUG&Ahi0 137.13 0.21 0.26
DOUG&Adev 138.29 0.23 0.28
DOUG/A/B 201.90 0.34 0.42
9
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 10
FLOW TO CONCENTRATION POINT 1
FROM SUB -BASIN A
PROTECT: HBARTHPIRS PUD FIRST PILING DATE 09/19/97
LOCATION:FORT COLLINS PRO.T. NO.1552-01-96
PILE: HPIRERAT BY HBO
NOTE: DIRECT PLOW TO POND 1
SAME TRAVEL PATH AS HISTORIC CONDITIONS
AREA (A). 51.690 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C . 0.25 0.25 0.31
SHE SPREAD SHEET ATTACHED ON PAGE 8
TIME OF CONCENTRATION (Tc) - SAME AS HISTORIC CONDITIONS
OVERLAND TRAVEL TIME (Ti)
LENGTH SOO FEET SLOPS 3.00 4
2 YEAR 10 YEAR 100 YEAR
C 0.15 0.15 0.19
Ti (.in) = 27.64 27.64 26.55
TRAVEL TIME (Tt)=L/(60*V) FLOW TYPE
L (ft) 1400 S (4) . 1.50 LAWN V (fps) . 0.82 Tt(.is). 28.46
L (ft) . 0 S (4) . 0.00 NONE V (fps) . 0.00 Tt(.in)= 0.00
L (ft) . 0 S (i) . 0.00 NONE V (fps) . 0.00 Tt(min). 0.00
L (ft) 0 S (4) . 0.00 NONE V (fps) . 0.00 Tt(.in). 0.00
L (ft) - 0 S (4) - 0.00 NONE V (fps) . 0.00 Tt(min). 0.00
L (ft) 0 S M = 0.00 NONE V (fps) - 0.00 Tt(min). 0.00
L (Et) = 0 S (4) . 0.00 NONE V (fps) = 0.00 Tt(min)- 0.00
ALL VELOCITIES TAKEN FROM FIGURE 3-2 TOTAL TRAVEL TIME (min) 28.46
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)= 56.10 56.10 55.01
USE Tc . 56 56 55
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I = 0.96 1.71 2.80
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q. CIA) (cfe)
2 YEAR 10 YEAR 100 YEAR
Q 12.24 21.86 44.80
CONCLUDS:SIZE OVERFLOW TO PASS THIS PLOW ALONG WITH OFF SITS PLOWS FROM NORTH OF
DOUGLAS ROAD. SSE PAGE 10A
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE IOA
PLOW TO CONCENTRATION POINT 1
FROM SUB -BASIN A & DOUG
PROTECT: HEARTHFIRE PUD FIRST PILING DATE 09/19/97
LOCATION: PORT COLLINS PROT. NO.1552-01-96
PILE: HFIRERAT BY MEO
NOTE:
AREA (A)= 138.290 ACRES 53.17+86.6
RUNOFF COSP. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.23 0.23 0.28
SEE SPREAD SHEET ATTACHED ON PAGE 8
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH 500 FEET SLOPS 3.00 \
2 YEAR 10 YEAR 100 YEAR
C 0.20 0.20 0.25
Ti (min)- 26.19 26.19 24.73
TRAVEL TIME (It) =L/(60�V) PLOW TYPE
L (ft) = 2400 S M = 1.50 LAWN V (fps) = 0.82 It(mi.)= 48.78
L (ft) = 60 S (t) = 1.00 PIPS V (fps) = 6.00 Tt(min)= 0.17
L (ft) = 1350 S (t) = 1.00 LAWN V (fps) = 0.70 Tt(min)= 32.14
L (ft) = 0 S M = 0.00 NONE V (fps) = 0.00 Tt(min)= 0.00
L (ft) = 0 S (t) = 0.00 NONE V (fps) = 0.00 Tt(min)= 0.00
L (ft) = 0 S (4) = 0.00 NONE V (fps) = 0.00 Tt(.in)= 0.00
L (ft) 0 S M = 0.00 NONE V (fps) = 0.00 Tt(mi.)= 0.00
ALL VELOCITIES TAKEN PROM FIGURE 3-2 TOTAL TRAVEL TIME (min) = 81.09
Tc =Ti.TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)= 1O7.28 107.28 105.82
USE Tc = 105 105 105
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I 0.60 1.04 1.63
NOTE: INTENSITIES TAKEN FROM FIGURE -3-1
RUNOFF (Q= CIA) (cfe)
2 YEAR 10 YEAR 100 YEAR
Q = 18.88 32.73 64.12
CONCLUDE:ASSUMES THAT HISTORIC PLOWS PROM UPSTREAM OF DOUGLAS ROAD ARE UNRESTRICTED
SIZE EMERGENCY OVERFLOW FOR Q100 = 64. 12 CPS
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 11
PLOW TO CONCENTRATION POINT 2
FROM SUB -BASIN B
PROJECT: HBARTHPIRE PUD FIRST PILING DATE 09/19/97
LOCATION:FORT COLLINS PRAT. NO.1552-01-96
PILE: HFIRERAT BY MEO
NOTE: DIRECT FLOW TO POND 2
AREA (A). 62.61 ACRES
RUNOFF COEF. (C)
2 YEAR 10 YEAR 100 YEAR
C . 0.57 0.57 0.72
SEE SPREAD SHEET ATTACHED ON PAGE 8
TIME OR CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH . 300 FEET SLOPE . 2.00 i
2 YEAR 10 YEAR 100 YEAR
C . 0.20 0.20 0.25
Ti (min). 23.19 23.19 21.90
TRAVEL TIME (It) .L/(SO -V) PLOW TYPE
L (ft) 636 S (i) - 0.60 GUTTER V (fps) = 1.61 Tt(min). 6.58
L (ft) . 103 S (5) - 2.00 GUTTER V (fps) - 2.83 Tt(min). 0.61
L (ft) 285 S (i) - 2.50 GUTTER V (fps) . 3.10 Tt(min). 1.53
L (ft) 202 9 (4) . 0.60 GUTTER V (fps) . 1.61 Tt(min). 3.13
L (ft) 58 S (4) = 0.50 GUTTER V (fp0) = 1.50 Tt(min). 0.64
L (ft) . 50 S (f) = 0.60 GUTIBR V (fps) = 1.61 Tt(min). 0.52
L (ft) 1400 S (4) - I.DO LAWN V (fps) = 0.70 Tt(min). 33.33
ALL VELOCITIES TAKEN FROM FIGURE 3-2 TOTAL TRAVEL TIME (min) . 46.34
TOTAL LENGTH . 3134 L/180+10- 27.41 < 68.25
Tc .Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)- 27.41 27.41 27.41
USE Tc = 27.5 27.5 27.5
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I 1.55 2.74 4.42
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q. CIA) (cfe)
2 YEAR 10 YEAR 100 YEAR
Q . 56.53 99.74 201.26
CONCLUDB:DBTRRMINB OVERFLOW ELEVATION AND SIZE OVERFLOW
FOR Q100
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 12
FLOW TO CONCENTRATION POINT 3
FROM SUB -BASINS C
PROTECT: HEARTHPIRB PUT) FIRST PILING DATE 09/19/97
LOCATION:FORT COLLINS PROT. NO.1552-01-96
PILE: HPIRERAT BY MEO
NOTE: DIRECT PLOW TO RICHARDS LAKE
AREA (A)- 36.958 ACRES
RUNOFF CORP. (C)
2 YEAR
10 YEAR
100 YEAR
C 0.64
0.64
0.81
SEE SPREAD SHEET ATTACHED ON PAGE
8
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH 500 FRET
SLOPE 3.00
7
2 YEAR
10 YEAR
100 YEAR
C 0.20
0.20
0.25
Ti (min)= 26.19
26.19
24.73
TRAVEL TIME (It) =L/(60+V)
PLOW TYPE
L (ft) - 300 S (t) =
3.00 SWALE
V (fps) =
2.61
Tt(min)-
1.92
L (ft) 0 S (4) -
0.00 NONE
V (fps) =
0.00
Tt(min)=
0.00
L (ft) 0 S M =
0.00 NOME
V (fps) =
0.00
Tt(min)=
0.00
L (ft) 0 S (4) -
0.00 MOM
V (fps) s
0.00
Tt(min).
0.00
L (ft) 0 S (t) =
0.00 NONE
V (fps) =
0.00
Tt(min)=
0.00
L (ft) = 0 S (4) -
0.00 NONE
V (fps) -
0.00
Tt(min)a
0.00
L (ft) - 0 S (4) -
0.00 NONE
V (fps) -
0.00
Tt(min)=
0.00
ALL VELOCITIES TAKEN FROM FIGURE 3-2
TOTAL TRAVEL
TIME
(min) =
1.92
TOTAL LENGTH = $00
L/180+10- 14.44
<
26.65
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR
10 YEAR
100 YEAR
Tc (min)= 14.44
14.44
14.44
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 = 50.49
88.47
178.56
CONCLUDE:OVERALL DIRECT PLOW TO RICHARDS LAKE
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 13
PLOW TO CONCENTRATION POINT 4
FROM SUB -BASINS D
PROJECT: HEARTHFIRS PUD FIRST PILING DATE 09/19/97
LOCATION:FORT COLLINS PRAT. NO.1552-01-96
PILE: HPIRERAT BY MEO
NOTE: DIRECT PLOW TO RICHARDS LAHB PUD
AREA (A)= 3.560 ACRES
RUNOFF COEF. (C)
2 YEAR
10 YEAR
100 YEAR
C 0.33
0.33
0.42
SEE SPREAD SHEET ATTACHED ON PAGE
8
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH =] FEET
SLOPE .7
4
2 YEAR
10 YEAR
100 YEAR
C e7
i
0.00
Ti (min)= 0.00
0.00
0.00
TRAVEL TIME (Tt)-L/(60-V)
PLOW TYPE
L (ft) a 250 S (4) =
2.00 LAWN
V (fps) -
1.00
Tt(min)=
4.17
L (ft) 0 S (i) -
0.00 NONE
V (fps) =
0.00
Tt(min)-
0.00
L (£t) - 0 S (4) a
0.00 NONE
V (fps) -
0.00
Tt(min)-
0.00
L (ft) - 0 S (t) .
0.00 NONE
V (fps) -
0.00
Tt(min)-
0.00
L (ft) 0 S (!) a
0.00 NONE
V (fps) =
0.00
Tt(min)-
0.00
L (ft) e 0 S (t) -
0.00 NONE
V (fps) =
0.00
Tt(min)-
0.00
L (ft) = 0 S (4) -
0.00 NONE
V (fps) -
0.00
Tt(min)-
0.00
ALL VELOCITIES TAKEN FROM FIGURE
3-2
TOTAL TRAVEL
TIME
(min) =
4.17
TOTAL LENGTH = 250
L/180a10= 11.39
>
4.17
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR
10 YEAR
100 YEAR
Tc (min)- 4.17
4.17
4.17
USE Tc - 5
5
5
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100 YEAR
I e 3.29
5.64
9.30
NOTE: INTENSITIES TAKEN
FROM FIGURE
3-1
RUNOFF (Q= CIA) (cfe)
2 YEAR
10 YEAR
100 YEAR
Q 3.92
6.72
13.86
CONCLUDE:DIRECT FLOW TO RICHARDS LAKE PUD
PLOWS TO BE DIRECTED INTO EASEMENTS
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 14
PLOW TO SERRAMONTS DP 5
FROM SUB -BASIN B
PROJECT: HEARTHFIRE PUD FIRST PILING DATE 09/19/97
LOCATION:FORT COLLINS PROT. NO.1552-01-96
PILE: HFIRERAT BY MBO
NOTE: DIRECT FLOW TO RICHARDS LAKE PUD
AREA (A)= 2.88 ACRES VERSUS HISTORIC AREA = 4.32 ACRES
SEE PAGE 6
RUNOFF COSP. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.20 0.20 0.25
SEE SPREAD SHEET ATTACHED ON PAGE 8
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH 220 PBBT SLOPE = 2.00 i
2 YEAR 10 YEAR 100 YEAR
C 0.20 0.20 0.25
Ti (min)= 19.86 19.86 18.76
TRAVEL TIME (It) �L/(60*V) PLOW TYPE
L (Et) - 0 S M = 0.00 NONE V (fps) = 0.00 Tt(min)- 0.00
L (ft) = 0 S M = 0.00 NONE V (fps) = 0.00 Tt(min)= 0.00
L (ft) - 0 S (4) - 0.00 NONE V (fps) a 0.00 Tt(min)= 0.00
L (ft) - 0 S (T) - 0.00 NONE V (fps) - 0.00 Tt(min)- 0.00
L (ft) = 0 S (4) - 0.00 NONE V (fps) u 0.00 Tt(min)= 0.00
L (ft) = 0 S W = 0.00 NONE V (fps) - 0.00 Tt(min)- 0.00
L (ft) - 0 S M - 0.00 NONE V (fps) = 0.00 Tt(min)- 0.00
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)= 20.00 20.00 19.00
USE Tc = 24 24 24
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I = 1.67 2.95 4.75
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q. CIA) (cfe)
2 YEAR 10 YEAR 100 YEAR
Q = 0.96 1.70 3.42
CONCLUDE:DIRECT PLOW TO SERRAMONI6 HIGHLANDS
PLOW IS LESS THAN HISTORIC
SHEAR ENGINEERING CORPORATION
SUMMATION OF TRIANGULAR HYDROGRAPHS
PROTECT: HBARTHPIRB POD 1ST PILING
PROT: NO:1S52-01-96
BY : MEO
POND 1
POND 2
Tc -
105.00
MIN
Tc =
27.50
MIN
Q100
64.12
CPS
Q100 -
201.26
CPS
2.S-Tc
262.6
MIN
2.S�Tc
68.75
MIN
TRIANGULAR
HYDROGRAPHS
TIME POND 1 POND 2 TOTAL
0 0.00 0.00 0.00
30 6.11 73.19 79.29
20 12.21 146.37 150.58
27.5 16.79 201.26 218.05 •..
30 18.32 189.06 207.38
40 24.43 140.27 164.70
50 30.53 .91.48 122.02
60 36.64 42.69 79.33
68.75 41.98 0.00 41.98
70 42.75 0.00 42.75
80 48.85 0.00 48.85
90 54.96 0.00 54.96
96 58.62 0.00 58.62
100 61.07 0.00 61.07
105 64.12 0.00 64.12
110 62.08 0.00 62.08
120 58.01 0.00 58.01
130 53.94 0.00 53.94
140 49.87 0.00 49.87
150 45.80 0.00 45.80
160 41.73 0.00 41.73
170 37.66 0.00 37.66
180 23.59 0.00 33.59
190 29.52 0.00 29.52
200 25.44 0.00 25.44
210 21.37 0.00 21.37
220 17.20 0.00 17.30
230 13.23 0.00 13.23
240 9.16 0.00 9.16
250 5.09 0.00 5.09
260 1.02 0.00 1.02
262.5 0.00 0.00 0.00
PAGE 15
DATE: 09/19/97
PILE: TRIHYDRO
POND 1
S1 - 0.6107
CPS/MIN
S2 = 0.4071
CPS/MIN
POND 2
S3 - 7.3185
CPS/MIN
S4 = 4.8790
CPS/MIN
CONCLUDE:PEAK 100-YEAR PLOW TO POND 2 FROM OVERALL AREA = 218.05
VERSUS
PEAK 100-YRAR PLOW USING LONGEST Tc FOR OVERALL AREA = 139.87
SEE PAGE 15A
SIZE OVERFLOW TO HANDLE 218.05 CPS
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 15A
FLOW TO CONCENTRATION POINT 2
FROM SUB -BASIN A, B 6 DOUG
PROJECT: HHARTHFIRE PUD FIRST PILING DATE 09/19/97
LOCATION:FORT COLLINS PRAT. NO.1552-01-96
PILE: TRIHYDRO BY MEO
AREA (A)= 201.900 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C 0.34 0.34 0.43
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH 500 FEET SLOPE = 3.00 1
2 YEAR 10 YEAR 100 YEAR
C 0.20 0.20 0.25
Ti (min)- 26.19 26.19 24.73
TRAVEL TINS (Tt)-L/(60�V) PLOW TYPE
L (ft) - 2400 S (t) - 1.50 LAWN V (fps) 0.82 Tt(min)- 49.78
L (ft) - 60 S (i) - 1.00 PIPE V (fps) - 6.00 Tt(min)- 0.17
L (ft) - 1350 S (4) - 1.00 LAWN V (fps) - 0.70 Tt(min)- 32.14
L (ft) - 0 S (4) - 0.00 NONE V (fps) - 0.00 Tt(min)- 0.00
L (ft) - 0 S (4) = 0.00 NONE V (fps) - 0.00 Tt(min)- 0.00
L (ft) - 0 S (t) - 0.00 NONE V (fps) - 0.00 Tt(min)- 0.00
L (ft) - 0 S (4) - 0.00 NONE V (fps) - 0.00 Tt(min)- 0.00
ALL VBLOCITIES TAKEN FROM FIGURE 3-2 TOTAL TRAVEL TIME (min) - 81.09
Tc :Ti+TOTAL TRAVEL TIME -
2 YEAR 10 YEAR 100 YEAR
Tc (min)- 107.28 107.28 105.82
USE Tc - 105 105 105
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I - 0.60 1.04 1.63
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q= CIA) (c£e)
2 YEAR 10 YEAR 100 YEAR
Q 41.19 71.39 139.67
CONCLUDE:SEB PAGE 15 FOR SUMMATION OF TRIANGULAR HYDROGRAPHS FOR THE 2 BASINS
USE LARGER OF THE TWO VALUES AS THE DESIGN RBLBASB RATE FOR THE OVERFLOW
Storm Sewer Design Flows
FLOW SUMMARY
FOR STORM SEWER DESIGN
IN
HEARTHFIRE
PUD
PAGE
16
DESIGN
CONTRIBUTING
AREA
C2
C10
C100
Tc
Tc I2
I10
I100
Q2
Q10
QI00
DESIGN
PAGE
POINT
SUB
2,10
100
BASIN(S)
ac.
min.
min
iph
iph
iph
c£a
cfa
cfe
ur..ra•arrrrrrrrrr.aaaxaaaaararrrrrrrrr+agar•urr+r+xxaarrr++x+rrrrrrrax+aaaarrrrrrr»xr.xaara+arxarr
DEVELOPED FLOWS FOR STORM SEWER IN
SUB -BASIN
A
TO
POND 1
la
Ala
2.06
0.39
0.39
0.48
23.00
21.50
1.72
3.02
5.04
1.37
2.41
5.02
I/P
17
lb
Alb
1.29
0.67
0.67
0.84
14.50
14.50
2.18
3.82
6.17
1.89
3.32
6.70
INLET
18
1b
Ala & Alb
3.35
0.50
0.50
0.62
23.00
21.50
2.14
2.75
6.06
3.56
6.25
12.62
I/P
19
lc
Al
4.27
0.28
0.28
0.35
13.00
13.00
2.30
4.03
6.49
2.78
2.7B
9.81
SWCUL
19A
id
Al
0.95
0.60
0.60
0.75
5.00
5.00
3.29
5.64
9.30
1.98
3.22
6.64
SWCUL
198
DEVELOPED FLOWS FOR STORM SEWER IN
SUB -BASIN
B
TO
FOND 2
2a
B2a
1.33
0.82
0.82
1.00
19.00
19.00
1.91
3.35
5.38
2.07
3.63
7.16
I/P
20
2b
B2b
0.44
0.78
0.78
0.97
8.00
7.50
2.84
4.93
8.22
0.97
1.68
3.51
INLET
21
2b
B2a & B2b
1.77
0.81
0.81
1.00
19.00
19.00
1.91
3.35
5.30
2.72
4.78
9.52
I/P
22
2c
B2c
0.80
0.76
0.76
0.95
10.00
10.00
3.29
5.64
9.30
2.00
3.42
7.06
I/P
23
2d
B2d
0.80
0.76
0.76
0.95
11.00
10.50
2.46
4.31
7.03
1.49
2.62
5.34
I/P
24
2e
O20
1.26
0.79
0.79
0.99
12.00
11.50
2.38
4.17
6.82
2.36
4.14
8.46
I/P
25
2f
B2f
9.44
0.39
0.39
0.49
18.50
18.50
1.94
3.40
5.47
7.11
12.49
25.09
STREET
26
2g
B2g
2.57
0.70
0.70
0.87
12.50
12.50
2.34
4.10
6.60
4.18
7.33
14.74
STREET
27
2h
B2h
1.07
0.70
0.70
0.87
10.50
10.00
2.50
4.38
7.14
1.86
3.26
6.64
I/P
26
2i
B2i
0.28
0.74
0.74
0.92
5.00
5.00
3.29
5.64
9.30
0.68
1.16
2.40
INLET
29
2i
B2i 6 B2h
1.35
0.70
0.70
0.88
10.50
10.00
2.50
4.38
7.14
2.38
4.17
8.49
I/P
30
2j
B2j
1.83
0.74
0.74
0.93
11.00
11.00
2.46
4.31
6.92
3.34
5.84
11.74
I/P
31
DESIGN
DESIGN STORM
PIPE
DESIGNINLET
ON-
CAPA-
PIPE RCP/
SLOPE
CAPA-
POINT
INLET
Q
SIZE
GRADE
CITY
DIAM ADS
CITY
year
BOTH
cEe
ft
SUMP
cfe
£t
ft/ft
cfe
+arraarrarrrrrrrrrrrrrr+a+a
rrrrrrrr
rrrxrarrr++arar
rrrrrrr
rrrrrrrrrr♦rrraaa•rarrrrrrrrrraa•rrr
rrrrrrrxaaxaaa
PROFILE
A
HSARTHFIRE WAY
Is
100
BOTH
5.02
5
SUMP
10.00
1.50
RCP
0.0050
7.43
1b
_ 100
INLET
6.70
5
SUMP
10.00
lb
100
PIPE
12.62
2.00
ADS
0.0050
17.33
PROFILE
C
HEARTHFIRE DRIVE
2a
100
BOTH
7.16
10
SUMP
9.69
2.00
RCP
0.0223
33.78
2b
100
INLET
3.51
30
SUMP
9.69
2b
PIPE
9.52
2.00
ADS
0.0105
25.11
PROFILE
D
GREEN
WING COURT
2c
100
BOTH
7.06
5
SUMP
9.80
1.50
ADS
0.0291
19.41
PROFILE
B
BALD EAGLE COURT
2d
100
BOTH
5.34
5
SUMP
5.80
1.50
ADS
0.0200
16.09
PROFILE
F
HEARTHFIRE
PLACE
2e
100
BOTH
8.46
5
SUMP
8.40
1.50
ADS
0.0128
12.88
PROFILE
G
TOWN CENTER
DRIVE
2h
10
BOTH
3.26
10
ON GRADE 3.95
1.50
ADS
0.0100
11.38
2i
10
INLET
1.16
10
ON GRADE 1.43
2i
100
PIPE
5.38
1.50
ADS
0.0050
8.05
NOTE:
PIPE SLOPES
LISTED
IN THE SUMMARY FOR
PROFILES
D-F ARE THE SMALLEST
SLOPE IN
PROFILE
SEE PROFILES
D-F FOR ADDITIONAL INFORMATION
SHEAR ENGIN68RING CORPORATION
SUBBASIN BREAKDOWN PAGE 16 A
PROSHCT: HEARTHPIRE PUD DATE 08/04/97
PROS. N0.1552-01-96 BY MHO
PILE: STORM
MINOR BASINS
Ala Alb Ale Ald B2a B2b B2e B2d B2e B2f
ASPHALT 0.54 0.75 0.70 0.45 0.63 0.17 0.30 0.30 0.57 1.70
CONCRETE 0.07 0.12 0.20 0.11 0.17 0.05 0.04 0.04 0.08 0.30
GRAVEL 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
ROOFS 0.00 0.00 0.02 0.00 0.32 0.13 0.28 0.28 0.37 0.37
LAWNS,SANDY SOIL
FLAT < 2i 0.00 0.42 3.35 0.39 0.21 0.09 0.18 0.18 0.24 8.20
AVERAGE 2 TO 7% 1.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
STEEP > 7q 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
LAWNS, HEAVY SOIL:
PLAT < 24 0.00 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 0.00
STEEP > 7% 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00, 0.00
TOTAL 2.06 1.29 4.27 0.95 1.33 0.44 0.80 0.80 1.26 10.57
RUNOFF COEFFICIENT
Ala Alb Alt Aid B2a B2b B2c B2d B2e B2f
C2-C10 0.39 0.67 0.28 0.60 0.82 0.78 0.76 0.76 0.09 0.29
C100 = 1.25-C2 0.48 0.84 0.35 0.7S 1.00 0.97 0.95 0.95 0.99, 0.36
C100 IS NEVER GREATER THAN 1.0
SHEAR ENGINEERING CORPORATION
SUSBASIN BREAKDOWN
PAGE
16 B
PROJECT:
HEARTHFIRE PUD
DATE
09/19/97
PRO.J. NO.1552-01-96
BY
MEO
PILE:
STORM
MINOR BASINS
B2f
82g
B2h
B2i
B2j
Ala&Alb
Alc&Ald
B2a&52b
B2i&B2h
ASPHALT
1.84
0.52
0.23
0.10
0.56
1.29
1.15
0.80
6.33
CONCRETE
0.70
0.12
0.04
0.01
0.12
0.19
0.31
0.22
0.05
GRAVEL
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
ROOPS
_ 0.67
1.16
0.48
0.10
0.70
0.00
0.02
0.45
0.58
LAWNS,SANDY SOIL
FLAT c 24
6.23
0.77
0.32
0.07
0.45
0.42
3.74
0.30
0.39
AVERAGE 2 TO 7%
0.00
0.00
0.00
0.00
0.00
1.45
0.00
0.00
0.00
STEEP > 74
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
LAWNS, HEAVY SOIL:
PLAT < 2%
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
AVERAGE 2 TO 74
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
TOTAL
9.44
2.57
1.07
0.28
1.83
3.35
5.22
1.77
1.35
NOTE: MINOR BASIN 2F HAS LARGER LOTS
WHICH WILL HAVE MORE LAWN AREA THUS THE C VALUE IS LOWER
RUNOFF COEFFICIENT
52f B29
B2h
B2i
B2j
Ala&A1b
A1C&Ald
82a&B2b
B2i&B2h
C2-C10
0.39
0.70
0.70
0.74
0.74
0.50
0.34
0.81
0.70
C100 a 1.25•C2
0.49
0.87
0.87
0.92
0.93
0.62
0.43
1.00
0.88
BREAK ENGINEERING CORPORATION
DEVELOPED
FLOW TO CONCENTRATION
POINT Is
FROM SUBBASIN Ala
PROJECT:
HEARTHFIRE
PUD
DATE
08/04/97
LOCATION:HEARTHFIRE
WAY- EAST SIDE
PROD. NO.1552-01-96
FILE:
STORM
BY
NED
AREA (A)= 2.060 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C 0.39 0.39 0.48
TIME OF CONCENTRATION (Tc)
OVBRLANO TRAVEL TIME (Ti)
LENGTH = 40D FEET SLOPE = 3.25 4
2 YEAR 10 YEAR 100 YEAR
C = 0.20 0.20 0.25
Ti (min)= 22.81 22.91 21.55
TRAVEL TIME (TO-L/(60•V) FLOW TYPE
L (ft) S (4) ?
L (ft) S (t) .? ?
L (ft) S (4) .? ?
L (ft) S M ?
L (ft) .. S (R) _. ?
L (ft) .? S (f) _. 7
L (ft) _. S (V .? 7
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YRAR
Tc (min)- 22.81 22.81 21.55
USE Tc = 23 23 22
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I = 1.72 3.02 5.04
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q= CIA) (cfs)
V (fps)
_?
Tt(min)=
V (fps)
_?
Tt(min).
V (fps)
_?
Tt(min)-
V (fps)
_?
Tt(min)=
V (fps)
_?
Tt(min)=
V (fps)
_?
Tt(min).
V (fps)
_.
Tt(min).
TOTAL TRAVEL TIME
(min)
17
0.00
0.00
0.00
0.00
0.00
D.00
0.00
0.00
2 YEAR
10 YEAR 100 YEAR
QTOTAL
1.37
2.41 5.02
FLOW TO INLET
QINLET
1.37
2.41 5.02
PLOW INTERCEPTED
CONCLUDE:INSTALL
5
FOOT TYPE R INLET SUMP
FOR 100
YEAR STORM
CAPACITY PER FOOT
(cfs/ft)= 2.5 BASED ON
FLOW DEPTH OF
1.03 FOOT
REDUCTION FACTOR -
80.004ACTUAL CAPACITY =
10.00 CPS
2-YEAR STORM
CAPACITY PER FOOT
(cfs/ft)= 1.2 BASED ON
PLOW DEPTH OF
0.53
REDUCTION FACTOR .
80.004ACTOAL CAPACITY
4.80 CPS
PIPE DIAM. -
1.50 PT. SLOPE
0.0050 FT/FT
CONVEYANCE FACTOR=
105.04 CAPACITY =
7.43 CPS
SHEAR ENGINEERING CORPORATION
DEVELOPED
PLOW TO CONCENTRATION POINT 1b
FROM SUBBASIN Alb
PROJECT: HEARTHFIRE PUD DATE 07/29/97
LOCATION:HEARTHFIRE WAY- WEST SIDE PRAT. NO.1552-01-96
FILE: STORM BY MRO
AREA (A)= 1.290 ACRES
RUNOFF COEF. (C)
2 YEAR 10 YEAR 100 YEAR
C 0.69 0.67 0.84
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti) - NOT APPLICABLE
LENGTH =i PERT SLOPE =i 4
2 YEAR 10 YEAR 100 YEAR
C =2 i e
Ti (min)= 0.00 0.00 0.00
TRAVEL TIME (It) =L/(60•V) FLOW TYPE
L (ft) - 1350 S (t) = 0.50 GUTTER
L (ft) - 100 S (t) - 2.00 GUTTER
L (ft) = 100 S (%) = 2.00 GUTTER
L (ft) = 100 S M = 2.00 GUTTER
L (ft) _. S (i) _7 .
L (ft) _] S M =] i
L (ft) =r S (%) =P P
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
LENGTH = 1450 L/180+10 = 18.06 >
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)= 14.54 14.54 14.54
USE Tc = 14.5 14.5 14.5
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I = 2.16 3.82 6.17
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q- CIA) (cfs)
PAGE
V (fps) - 1.50 It(min)-
V (fps) = 2.83 Tt(min)-
V (fps) - 2.83 Tt(min)m
V (fps) - 2.83 Tt(min)-
V (fps) =P Tt(min)-
V (fps) =T Tt(min)=
V (fps) =P Tt(min)-
TOTAL TRAVEL TIME (min)
14.54 CHOOSE LESSER
18
12.78
0.59
0.59
0.59
0.00
0.00
0.00
14.54
2 YEAR
SO YEAR
100 YEAR
QTOTAL
= 1.89
2.32
6.70
FLOW
TO INLET
QINLRT
= 1.89
3.22
6.70
PLOW
INTERCEPTED
CONCLUDE:INSTALL
5
FOOT TYPE R
INLET SUMP
FOR
100
YEAR STORM
CAPACITY PER FOOT
(cfa/ft)-
2.5 BASED ON
FLOW
DEPTH OF
1.03 FOOT
REDUCTION FACTOR
- 80.004ACTUAL CAPACITY =
10.00 CPS
INSTALL 5
FOOT TYPE R
INLET SUMP
FOR
2
YEAR STORM
CAPACITY PER FOOT
(cfa/ft)=
1.20 BASED ON
FLOW
DEPTH OF
0.53 FOOT
REDUCTION PA=R
- 80.00%ACTUAL CAPACITY -
4.80 CPS
SHEAR ENGINEERING
CORPORATION
DEVELOPED
FLOW TO CONCENTRATION POINT 1b
FROM SUBBASIN
Ala & Alb
PROTECT:
HEARTHFIRE PM
DATE
08/01/97
LOCATION:HEARTHFIRE
WAY
PROD.
NO.1552-01-96
FILE:
STORM
BY
MEO
AREA (A)= 3.350 ACRES
RUNOFF COEF. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.50 0.50 0.62
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH 400 FEET SLOPS 3.25 %
2 YEAR 10 YEAR 100 YEAR
C 0.20 0.20 0.25
Ti (min)= 22.81 22.81 21.55
TRAVEL TIME (Tt) =L/(60+V) FLOW TYPE
L (ft) .. S (V _. ?
L (ft) _? S M .] ?
L (ft) _. S (t) .? ?
L (ft) _? S (4) _. ?
L (ft) S M _? ?
L (£t) _. S M _? ?
L (ft) _? S (t) _? ?
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)= 22.81 22.81 21.55
USE Tc - 23 23 21.5
PAGE 19
V (fps)
_.
Tt(min).
0.00
V (fp0)
.?
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
V (fps)
_?
Tt(min).
0.00
TOTAL TRAVEL TIME
(min) =
0.00
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I = 2.14 3.75 6.06
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q= CIA) (cf0)
2 YEAR 10 YEAR 100 YEAR
QTOTAL = 3.56 6.25 12.62
CONCLUDE:PIPE DIAM. = 2.00 FT. PIPE TYPE = ADS n = 0.012
SLOPE = 0.0050 FT/FT SLOPS = 0.005 FT/FT
CONVEYANCE FACTOR= 245.08 - REFER TO TABLE 4 ADS MANUAL
CAPACITY = 17.33 CFS
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 19A
PLOW TO CONCENTRATION POINT Ic
FROM SUBBASIN Alc
PROTECT: HEARTHFIRE PUD DATE 08/04/97
LOCATION:HEARTHFIRE WAY- BAST SIDE PROD. NO.1552-01-96
FILE: STORM BY HBO
AREA (A)= 4.270 ACRES
RDNOPF COEF. (C)
2 YEAR 10 YEAR
100 YEAR
C = 0.28 0.28
0.35
-
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH a 250 FEET SLOPE = 4.00
4
2 YEAR 10 YEAR
100 YEAR
C - 0.20 0.20
0.25
Ti (min)= 16.84 16.84
15.91
TRAVEL TIME (Tt) aL/(60-V) FLOW TYPE
L (ft) 280 S (t) = 3.50 GUTTER
V (fps) . 3.67
Tt(min)=
1.27
L (ft) _] S (4) _? 7
V (fps) .7
Tt(min)=
0.00
L (ft) .] S (t) .. 7
V (fps) .7
Tt(min)=
0.00
L (ft) ai S (t) _? 7
V (fps) .7
Tt(min)=
0.00
L (ft) a7 S (t) =7 7
V (fps) a7
Tt(min)-
0.00
L (ft) a? S (4) _. 7
V (fps) at
Tt(min)=
0.00
L (ft) .] S (4) .7 7
V (fps) .7
Tt(min)=
0.00
NOTE: ALL VELOCITIES TAKEN FROM FIGURE
3-2
TOTAL TRAVEL TIME
(min) =
1.27
LENGTH = 530 (L/180)+30 a 12.94
<
17.18
Tc -Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR
100 YBAR
Tc (min)- 12.94 12.94
12.94
USE Tc . 13 13
13
INTENSITY (I) (iph)
2 YEAR 10 YEAR
100 YEAR
I a 2.30 4.03
6.49
NOTE: INTENSITIES TAKEN FROM FIGURE
3-1
-
RUNOFF (Q= CIA) (cfa)
2 YEAR 10 YEAR
100 YEAR
QTOTAL . 2.78 4.87
9.81
QINLET - 2.78 4.87
9.81
QOVBR . 0.00 0.00
0.00
CONCLUDE:INSTALL 6 FOOT SIDEWALK
CULVERT IN
SUMP FOR
Q10O
CAPACITY PER FOOT (cfs/ft)= 2.25
BASED ON
FLOW DEPTH OF
1.03
FOOT
REDUCTION FACTOR = 80.00%ACTUAL CAPACITY .
10.80 CPS
INSTALL 6 FOOT SIDEWALK
CULVERT IN
SUMP FOR
Q2
CAPACITY PER FOOT (cfs/ft). 1.16
BASED ON
PLOW DEPTH OF
0.53
FOOT
REDUCTION FACTOR . 80.005ACTUAL CAPACITY .
5.57 CPS
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 19B
PLOW TO CONCENTRATION POINT id
PROM SUBBASIN Aid
PROJECT: HEARTHPIRE PUD DATE O8/04/97
LOCATION:HEARTHPIRE WAY- BAST SIDE PROJ. NO.1552-01-96
FILE: STORM BY MEO
AREA (A)= 0.950 ACRES
RUNOFF
COEF. (C)
2 YEAR
10 YEAR 100
YEAR
C
= 0.60
0.60
0.75
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti) -
NOT APPLICABLE
LENGTH
=t FEET
SLOPE _? 1
2 YEAR
10 YEAR 100
YEAR
C
=]
Ti (min)- 0.00
0.00
0.00
TRAVEL
TIME (It) =L/(60-V)
FLOW TYPE
L (ft)
280 S (4)
3.50 GUTTER
V (fps) = 3.67
Tt(min)=
1.27
L (ft)
.? S (1) _.
?
V (fps) •.
Tt(min)=
0.00
L (ft)
_? S M _?
?
V (fps) _?
Tt(min)-
0.00
L (ft)
.? S (}) =,
?
V (fps) _?
Tt(min)=
0.00
L (ft)
.? S (R) _?
?
V (fps) _?
Tt(min)=
0.00
L (ft)
_? S (t) .?
?
V (fps) •?
Tt(min)=
0.00
L (ft)
•? S (4) .?
?
V (fps) .?
Tt(min)=
0.00
NOTE:
ALL VELOCITIES TAKEN FROM FIGURE 3-2
TOTAL TRAVEL TIME
(min) =
1.27
LENGTH
= 280 L/160+10
11.56 >
1.27 CHOOSE LESSER
Tc =Ti+TOTAL
TRAVEL TIME
2 YEAR
10 YEAR 100
YEAR
Tc (min)-
1.27
1.27
1.27
USE Tc
= 5
5
5
INTENSITY (I) (iph)
2 YRAR
10 YEAR 100
YEAR
I
. 3.29
5.64
9.30
NOTE:
INTENSITIES TAKEN
FROM FIGURE 3-1
RUNOFF
(Q- CIA) (cfa)
2 YEAR
10 YEAR 100
YEAR
QTOTAL
= 1.88
3.22
6.64
QINLET
= 1.88
3.22
6.64
QOVER
= 0.00
0.00
0.00
CONCLUDE:INSTALL 4
FOOT SIDEWALK CULVERT
IN
SUMP FOR
Q100
CAPACITY PER FOOT
(cfa/ft)= 2.25 BASED ON
FLOW DEPTH OF
1.02
FOOT
REDUCTION FACTOR
= BO.00%ACTUAL CAPACITY
7.20 CPS
INSTALL 4
FOOT SIDEWALK CULVERT
IN
SUMP FOR
Q2
CAPACITY PER FOOT
(cfa/ft)= 1.16 BASED ON
FLOW DEPTH OF
0.53
FOOT
REDUCTION FACTOR
= 80.00SACTUAL CAPACITY -
3.71 CPS
SHEAR ENGINEERING CORPORATION
PAGE 19C
PLOW TO CONCENTRATION POINT le
FROM SUBBASIN Ale
PROTECT: HEARTHFIRS PM FIRST DATE 09/19/97
LOCATION:FORT COLLINS PROD. NO.1552-01-96
PILE: SIPHON BY MHO
AREA (A)- 13.010 ACRES
RUNOFF CORP. (C)
2 YEAR
10 YEAR
100 YEAR
C 0.20
0.20
0.25
UNDEVELOPED GRASS / WETLANDS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH 500 PERT
SLOPE
1.00
i
2 YEAR
10 YEAR
100 YEAR
C 0.20
0.20
0.25
Ti (min)- 37.63
37.63
35.54
TRAVEL TIME (It) -L/(60-V)
PLOW
TYPE
L (ft) 300 S (4) -
3.50
LAWN
V (fps) -
1.37
Tt(min)-
3.65
L (ft) =7 S (t) -
0.00
NONE
V (fps) -
0.00
Tt(min)=
0.00
L (ft) _. S (4) -
0.00
NONE
V (fps) -
0.00
Tt(min)=
0.00
L (ft) _] S (4) -
0.00
NONE
V (fps) -
0.00
Tt(min)-
0.00
L (ft) -7 S (t) -
0.00
NONE
V (fps) -
0.00
Tt(min)=
0.00
L (ft) =7 S (t)
- 0.00
NONE
V (fps) -
0.00
Tt(min)-
0.00
L (ft) =7 S (4)
- 0.00
NONE
V (fps) -
0.00
Tt(min)-
0.00
ALL VELOCITIES TAKEN FROM FIGURE 3-2
TOTAL. TRAVEL
TIME
(min)
3.65
TC=Ti+TOTAL TRAVEL TIME
2 YEAR
10 YEAR
100 YEAR
Tc (min). 41.28
41.28
39.19
USE TC - 41.50
41.50
39.00
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100 YEAR
I = 1.1E
2.14
3.64
NOTE: INTENSITIES TAKEN
FROM FIGURE
3-1
RUNOFF (Q- CIA) (cfe)
2 YEAR
10 YEAR
100 YEAR
Q = 3.06
5.57
11.85
CONCLUDE:CHECK CAPACITY OF SIPHON AS A CULVERT
MAX ALLOWABLE WSSL - 108.35
INVERT ELEVATION - 103.00
18- CMP WITH MAXIMUM HEAD OF 4.60 FEET OVER CENTER OF PIPE
HW/D - 3.07
FROM FIGURE 4-2 THE CAPACITY OF THE SIPHON - 14.00 CPS
COMPARE WITH CULVERT ACTING AS ORIFICE
SIPHON DOES NOT RESTRICT PLOW FROM EAST TO WEST
SHEAR ENGINEERING CORPORATION
PAGE 19D
MODEL 18- PIPE AS ORIFICE
PROTECT: HEARTHPIRE PILING 1 DATE: 09/25/97
PROTECT NO 1552-01-96 BY MEO
PROTECT LOCATION :PORT COLLINS PILE: SIPHON
ORIFICE DIAM. (ft)
ORIFICE INV. (ft)
ORIFICE COED. (Cl)
MA IMUM WSEL .(ft) e
ORIFICE AREA (of) e
rrrrrrrr *OUTPUT. •rrrrrr•
LOWER ORIFICE
*rrrrrr rrrrrr♦
HHAD
ELEV. OVER
LOWER ORIFICE
ORIFICE PLOW
ft ft cfe
INPUT FOR OUTLET STRUCTURE
1.50 Q100 TO 1E (cfe) - 11.85
103.00 SEE PAGE 19C
0.65
108.35
1.77
103.00
0.00
0.00
104.00
0.25
4.61
105.00
1.25
10.31
106.00
2.25
13.83
107.00
3.25
16.62
108.00
4.25
19.00
108.35
4.60
19.77
105.41
1.66
11.88
*rr
CONCLUDE:SIPHON DOES NOT RESTRICT PLOW FROM EAST TO WEST
SHEAR ENGINEERING CORPORATION
DEVELOPED
PLOW TO CONCENTRATION POINT 2a
FROM SUBBASIN 82a
PROJECT: HEARTHFIRE PUD DATE 09/29/97
LOCATION:HEARTHFIRS DRIVE - LOWPOINT ON EAST SIDE PRGJ. NO.1552-01-96
FILE: STORM BY M80
AREA (A). 1.330 ACRES
RUNOFF COSP. (C)
2 YEAR 10 YEAR 100 YEAR
C 0.82 0.82 1.00
REFER TO DEVELOPED SUBHASIN "B" CALCULATIONS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH 100 PERT SLOPE 2.00 4
2 YEAR 10 YEAR 100 YEAR
C 0.20 0.20 0.25
Ti (min)- 13.39 13.39 12.65
TRAVEL TIME (It) .L/(60-V) PLOW TYPE
L (ft) . 500 S (*) . 2.00 GUTTER
L (ft) 500 S (Y) . 1.00 GUTTER
L (ft) 500 S (i) . 0.50 GUTTER
L (ft) .? S (S) .7 ?
L (ft) .? S (4) .? ?
L (ft) .? S M _? ?
L (ft) .7 S M .? ?
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
LENGTH 1600 (L/180)+10 . 18.89 <
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min). 18.99 18.89 18.99
USE Tc . 19 19 19
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I 1.91 3.35 5.38
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q= CIA) (cfe)
2 YEAR 10 YEAR 100 YEAR
QTOTAL - 2.07 3.63 7.16
QINLRT . 2.07 3.63 7.16
PAGE
V (fps) . 2.83 Tt(.is).
V (fps) 2.00 Tt(min)-
V (fps) 1.50 Tt(min).
V (fps) .? Tt(min).
V (fps) .? Tt(.is).
V (fps) _? Tt(min)=
V (fps) _? Tt(min)-
TOTAL TRAVEL TIME (min)
25.31
20
2.94
4.17
5.56
0.00
0.00
0.00
0.00
12.67
CONCLUDE:INSTALL 10 FOOT TYPE R INLET SUMP FOR 100 YEAR STORM
CAPACITY PER FOOT (cfe/ft). 1.14 BASED ON PLOW DEPTH OF 0.5 FOOT
REDUCTION FACTOR . 85.004ACTUAL CAPACITY 9.69 CPS
STREET NOT OVERTOPPED IN 100-YEAR
PIPE DIAM. = 2.00 FT. PIPE TYPE - RCP
SLOPE = 0.0223 PT/FT NO. OF PIPES = 1 PIPES
CONVEYANCE FACTOR= 226.22 - REFER TO TABLE 4 ADS MANUAL
CAPACITY - 33.78 CPS ,BASED ON MANNINGS EQUATION
SHEAR ENGINEERING
CORPORATION
DEVELOPED
PAGE
21
PLOW TO CONCENTRATION POINT
2b
FROM SUBBASIN
B21s
PROTECT: HEARTHPIRE PUD
DATE
08/01/97
LOCATION:HEARTHFIRE DRIVE
- LOWPOINT ON WEST
SIDE
PRAT. NO.1552-01-96
PILE: STORM
BY
HBO
AREA (A)= 0.440 ACRES
RUNOPP CORP. (C)
2 YEAR
10 YEAR
100 YEAR
C = 0.78
0.78
0.97
REFER TO DEVELOPED SUBBASIN
^B" CALCULATIONS
-
TIME OF CONCENTRATION (TO)
OVERLAND TRAVRL TIME (Ti)
LENGTH 20 FEET
SLOPE = 2.00
2 YEAR
10 YEAR
100 YEAR
C = 0.20
0.20
0.25
Ti (min)= 5.99
5.99
5.66
TRAVEL TIME (Tt) =L/(60-V) PLOW TYPE
L (ft) - 100 S (i)
= 0.90 GUTTER
V (fps)
- 1.8
Tt(min)=
0.93
L (£t) - 100 S M
= 0.50 GUTTER
V (fps)
- 1.5
Tt(min)=
1.11
L (ft) _? S (4)
_. 7
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 (4)
_? ?
V (fps)
_?
Tt(min)-
0.00
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
TOTAL TRAVEL
TIME
(min) =
2.04
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR
10 YEAR
100 YEAR
Tc (min)= 8.02
8.02
7.69
USE Tc = 8
B
7.5
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100 YEAR
I = 2.84
4.93
8.22
NOTE: INTENSITIES TAKEN FROM FIGURE
3-1
RUNOFF (Q= CIA) (cfs)
2 YEAR
10 YEAR
100 YEAR
QINLET = 0.97
1.68
3.51
QINLET = 0.97
1.68
3.51
CONCLUDE: INSTALL 10 FOOT TYPE R INLET
SUMP
FOR
100
YEAR STORM
CAPACITY PER FOOT (cfa/ft)= 1.14
BASED ON
PLOW DEPTH OF
0.5 FOOT
REDUCTION FACTOR
= 85.00%ACLUAL CAPACITY =
9.69 CPS
STREET NOT OVERTOPPED IN 100-YEAR
SHEAR ENGINEERING CORPORATION
DEVELOPED
FLOW TO CONCENTRATION POINT 2b
FROM SUBBASIN B2e & B2b
PROTECT: HBARTHPIRS PUD DATE 09/29/97
LOCATION:HRARTHFIRE DRIVE - LOWPOINT ON WEST SIDE PROD. NO.1552-01-96
FILE: STORM BY HBO
AREA (A). 1.770 ACRES
RUNOFF COBF. (C)
2 YEAR 10 YEAR 100 YEAR
C . 0.81 0.81 1.00
REFER TO DEVELOPED SUBBASIN •B• CALCULATIONS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH 100 FEET SLOPS = 2.00
2 YEAR 10 YEAR 100 YEAR
C . 0.20 0.20 0.25
Ti (min). 13.39 13.39 12.65
TRAVEL TIME (Tt) .L/(60•V) FLOW TYPE
L (ft) . 500 S (11) . 2.00 GUTTER
L (ft) 500 S (4) . 1.00 GUTTER
L (ft) 500 S M . 0.50 GUTTER
L (ft) .? S M .? ?
L (ft) .? S (5) .? t
L (ft) _? S (t) .? ?
L (ft) _. S (4) .? ?
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
LENGTH = 1600 (L/180).10 18.99 <
Tc .Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)= 18.89 18.89 18.89
USE Tc . 19 19 19
PAGE 22
V (fps) - 2.83 Tt(min)- 2.94
V (fps) . 2.00 TC(min). 4.17
V (fps) . 1.50 Tt(min)- 5.56
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) . 12.67
25.31
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I = 1.91 3.35 5.38
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q= CIA) (cfa)
2 YEAR 10 YEAR 100 YEAR
QTOTAL = 2.72 4.78 9.52
QINLRT. 2.72 4.78 9.52 100* INTERCEPTION
QOVER = 0.00 0.00 0.00 NO OVERFLOW EXPECTED
CONCLUDS:PIPE DIAM. 2.00 FT. PIPE TYPE . ADS
SLOPE . 0.0105 FT/FT
CONVEYANCE FACTOR= 245.08 - REFER TO TABLE 4 ADS MANUAL
NO. OF PIPES. 1 CAPACITY . 25.11 CPS
PIPE CAPACITY BASED ON MANNINGS EQUATION
PIPE SLOPE IS FROM STORMCEPTOR TO HEADWALL
SEE PROFILE FOR ADDITIONAL INFORMATION
0.012
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 23
PLOW TO CONCENTRATION POINT 2e
FROM SUBBASIN B2c
PROTECT: HEARTHFIRE PUD
LOCATION:GREBN WING COURT
PILE: STORM
AREA (A)- 0.800 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.76 0.76 0.95
REFER TO DEVELOPED SUBBASIN "B" CALCULATIONS
DATE 08/01/97
PROG. NO.1552-01-96
BY MBO
TIME OF CONCENTRATION (Tc)
-
OVBRLAND TRAVEL TIME (Ti)
LENGTH 30 FEET
SLOPE =
2.00
k
2 YEAR
10 YEAR
100
YEAR
C = 0.20
0.20
0.25
Ti (min)- 7.33
7.33
6.93
TRAVEL TIME (Tt) =L/(60+V)
PLOW TYPE
L (ft) = 195 .S (k) =
0.80
GUTTER
V (fps) =
1.80
Tt(min)=
L (ft) 23 S (k) =
5.00
GUTTER
V (fps) -
4.45
Tt(min)-
L (ft) - 19 S (k) =
4.00
GUTTER
,V (fps) =
4.00
Tt(min)=
L (ft) - 44 S (k) -
3.00
GUTTER
V (fps) -
3.40
Tt(min)-
L (ft) - 55 S (k) =
0.50
GUTTER
V (fps) =
1.50
Tt(min)-
L (ft) _? S (k) _?
?
V (fps) _.
Tt(min)=
L (ft) _. S (k) _.
?
V (fps) _?
Tt(min)-
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
TOTAL TRAVEL
TIME
(min)
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR
10 YEAR
100
YEAR
Tc (min)= 10.13
10.13
9.72
USE Tc = 10
10
10
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100
YEAR
I = 3.29
5.64
9.30
NOTE: INTENSITIES TAKEN
FROM FIGURE
3-1
1.81
0.09
0.08
0.22
0.61
0.00
0.00
2.80
RUNOFF (Q= CIA) (cfs)
2 YEAR 10 YEAR 100 YEAR
QINLET 2.00 3.42 7.06
QPIPB = QINLET
CONCLUDE: INSTALL 5 FOOT TYPE R INLET SUMP FOR 100 YEAR STORM
CAPACITY PER FOOT (cfB/ft)= 2.45 BASED ON FLOW DEPTH OF 1 FOOT
REDUCTION FACTOR = 80.004ACTUAL CAPACITY = 9.80 CPS
PIPE DIAM. = 1.50 FT. PIPE TYPE ADS 0.012
SLOPE = 0.0833 FT/FT SLOPE = 0.005 FT/FT
CONVEYANCE FACTOR= 113.8 REFER TO TABLE 4 ADS MANUAL
CAPACITY = 32.84 CPS
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 24
PLOW TO CONCENTRATION POINT 2d
FROM SUBBASIN B2d
PROJECT: HEARTHPIRB PUD
LOCATION:BALD EAGLE COURT
FILE: STORM
AREA (A)= 0.800 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.76 0.76 0.95
REFER TO DEVELOPED SUBBASIN •B" CALCULATIONS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH - 30 FEET SLOPE 2.00 4
2 YEAR 10 YEAR 100 YEAR
C - 0.20 0.20 0.25
Ti (min)= 7.33 7.33 6.93
TRAVEL TIME (Tt)-L/(60-V) PLOW TYPE
(ft) 280 S (4) - 0.70 GUTTER
L (ft) - 52 S (4) . 4.00 GUTTER
L (ft) = 44 S (4) . 3.00 GUTTER
L (ft) . 56 S (4) • 0.50 GUTTER
L (ft) =7 S (4) •] .
L (ft) .. S (t) •7 7
L (ft) _. S (4) •: 7
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
LENGTH . 462 L/180+10 12.57 >
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min). 11.10 11.10 10.69
USE Tc . 11 11 10.5
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I = 2.46 4.31 7.03
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q= CIA) (cf0)
2 YEAR 10 YEAR 100 YEAR
QINLRT 1.49 2.62 5.34
DATE 08/01/97
PROJ. NO.1552-01-96
BY MEO
V (fps) .
1.72
Tt(min)•
V (fps)
4
Tt(mi.)-
V (fps) =
3.4
Tt(mi.)-
V (fps) •
1.5
Tt(min)-
v (fps)
Tt(min).
V (fps) .]
Tt(min)•
V (fps) .7
Tt(min).
TOTAL TRAVEL
TIME
(min)
10.69 CHOOSE LESSER
2.71
0.22
0.22
0.62
0.00
0.00
0.00
3.77
CONCLUDE: INSTALL 5 FOOT TYPE R INLET SUMP FOR 100 YEAR STORM
CAPACITY PER FOOT (Cf0/ft)= 1.45 BASRD ON PLOW DEPTH OF 0.6 FOOT
REDUCTION FACTOR • 80.004ACTUAL CAPACITY . 5.80 CFS
PIPE DIAM. 1.50 FT. PIPE TYPE = ADS 0.012
SLOPE - 0.0200 PT/PT SLOPE 0.005 PT/FT
CONVEYANCE FACTOR- 113.8 - REFER TO TABLE 4 ADS MANUAL
CAPACITY • 16.09 CFS
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 25
FLOW TO CONCENTRATION POINT 2e
FROM SUBBASIN B2e
PROGECL: HEARTHFIRE PUD
LOCATION:HRARTHPIRE PLACE
FILE: STORM
AREA (A). 1.260 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C 0.79 0.79 0.99
REFER TO DEVELOPED SUBBASIN "B• CALCULATIONS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH . 30 FEET SLOPE 2.00 4
2 YEAR 10 YEAR 100 YEAR
C . 0.20 0.20 0.25
Ti (min)= 7.13 7.33 6.93
TRAVEL TIME (Tt) .L/(60-V) PLOW TYPE
L (ft) . 200 S (t) . 0.70 GUTTRR
L (ft) = 262 S (4) . 2.50 GUTTER
L (ft) - 93 S (4) . 2.00 GUTTER
L (ft) 63 S (i) . 0.50 GUTTER
L (ft) .7 S (4) .7 GUTTER
L (ft) .7 S (t) .7 7
L (ft) .7 S (%) .7 7
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
LENGTH . 648 L/180+10 . 13.60 >
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)= 11.93 11.93 11.52
USE Tc . 12 12 11.5
INTENSITY (I) Uph)
2 YEAR 10 YEAR 100 YEAR
I 2.38 4.17 6.82
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q= CIA) (cfe)
DATE 09/25/97
PROS. NO.1552-01-96
BY HBO
V (fps) . 1.72 Tt(min).
V (fps) . 3.10 Tt(min)=
V (fps) . 2.83 Tt(min)=
V (fps) . 1.50 Tt(min).
V (fps) .7 Tt(miN.
V (fps) .7 Tt(min).
V (fps) .7 Tt(min)-
TOTAL TRAVEL TIME (min)
11.52 CHOOSE LESSER
1.94
1.41
0.55
0.70
0.00
0.00
0.00
4.59
2 YEAR 10 YEAR 100 YEAR
QINLET . 2.36 4.14 8.46
QPIPR . QINLBT
CONCLUDE:INSTALL 5 FOOT TYPE R INLET SUMP FOR 100 YEAR STORM
CAPACITY PER POOT (cfe/ft)- 2.1 BASED ON FLOW DEPTH OF 0.9 FOOT
REDUCTION FACTOR . 80.00\ACTUAL CAPACITY . 8.40 CPS
PIPE DIAM. . 1.50 FT. PIPE TYPE . ADS 0.012
SLOPE . 0.0128 PT/FT SLOPE 0.005 PT/FT
CONVEYANCE FACTOR. 113.8 - REFER TO TABLE 4 ADS MANUAL
CAPACITY - 12.88 CPS
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 26
PLOW TO CONCENTRATION POINT 2f
FROM SUBBASIN B2f
PRQSECT: HSARTHFIRE POD
LOCATION:INTSRSSCI'ION HEARTHFIRE AND MORNINGSTAR
PILE: STORM
AREA (A)= 9.440 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C 0.39 0.39 0.49
REFER TO DEVELOPED SUBBASIN •B• CALCULATIONS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH 200 FEET SLOPE 2.00 4
2 YEAR 10 YEAR 100 YEAR
C 0.20 0.20 0.25
Ti (min)- 18.93 18.93 17.8E
TRAVEL TIME (Tt) .L/(60+V) PLOW TYPE
L (ft) - 600 S (i) . 0.70 GUTTER
L (ft) = 100 S (4) . 2.00 GUTTER
L (ft) 285 S (4) . 2.50 GUITAR
L (ft) 330 S (4) . 0.60 GUTTER
L (ft) _. S (4) .? GUTTER
L (ft) .? S (4) .. ?
L (ft) _? S (i) ?
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
LENGTH = 1515 L/180410 18.42 <
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)= 18.42 18.42 18.42
USE Tc - 18.5 18.5 18.5
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I 1.94 3.40 5.47
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
DATE 09/19/97
PRAT. NO.1552-01-96
BY MEO
V (fps) . 1.72 Tt(min).
V (fps) . 2.83 Tt(min).
V (fps) . 3.10 Tt(min).
V (fps) . 1.61 Tt(min).
V (fps) .? Tt(min).
V (fps) .? Tt(min).
V (fps) .? Tt(min).
TOTAL TRAVEL TIME (min)
29.23 CHOOSE LESSER
RUNOFF (Q= CIA) (cf.)
2 YEAR 10 YEAR 100 YEAR
QINLET . 7.11 12.49 25.09
CONCLUDE: INSTALL 20' VALLEY PAN N LOW POINT WITH 12 FOOT CONCRETE SIDEWALK CULVERT
DESIGN SWALE TO HANDLE 133% OF QI00 . 33.37 CPS
SEE PAGE 26 A FOR SWALE
SEE PAGE 26 B FOR SIDEWALK CAPACITY VERSUS QSOO & Q2
5.81
0.59
1.53
3.42
0.00
0.00
0.00
11.35
SHEAR ENGINEERING CORPORATION
PAGE 26A
CHANNEL CAPACITY- HEARTHPIRS DRIVE AND MORNINGSTAR DRIVE
PROTECT NAME: HSARTHFIRE PUD FIRST PILING DATE: 09/19/97
PROTECT NO. : 1552-01-96 BY : MEG
SWALE DESCRIPTION:SECIION A -A PILE: HPICHAN
CAPACITY OF TRIANGULAR OR TRAPEZOIDAL CHANNEL
CHANNEL CONFIGURATION: TRAPEZOIDAL Q100 (CPS) a 25.09
CHANNEL LINING: GRASS/CONCRETE Qdasign 33.37
Da Db Dc Sc n W I
(ft) (ft) (ft) (4) (ft) (ft)
-___ _--- ____ _--_ ----- ---- ----
4.00 4.00 1.00 1.00 0.028 5.00 0.25
0.25 PT/PT a LEFT BANK SLOPS 4 :1 (H:V)
0.25 PT/FT - RIGHT BANK SLOPE 4 :1 (H:V)
DEPTH WIDTH AREA PERIM R 2/3 Sc 1/2 Q V
(ft) (ft) (n.f.) (EC) (A/P) (cfe) (ft/eec)
------- ------- ------------------------------------------
1.00 13.00 9.00 13.25 0.77 0.10 36.91 4.10
0.75 11.00 6.00 11.18 0.66 0.10 21.02 3.50
0.50 9.00 3.50 9.12 0.53 0.10 9.81 2.60
0.25 7.00 1.50 7.06 0.36 0.10 2.83 1.89
0.951 12.61 8.27 12.84 0.75 0.10 33.41 3.99
..rrrrxr..rrrxrr... rrrr.r»rrrr rrrrrrrrrrrxxr rr •rxrrrxrxxxrx•x..xxrrrxrr
DEPTH WIDTH AREA PBRIM R 2/3 Sc 1/2 Q V
(e.f.) (ft) (e.f.) (ft) (A/P) (cfe) (ft/eec)
FLOW DEPTH FOR THE DESIGN PLOW IS APPROXIMATELY 0.95 FEET
CONCLUDE:CHANNEL IS ADEQUATE
SHEAR ENGINEERING CORPORATION
PAGE 26 B
CAPACITY OF CONCRETE SIDEWALK CULVERT IN SUMP CONDITION
PROTECT: HEARTHFIRE PUD PILING 1 DATE: 09/19/97
PILE: HFSWQ100 BY: HBO
PROT NO.:1552-01-96
DRIVE AND MORNINGSTAR
DESIGN STORM - 100 YEAR
STREET TYPE - COLLECTOR
ALLOWABLE PLOW DEPTH = 1.13 FEET 6. OVER CROWN
HEIGHT OF OPENING (h) 0.45 FEET
PLOW DEPTH (Yo) = 1.13 PERT OK LESS THAN OR EQUAL TO ALLOWABLE FLOW DEPTH
Yo/H = 2.40
DESIGN PLOW = 25.89 CPS
FROM PIG 5-2 CAPACITY PER LINEAR FOOT - 1.52 CPS/LP
WIDTH OF VALLEY PAN - 20.00 PERT FROM 6-20 IN EVEN INCREMENTS
WIDTH OF S/W CULVERT OPENING 12 FEET
REDUCTION FACTOR = 85.00% NEVER MORE THAN 904
ACTUAL CAPACITY = 35.90 CPS
DESIGN STORM = 2.YEAR
STREET TYPE COLLECTOR
ALLOWABLE FLOW DEPTH 0.50 PBBT TOP OF CURB
HEIGHT OF OPENING (h) 0.45 FEET
PLOW DEPTH (Yo) = 0.50 FEET OK LESS THAN OR EQUAL TO ALLOWABLE PLOW DEPTH
Yo/H - 1.11
DESIGN FLOW 7.11 CPS
FROM PIG 5-2 CAPACITY PER LINEAR FOOT - 1.06 CPS/LF
WIDTH OF VALLEY PAN - 20.00 FEET FROM 6-20 IN EVEN INCREMENTS
WIDTH OF S/W CULVERT OPENING 12 FEET
REDUCTION FACTOR - 85.004 NEVER MORE THAN 90%
ACTUAL CAPACITY = 10.81 CPS
CONCLUDE: INSTALL 12 FOOT CONCRETE SIDEWALK CULVERT
CURB WILL BE OVERTOPPED DURING Q100
ALLOWABLE STREET DEPTH IS NOT EXCEEDED
CURB IS NOT OVERTOPPED DURING Q2
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 27
PLOW TO CONCENTRATION POINT 2g
FROM SUBBASIN B2g
PRCSBCT: HEARTHFIRR PUD DATE 08/01/97
LOCATION:INTERSECTION SNIPS AND BARN SWALLOW CIRCLE PRAT. NO.1552-01-96
PILE: STORM BY MEG
AREA (A)= 2.570 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C 0.70 0.70 0.87
REFER TO DEVELOPED SUBBASIN •3- CALCULATIONS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH = 80 FEET SLOPE = 2.00 k
2 YEAR 10 YEAR 100 YEAR
C = 0.20 0.20 0.25
Ti (min)- 11.98 11.98 11.31
TRAVEL TIME (Tt)-L/(60-V) FLOW TYPE
L (ft) = 145 S (4) 0.50 GUTTER
L (ft) - 130 S (4) 2.00 GUTTER
L (ft) = 23 S (4) = 1.00 GUTTER
L (ft) = 40 S M = 0.60 GUTTER
L (ft) =7 S (4) =7 7
L (ft) =7 S (4) 7
L (ft) =7 S (7) _. 7
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
LENGTH = 418 L/180+10 = 12.32 c
Tc=Ti+TOTALTRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)= 12.32 12.32 12.32
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) (cfs)
2 YEAR 10 YEAR 100 YEAR
QINLRT = 4.18 7.33 14.74
V (fps) = 1.50 Tt(=in)=
V (fps) - 2.83 Tt(min)-
V (fps) = 2.00 Tt(min)-
V (fps) = 1.61 Tt(min)=
V (fps) =7 Tt(min)=
V (fps) =7 Tt(min)-
V (fps) Tt(min)-
TOTAL TRAVEL TIME (min) _
14.29 CHOOSE LESSER
CONCLUDE:INSTALL VALLEY PAN AND SIDEWALK CULVERT AT LOWPOINT FEET
DESIGN SWALE TO HANDLE 133% OF Q100 = 19.61 CPS
SEE PAGE 27 A FOR SWALE
SEE PAGE 27 B FOR SIDEWALK CAPACITY VERSUS Q100 & Q2
1.61
0.77
0.19
0.41
0.00
0.00
0.00
2.98
SHEAR ENGINEERING CORPORATION
PAGE 2]A
CHANNEL CAPACITY- SNIPE AND BARN SWALLOW
PROJECT NAME: HEARTHFIRE POD FIRST PILING DATE: 08/06/97
PROTECT NO. : 1552-01-96 BY : MSO
SWALE DSSCRIPTION:SECTION B-S PILE: HFICHAN
CAPACITY OF TRIANGULAR OR TRAPEZOIDAL CHANNEL
CHANNEL CONFIGURATION: TRAPEZOIDAL Q100 (CPS) a 14.74
CHANNEL LINING: GRASS/CONCRETE DESIGN Q 19.60
Da Db Dc Sc n W I
(ft) (ft) (ft) (4) (ft) (ft)
---- ---- ---- ---- ----- ---- ----
4.00 4.00 1.00 1.00 0.028 3.00 0.25
0.25 FT/FT = LEFT BANK SLOPE 4 :1 (H:V)
0.25 PT/FT = RIGHT BANK SLOPE 4 :1 (H:V)
DEPTH WIDTH AREA PERIM R 2/3 Sc 1/2 Q V
(s.f.) (ft) (s.f.) (ft) (A/P) (cfe) (ft/sac)
1.00 11.00 7.00 11.25 0.73 0.10 27.08 2.87
0.75 9.00 4.50 9.18 0.62 0.10 14.84 3.30
0.50 7.00 - 2.50 7.12 0.50 0.10 6.60 2.64
0.25 5.00 1.00 5.06 0.34 0.10 1.80 1.80
0.00 3.00 0.00 3.00 0.00 0.10 0.00 0.00
0.86 9.88 5.54 10.09 0.67 0.10 19.70 3.56
u urrrr rrrrra r+rx++++at ttrrrrrrrrr rrr»rrrrrrt a+ttttarrru rrrrratar rrr
DEPTH WIDTH AREA PERIM R 2/3 Sc 1/2 Q V
(s.f.) (ft) (s.f.) (ft) (A/P) (cfs) (ft/sec)
FLOW DEPTH FOR THE DESIGN PLOW IS APPROXIMATELY 0.86 FEET
CONCLUDE:CHANNEL IS ADEQUATE
SHEAR ENGINEERING CORPORATION
PAGE 27 B
CAPACITY OF CONCRETE SIDBWALK CULVERT IN SUMP CONDITION
PROTECT: HEARTHFIRE PUD PILING 1 DATE: 08/04/97
PILE: HFSWQ100 BY: HBO
PRAT NO.:1552-01-96
LOCATION:BARNSWALLOW AND SNIPE LANE
DESIGN STORM = 100 YEAR
STREET TYPE = LOCAL
ALLOWABLE FLOW DEPTH = 0.69 FRET 6. OVER CROWN
HEIGHT OF OPENING (h) = 0.45 FEET
PLOW DEPTH (Yo) = 0.89 FEET OK <= TO ALLOWABLE FLOW DEPTH
Yo/H = 1.98
DESIGN FLOW 14.02 CPS
FROM FIG 5-2 CAPACITY PER LINEAR FOOT 2.00 CPS/LF
WIDTH OF VALLEY PAN - 16.00 FEET FROM 6-20 IN EVEN INCREMENTS
WIDTH OF S/W CULVERT OPENING 12 FEET
MAXIMUM WIDTH OF S/W CULVERT 12 FEET SO THAT CENTER OF CULVERT IS
CENTERED ON FLOWLINE OF VALLEY PAN
REDUCTION FACTOR = 95.00% NEVER MORS THAN 90%
ACTUAL CAPACITY - 20.40 CPS OK GREATER THAN DESIGN PLOW
DESIGN STORM - 2 YEAR
STREET TYPE = LOCAL
ALLOWABLE PLOW DEPTH 0.39 FEET TOP OF CURB
HEIGHT OF OPENING (h) = 0.45 FEET
FLOW DEPTH (Y.)'= 0.39 FEET OK <= TO ALLOWABLE PLOW DEPTH
Yo/H - 0.87
DESIGN FLOW 3.82 CPS
FROM FIG 5-2 CAPACITY PER LINEAR FOOT = 0.73 CPS/LF
WIDTH OF VALLEY PAN = 16.00 FEET FROM 6-20 IN RVBN INCREMENTS
WIDTH OF S/W CULVERT OPENING 12 FEET SO THAT CENTER OF CULVERT IS
MAXIMUM WIDTH OF S/W CULVERT 12 FEET CENTERED ON PLOWLINE OF VALLEY PAN
REDUCTION FACTOR = 85.005 NEVER MORE THAN 90%
ACTUAL CAPACITY = 7.45 CPS OK GREATER THAN DESIGN PLOW
CONCLUDS:INSTALL 12 TOOT CONCRETE SIDEWALK CULVERT
CURB WILL BE OVERTOPPED DURING Q100
ALLOWABLE STREET DEPTH IS NOT EXCEEDED
CURB IS NOT OVERTOPPED DURING Q2
SHEAR ENGINEERING CORPORATION
PAGE 27C
CHANNEL CAPACITY- ALL OVERFLOW CHANNELS FOR CUL-DR-SACS
PROTECT NAME: HEARTHFIRH PUD FIRST FILING DATE: 08/07/97
PROTECT NO. 1552-01-96 BY : MBO
SWALE DESCRIPTION:SECTION C-C FILE: HFICHAN
HE: THE Q100 USED IN DESIGN IS THE LARGEST OF THE 5 LOCATIONS. SHE SUMMARY BELOW
CAPACITY OF TRIANGULAR OR TRAPEZOIDAL CHANNEL
CHANNBL CONFIGURATION: TRAPEZOIDAL Q100 (CPS) = 14.49
CHANNEL LINING: GRASS DESIGN Q = 19.27
Da Db Dc Sc n W I
(ft) (ft) (ft) (4) (ft) (ft)
---- ---- ---- ---- ----- ---- ----
10.00 10.00 1.00 2.00 0.032 0.00 0.25
0.10 FT/PT = LEFT BANK SLOPE 10 :1 (H:V)
0.10 FT/FT = RIGHT BANK SLOPE 10 :1 (H:V)
DEPTH WIDTH AREA PBRIM R 2/3 Sc 1/2 Q V
(ft) (ft) (s.f.) (ft) (A/P) (cf.) (ft/eec)
---------------------------- ------- ---------------------
1.00 20.00 10.00 20.10 0.63 0.14 41.23 4.12
O.TS 15.00 5.63 15.07 0.52 0.14 19.15 3.40
0.50 10.00 2.50 10.05 0.40 0.14 6.49 2.60
0.25 5.00 0.63 5.02 0.25 0.14 1.02 1.64
0.00 0.00 0.00 0.00 0.00 0.14 0.00 0.00
O.752 15.04 5.66 15.12 0.52 0.14 19.28 3.41
a aarrrrrrr•rrrrrrrr urrrrrrrrr wrrrrrwrr»rrrrrrrrwwrrrea a. wxrwxrr»rrwaa
DEPTH WIDTH AREA PBRIM R 2/3 Sc 1/2 Q V
(e.f.) (ft) (s.f.) (ft) (A/P) (cfo) (ft/sec)
PLOW DEPTH FOR MR MAXIMUM DESIGN PLOW IS APPROXIMATELY 0.75 FEET
CONCLUDE: CHANNEL IS ADEQUATE
USE AT ALL CUL-DE-SACS IN THE 25' TRACTS BETWEEN THE LOTS
SUMMARY OF
DP Q100 QDBS
2C 7.06 9.39 GREEN WING COURT
2D 5.34 7.10 BALD EAGLE COURT
2E 8.46 11.25 HEARTHFIRE PLACE
2S 11.74 15.61 CINNAMON COURT
3C 14.49 19.27 TOWN CENTER COURT HAS 20' DEG AND UTIL EASEMENT
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 28
PLOW TO CONCENTRATION POINT 2h
FROM SUBBASIN B2h
PROTECT: HEARTHPIRE PUD
LOCATION:TOWN CENTER DRIVE - SOUTH SIDE
PILE: STORM
AREA (A)- 1.070 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.70 0.70 0.87
REFER TO DEVELOPED SUSBASIN -B- CALCULATIONS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH = 45 FEET SLOPE = 2.00 t
2 YEAR 10 YEAR 100 YEAR
C = 0.20 0.20 0.25
Ti (min)= 8.98 8.98 8.48
TRAVEL TIME (It) =L/(60�V) PLOW TYPE
L (ft) . 75 S (4) . 0.70 GUTTER
L (ft) 439 S (}) . 0.50 GUTTER
L (ft) .? S (3) .? ?
L (ft) .? S (t) .? ?
L (ft) _? S M ?
L (ft) .? S (4) .. ?
L (ft) .. S (t) .. l
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
LENGTH = 559 L/180+10 = 13.11 >
Tc .Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min). 10.54 10.54 10.04
USE Tc . 10.5 10.5 10
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I . 2.50 4.38 7.14
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q= CIA) (cf0)
DATE 08/01/97
PROS. NO.1552-01-96
BY MBO
V (fpo) = 1.72 Tt(min)-
V (fpo) = 1.50 Tt(min).
V (fpo) _? Tt(min).
V (fpa) .? Tt(min).
V (fpa) .? Tt(min)-
V (fp.) _? Tt(min)=
V (fpo) Tt(min).
TOTAL TRAVEL TIME (min)
10.04 CHOOSE LESSER
2 YEAR 10 YEAR 100 YEAR
Q = 1.86 3.26 6.64
QINLET - 1.86 3.26 3.95
QPASS . 0.00 0.00 2.69
CONCLUDE: INSTALL 10 FOOT TYPE R INLET ON GRADE FOR 10 YEAR STORM
Qi/Q100 (cf0) = 0.70 FROM FIGURE 5-5
REDUCTION FACTOR . 85.001ACUAL CAPACITY . 3.95 CPS
PIPE DIAM. 1.50 FT. PIPE TYPE = ADS 0.012
SLOPE . 0.0100 PT/FT SLOPE = 0.005 PT/PT
CONVEYANCE FACTOR. 113.8 - REFER TO TABLE 4 ADS MANUAL
CAPACITY . 11.39 CPS
0.73
0.83
0.00
0.00
0.00
0.00
0.00
1.56
SHEAR ENGINEERING CORPORATION
DEVELOPED
PLOW TO CONCENTRATION POINT 2i
FROM SUBBASIN B2i
PROJECT: HEARTHFIRE PUD DATE O8/01/97
LOCATION:TOWN CENTER DRIVE- NORTH SIDE PRAT. NO.1552-01-96
PILE: STORM BY MEO
AREA (A)- 0.280 ACRES
RUNOFF COBF. (C)
2 YEAR 10 YEAR 100 YEAR
C 0.74 0.74 0.92
RBPER TO DEVELOPED SUBBASIN "B• CALCULATIONS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti) NOT APPLICABLE
LENGTH -NA FEET SLOPS -NA }
2 YEAR 10 YEAR 100 YEAR
C -NA NA NA
Ti (min)= 0.00 0.00 0.00
TRAVEL TIME (Tt)-L/(60�V) PLOW TYPE
L (ft) = 250 S (}) = 0.50 GUTTER
NOTE: ALL VELOCITIES TAKEN PROM FIGURE 3-2
LENGTH = 250 L/180+10 = 11.39 >
Tc .Ti+TOTAL TRAVEL TIME
2 YEAR 30 YEAR 100 YEAR
Tc (min)- 2.78 2.78 2.78
USE Tc = 5 5 5
INTRNSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I 3.29 5.64 9.30
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
PAGE
V (fps)
= 1.5
Tt(min)=
V (fps)
_?
Tt(min)-
V (fps)
_?
Tt(min)-
V (fps)
_?
Tt(min)-
V (fps)
_?
Tt(miN=
V (fps)
_?
Tt(min)-
V (fps)
_?
Tt(min)-
TOTAL TRAVEL TIME
(min) _
2.78
CHOOSE LESSER
RUNOFF (Q= CIA) (cfs)
2 YEAR 10 YEAR 100 YEAR
QINLET = 0.68 1.16 2.40
QINLET = 0.68 1.16 1.43
QPASS = 0.00 0.00 0.97
CONCLUDE:INSTALL 10 FOOT TYPE R INLET ON GRADE FOR
Qi/Q100 (cfs) 0.70 PROM FIGURE 5-5
REDUCTION FACTOR = 85.00}ACTUAL CAPACITY = 1.43 CPS
0w-w"0:E'YC9:Nl
29
2.78
0.00
0.00
0.00
0.00
0.00
0.00
2.78
SHEAR ENGINEERING CORPORATION
DEVELOPED
FLOW TO CONCENTRATION POINT 2i
FROM SUBBASIN B2i & B2h
PROJECT: HEARTHFIRE PUD DATE O9/01/97
LOCATION:TOWN CENTER DRIVE- NORTH SIDE PROD. NO.1552-01-96
FILE: STORM BY MEO
AREA (A)= 1.350 ACRES
RUNOFF COEF. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.70 0.70 0.88
REFER TO DEVELOPED SUBBASIN 'B' CALCULATIONS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH = 45 FEET SLOPE = 2.00 4
2 YEAR 10 YEAR 100 YEAR
C = 0.20 0.20 0.25
Ti (min)= 8.98 8.98 8.48
TRAVEL TIME (Tt)=L/(60-V) FLOW TYPE
L (ft) _ 75 S (t) = 0.70 GUTTER
L (ft) = 435 S (t) = 0.50 GUTTER
L (ft) =? S (4) _? ?
L (ft) -? S M ?
L (ft) _. S (t) _. ?
L (ft) S (4) _. ?
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
LENGTH = 559 L/180+10 = 13.11 >
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)= 10.54 10.54 10.04
USE Tc = 10.5 10.5 10
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I = 2.50 4.38 7.14
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
PAGE
V (fpe) = 1.72 Tt(min)=
V (fps) - 1.50 Tt(min)=
V (fps) _? Tt(min)=
V (fps) .? Tt(min)-
• (fps) _? Tt(min)-
V (fps) _? Tt(min)=
V (fpe) _? Tt(min)=
TOTAL TRAVEL TIME (min) _
10.04 CHOOSE LESSER
RUNOFF
(Q= CIA) (cfs)
2 YEAR
10 YEAR
100 YEAR
QINLET
= 2.38
4.17
8.49
QPIPE
= 2.18
4.17
5.38
QPASS
= 0.00
0.00
3.11
CONCLUDE:DESIGN STORM
100
YEAR FLOW IN PIPE
PIPE DIM . -
1.50
FT. PIPE TYPE
ADS
N =
0.012
SLOPE -
0.0050 FT/FT
CONVEYANCE FACTOR=
113.6
- REFER TO TABLE
4 ADS MANUAL
CAPACITY -
8.05
CPS
30
0.73
0.83
0.00
0.00
0.00
0.00
0.00
1.56
SHEAR ENGINEERING CORPORATION
PAGE 31A
CHANNEL CAPACITY AT CINNAMON COURT
PROTECT NAME: HHARTHFIRE PUT) FIRST PILING DATE: 09/24/97
PROTECT NO. : 1552-01-96 BY : MEO
SWALE DESCRIPTION:SBCIION E-E PILE: HFICHAN
CAPACITY OF TRIANGULAR OR TRAPEZOIDAL CHANNEL
CHANNEL CONFIGURATION: TRIANGULAR Q100 (CPS) 11.40
CHANNEL LINING: GRASS Qdeeign 15.16
Da Db Dc Sc n W I
(ft) (ft) (ft) (4) (ft) (ft)
---- ---- ---- ---- ----- ---- ----
4.00 4.00 1.00 2.00 0.032 2.00 0.25
0.25 PT/FT � LEFT BANK SLOPE 4 :1 (H:V)
0.25 PT/FT = RIGNT BANK SLOPE 4 :1 (H:V)
DEPTH WIDTH AREA PBRIM R 2/3 Sc 1/2 Q V
(ft) (ft) (e.f.) (ft) (A/P) (cfe) (ft/sec)
------- ------ -----------------------------------------
1.00 10.00 6.00 10.25 0.70 0.14 27.58 4.60
0.75 9.00 3.75 8.18 0.59 0.14 14.64 3.90
0.50 6.00 2.00 6.12 0.47 0.14 6.23 3.11
0.25 4.00 0.75 4.06 0.32 0.14 1.60 2.13
0.763 8.10 3.95 8.29 0.60 0.14 15.19 3.94
x rxxxxrrrrrrrrrrr»♦♦rrrrrrrr•rr»exuxrxxrrx a rrrr ♦rrrrrrr»rxrrrxrrxrr
DEPTH WIDTH AREA PBRIM R 2/3 Sc 1/2 Q V
(e.f.) (ft) (e.f.) (ft) (A/P) (cfe) (ft/sec)
FLOW DEPTH FOR THE DESIGN FLOW IS APPROXIMATELY 0.76 PBET
CHANNEL IS ADEQUATE
CHANNEL TO BE ENTIRELY ON EAST SIDE OF TRACT
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 31
PLOW TO CONCENTRATION POINT 2j
FROM SUBBASIN B2j
PROJECT: HEARTHFIRE PUT)
LOCATION:CINNAMON COURT
PILE: STORM
AREA (A)= 1.830 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.74 0.74 0.93
REFER TO DEVELOPED SUBBASIN -S' CALCULATIONS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti) NOT APPLICABLE
LENGTH =NA PBBT SLOPE -NA t
2 YEAR 10 YEAR 100 YEAR
C -NA NA NA
Ti (min)= 0.00 0.00 0.00
TRAVEL TIME M)-L/(60•V) PLOW TYPE
L (ft) - 200 S (k) = 0.70 GUTTER
L (Et) - 114 S (t) = 1.00 GUTTER
L (£t) = 710 S (t) 0.50 GUTTER
L (ft) _. S (t) _? ?
L (ft) _? S (t) _? ?
L (ft) _. S (t) ?
L (ft) _? S (t) _? ?
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
LENGTH = 1024 L/180+10 15.69 >
Tc -Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)= 10.78 10.78 10.78
USE Tc = 11 11 11
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I = 2.46 4.31 6.92
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
DATE 08/01/97
PROS. NO.1552-01-96
BY MEO
V (fpo) - 1.72 Tt(min)=
V (fpo) - 2.00 Tt(min)=
V (fpo) - 1.50 Tt(min)-
V (fpo) _? Tt(min)=
V (£po) Tt(min)=
V (fpo) _. Tt(min)=
V (fpa) _? Tt(min)=
TOTAL TRAVEL TIME (min) _
10.78 CHOOSE LESSER
1.94
0.95
7.89
0.00
0.00
0.00
0.00
10.78
RUNOFF (Q= CIA) (cfo)
2 YEAR 10 YEAR 100 YEAR
QINLET = 3.34 5.84 11.74
CONCLUDE: INSTALL 10 FOOT TYPE R INLET SUMP FOR 100 YEAR STORM
CAPACITY PER FOOT (cfm/ft)= 1.45 BASED ON PLOW DEPTH OF 0.6 FOOT
REDUCTION FACTOR = 85.00%ACIUAL CAPACITY 12.33 CPS
PIPE DIAM. = 1.50 FT. PIPE TYPE = ADS MANNINGS 0.012
SLOPE = 0.0110 PT/FT
CONVEYANCE FACTOR= 113.8 - REFER TO TABLE 4 ADS MANUAL
CAPACITY = 11.94 CPS
PLOW SUMMARY FOR STORM SEWER DESIGN IN HRARTHFIRB PUD PAGE 32
DESIGN CONTRIBUTING AREA C2 C10 C100 Tc Tc I2 I10 I100 Q2 Q10 Q100 DESIGN PAGE
POINT SUB 2,10 100
BASINS) ac. min. min iph iph iph cfe c£B cfe
a«ar raaaarararrrr•ru rrrrrrrrr««a««rra ra raarr rrr a rrr rrrrr r«aa.«a.aaa.rrarrru rarrrrx. rrra««rrr rrrrrr rrrr««.r..
DEVELOPED PLOWS FOR STORM SHWER IN SUB -BASIN C TO RICHARDS LAXS
3a C3a 4.07 0.75 0.75 0.94 15.50 15.50 2.11 3.70 5.98 6.49 11.37 22.95 INLET 33
3b C3b 1.94 0.70 0.70 0.88 14.00 14.00 2.22 3.89 6.2E 3.03 5.30 10.69 I/P 34
3b C3a & C3b 5.73 0.74 0.74 0.92 15.50 15.50 2.11 2.11 5.98 8.93 15.65 31.58 I/P 35
3c C3c,B2h 1.71 0.74 0.74 0.92 5.00 5.00 3.29 5.64 9.30 4.14 7.10 14.64 I/P 36
3f C3fSD4b 4.77 0.61 0.74 0.93 14.50 14.50 2.18 3.82 6.17 6.30 11.04 22.27 I/P 37
3e C30 1.68 0.74 0.74 0.93 11.50 11.50 2.42 4.24 6.82 3.03 5.30 10.66 INLET 38
3e C30&f&04b 6.45 0.64 0.64 0.80 14.50 14.50 2.18 3.82 6.17 9.03 15.81 31.92 PIPS 39
3h C3h 1.63 0.50 0.50 0.63 14.00 14.00 2.22 3.09 6.28 1.82 3.19 6.44 S/WCUL 40
3i C3i 2.00 0.40 0.40 0.50 12.00 12.00 2.38 4.17 6.71 1.92 3.36 6.75 S/WCUL 41
39 C3g-i 5.23 0.40 0.40 0.50 15.50 15.50 2.11 3.70 5.99 4.42 7.76 15.65 SWALE 42
DEVELOPED FLOWS IN SUB -BASIN D
4a D4A 2.04 0.33 0.33 0.41 19.00 18.00 1.91 3.35 5.55 1.28 2.25 4.65 SWALE 43
4b D4B 1.52 0.34 0.34 0.43 12.50 12.00 2.34 2.14 4.37 1.22 2.14 4.37 NONE 44
DESIGN DESIGN STORM PIPE DESIGN INLET ON- CAPA- PIPS RCP/ NO. SLOPE CAPA-
POINT INLET Q SIZE GRADE CITY DIAM ADS OF CITY
year cfe ft SUMP cfa ft PIPES ft/ft cfe
. rrrr rr rrr:rrrrr«.rr«r..........r..r..r..arr rr rrrrrrr»r:»rrrrrr rrrrrx....ar...•.rrrr rrrrrrrrrrrrraa.
PROFILE S WAXWING LANE
3f 100 BOTH 22.27 15 SUMP 26.14 2.50 RCP 1 0.0450 22.28
30 100 INLET 10.66 30 SUMP 17.42
3e 100 PIPS 31.92 2.00 ADS 1 0.0293 41.95
PROFILE I TOWN CENTER COURT
3c 100 BOTH 14.64 10 SUMP 20.93 1.50 ADS 1 0.0198 16.01
PROFILE H TOWN CENTER DRIVE
3a 100 BOTH 22.95 20 SUMP 36.90 2.00 RCP 1 0.0240 35.05
3b 100 INLET 10.69 10 SUMP 17.42
3b 100 PIPE 35.88 2.00 ADS 1 0.0313 43.36
NOTE: PIPE SLOPS NOTED IN SUMMARY FOR PROFILE I IS THE SMALLEST SLOPE
SEE PROFILE FOR ADDITIONAL INFORMATION
SHEAR ENGINSERING CORPORATION
SUBBASIN BREAKDOWN
PAGE
32 A
PROTECT:
HEARTHFIRE PUD
DATE
09/19/97
PROT. NO.1S52-01-96
BY
MEO
PILE:
STORM2
MINOR BASINS
C3a
Cab
C3c
Cie
Cif
C3g
C3h
C3i
ASPHALT
0.76
0.26
0.21
0.44
0.69
0.00
0.30
0.37
CONCRETE
0.57
0.07
0.10
0.08
0.15
0.18
0.30
0.10
GRAVEL
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
ROOFS
1.48
0.97
0.20
0.70
1.45
0.02
0.06
0.07
LAWNS,SANDY SOIL
FLAT < 24
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
AVERAGE 2 TO 74
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
STEEP > 7i
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
LAWNS, HEAVY SOIL:
PLAT < 24
0.98
0.64
0.13
0.46
0.96
1.40
0.97
1.46
AVSRAGE 2 TO 7%
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
STEEP > 74
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
TOTAL
3.79
1.94
0.64
1.68
3.25
1.60
1.63
2.00
RUNOFF COEFFICIENT
C3a Cab
C3c
Cie
Cif C3g
C3h
C3i
C2-C10
0.76
0.70
0.80
0.74
0.73
0.29
0.50
0.40
C100 . 1.25•C2
0.95
0.88
1.00
0.93
0.91
0.37
0.63
0.50
C100 IS NEVER GREATER THAN 1.0
0
SHEAR ENGINEERING CORPORATION
SUBBASIN BREAHDOWN
PAGE
32 B
PROTECT:
HEARTHFIRE PUD
DATE
09/19/97
PROD. NO.1552-01-96
BY
MEO
PILE:
STORM2
MINOR BASINS
C3g-i C3e-£
C3a-b
D4a
D4b
D
C3ef-D4b C2f-D4b
ASPHALT
0.67 1.13
1.02
0.10
0.00
0.10
1.13
0.69
CONCRETE
0.58 0.23
0.64
0.00
0.00
0.00
0.23
0.1E
GRAVEL
0.00 0.00
0.00
0.00
0.00
0.00
0.00
0.00
ROOFS
0.1E 2.15
2.45
0.2E
0.29
0.54
2.44
1.74
LAWNS, SANDY SOIL
PLAT < 24
0.00 0.00
0.00
0.00
0.00
0.00
0.00
0.00
AVERAGE 2 TO Tf
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
LAWNS, HEAVY SOIL:
PLAT < 24
3.83 1.42
1.62
1.69
1.23
2.92
2.65
2.19
AVERAGE 2 TO 74
0.00 0.00
0.00
0.00
0.00
0.00
0.00
0.00
STEEP > 74
0.00 0.00
0.00
0.00
0.00
0.00
0.00
0.00
TOTAL
5.23 4.93
5.73
2.04
1.52
3.56
6.4E
4.77
RUNOFF COEFFICIENT
C39-i C3e-£
C3a-b D4a
D4b D
C3e£-D4b C3£-D4b
C2-CIO
0.40 0.73
0.74
0.33
0.34
0.33
0.64
0.61
C100 . 1.25•C2
0.50 0.92
0.92
0.41
0.43
0.42
0.80
0.76
C100 IS NEVER GREATER THAN 1.0
SHEAR ENGINEERING CORPORATION
DMLOPSD PAGE 33
FLOW TO CONCENTRATION POINT 3a
FROM SUBBASIN Ma
PROTECT: HRARTHFIRE PM
DATE
09/29/97
LOCATION:TOWN CENTER DRIVE-
NORTH SIDE 0 IOW POINT
PROS.
NO.I552-01-96
FILE: STORM2
BY
HBO
NOTE: B2i INCLUDED BECAUSE SOME OF THE FLOW IS
NOT
INTERCEPTED AT THE
INLET LOCATED AT DESIGN POINT 2i
AREA (A). 4.070 ACRES
3.79+0.28
RUNOFF CORP. (C)
2 YEAR
10 YEAR 100
YEAR
C 0.75
0.75
0.94
REFER TO DEVELOPED SUBBASIN
"C• CALCULATIONS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH 30 FEET
SLOPE 2.00 4
2 YEAR
10 YEAR 100
YEAR
C - 0.20
0.20
0.25
Ti (min)= 7.33
7.33
6.93
TRAVEL TIME (It) .L/(60•V) FLOW TYPE
L (ft) . 50 S (4) . 0.50 GUTTER
L (ft) - 105 S (4) . 4.00 GUTTER
L (ft) 770 S (4) . 0.50 GUTTER
L (ft) .. S (4) .7 7
L (ft) .7 S (4) .7 ?
L (ft) .? S (4) .? ?
L (ft) .? S (4) .7 ?
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
LENGTH . 955.00 L/180+10. 15.31 <
Tc .Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR
Tc (min). 15.31 15.31
USE Tc . 15.5 15.5
INTBNSITY (I) (iph)
2 YEAR 10 YEAR
I 2.11 3.70
NOTE: INTENSITIES TAKEN FROM FIGURE
V (fps) . 1.50 Tt(min).
V (fps) . 4.00 Tt(min).
V (fps) . 1.50 Tt(min)-
V (fps) .? Tt(min)-
V (fps) .7 Tt(min).
V (fps) .? Tt(min)-
V (fps) .? Tt(min)-
TOTAL TRAVEL TIME (min)
16.47 CHOOSE LESSER
100 YEAR
15.31
15.5
100 YEAR
5.98
3-1
0.56
0.44
8.56
0.00
0.00
0.00
0.00
9.55
RUNOFF (Q= CIA) (cfs)
2 YEAR 30 YEAR 100 YEAR
QINLHT . 6.49 11.37 22.95
QUP 0.00 0.00 0.70 FLOW FROM BASIN D IN PILING 2
QTOTAL = 6.49 11.37 23.65
CONCLUDE: INSTALL 20 FOOT TYPE R INLET SUMP FOR 100.00 YEAR STORY
CAPACITY PER FOOT (cfs/ft). 2.05 BASED ON PLOW DEPTH OF 0.89 FOOT
REDUCTION FACTOR . 90.004ACTUAL CAPACITY . 36.90 CPS > 23.65 OK
PIPE SIAM. - 2.00 FT. PIPS TYPE - RCP
N . 0.013 SLOPE - 0.0240 PT/PT
CONVEYANCE FACTOR- 226.22 - REFER TO TABLE 5 ADS REFERENCE MANUAL
NO. OF PIPES - 1 CAPACITY . 35.05 CPS
CAPACITY BASED ON MANNINGS EQUATION
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 34
PLOW TO CONCENTRATION POINT 3b
FROM SUBBASIN Cab
PROTECT: HBARTHPIRE PUD DATE 09/29/97
LOCATION:TOWN CENTER DRIVE - SOUTH SIDS 0 LOW POINT PROS. N0.1552-01-96
PILE: STORM2 BY HBO
AREA (A)= 1.940 ACRES
RUNOFF COED. (C)
2 YEAR 10
YEAR
100
YEAR
C 0.70
0.70
0.88
ROPER TO DEVELOPED SUBBASIN •C"
CALCULATIONS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH . 30 FEET SLOPE
. 2.00 4
2 YEAR 10
YEAR
100
YEAR
C . 0.20
0.20
0.25
Ti (min)= 7.33
7.33
6.93
TRAVEL TIME (It) .L/(60+V)
PLOW TYPE
L (ft) = 700 S (t)
0.50
GUTTER
V (fps)
1.50
Tt(min).
L (ft) =P S (4) _?
P
V (fps)
.?
Tt(min)-
L (ft) .P S (4) =P
T
V (fps)
=P
Tt(min)-
• (ft) .P S (i) =P
P
V (fps)
=1
Tt(min)-
L (ft) =i S (4) =P
P
V (fps)
=7
Tt(min).
L (ft) _] S (t) =P
P
V (fps)
_?
Tt(min).
L (ft) =P S (4) =1
P
V (fps)
.P
Tt(min).
NOTE: ALL VELOCITIES TAKEN
FROM FIGURE 3-2
TOTAL TRAVEL TIME
(min)
LENGTH - 730.00 L/180+10-
14.06
<
14.70
CHOOSE
LESSER
Tc .Ti+TOTAL TRAVEL TIME
'
2 YEAR 10
YEAR
100
YEAR
Tc (min)= 14.06
14.06
14.06
USE Tc . 14
14
14
INTENSITY (1) (iph)
2 YEAR 10 YEAR
I 2.223.89
NOTE: INTENSITIES TAKEN FROM FIGURE
100 YEAR
6.28
3-1
7.78
0.00
0.00
0.00
0.00
0.00
0.00
7.78
RUNOFF (Q. CIA) (cf.)
2 YEAR 10 YEAR 100 YEAR
QTOTAL = 3.03 5.20 10.69
QINLET 3.03 5.30 10.69 INTERCEPTED PLOW
QOVER = 0.00 0.00 0.00 STREET CAPACITY NOT EXCEEDED
CONCLUDE: INSTALL 10 FOOT TYPE R INLET SUMP FOR 100 YEAR STORM
CAPACITY PER FOOT (cfa/ft)= 2.05 BASED ON PLOW DEPTH OF 0.89 FOOT
REDUCTION FACTOR . 85.00RACTUAL CAPACITY . 17.42 CPS
INLET OVERSIZED IN CASE OF OVERFLOW INTO STREET
SHEAR ENGINEERING CORPORATION
DEVELOPED
FLAW TO CONCENTRATION POINT 3b
FROM SUBBASIN C3a 6 C3b
PROJECT: HRARTHPIRE POD DATE 09/29/97
LOCATION:TOWN CENTER DRIVE- NORTH SIDE PROS. NO.1552-01-96
PILE: STORM2 BY MBO
AREA (A)- 5.730 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.74 0.74 0.92
REFER TO DEVELOPED SUBBASIN 'C' CALCULATIONS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH = 30 PRBT SLOPE = 2.00 R
2 YEAR 10 YEAR 100 YEAR
C = 0.20 0.20 0.25
Ti (min)= 7.33 7.33 6.93
TRAVEL TIME (TC)-L/(60-V) PLOW TYPE
L (ft) 50 S (4) = 0.50 GUTTER
L (Et) . 105 S (t) = 4.00 GUTTER
L (ft) 770 S (4) = 0.50 GUTTER
L (ft) .? S (5) _. ?
L (ft) .? S (4) ?
L (ft) =? S (4) .? ?
L (ft) =? S (4) _? ?
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
LENGTH . 955.00 L/180+30= 15.31 <
Tc -Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR
Tc (min)- 15.31 15.31
USE Tc = 15.5 15.5
INTENSITY (I) (iph)
2 YEAR 10 YEAR
I . 2.11 3.70
NOTE: INTENSITIES TAKEN FROM FIGURE
PAGE
V (fpo) . 1.50 Tt(min).
V (Epo) = 4.00 Tt(min).
V (fpa) . 1.50 Tt(min)-
V (fpo) .? Tt(min)-
V (fpo) .? Tt(min).
V (Epa) _? Tt(min).
V (fpa) _? Tt(min).
TOTAL TRAVEL TIME (min) _
16.47 CHOOSE LESSER
100 YEAR
15.31
15.5
100 YEAR
5.98
3-1
RUNOFF
(Q= CIA) (cfo)
2 YEAR
10 YEAR
100 YEAR
QINLST
. 8.93
15.65
- 31.58
QUP
0.00
0.00
4.30 PLOW
FROM UPSTREAM IN PILING 2
QTOTAL
= 8.93
15.65
35.88
CONCLUDE:SIZE PIPS FOR Q100
=
35.88 CPS
PIPE DIAM. =
2.00
PT. PIPS TYPE
- ADS
N .
0.012
SLOPS = 0.0313
PT/FT
NO. OF PIPES =
1
CAPACITY =
43.36 CPS
EXCESS CAPACITY .
0.48
CPS
CONVEYANCE FACTOR=
245.08
- REFER TO TABLE
4.00 ADS MANUAL
CAPACITY BASED ON MANNINGS
EQUATION
35
0.56
0.44
a.56
0.00
0.00
0.00
0.00
9.55
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 36
PLOW TO CONCENTRATION POINT 3c
FROM SUBBASIN C3c,B2h
PROJECT:
HEARTHFIRB POD
DATE
09/25/97
LOCATION:TOWN
CENTER COURT
PRAT.
NO.1552-01-96
PILE:
STORM2
BY
MEO
NOTE:
B2h INCLUDED BECAUSE SOME OF THE
PLOW IS NOT INTERCEPTED AT THE
INLET LOCATED AT DESIGN POINT 2h
AREA (A)- 1.710 ACRES . 0.64+1.07
RUNOFF COEF. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.74 0.74 0.92
REFER TO DEVELOPED SUBBASIN 'C' CALCULATIONS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti) NA
LENGTH .NA FEET SLOPE .NA 4
2 YEAR 10 YEAR 100 YEAR
C . 0.20 0.20 0.25
Ti (min). 0.00 0.00 0.00
TRAVEL TIME (Tt) .L/(60+V) PLOW TYPE
L (ft) . 100 S M . 0.70 GUTTER
L (ft) . 15 S (i) . 0.50 GUTTER
L (ft) . 33 S (1) . 3.00 GUTTER
L (ft) . 164 S (4) . 0.50 GUTTER
L (ft) .? S (4) .? ?
L (ft) .? S (4) .? ?
L (ft) _? S (4) .? ?
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
LENGTH . 312.00 L/180+10. 11.73 >
Tc -Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR
Tc (min). 2.12 2.12
USE Tc . 5 5
INTENSITY (I) (iph)
2 YEAR 10 YEAR
I 3.29 5.64
NOTE: INTENSITIES TAKEN FROM FIGURE
V (fpn) = 1.72 Tt(min).
V (fpo) . 1.50 Tt(min).
V (fp.) . 3.40 Tt(min).
V (fpe) . 1.50 Tt(min).
V (fpe) .? Tt(min).
V (fpo) .? Tt(min).
V (fpo) _. Tt(min).
TOTAL TRAVEL TIME (min) _
3.12 CHOOSE LESSER
100 YEAR
3.12
5
100 YEAR
9.30
3-1
0.97
0.17
0.16
1.82
0.00
0.00
0.00
3.12
RUNOFF (Q. CIA) (cf.)
2 YEAR 30 YEAR 100 YEAR
QINLET . 4.14 7.10 14.64
QINLET 4.14 7.10 14.64
QOVER 0.00 0.00 0.00 100% IMTERCEPTION
CONCLODS:INSTALL 10 FOOT TYPE R INLET SUMP FOR 100 YEAR STORM
CAPACITY PER FOOT (tfo/ft). 2.45 BASED ON PLOW DEPTH OF 1.00 FOOT
REDUCTION FACTOR . BS.00%ACTUAL CAPACITY . 20.83 CPS
PIPE DIM . 1.50 FT. PIPE TYPE ADS
N . 0.01 SLOPE . 0.0198 PT/FT
CONVEYANCE FACTOR. 113.80 - REFER TO TABLE 4.00 ADS MANUAL
CAPACITY - 16.01 CFS
SHEAR ENGINEERING CORPORATION
DEVELOPED
FLOW TO CONCENTRATION POINT 3f
FROM SUBBASIN C3f6D4b
PROTECT:
HEARTHFIRE PUD
DATE
09/19/97
LOCATION:WAXWING
LANE -
NORTH SIDE O LOWPOINT FEW.
NO.1552-01-96
FILE:
STORM2
BY
HBO
AREA (A). 4.770 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C . 0.61 0.61 0.76
REFER TO DEVELOPED SUBBASIN •C" CALCULATIONS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH . 50 FEET SLOPE 2.00 4
2 YEAR 10 YEAR 100 YEAR
C . 0.20 0.20 0.25
Ti (min). 9.47 9.47 6.94
TRAVEL TIME (It) .L/(60-V) FLOW TYPE
L (ft) . 400 S (4) . 2.00 SWALE
L (ft) 383 S M . 1.00 GU1T8R
L (ft) .? S (t) .? ?
L (ft) .7 S (4) .7 ?
L (ft) .7 S (4) .? ?
L (ft) .? S (t) .? ?
L (ft) .? S (4) .? ?
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
LENGTH . 933.00 L/180t10. 14.63 <
Tc .Ti+TOTAL TRAVEL TIME _
2 YEAR 10 YEAR
Tc (min). 14.63 14.63
USE Tc . 14.5 14.5
INTENSITY (I) (iph)
2 YEAR 10 YEAR
I . 2.1E 3.62
NOTE: INTENSITIES TAKEN FROM FIGURE
PAGE
V (fps) . 2.16 Tt(min).
V (fps) . 2.00 Tt(min).
V (fps) .? Tt(min).
V (fps) .7 Tt(min).
V (fps) .? Tt(min).
V (fps) .? Tt(min).
v (fps) .7 Tt(min).
TOTAL TRAVEL TIME (min)
15.22 CHOOSE LESSER
100 YEAR
14.63
14.5
100 YEAR
6.17
3-1
37
3.09
3.19
0.00
0.00
0.00
0.00
0.00
6.28
RUNOFF (Q. CIA) (cfs)
2 YEAR 10 YEAR 100 YRAR
QINLET . 6.30 11.04 22.27 PLOW TO INLET
QPIPE . 6.30 11.04 22.27 INTERCEPTED FLOW
QOVBR 0.00 0.00 0.00 OVERFLOW
CONCLUDE: INSTALL 15 FOOT TYPE R INLET SUMP FOR 100.00 YEAR STORM
CAPACITY PER FOOT (cf0/ft). 2.05 BASED ON FLOW DEPTH OF 0.89 FOOT
REDUCTION FACTOR . 85.004ACTUAL CAPACITY 26.14 CPS
PIPE DIAM. 1.50 FT. PIPE TYPE . RCP n. 0.01
SLOPS . 0.0450 PT/PT
CONVEYANCE FACTOR. 105.04 - REFER TO TABLE 5 ADS MANUAL
CAPACITY . 22.26 CPS
SHEAR ENGINEERING CORPORATION
DEVELOPED
PLOW TO CONCENTRATION POINT 30
FROM SUBBASIN Cie
PROSSCT:
HEARTHPIRE PUD
DATE
09/19/97
LOCATION:WAXWING
LANE -
SOUTH SIDE 0 LOWPOINT PROS.
NO.1552-01-96
PILE:
STORM2
BY
HBO
AREA (A). 1.680 ACRES
RUNOFF COBF. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.74 0.74 0.93
REFER TO DEVELOPED SUBBASIN •C" CALCULATIONS
TIME OF CONCENTRATION (I.)
OVERLAND TRAVEL TIME (Ti)
LENGTH 160 FEET SLOPE 2.00 i
2 YEAR 10 YEAR - 100 YEAR
C = 0.20 0.20 0.25
Ti (min)= 16.94 16.94 15.99
TRAVEL TIME (It) =L/(60-V) PLOW TYPE
L (ft) . 60 S (t) . 4.50 GUTTER
L (ft) . 19 S M - 4.00 GUTTER
L (ft) 12 S (t) - 3.50 GUTTER
L (ft) . 34 S (t) - 2.00 GUTTER
L (ft) . 34 S (t) - 0.50 GUTTER
L (ft) .? S (t) =? ?
L (ft) .? S (t) _? ?
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
TOTAL LENGTH - 239.00 L/180+10- 11.31 <
Tc .Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)- 11.33 11.33 11.33
USE Tc . 11.5 11.5 11.5
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I . 2.42 4.24 6.82
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOPP (Q. CIA) (cfs)
PAGE
V (fps) . 4.18 It(min)-
V (fps) - 4.00 It(mis)-
V (fps) . 3.67 It(.in).
v (fps) . 2.83 It(.in).
V (fps) . 1.50 Tt(min).
V (fps) .? Tt(mis)=
V (fps) .? Tt(min)=
TOTAL TRAVEL TIME (min)
16.95 CHOOSE LESSER
36
0.24
0.08
0.05
0.20
0.38
0.00
0.00
0.95
2 YEAR 10 YEAR 100 YEAR
QINLRT . 3.03 5.30 10.66
QPIPB . 3.03 5.30 10.66
QOVER . 0.00 0.00 0.00
CONCLUDE:INSTALL 10 FOOT TYPE R INLET SUMP FOR 100.00 YEAR STORM
CAPACITY PER FOOT (cfs/ft). 2.05 BASED ON PLOW DEPTH OF 6.89 FOOT
ABDUCTION FACTOR = 85.00%ACTUAL CAPACITY . 17.42 ME
SHEAR ENGINEERING CORPORATION
DEVELOPED
PLOW TO CONCENTRATION POINT 3e
FROM SUBBASIN C3e&f6D4b
PROJECT:
HRARTHPIRR PUD
DATE
09/19/97
LOCATION:WAXWING
LANE -
SOUTH SIDE 0 LOWPOINT PRAT.
NO.1552-01-96
PILE:
STORM2
BY
MEO
AREA (A)= 6.450 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.64 0.64 0.80
REFER TO DEVELOPED SU53ASIN ^C" CALCULATIONS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH. 50 FEET SLOPE = 2.00 4
2 YEAR SO YEAR 100 YEAR
C - 0.20 0.20 0.25
Ti (min)= 9.47 9.47 9.94
TRAVEL TIME (Tt)=L/(60*V) PLOW TYPE
L (ft) - 400 S (4) = 2.00 SWALE
L (ft) - 383 S (4) = 1.00 GUTTER
L (ft) _? S (4) =1 ]
L (ft) _? S M .? ?
L (ft) =1 S (i) .i ?
L (ft) _? S M _? ?
L (ft) S (4) _? ?
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
LENGTH = 833.00 L/180+10= 14.63 <
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR
Tc (min)= 14.63 14.63
USE Tc = 14.5 14.5
INTENSITY (I) (iph)
2 YEAR 10 YEAR
I 2.18 3.92
NOTE: INTENSITIES TAKEN FROM FIGURE
RUNOFF (Q= CIA) (cfa)
2 YEAR 10 YEAR
Qtotal = 9.03 15.81
PAGE
V (fps) = 2.16 Tt(min)=
V (fps) = 2.00 Tt(min)-
V (fps) .] Tt(min).
V (fps) _] Tt(min)=
V (fps) _] Tt(min)-
V (fps) _? Tt(min)=
V (fps) .? Tt(min)-
TOTAL TRAVEL TIME (min) _
15.22 CHOOSE LESSER
100 YEAR
14.63
14.5
100 YEAR
6.17
3-1
100 YEAR
31.92
CONCLUDE:SIZE PIPE FOR QIOO = 31.92 CPS
PIPE DIM . = 2.00 FT. PIPE TYPE - ADS n- 0.01
SLOPE = 0.0293 PT/FT
CONVEYANCE FACTOR= 245.08 - REFER TO TABLE 4.00 ADS MANUAL
CAPACITY = 41.95 CPS
39
3.09
3.19
0.00
0.00
0.00
0.00
0.00
6.28
SHEAR ENGINEERING CORPORATION
DEVELOPED
PLOW TO CONCENTRATION POINT 3h
FROM SUBBASIN C3h
PROTECT: HEARTHFIRE PUD DATE 09/19/97
LOCATION:WBST END WA� R�r /,I�IS�v PROJ. NO.1552-01-96
PILE: STORM2 BY HBO
NOTE:
AREA (A). 1.630 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C 0.50 0.50 0.63
REFER TO DEVELOPED SUBBASIN •C" CALCULATIONS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH = 50 PERT SLOPE 1.00 t
2 YEAR 10 YEAR 100 YEAR
C . 0.20 0.20 0.2S
Ti (min)- 11.90 11.90 11.24
TRAVEL TIME (Tt) .L/(60+V) PLOW TYPE
L (£t) . 200 S (t) - 0.50 GUTTER
L (ft) . 31 S (t) . 1.00 GUTTER
L (ft) . 327 S (t) . 0.50 GUTTER
L (ft) .? S (t) .? ?
L (ft) .? S (t) =? ?
L (ft) .? S (t) =? ?
L (ft) .? S (t) ?
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
LENGTH . 608.00 L/180+10= 13.38 <
Tc .Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR
Tc (min). 13.38 13.38
USE Tc - 14 14
INTENSITY (I) (iph)
2 YEAR 10 YEAR
I 2.22 3.89
NOTE: INTENSITIES TAKEN FROM FIGURE
PAGE
V (fpo) . 1.50 Tt(min)-
V (fpe) - 2.00 Tt(min)-
V (fpo) = 1.50 Tt(min)-
V (fpe) .? Tt(min)=
V (fpe) .? Tt(min).
V (fpo) .? Tt(min).
V (fpo) .? Tt(min).
TOTAL TRAVEL TIME (min)
17.35 CHOOSE LESSER
100 YEAR
13.38
14
100 YEAR
6.28
3-1
RUNOFF (Q. CIA) (cfe)
2 YEAR 10 YEAR 100 YEAR
Q 1.82 2.19 6.44
CONCLUDE:INSTALL 4 SIDEWALK CULVERT SUMP
FOR 100.00 YEAR STORM PEAK FLOW = 6.44 CPS
CAPACITY PER FOOT (cfe/ft). 2.20
BASED ON PLOW DEPTH OF 1.00 FOOT
REDUCTION FACTOR = 80.00tACTUAL CAPACITY . 7.04 CPS
40
2.22
0.26
3.63
0.00
0.00
0.00
D.00
6.11
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 41
FLOW TO CONCENTRATION POINT 3i
FROM SUBBASIN C3i
PROJECT: HRARTHFIRE PUD
LOCATION:WSST END PARKING LOT
PILE: STORM2
NOTE:
AREA (A)= 2.000 ACRES
DATE 09/19/97
PRAT. NO.1552-01-96
BY HBO
RUNOFF COBF. (C)
2 YEAR
10
YEAR
100
YEAR
C = 0.40
0.40
0.50
REFER TO DEVELOPED
SUBBASIN •C•
CALCULATIONS
TIME OF CONCENTRATION
(Tc)
OVERLAND TRAVEL TIME
(Ti)
LENGTH = 300
FEET SLOPE
1.00
2 YEAR
10
YEAR
100
YEAR
C = 0.20
0.20
0.25
Ti (min)- 29.15
29.15
27.53
TRAVEL TIME (Tt)
=L/(60+V)
PLOW TYPE
L (ft) = 50
S (t)
0.50
GUTTER
V (fpo)
1.50
Tt(min).
L (ft) =?
S (t) ..
?
V (fpo)
.?
Tt(min).
L (ft) =?
s (t) _?
?
V (fpo)
.?
Tt(min).
L (ft) =?
S (t) _?
?
V (fpa)
.?
Tt(min).
L (ft) =.
S (t) _?
?
V (fpa)
.?
Tt(min).
L (ft) =?
S (t) _?
?
V (fpa)
.?
Tt(min)-
L (ft) =.
S (t) _?
?
V (fpo)
.?
Tt(min).
NOTE: ALL VELOCITIES TAKEN
FROM
FIGURE 3-2
TOTAL TRAVEL TIME
(min) _
LENGTH = 350.00
L/180+10-
11.94
<
28.09
CHOOSE
LESSER
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR
10
YEAR
100
YEAR
Tc (min)- 11.94
11.94
11.94
USE Tc = 12
12
12
INTENSITY (I) (iph)
2 YEAR 10 YEAR
I = 2.38 4.17
NOTE: INTENSITIES TAKEN FROM FIGURE
RUNOFF (Q= CIA) (cfa)
100 YEAR
6.71
3-1
2 YEAR 10 YEAR 100 YEAR
Q = 1.92 3.36 6.75
CONCLUDR:INSTALL 4 SIDEWALK CULVERT SUMP
FOR 100.00 YEAR STORM PEAL( PLOW 6.75 CPS
CAPACITY PER FOOT (cf./ft). 2.20
BASED ON FLOW DEPTH OF 1.00 FOOT
REDUCTION FACTOR = 80.00%ACTUAL CAPACITY . 7.04 CPS
0.56
0.00
0.00
0.00
0.00
0.00
0.00
0.56
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 42
PLOW TO CONCENTRATION POINT 3g
FROM SUBBASIN C3g-i
PROJECT: HEARTHPIRS PM
LOCATION:WEST END PARKING LOT
PILE: STORM2
NOTE:
AREA (A)= 5.230 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.40 0.40 O.W
REFER TO DEVELOPED SUBBASIN "C" CALCULATIONS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH 50 FEET SLOPE = 1.00 4
2 YEAR 10 YEAR 100 YEAR
C = 0.20 0.20 0.25
Ti (min)- 11.90 11.90 11.24
TRAVEL TIME (Tt)-L/(60�V) PLOW TYPE
L (ft) - 200 S (1) - 0.50 GUTTER
L (ft) - 31 S M - 1.00 GUTTER
L (ft) - 327 S M - 0.50 GUTTER
L (ft) = 380 S (4) - 2.00 SWALE
L (ft) _? S (t) _? ?
L (ft) .? S (t) _? ?
NOTE: ALL VELOCITIES TAKRN PROM FIGURE 3-2
LENGTH = 986.00 L/180+10- 15.49 <
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR
Tc (min). L5.49 15.49
USE Tc . 15.6 15.5
INTENSITY (I) (iph)
2 YEAR 10 YEAR
I = 2.11 3.70
NOTE: INTENSITIES TAKEN FROM FIGURE
RUNOFF (Q= CIA) (cfs)
2 YEAR 10 YEAR
Q 4.42 7.76
DATE 09/19/97
PRAT. NO.1552-01-96
BY MEG
V (fps) = 1.50 Tt(min)=
V (fps) - 2.00 Tt(min)=
V (fps) . 1.50 Tt(min).
V (fps) - 2.16 Tt(min)=
V (fps) _? Tt(min)-
V (fps) .? Tt(min).
V (fps) .? Tt(min)-
TOTAL TRAVEL TIME (min) _
20.29 CHOOSE LESSER
100 YEAR
15.49
15.5
100 YEAR
5.98
3-1
100 YEAR
15.65
CONCLUDE:SIZE SWALE TO CONVEY 133% OF Q100
DESIGN PLOW . 20.82 CPS
SEE SWALE DESIGN ON PAGE 42 A
2.22
0.26
3.63
2.93
0.00
0.00
0.00
9.05
SHEAR ENGINEERING CORPORATION
PAGE 42 A
CHANNEL CAPACITY- SECTION
PROTECT NAME: HEARTHFIRS PUD FIRST PILING DATE: 09/19/97
PROTECT NO. : 1552-01-96 BY : MEO
SWALE DBSCRIPTION:SWALE IN TRACT S BETWEEN LOTS 53654 PILE: STORM2
CAPACITY OF TRIANGULAR OR TRAPEZOIDAL CHANNEL
CHANNEL CONFIGURATION: TRAPEZOIDAL Q100 (CPS) 15.65
CHANNEL LINING: GRASS Qdeeign = 20.82
Da Db Dc Sc n W I
(ft) (ft) (ft) (%) (ft) (ft)
---- ---- ---- _-__ _____ ___- ____
2.00 3.00 0.75 2.00 0.032 4.00 0.10
0.25 PT/FT = LEFT BANK SLOPE 4 :1 (H:V)
0.25 PT/PT = RIGHT BANK SLOPE 4 :1 (H:V)
DEPTH WIDTH AREA PERIM R 2/3 Sc 1/2 Q V
(o.f.) (ft) (0.f.) (ft) (A/P) (cfe) (ft/oec)
_______ _______ _____________________ _______ _______ _______
0.75 10.00 5.25 10.18 0.64 0.14 22.17 4.22
0.65 9.20 4.29 9.26 0.59 0.14 16.75 3.90
0.55 8.40 3.41 8.54 0.54 0.14 12.15 3.56
0.45 7.60 2.61 7.71 0.49 0.14 8.32 3.19
0.727 9.82 5.02 9.99 0.63 0.14 20.84 4.15
♦rr rrrrrru rrrrrrrrrrrr r rrrr+r rrr♦rr=u rr r•r:rr•»rrrr=rr rr rruuurerr
DEPTH WIDTH AREA PERIM R 2/3 Sc 1/2 Q V
(e.f.) (ft) (a.f.) (ft) (A/P) (cfe) (ft/eec)
PLOW DEPTH FOR THE DESIGN PLOW IS APPROXIMATELY 0.73 FEET
CONCLUDE: CHANNEL IS ADEQUATE
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 43
PLOW TO CONCENTRATION POINT 4a
FROM SUBBASIN D4A
PROTECT: HEARTHFIRE POD DATE 09/19/97
LOCATION:WEST END PARKING LOT PROD. NO.1552-01-96
PILE: STORM2 BY HBO
NOTE: THIS PART OF SUBBASIN D CONTRIBUTES TO RICHARDS LAKE POD
AREA (A). 2.040 ACRES
RUNOFF COEP. (C)
2 YEAR 10 YEAR 100 YEAR
C 0.33 0.33 0.41
REFER TO DBVBLOPSD SUBBASIN •C" CALCULATIONS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH . 350 FEET SLOPE . 4.50 k
2 YEAR 10 YEAR 100 YEAR
C 0.20 0.20 0.25
Ti (min)- 19.17 19.17 18.10
TRAVEL TIME (Tt) .L/(60-V) PLOW TYPE
L (ft) .? S (i) .? ?
L (ft) .? S (i) .? ?
L (ft) .? S (4) .? ?
L (ft) .? S (4) .? ?
L (ft) .? S (4) .. ?
L (ft) .? S (4) .? ?
L (ft) .? S (k) .? .
NOTE: ALL VELOCITIES TAKBN FROM FIGURE 3-2
Tc .Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min). 19.17 19.17 18.10
USE Tc . 19 19 18
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100 YEAR
I 1.91 3.35 5.55
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
V (fpe)
_]
Tt(min).
V (fpe)
.?
Tt(min).
V (fpe)
.?
Tt(min).
V (fp0)
.?
Tt(min).
V (fpe)
.1
Tt(min).
V (fpe)
_?
Tt(min).
V (fpe)
.?
Tt(min).
TOTAL TRAVEL TIME
(min)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
RUNOFF (Q. CIA) (cfe)
2 YEAR 10 YEAR 100 YEAR
Q . 1.2E 2.25 4.65 TOTAL PLOW TO RICHARDS LAKE PUD
VERSUS HISTORIC PLOWS TO RICHARDS LAKE FROM SUBBASIN D
Q . 1.73 3.13 6.43 TOTAL FLOW TO RICHARDS LAKE PUD
CONCLUDE:FLOW TO RICHARDS LANE POD FROM SUBBASIN D
THE REMAINDER OF SUBBASIN D ( MINOR BASIN D4B) CONTRIBUTES PLOW TO WAXWING LANE
SHEAR ENGINEERING CORPORATION
DEVELOPED PAGE 44
PLOW TO CONCENTRATION POINT 4b
FROM SUBBASIN D4B
PROTECT:
HEARTHFIRE PUD
DATE
09/19/97
LOCATION:WEST
END PARKING LOT
PROS.
NO.1552-01-96
PILE:
STORM2
BY
MHO
NOTE:
THIS PART OF SUBBASIN D WILL CONTRIBUTE
PLOWS INTO
WAXWING LANE
AREA (A). 1.520 ACRES
RUNOFF COEF. (C)
2 YEAR 10
YEAR
100
YEAR
C = 0.34
0.34
0.43
REFER TO DRVELOPED SUBBASIN "C•
CALCULATIONS
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
LENGTH 50 FEET SLOPE
=
2.00 t
2 YEAR 10
YEAR
100
YEAR
C 0.20
0.20
0.25
Ti (min). 9.47
9.47
8.94
TRAVEL TIME (Tt) .L/(60•V)
PLOW TYPE
L (ft) 400 S (t) =
2.00
SWALE
V (fps)
= 2.16
Tt(min).
L (ft) .? S (t) =7
7
V (fps)
..
Tt(min)-
L (ft) .] S (t) .7
7
V (fps)
.7
Tt(min).
L (ft) =7 S (t) .7
7
V (fps)
.7
Tt(min).
L (ft) .7 S (t) =7
7
V (fps)
=7
Tt(min).
L (£t) _? S (t) =7
7
V (fps)
=.
Tt(min).
L (ft) .7 S (t) .1
7
V (fps)
.7
Tt(min)-
NOTE: ALL VELOCITIES TAKEN
FROM FIGURE 3-2
TOTAL TRAVEL TIME
(min)
LENGTH = 450.00 L/180+10=
12.50
>
12.03
CHOOSE
LESSER
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10
YEAR
100
YEAR
Tc (min). 12.50
12.50
12.03
USE Tc . 12.5
12.5
12
INTENSITY (I) (iph)
2 YEAR 10 YEAR
I . 2.34 4.10
NOTE: INTENSITIES TAKEN FROM FIGURE
RUNOFF (Q= CIA) (cf.)
100 YEAR
6.71
3-1
2 YEAR 10 YEAR 100 YEAR
Q 1.22 2.14 4.37
CONCLUDS:SIZB SWALE TO CONVEY 1331k OF Q100
DESIGN PLOW . 5.82 CPS
SEE SWALE DESIGN ON PAGE 44 A
PROVIDE SIDEWALK CULVERT AT WAXWING LANE
3.09
0.00
0.00
0.00
0.00
0.00
0.00
3.09
SHEAR ENGINEERING CORPORATION
PAGE 44 A
CHANNEL CAPACITY- SECTION
PROTECT NAME: HEARTHFIRE PUD FIRST PILING DATE: 09/19/97
PROTECT NO. : 1552-01-96 BY : MEO
SWALE DESCRIPTION:SWALE IN TRACT D FILE: STORM2
SECTION Z -Z
CAPACITY OF TRIANGULAR OR TRAPEZOIDAL CHANNEL
CHANNEL CONFIGURATION: TRIANGULAR Q100 (CPS) 4.37
CHANNEL LINING: GRASS Qdeeign = 5.82
Da Db Dc Sc n W I
(ft) (ft) (ft) (t) (ft) (ft)
---- ---- "'- ---- ----- --__ ----
2.00 2.00 0.50 2.00 0.032 2.00 0.10
0.25 PT/FT = LEFT BANK SLOPE 4 :1 (H:V)
0.25 PT/FT = RIGHT BANK SLOPE 4 :1 (H:V)
DEPTH WIDTH AREA PRRIM R 2/3 Sc 1/2 Q V
(a.f.) (ft) (n.f.) (ft) (A/P) (cfe) (ft/sec)
-------------- ------- ---------------------------- -------
0.50 6.00 2.00 6.12 0.47 0.14 6.23 3.11
0.40 5.20 1.44 5.30 0.42 0.14 3.97 2.76
0.10 4.40 0.96 4.47 0.36 0.14 2.26 2.35
0.20 3.60 0.56 3.65 0.29 0.14 1.05 1.8E
0.484 5.87 1.91 5.99 0.47 0.14 5.83 3.06
♦rrrrrxrrrxxxxrrr u.rrrrrrrrrrrrrrrr rr rrrrrr rrrrrx rxrxxr rrrxrrrrrrrrrrrr
DEPTH WIDTH AREA PERIM R 2/3 Sc 1/2 Q V
(n.f.) (ft) (0.f.) (ft) (A/P) (cfn) (ft/nee)
PLOW DEPTH FOR THE DESIGN PLOW IS APPROXIMATELY 0.4E PEST
CONCLUDE:CHANNHL IS ADEQUATE
Pond Routing
E
11 4 C`J
�_= it T._ \ ,' � 1. 0• \- /_ �'
I � �S176 �971 V111,
\ e° 0
11
-_v 5,61
13 r18 17
1
J V ev WINDSOR RESERVOIR \ �'
N° o l
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Bras
/Nell Il I I
1j u
R�Rldge - —., A I� \\I� 4•
lBh 5167'. `,.. '_� ":`_! \ Imo_ �I \ Y
M
4121 I SrrJ �.LL NT
ss :Annex No 8
a
c J ��Weu
w Ken YqrCorner-_.
sr re 01 'CULVERT •/
-Oil Well 1
•I -IV \ u r \ T 1\ I 1 :! \ 1.
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° 25\�<„ sg€<<011 Cv 9
\
_ HE -AR HFIR P.U.D:' ,s°s� \ oOIL
N
� 01
Routing of off site flows into site from North of Douglas Road
The Latimer County canal located north of Douglas Road carries a maximum of 600 cfs per Bill
Johnson operator of the canal. Canal has never been overtopped
Canal dimensions - 5' deep
- 20' wide at bottom
- earthen bottom
- near vertical side slopes
- Assumed slope of 0.005 ft/ft
Mannings N Determination from Table 5-5 - Open channel Hydraulics by Chow
Material - earth n0 = 0.020
Degree of irregularity - minor nl = 0.005
Cross section Variations - Gradual n2 = 0.000
Relative effect of Obstructions - Negligible n3 = 0.000
Vegetation - low n4 = 0.05
Degree of meander - minor m5 = 1.0
n = (n0+nl+n2+n3+n4)m5 = 0.030
Compare with table 5-6 - Open channel Hydraulics by Chow
Excavated or dredged, earth, winding and sluggish, no vegetation
Minimum n =0.023 Normal n = 0.025 Maximum n = 0.030
Conclude: Mannings n = 0.030
Capacity of Channel based on assumed slope = 813 cfs Refer to page 2 of 2
Peak flow to channel from upstream area = 52.1� cis Ttefer to page 1 of 2
Conclude: Canal is the physical north boundary of area which contributes stormwater to the 18"
culvert at Douglas Road
Offsite area = 86.6 acres - assumes that canal is overtopped per City requirements -refer to
offsite drainage exhibit
Peak flows to culvert
Q 100 = 50.27 cfs - refer to page 2a
Q2 = 14.64 cfs - refer to page 2a
Center line of Douglas is approximately 4.5 higher than invert of culvert - 4.5/1.5 = 3.0
Qculvert - HW/D = 3.0 = 14.0 cfs refer to figure 4-2
Summary: Existing culvert acts like a restriction device to release flows at approximately the
historic 2-year rate. The existing ponding area encompasses the horse pasture. When ponding
depths exceed 1-2 feet in the horse pasture on the north side of the CR 54, the water will spill
into the canal and be conveyed east in the canal. Douglas Road ( CR 54 ) will not be overtopped
at this location during the 100-year event.
Design Conclusion: City of Fort Collins requires that the site pass the Q100 from the upstream
areas. Therefore the design of the ofsite infrastructure includes all of the offsite flows from the
area north of Douglas Road. Final analysis and design of the culvert upgrade will be done with
the Douglas Road Plans. The installation will occur with the Douglas Road Improvements.
SHEAR ENGINEERING CORPORATION
PAGE
STORAGE VOLUME REQUIRED FOR OPPSITB POND - POND 1
PROTECT: HEARTHFIRS PUD FIRST PILING DATE: 09/26/97
PROS.NO. 1552-01-96
PILE: HPPOND BY MEO
CONTRIBUTING
AREA 51.69 ACRES - AREA ON SOWN SIDE OF DOUGLAS ROAD
86.60 ACRES - AREA ON NORTH SIDE OF DOUGLAS ROAD
TOTAL 130.29 ACRES
DESIGN STORM: 100 YEAR RUNOFF COEFFICIENT 0.29
RELEASE RATE: 64.12 CPS - Q100 TO POND AREA: 138.29 ACRES
INITIAL TIME: 5 MINUTES TIME INCREMENT: 5 MINUTES
ADDITIONAL PLOW FROM NORTH SIDE OF DOUGLAS = 0.00 CPS REFER TO PAGE 2A
INFLOW ADDIT'L INFLOW RELEASE STORAGE STORAGE
TIME TIME INTENSITY RATE PLOW VOLUME VOLUME VOLUME VOLUME
min sec iph cf. cfe cf cf cf ac-ft
.++rr.rr........rr.ra.a..r..uu.rrraarrr.r.raaaaa.a..a•ar:a..a aaaaaarrr.raar...a
5 300 9.30 372.97 0.00 111890.4 19236.0 92654 2.13
10 600 7.14 286.34 0.00 171606.0 38472.0 133334 3.06
15 900 6.06 243.03 0.00 218727.8 57708.0 161020 3.70
20 1200 5.21 208.94 0.00 250730.8 76944.0 173787 3.99
25 1500 4.63 185.68 0.00 278523.0 96180.0 182343 4.19
30 1800 4.20 168.44 0.00 303187.0 115416.0 187771 4.31
35 2100 3.81 152.80 0.00 320872.9 134652.D 186221 4.28
40 2400 3.60 144.37 0.00 346499.4 153888.0 192611 4.42 ♦ra
45 2700 3.28 131.64 0.00 355161.9 173124.0 182038 4.19
50 3000 3.02 121.11 0.00 363343.1 192360.0 170983 3.93
55 3300 2.80 112.29 0.00 370561.9 211596.0 158966 3.65
60 3600 2.60 104.27 0.00 375374.4 230832.0 144542 3.32
65 3900 2.43 97.45 0.00 380066.6 250068.0 129999 2.98
rarrrrrr.r+rr+rrarrrrrr+++raaarrraaaa•r....aar•aaa a.r rrr.♦.rraaaaaaa+»r
INFLOW ADDIT'L INFLOW RELEASE STORAGE STORAGE
TIME TIME INTENSITY RATE FLOW VOLUME VOLUME VOLUME VOLUME
=in see iph cfe cfe cf cf cf ac-ft
VOLUME REQUIRED FOR RELEASE 64.12 CPS 192611 CP rar
4.42 ACRE-FEET
CAPACITY OF DOWNSTREAM INFRASTRUCTURE = 72.68 CPS BETWEEN INLETS
MAXIMUM ALLOWABLE RELEASE RATE
BASED ON PIPE CAPACITY = 72.68 CPS OK RELEASE < ALLOWABLE
ACTUAL RELEASE RATE = 64.12 CPS
45
SHEAR ENGINEERING CORPORATION
PAGE 45A
STORAGE VOLUME REQUIRED FOR OFPSITE POND - POND 1 WITH ZERO RELEASE
PROJECT: MRARTHFIRS PUD FIRST PILING DATE: 09/26/97
PROJ.NO. 1552-01-96
PILE: HP POND BY MEO
CONTRIBUTING
AREA 51.69 ACRES - AREA ON SOUTH SIDE OF DOUGLAS ROAD - DEVELOPED
86.60 ACRES - AREA ON NORTH SIDE OF DOUGLAS ROAD - HISTORIC
TOTAL 138.29 ACRES
DESIGN STORM: 100 YOAR RUNOFF COEFFICIENT 0.29
RELEASE RATE: 0.00 CPS = Q100 TO POND AREA: 128.29 ACRES
INITIAL TIME: 5 MINUTES TIME INCREMENT: 5 MINUTES
ADDITIONAL PLOW FROM NORTH SIDE OF DOUGLAS 0.00 CPS REFER TO PAGE 2A
INFLOW ADDIT'L INFLOW RELEASE STORAGE STORAGE
TIME TIME INTENSITY RATE FLOW VOLUME VOLUME VOLUME VOLUME
.in eec iph cfe cfe cf cf cf ac-ft
5 300 9.30 372.97 0.00 111890.4 0.0 111690 2.57
10 600 7.14 296.34 0.00 171806.0 0.0 171806 3.94
15 900 6.06 243.03 0.00 218727.8 0.0 218728 5.02
20 - 1200 5.21 208.94 0.00 250730.8 0.0 250731 5.76
25 1500 4.63 185.68 0.00 278523.0 0.0 278523 6.39
30 1800 4.20 169.44 0.00 303187.0 0.0 303187 6.96
35 2100 3.81 152.80 0.00 320872.9 0.0 320873 7.37
40 2400 3.60 144.37 0.00 346499.4 0.0 346499 7.95
45 2700 3.28 131.54 0.00 355161.9 0.0 355162 8.15
50 3000 3.02 121.11 0.00 363343.1 0.0 363343 8.34
55 3300 2.80 112.29 0.00 370561.9 0.0 370562 8.51
60 3600 2.60 104.27 0.00 375374.4 0.0 375374 8.62
65 3900 2.43 - 97.45 0.00 360066.6 0.0 380067 8.73
70 4200 2.30 92.24 0.00 287405.6 0.0 387406 8.89
75 4500 2.17 87.03 0.00 391616.5 0.0 391617 8.99
80 4800 2.07 83.02 0.00 398474.3 0.0 398474 9.15
85 5100 1.96 78.60 0.00 400880.6 0.0 400881 9.20
90 5400 1.87 74.99 0.00 404971.2 0.0 404971 9.30
95 5700 1.77 70.98 0.00 404610.3 0.0 404610 9.29
100 6000 1.70 68.18 0.00 409061.8 0.0 409062 9.39
105 6300 1.63 65.37 0.00 411829.0 0.0 411829 9.45
110 6600 1.57 62.96 0.00 415558.7 0.0 415559 9.54
115 6900 1.50 60.16 0.00 415077.4 0.0 415077 9.53
120 7200 1.44 57.75 0.00 415799.3 0.0 415799 9.55 ***
•.»......................*..rrrrr.rr.. +.r.»+•rrr»....y.......••rr...r
INFLOW AODIT'L INFLOW RELEASE STORAGE STORAGE
TIME TIME INTENSITY RATE PLOW VOLUME VOLUME VOLUME VOLUME
min eec iph cfe cfe cf cf cf ac-ft
VOLUME REQUIRED FOR RELEASE 0.00 CPS = 415799 CP rr*
9.55 ACRE -PERT
SHEAR ENGINEERING CORPORATION
PAGE
AVAILABLE STORAGE IN POND 1 Q HEARTHFIRE PUD FIRST FILING
PROJECT :HEARTHFIRE PUD DATE: 09/26/97
PRAT. NO:1552-01-96 BY HBO
LOCATION:FORT COLLINS PILE: HFPOND
NOTES :OPERATING WSBL WILL BE 106.25 PERT
POND 1 WEST SIDE OF HBARTHPIRR WAY
CONSTANT: 62 = 1 SQ IN. FIRST EVEN CONTOUR 107 FEET
INVERT 106.25 FEET TOP ELEV 108 FEET
INCREMENT 1 FOOT SCALE: 1• = 100 FEET
♦»...«« ««...... .rr..r.r :..»..« ..a..rr♦ •.ru ur ♦r...rr« rr..r..a +a r.»r.
STAGE ELEV PLANI- AREA AREA VOLUME CUM. CUM. CUM.
METER (A1) (A2) (V1) VOLUME VOLUME VOLUME
ft ft READING aq in aq ft cf cf Cy ac-ft
0.00 106.25 0 0.00 0 0 0 0 0.00
0.75 107 605 9.76 97581 36593 36593 1355 0.84
1.75 108 821.5 13.25 132500 115040 IS1633 5616 3.48
POND 1 EAST SIDE OF HEARTHFIRE WAY
r..r..rr rrrrrrrr r+rrarar .aarr.r. r.rrr..r •rr.r rrr r+rrrra. rr..r rrw rarr.r.r
STAGE ELEV PLANI- AREA AREA VOLUME CUM. CUM. CUM.
METER (A1) (A2) (V1) VOLUME VOLUME VOLUME
ft ft READING aq in eq ft cf cf ry ac-ft
•.....r. •rrrrrrr r..r.r.r a�awr rwa •..+.... ........ .r»r.r. •.... ur .xra.+..
0.00 106.25 0 0.00 0 0 0 0 0.00
0.75 107 522 8.44 84355 31633 31633 1172 0.73
1.75 108 664 10.71 107097 95726 127359 4717 2.92
POND 1 - TOTAL VOLUME
u rr rr.• ♦rrrrrrr r....rr• rr..r wwa ar...u. •...rrr♦ rrrrrrrr .. u...♦ rr..r...
STAGS ELEV PLANI- AREA AREA VOLUME CUM. CUM. CUM.
METER (A1) (A2) (V1) VOLUME VOLUME VOLUME
ft ft READING 0q in aq ft cf cf cy ac-ft
rrrrrrrr rrrrrrrr rxwrra+. .rrrx.r. rrrrrrrr •rrrrrrr rxrr+rwr rrrrrrrr .rrraa.•
0.00 106.25 0 0.00 0 0 0 0 0.00
0.75 107 1128 18.19 181935 68226 68226 2527 1.57
1.75 108 1485.5 23.96 239597 210766 278992 10333 6.40
VOLUME REQUIRED IN POND 1 EQUALS 192611 CF
4.42 AC -FT
ELEVATION Q WHICH REQ'D VOLUME IS REACHED - 107.59 FEET
VOLUME PROVIDED ABOVE BLRVATION 106.25 EQUALS 278992 CP
6.40 AC -FT
EXCESS VOLUME BASED ON Qreleaee 64.12 EQUALS 86381 CF
1.98 AC -FT
REQUIRED VOLUME BASED ON Qreleaee 0 EQUALS 415799.3 CP
9.55 AC -PT
46
CONCLUDS:STORAGE VOLUME WITHIN POND 1 ABOVE OPERATING WSEL IS ADEQUATE FOR 100-YRAR STORM
WSBL FOR REQUIRED STORAGE IS BELOW THE. ALLOWABLE ELEVATION AT LOWPOINT IN STREET
v
SHEAR ENGINEERING CORPORATION
PAGE
VOLUME IN POND 1 ABOVE THE WSEL UP TO THE INTERSECTION OF HRARTHFIRE WAY AND DRIVE
PROTECT :HSARTHFIRB PUD 1ST DATE: 09/26/97
TROT. NO:1552-01-96 BY MEO
PILE: MPPOND
CONSTANT: 69.5 = 1 SQ IN. FIRST EVEN CONTOUR 5110 FEET
INVERT 5106.25 FEET TOP ELEV 5110 FEET
SCALE: 1. = 100 PEST
STAGE BLBV PLANI- AREA AREA VOLUME CUM. CUM. CUM.
METER (A1) (A2) (V1) VOLUME VOLUME VOLUME
ft ft READING eq in eq ft cf cf ry ac-ft
as+++ea• x.r+r... ..a.a... +.....r. r aura rrrrrrr. .xr.r.rr r.x+..a. ra++..++
0.00 5106.25 0 0.00 0 0 0 0 0.00
3.75 5110 1593 22.92 229209 429766 429766 15917 9.87
PORMULM:Al- (PLANIMSTER READING)/CONSTANT
A2. (Al) -SCALE SQUARED
AVG PLAN IMETER RHAD ING FOR 5106.25 . 880.5
AVG PLANIMHTER READING FOR 5110.OD . 2473.5
DIFFERENCE . 1593 USE THIS TO DETERMINE VOLUME IN POND 1
TOTAL AVAILABLE VOLUME IN POND 1 . 429766 CP
9.87 AC -FT
VOLUME REQUIRED IN POND 1 FOR ZERO RELEASE . 4IS799 CP .
9.55 AC -FT
PLOWLINB HLEV 0 LOW POINT ON HRARTHFIRB DRIVE 5110.17 FEET
TOP CURB 0 LOW POINT ON HEARTHFIRH DRIVE . 5110.67 FEET
GRADE AT BASEMENT LINE AT LOWPOINT . 5111.11 PERT
CONCLUDE:IF THE OUTLET BOX IS 100% CLOGGED
HEARTHPIRR DRIVE WILL NOT BE OVERTOPPED DURING 100-YEAR STORM
LOW POINT ON HEARTHFIRE WAY WOULD BE INUNDATED DURING THE 100-YEAR STORM
NO DAMAGE TO RESIDENCES ON SOUTH SIDE OF HEARTHFIRH DRIVE IS EXPECTED
46A
SHEAR ENGINEERING CORPORATION
PAGE: 47
OVERFLOW STRUCTURE FOR POND I
PROJECT:
HRARTHPIRR PUD
DATE:
09/26/97
PROTRCT NO
1552-01-96
BY
HBO
PROTECT LOCATION
:PORT COLLINS
PILE:
HFPOND
NOTES: ALLOW PLOW DEPTH UP TO 6'
OVER CROWN AT LOW POINT FOR Q100
INPUT FOR OVER PLOW STRUCTURE
OUTLET PIPS DIAN. (£t) = 2.00 WEIR TYPE BROADCRESTED
PIPS SLOPS M = 2.20 WEIR LENGTH (ft) - 13.00 SEE DETAIL
MANNINGS n = 0.012
INITIAL DELTA (ft) = 0.25 WEIR INVERT (ft) . ID6.25 OPERATING W.S.ELRV.
DELTA HEAD (ft) 0.50 WEIR COSP. (Cwo) . 2.60 PG 4-59 CIVIL SNG HANDBOOK
Q100 TO POND 1 64.12 TOP OF BERM (ft) . 107.85 6. OVER CROWN 0 LP
******** *******♦ r******* .OUTPUT* ******** r******* **a***** ******** rrrr*+er
RRQ'D HEAD OVER WEIR (ft)- 1.532 MAXIMUM WATER ELEVATION 107.85 FEET
PIPE AREA (SP) - 3.14 WETTED PERIMETER 6.28 FEET
HYD. HAD (FT) 0.500 FRET R^2/3 = 0.6298
NO. OF PIPES . 2 OUTLET'PIPS CAPACITY = 72.68 CPS
......• •:**rrrrr+*+.e....*OUT POT* urrr*»*rr err* r+a+.a+*e+r»»r++r..•*r**»rr
HEAD
ELEV. OVER WEIR
WEIR PLOW
ft ft cf.
106.25 0.00 0.00
106.50 0.25 4.22
106.85 0.60 15.71 PLOWLINE AT LOW POINT ON HRARTHPIRR
107.00 0.75 21.95
107.35 1.10 38.99 CHNTERLINE AT LOW POINT ON HRARTHPIRR
107.50 1.25 47.24
107.59 1.34 52.44 ELEV. 0 WHICH REQ'D VOLUME IS REACHED
107.782 1.53 64.12 WATER SURFACE FOR Q100
107.85 1.60 68.41 TOP OF BERM . 6' OVER CROWN 0 LP ON HRARTHPIRE WAY
107.85 1.60 68.41 MAXIMUM ALLOWABLE W.S.RLRV
*++++++. •*rrrrr• **rrrrr♦
WEIR EQUATION: CWLH"3/2
107.7E 107.59 OK RSQ'D VOLUME REACHED
107.78 < 107.85 OK PLOW DEPTH IN STREET
68.41 < 72.68 OK PIPE CAPACITY NOT EXCEEDED
DUAL 24' ADS N-12 PIPS SLOPE . 0.022 PT/FT
CONVEYANCE FACTOR ((1.486*A*R 2/3)/N)) . 245.08
DUAL 24- ADS N-12 PIPS CAPACITY 72.70
SINGLE 30' ADS N-12 PIPS SLOPE = 0.01
CONVEYANCE FACTOR ((1.486*A+R^2/3)/N)) . 444.35
DUAL 30- ADS N-12 PIPS CAPACITY . 88.87 CPS
CONCLUDE:OUTLRT STRUCTURE IS ADEQUATE
ALLOWABLE STREET DEPTHS ARE NOT EXCESORD
SHEAR ENGINEERING CORPORATION
PAGE 46
STORAGE VOLUME REQUIRED FOR PONE) 2 IN TRACE A
PROJECT: HEARTHPIRE PUD FIRST PILING DATE: 09/26/97
PROT.NO. 1552-01-96
PILE: HPPOND BY MHO
CONTRIBUTING
AREA 73.05 ACRES FROM WITHIN HBARTHPIRE PUD
128.29 ACRES FROM POND 1 AND UPSTREAM OF DOUGLAS ROAD
TOTAL 211.34 ACRES
REFER TO PAGE 15 FOR RELEASE RATE
DESIGN STORM: 100 YEAR RUNOFF COEFFICIENT 0.74
RELEASE RATE: 218.05 CPS • Q100 TO POND AREA: 73.05 ACRES
INITIAL TIME: 5 MINUTES TIME INCREMENT: 5 MINUTES
ADDITIONAL PLOW FROM POND 1 - 64.12 CPS REFER TO PAGE 45
INFLOW ADDIT'L INFLOW RELEASE STORAGE STORAGE
TIME TIME INTENSITY RATS PION VOLUME VOLUME VOLUME VOLUME
.in Dec iph cfe cfe cf cf cf ac-ft
..0..................r.rr•x.x.....rr.rrrr.rru r.r..rrr....r....x..e.r.x.........
5 200 9.30 502.73 64.12 170065.0 65415.0 104640 2.40
10 600 7.14 385.97 64.12 270052.2 130630.0 139222 3.20
15 900 6.06 327.59 64.12 352534.9 196245.0 256290 3." r.r
20 1200 5.21 281.64 64.12 414908.4 261660.0 253248 3.52
25 1500 4.63 250.28 64.12 471605.9 327075.0 144531 3.32
30 1800 4.20 227.04 64.12 524086.9 392490.0 131597 3.02
35 2100 3.81 205.96 64.12 567162.1 457905.0 109257 2.51
40 2400 3.60 194.61 64.12 620940.5 523320.0 97620 2.24
45 2700 3.28 177.31 64.12 651852.8 588735.0 63118 1.45
♦.r»rrrr:ru rrrrrrru urrrr♦♦rrrrxrr»rrr.0 rrr rr rrr rx rr rrrrrrrrxr r.».
INFLOW ADDIT'L INFLOW RELEASE STORAGE STORAGE
TIME TIME INTENSITY RATS PLOW VOLUME VOLUME VOLUME VOLUME
.in Dec iph cfe c£. cf cf cf ac-ft
VOLUME REQUIRED FOR RELEASE 218.05 CPS 156290 CP
3.59 ACRE -FRET
SHEAR ENGINEERING CORPORATION
PAGE 485
STORAGE VOLUME REQUIRED FOR POND 2 IP PRIMARY WHIR IS TOTALLY CLOGGED
AND OVERFLOW WEIR IS FUNCTIONING
PROTECT: HEARTHPIRS PUT) FIRST FILING DATE: 10/01/97
PEW NO. 1552-01-96
PILE: HPPOND BY MEO
CONTRIBUTING
AREA 73.05 ACRES FROM WITHIN HEARTHPIRE PUD
138.29 ACRES FROM POND 1 AND UPSTREAM OF DOUGLAS ROAD
TOTAL 211.34 ACRES
DESIGN STORM: 100 YEAR RUNOFF COEFFICIENT 0.74
RELEASE RATE: 61.00 CPS = Q100 TO POND AREA: 73.05 ACRES
INITIAL TIME: 5 MINUTES TIME INCREMENT: 5 MINUTES
ADDITIONAL PLOW FROM POND 1 - 64.12 CPS REFER TO PAGE 48
INFLOW ADDIT'L INFLOW RELEASE STORAGE STORAGE
TIME TIME INTENSITY RATE FLOW VOLUME VOLUME VOLUME VOLUME
min sec iph cfs cfs cf cf cf ac-ft
.rrrrrrrrrr r...w..r.rrww..rrrrr a rrrrrrr.rw.r.wr.r •rrrrrr+r r..rrr.rr.w«rr rrrrur
5 300 9.30 502.73 64.12 170055.0 18300.0 1517SS 3.48
10 600 7.14 385.97 64.12 270052.2 36600.0 233452 5.36
15 900 6.06 327.59 64.12 352534.9 54900.0 297635 6.83
20 1200 5.21 281.64 64.12 414908.4 73200.0 341708 7.84
25 1500 4.63 250.28 64.12 471605.9 91500.0 380106 8.73
30 1800 4.20 227.04 64.12 524086.9 109800.0 414287 9.51
35 2100 3.81 205.96 64.12 567162.1 128100.0 439062 10.08
40 2400 3.60 194.61 64.12 620940.5 146400.0 474540 10.89
45 2700 3.28 177.31 64.12 651852.8 164700.0 487153 11.18
50 3000 3.02 163.25 64.12 662116.4 183000.0 499116 11.46
55 3300 2.80 151.36 64.12 711082.7 201300.0 509783 11.70
60 3600 2.60 140.55 64.12 736805.5 219600.0 517206 11.87
65 3900 2.43 131.36 64.12 762366.2 237900.0 524466 12.04
70 4200 2.30 124.33 64.12 791494.6 256200.0 535295 12.29
75 4500 2.17 117.30 64.12 816406.6 274500.0 541907 12.44
80 4800 2.07 111.90 64.12 844886.4 292800.0 SS2086 12.67
85 5100 1.96 105.95 64.12 867365.8 311100.0 556266 12.77
90 5400 1.97 101.09 64.12 992115.6 329400.0 562716 12.92
95 5700 1.77 95.68 64.12 910865.1 347700.0 563165 12.93
100 6000 1.70 91.90 64.12 936101.4 366000.0 570101 13.09
105 6300 1.63 88.11 64.12 959067.3 384300.0 574767 13.19
110 6600 1.57 84.87 64.12 983330.6 402600.0 5SO731 13.33
115 6900 1.50 E1.09 64.12 1001918 420900.0 581018 13.34
120 7200 1.44 77.84 64.12 1022127 439200.0 582927 13.38 ...
r♦u rrr».....u...r.r+w.wrws.rrrru rrrrrr......s....rwrrrrr.ee.rw.wrrr
INFLOW ADDIT'L INFLOW RELEASE STORAGE STORAGE
TIME TIME INTENSITY RATE PLOW VOLUME VOLUME VOLUME VOLUME
min sec iph cfs cfs cf cf cf ac-ft
VOLUME REQUIRED FOR RELEASE = 61.00 CPS = 582927 CP
13.38 ACRE-FEET
AVAILABLE VOLUME IN POND 2 = 13.50
CONCLUDB:DESIGN OVERFLOW WEIR TO PASS 61.00 CBS
$O THAT THE AVAILABLE POND VOLUME IS ADEQUATE
SHEAR ENGINEERING CORPORATION
PAGE
AVAILABLE STORAGE IN POND 2 0 HEARTHPIRE PUD FIRST PILING
PROJECT :HEARTHFIRS POD DATE: 10/01/97
PRAT. NO:1552-01-96 BY MSO
LOCATION:FORT COLLINS PILE: HPPOND
NOTES
POND 2
CONSTANT: 67.5 - 1 SQ IN. FIRST EVEN CONTOUR 92
INVERT 90.5 FEET TOP SLEV 92.5
INCREMENT 1 FOOT SCALE: 1. 100
r vxxrrrr rrr..... ....rre: r...o-... ........ ..x....• ........ ........ •rr..ee.
STAGS SLBV PLANI- AREA AREA VOLUME CUM. CUM. CUM.
METER (Al) (A2) (V1) VOLUME VOLUME VOLUME
ft ft READING oq in eq ft cf of cY ac-ft
POND
0.00 90.5 0 0.00 0 0 0 0 0.00
1.50 92 3306 49.98 489778 367333 367333 13605 8.42
2.00 92.5 3634.5 53.84 538444 257056 624389 23136 14.33
ISLAND
90.5 0 0.00 0
92 207 3.07 30667
92.5 ISO 2.22 22222
POND - ISLAND - TOTAL
TOTAL 90.5 0 0.00 0
92 3099 45.91 459111
92.5 3484.5 51.62 516222
PORMULAS:A1� (PLANIMBTER RRADING)/CONSTANT
A2= (A1).SCALE SQUARED
VOLUME REQUIRED IN POND 2 EQUALS
0 0 0 0.00
23000 23000 852 0.53
13222 36222 1342 0.83
344333 344333 12753 7.90
243833 588167 21784 13.50
VOLUME PROVIDE➢ UP TO ELEVATION 92.5 EQUALS
EXCESS VOLUME EQUALS
INTERPOLATED VOLUMES
HLSV. STAGS VOLUME
PT PT AC -FT
90.50 0.00 0
91.00 0.50 3.38
91.50 1.00 6.75
92.00 1.50 10.13
92.50 2.00 13.50
156290 CP
3.59 AC -PT
588167 CP
13.50 AC -FT
431877 CP
9.91 AC -PT
49
CONCLUDS:SET OPERATING WATER LEVEL AT ELEVATION - 90.50
STORAGE ABOVE 90.5 IS GREATER THAN 3.59 ACRE-FEET
STORAGE VOLUME WITHIN POND 2 ABOVE OPERATING WSBL IS ADEQUATE FOR 100-YRAR STORM
WITH ZERO RELEASE REQUIRED VOLUME = 23.46 AC -PT SSE PAGE 48A
DESIGN STORM SEWER AND OVERFLOW WEIR TO CONVEY 0100 TO RICHARDS LAKE
DESIGN OVERFLOW WEIR TO PASS ADDITIONAL PLOW SO THAT ONLY 13.50 AC -FT
OF STORAGE IS REQUIRED
SHEAR ENGINEERING CORPORATION
PAGE: 50
OVERFLOW STRUCTURE FOR POND 2
PROJECT: HBARTHPIRB PUD DATE: 10/01/97
PROJECT NO 1552-01-96 BY RED
PROJECT LOCATION :PORT COLLINS PILE: HPPOND
INPUT FOR OVER PLOW STRUCTURE
EMERGENCY SPILLWAY PRIMARY SPILLWAY
WEIR TYPE BROADCRESTED WEIR TYPE BROADCRESTED
WEIR LENGTH (ft) . 66.38 WEIR LENGTH (ft) = 30.00 15' X 4' BOX
WEIR INVERT (ft) . 91.98 TOP CURB WEIR INVERT (ft) . 90.50 OPERATING W.S.ELEV.
WEIR COBF. (CWO) . 2.60 WEIR CORP. (C.) = 2.60
OUTLET PIPE DIAM. (ft) = 2.50 TOP OF BERM (ft) = 92.48 6. OVER CROWN AT LOWPOINT
PIPE SLOPE (4) = 2.00 MANNINGS n = 0.012
INITIAL DELTA (ft) . 0.50
DELTA HEAD (ft) 0.50 QIOO TO POND 2 = 218.05 CPS SEE PAGE 15
. rr.».. .11..... ...r.... .OUTPUTr ...»... u...... ..r..... ........
PIPE AREA (SP) . 4.91 WETTED PERIMETER = 7.85 PERT
HYD. RAD (PT) . 0.625 FEET RA2/3 = 0.7309
NO. OF PIPES . 3 OUTLET PIPES CAPACITY . 188.49
NO. OF PIPES . 4 OUTLET PIPES CAPACITY . 251.32
rr.».......rxr.rr.»rrxrxxxOUTPUT*•r.r.r.r•r.rrr..»»rrrrr....»....r
PRIMARY SPILLWAY EMERGENCY SPILLWAY
HEAD HEAD
ELEV. OVER WEIR OVER WEIR TOTAL
WEIR PLOW WEIR PLOW PLOW
ft ft cf. ft cfo cfn
.....r.tt.a.a.t.ar«t«araaaararr.rr....rr.rrr.r..r.....
90.50 0.00 0.00 0.00 0.00 0.00
91.00 0.60 27.58 0.00 0.00 27.58
91.50 1.00 78.00 0.00 0.00 78.00
91.98 1.48 140.44 0.00 0.00 140.44 EMERGENCY OVERFLOW WEIR INVERT
92.00 1.50 143.30 0.02 0.49 142.78
92.295 1.90 107.58 0.31 30.51 218.09 W.S.EL. FOR Q100
92.301 1.80 188.52 0.32 31.39 219.91 BEGIN PRESSURE PLOW IN ADS PIPE
92.48 1.98 217.32 0.50 61.02 272.34 6- OVER CROWN AT LOWPOINT
...r.rrttr.a.r a..t.ar arrr...rrrr...rr.0 ur.rr..rxai
WEIR EQUATION: CWLH-3/2
92.30 < 92.48 OK ALLOWABLE PLOW DEPTH NOT EXCEEDED
61.02 > 61.00 OK OVERFLOW WEIR IS ADEQUATE
CONCLUDE:POND VOLUME ADEQUATE
TOTAL COMBINED WEIR PLOW EXCEEDS Q100 - THEREFORE ADEQUATE
SET TOP OF CURB ELEVATION LEVEL AT 91.98 PEST
TOTAL LENGTH . 66.38 PERT
ALLOWABLE PLOW DEPTH IN STREET NOT EXCEE➢ED
TRIPLE 30" ADS N-12 PIPES HAVE CAPACITY OF 188.49 CPS (HW/D -1.0)
QUADRUPLE 30- ADS N-12 PIPES HAVE CAPACITY OF 251.32 CPS (HW/D =1.0)
SINGLE 24" X 30" BRCP PIPE HAS CAPACITY OF 64.54 CPS (HW/D .1.0)
QUADRUPLE 24" X 38" BRCP PIPES HAVE CAPACITY 258.15 CPS (HW/D .1.0)
TREET CAPACITIE
SHEAR ENGINEERING CORPORATION
PAGE 48A
STORAGE VOLUME REQUIRED FOR POND 2 IN TRACT A IP OUTPALL IS TOTALLY CLOGGED
PROTECT: HEARTHFIRE PUD FIRST PILING DATE: 09/26/97
PROJ.NO. 1552-01-96
PILE: HPPOND BY HBO
CONTRIBUTING
AREA = 73.05 ACRES FROM WITHIN HEARTHPIRR PUD
138.29 ACRES FROM FOND 1 AND UPSTREAM OF DOUGLAS ROAD
TOTAL 211.34 ACRES
DESIGN STORM: 10D YEAR RUNOFF COEFFICIENT 0.74
RELEASE RATE: 0.00 CPS = Q100 TO POND AREA: 73.05 ACRES
INITIAL TIME: 5 MINUTES TIME INCREMENT: 5 MINUTES
ADDITIONAL PLOW FROM POND 1 = 64.12 CPS REFER TO PAGE 48
INFLOW ADDIT'L INFLOW RELEASE STORAGE STORAGE
TIME TIME INTENSITY RATE PLOW VOLUME VOLUME VOLUME VOLUME
min eec iph cfe cf. cE cf cf ac-ft
«..rrrrrrr•r«....rr«u rrrrrrrrr..«.....rrurrrr rr..r+r.rrrr...rr..0 rrrrrr..rrrrr
5 300 9.30 502.73 64.12 170055.0 0.0 1700S5 3.90
10 600 7.14 385.97 64.12 270052.2 0.0 270052 6.20
15 900 6.06 327.59 64.12 352534.9 0.0 352535 6.09
20 1200 5.21 281.64 64.12 414908.4 0.0 414909 9.52
25 1500 4.63 250.28 64.12 471605.9 0.0 471606 10.83
30 1800 4.20 227.04 64.12 524086.9 0.0 524087 12.03
35 2100 3.81 205.96 64.12 567162.1 0.0 567162 13.02
4D 2400 3.60 194.61 64.12 620940.5 0.0 620940 14.25
45 2700 3.28 177.31 64.12 651852.8 0.0 651853 14.96
50 3000 3.02 163.25 64.12 682116.4 0.0 682116 15.66
55 3300 2.80 151.36 64.12 711082.7 0.0 711083 16.32
60 3600 2.60 140.55 64.12 736805.5 0.0 736806 16.91
65 2900 2.43 131.36 64.12 762366.2 0.0 762366 17.50
70 4200 2.30 124.33 64.12 791494.6 0.0 791495 18.17
75 4500 2.17 117.30 64.12 816406.6 0.0 816407 18.74
80 4800 2.07 111.90 64.12 944896.4 0.0 844886 19.40
85 5100 1.96 105.95 64.12 867365.8 0.0 960366 19.91
90 5400 1.87 101.09 64.12 892115.6 0.0 892116 20.48
95 5700 1.77 95.68 64.12 910865.1 0.0 910865 20.91
100 6000 1.70 91.90 64.12 936101.4 0.0 936101 21.49
105 6300 1.63 88.11 64.12 959067.3 0.0 959067 22.02
110 6600 1.57 84.87 64.12 983330.6 0.0 983331 22.57
115 6900 1.50 81.09 64.12 1001918 0.0 1001918 23.00
120 0200 1.44 07.84 64.12 1022127 0.0 1022127 23.46 •«•
r.rrrrr•u»..u...rer rrrrr»rrr rrrrr.:..e.«r.rrrr rrr re♦•.r»rrrrrr♦r».
INFLOW ADDIT'L INFLOW RELEASE STORAGE STORAGE
TIME TIME INTENSITY RATE FLOW VOLUME VOLUME VOLUME VOLUME
min eec iph cfe cE0 cf cf cf ac-ft
VOLUME REQUIRED FOR RELEASE = 0.00 CPS = 1022127 CP
23.46 ACRE-FEET
SHEAR ENGINEERING CORPORATION
STREET CAPACITY ® DP 2F
PROTECT NAME: HEARTHFIRE PUD FILING 1 DATE: 08/07/97
PROTECT NO. : 1552-01-96 BY : MHO
STREET DESCRIPTION: PILE: STREET
HEARTHFIRE DRIVE AND MORNING STAR WAY
TYPE: COLLECTOR STREET
ROAD WIDTH: 50 FEET FLOWLINB TO FLOWLINE
CURB: VERTICAL
SIDEWALK: DETACHED
SIDEWALK WIDTH: 5.00 FEET
SLOPE: 0.0061 FT/FT MINIMUM SLOPE INTO LOWPOINT
ABDUCTION FACTOR (F): 0.80 REFER TO FIGURE 4-2
MINOR STORM
ALLOWABLE FLOW DEPTH: 0.50 FEET ® FLOWLINE
MAJOR STORM
ALLOWABLE FLOW DEPTH: 1.13 FEET 6 FLOWLINE
PAGE 49
MAJOR MINOR
STORM STORM
CPS CPS
THEORETICAL CAPACITY 266.53 16.84 REFER TO HAESTRADS METHODS PRINTOUT
ACTUAL CAPACITY 213.22 13.47 THEORETICAL X F
VERSUS
0100 AND Q2 20.98 5.95
CONCLUDB:ALLOWABLE FLOW DEPTH IN STREET NOT EXCEED FOR MOTOR AND MINOR STORMS
2-year storm @ DP 2f
Worksheet for Irregular Channel
Project Description
Project File
c:\haestad\fmw\streets.fm2
Worksheet
50' road w/ vertical curb in 66 foot ROW
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
Channel Slope
0.006100
ft/ft
Water Surface Elevation 100.50
ft
Elevation range:
100.00 ft to 101.13 ft.
Station (ft)
Elevation (ft)
Start Station
0.00
101.13
0.00
0.00
100.76
0.00
5.00
100.66
63.00
13.00
100.50
71.00
13.00
100.00
76.00
15.00
100.17
38.00
100.63
61.00
100.17
63.00
100.00
63.00
100.50
71.00
100.66
76.00
100.76
76.00
101.13
Results
Wtd. Mannings Coefficient
0.016
Discharge
16.84
cfs
Flow Area
7.11
ft'
Wetted Perimeter
38.02
ft
Top Width
37.00
ft
Height
0.50
ft
Critical Depth
100.49
ft
Critical Slope
0.006747 ft/ft
Velocity
2.37
ft/s
Velocity Head
0.09
ft
Specific Energy
100.59
ft
Froude Number
0.95
Flow is subcritical.
Flow is divided.
End Station
Roughness
0.00
0.032
63.00
0.016
71.00
0.032
76.00
0.016
76.00
0.032
0a/08/97 FlowMaster v5.13
11:29:42 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
100-year storm @ DP 2f
Worksheet for Irregular Channel
Project Description
Project File
c:\haestad\fmw\streets.fm2
Worksheet
50' road w/ vertical curb in 66 foot ROW
Flow Element
Irregular Channel
Method
Manning's Formula
Salve For
Discharge
Input Data
Channel Slope
0.006100
ft/ft
Water Surface Elevation 101.13
ft
Elevation range:
100.00 ft to 101.13 ft.
Station (ft)
Elevation (ft)
Start Station
0.00
101.13
0.00
0.00
100.76
0.00
5.00
100.66
63.00
13.00
100.50
71.00
13.00
100.00
76.00
15.00
100.17
38.00
100.63
61.00
100.17
63.00
100.00
63.00
100.50
71.00
100.66
76.00
100.76
76.00
101.13
Results
Wtd. Mannings Coefficient
0.017
Discharge
266.53
cfs
Flow Area
50.76
ft'
Wetted Perimeter
77.77
ft
Top Width
76.00
ft
Height
1.13
ft
Critical Depth
101.19
ft
Critical Slope
0.004671 ft/ft
Velocity
5.25
ft/s
Velocity Head
0.43
ft
Specific Energy
101.56
ft
Froude Number
1.13
Flow is supercritical.
End Station
Roughness
0.00
0.032
63.00
0.016
71.00
0.032
76.00
0.016
76.00
0.032
08/08/97 FlowMaster v5.13
11:32:48 AM Haestad Methods, Inc. W Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
100-year storm Cross Section
Cross Section for Irregular Channel
Project Description
Project File
c:\haestad\fmw\streets.fm2
Worksheet
50' road w/ vertical curb in 86 foot ROW
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Discharge
Section Data
Wtd. Mannings Coefficient 0.017
Channel Slope
0.006100 ft/ft
Water Surface Elevation 101.13 ft
Discharge
266.53 cfs
r
W
101.0
100.2
- ---- --
----
100.0
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0
Station (ft)
08/08/97 FloWaster v5.13
11:34:56 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
2-year storm Cross Section
Cross Section for Irregular Channel
Project Description
Project File c:\haestad\fmw\streets.fm2
Worksheet
50' road w/ vertical curb in 16 foot ROW
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For Discharge
Section Data
Wtd. Mannings Coefficient 0.016
Channel Slope 0.006100 ft/ft
Water Surface Elevation 100.50 ft
Discharge 16.84 cfs
101
C
a 100.6
N
N
W
100.4
100.2
I
1 I I I I
I I
I
I 1 I 1 I
I 1
I
I I I I I
I I
1
I I I I I
I
1
I
1 I I I I
I
1
1
1 1 I I I
I
I
1
I 1 I 1 1
I
I
I
I I I I I
1
I
------- --
I
- ------------r--------1r- -----------------------
I1 1
----
1
---
I
I
I
I
I 1 1 1 I
1 I I I I
I I 1 I I
1
1
I
1
I
I
I I I I I
I I I I 1
I
I
I
1
1
1
1
I I I I I
I
I
I
1 I 1 1 I
I
I
1
I 1 I 1 1
I
I
_I
_J _1 _L _I-------- J--------
1
_I
I
I
1
I I 1 I I
I I I I I
I I 1 1
I
1
I
1
I
I
I
I I I I I
I I I I I
I I
I 1
I 1
I
I 1 1 1 I
I 1
I
I 1 I I I
I I
I
I I 1 1 1
I
I
1 1 1 I 1
1
1
1
1 1 1 1 1
I I
1 1 1 1 I
1 I
I
I 1 1 I 1
I I
I
1 I 1 1 1
I I
1
I
I I
1
I 1 I I
I I
I
I I I I 1
I 1
I
1
1 I I 1
1 I
I
1 I 1 I 1
I I
I
I 1 1 I 1
1 1
I
I 1 1 1 1
1 I
I
I I 1 1 I
1 I
I
I I I I I
I I
I
I I I I
I I
I
I
1 I I I I
1 1 I I I
I I
1 I
I
I I I I 1
I 1
I
I I 1 I 1
I 1
I
I I I I 1
1 I
I
I I I 1 I
I I
1
I I I I I
I I
I
I 1 1 1 I
I 1
1
1
I I 1 I I
I I 1 1 I
I I
1 I
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 50.0
Station (ft)
08/08/97 FlowMaster v5.13
11:35,26 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
SHEAR ENGINEERING CORPORATION
PAGE 50
STREET CAPACITY 0
DP
2G
PROJECT NAME: HRARTHPIRB
PUD FILING 1
DATE: 08/07/97
PROJECT NO. : IS52-01-96
BY : MEO
STREET DESCRIPTION:
FILE: STREET
BARNSWALLOW CIRCLE AND SNIPE LANE
TYPE:
LOCAL
STREET
ROAD WIDTH:
30
FEET PLOWLINE TO FLOWLINE
CURB:
ROLLOVER
SIDEWALK:
DETACHED
SIDEWALK WIDTH:
4.50
FEET
SLOPE:
0.0100
FT/FT
MINIMUM SLOPE INTO LOWPOINT
REDUCTION FACTOR (F):
0.80
REFER TO
FIGURE 4-2
MINOR STORM
ALLOWABLE PLOW DEPTH:
0.39
FEET W PLOWLINE
MAJOR STORM
ALLOWABLE FLOW DEPTH:
0.89
FEET @ PLOWLINE
MAJOR
MINOR
STORM
STORM
CPS
CPS
THEORETICAL CAPACITY
175.37
14.15
REFER TO HAESTEADS METHODS PRINTOUT
ACTUAL CAPACITY a
140.30
11.32
THEORETICAL X F
VERSUS
Q100 AND Q2
14.74
4.18
CONCLUDE:ALLOWABLS PLOW DEPTH IN STREET NOT EXCEED FOR MAJOR AND MINOR STORMS
2-year storm on 30 foot road
Worksheet for Irregular Channel
Project Description
Project File
c:\haestad\fmw\streets.fm2
Worksheet
30 foot road w/rollover in 51' ROW
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
Channel Slope
0.010000 tuft
Water Surface Elevation
100.39 ft
Elevation range:
100.00 ft to 100.89
ft.
Station (ft)
Elevation (ft)
Start Station
0.00
100.89
0.00
0.00
100.60
0.00
4.50
100.51
4.50
9.08
100.39
9.08
10.50
100.00
41.92
11.67
100.11
46.50
25.50
100.39
51.00
39.33
100.11
40.50
100.00
41.92
100.39
46.50
100.48
51.00
100.60
51.00
100.89
Results
Wtd. Mannings Coefficient
0.016
Discharge
14.15
cfs
Flow Area
5.21
ft'
Wetted Perimeter
32.96
ft
Top Width
32.84
ft
Height
0.39
ft
Critical Depth
100.41
ft
Critical Slope
0.007114 ft/ft
Velocity
2.72
ft/s
Velocity Head
0.11
ft
Specific Energy
100.50
ft
Froude Number
1.20
Flow is supercritical.
Flow is divided.
(J P 2 (J
End Station
Roughness
0.00
0.032
4.50
0.016
9.08
0.032
41.92
0.016
46.50
0.032
51.00
0.016
51.00
0.032
08/O8/97 FlowMaster v5.13
11:20:16 AM Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
100-year storm on 30 foot road
Worksheet for Irregular Channel
Project Description
Project File
c:\haestad\fmw\streets.fm2
Worksheet
30 foot road w/rollover in 51' ROW
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
Channel Slope
0.010000 ft/ft
Water Surface Elevation 100.89 ft
Elevation range:
100.00 ft to 100.89 ft.
Station (ft)
Elevation (ft)
Start Station
End Station
Roughness
0.00
100.89
0.00
0.00
0.032
0.00
100.60
0.00
4.50
0.016
4.50
100.51
4.50
9.08
0.032
9.08
100.39
9.08
41.92
0.016
10.50
100.00
41.92
46.50
0.032
11.67
100.11
46.50
51.00
0.016
25.50
100.39
51.00
51.00
0.032
39.33
100.11
40.50
100.00
41.92
100.39
46.50
100.48
51.00
100.60
51.00
100.89
Results
Wtd. Mannings Coefficient
0.017
Discharge
175.37
cfs
Flow Area
28.81
ft'
Wetted Perimeter
51.71
ft
Top Width
51.00
ft
Height
0.89
ft
Critical Depth
101.04
ft
Critical Slope
0.004782 ft/ft
Velocity
6.09
ft/s
Velocity Head
0.58
ft
Specific Energy
101.47
ft
Froude Number
1.43
Flow is supercritical.
08/08/97 FlowMaster v5.13
11:20:45 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
SHEAR ENGINEERING CORPORATION
STREET CAPACITY 0
DP 3B
PROJECT NAME: HEARTHFIRB PUD FILING 1 DATE: 08/08/97
PROTECT NO. : 1552-01-96
BY : MEO
STREET DESCRIPTION:
PILE: STREET
TOWN CENTER DRIVE
TYPE:
LOCAL
STREET
ROAD WIDTH:
30
FEET FLOWLINE TO FLOWLINE
CURB:
ROLLOVER
SIDEWALK:
DETACHED
SIDEWALK WIDTH:
4.50
PERT
SLOPE:
0.0064
PT/PT MINIMUM SLOPE INTO LOWPOINT
REDUCTION FACTOR (F):
0.80
REFER TO FIGURE 4-2
MINOR STORM
ALLOWABLE FLOW DEPTH:
0.39
FEET ® FLOWLINE
MAJOR STORM
ALLOWABLE FLOW DEPTH:
0.89
FEET 0 FLOWLINE
PAGE 51
MAJOR MINOR
STORM STORM
CPS CPS
THEORETICAL CAPACITY 140.29 11.32 REFER TO HAESTEADS METHODS PRINTOUT
ACTUAL CAPACITY a 112.23 9.06 THEORETICAL X P
VERSUS
Q100 AND Q2 = 30.37 8.58
CONCLUDR:ALLOWABLE FLOW DEPTH IN STREET NOT EXCEED FOR MAJOR AND MINOR STORMS
2-year storm on 30 foot road
Worksheet for Irregular Channel
Project Description
Project File
c:\haestad\fmw\streets.fm2
Worksheet
30 foot road w/rollover in 51' ROW
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
Channel Slope
0.006400
ft/ft
Water Surface Elevation 100.39
ft
Elevation range:
100.00 It to 100.89 ft.
Station (ft)
Elevation (ft)
Start Station
End Station
0.00
100.89
0.00
0.00
0.00
100.60
0.00
4.50
4.50
100.51
4.50
9.08
9.08
100.39
9.08
41.92
10.50
100.00
41.92
46.50
11.67
100.11
46.50
51.00
25.50
100.39
51.00
51.00
39.33
100.11
40.50
100.00
41.92
100.39
46.50
100.48
51.00
100.60
51.00
100.89
Results
Wtd. Mannings Coefficient
0.016
Discharge
11.32
cfs
Flow Area
5.21
ft'
Wetted Perimeter
32.96
ft
Top Width
32.84
ft
Height
0.39
ft
Critical Depth
100.39
ft
Critical Slope
0.006961 ft/ft
Velocity
2.17
ft/s
Velocity Head
0.07
ft
Specific Energy
100.46
ft
Froude Number
0.96
Flow is subcribcal.
Flow is divided.
OP-lq
Roughness
0.032
0.016
0.032
0.016
0.032
0.016
0.032
08/08/97 FlowMaster v5.13
11:14:18 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
100-year storm on 30 foot road
Worksheet for Irregular Channel
Project Description
Project File
c:\haestad\fmw\streets.fm2
Worksheet
30 foot road w/rollover in 51' ROW
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
Channel Slope
0.006400 ft/ft
Water Surface Elevation 100.89 ft
Elevation range:
100.00 ft to 100.89 ft.
Station (ft)
Elevation (ft)
Start Station
End Station
Roughness
0.00
100.89
0.00
0.00
0.032
0.00
100.60
0.00
4.50
0.016
4.50
100.51
4.50
9.08
0.032
9.08
100.39
9.08
41.92
0.016
10.50
100.00
41.92
46.50
0.032
11.67
100.11
46.50
51.00
0.016
25.50
100.39
51.00
51.00
0.032
39.33
100.11
40.50
100.00
41.92
100.39
46.50
100.48
51.00
100.60
51.00
100.89
Results
Wtd. Mannings Coefficient
0.017
Discharge
140.29
cfs
Flow Area
28.81
ft'
Wetted Perimeter
51.71
ft
Top Width
51.00
ft
Height
0.89
ft
Critical Depth
100.94
ft
Critical Slope
0.004865 ft/ft
Velocity
4.87
ft/s
Velocity Head
0.37
ft
Specific Energy
101.26
ft
Froude Number
1.14
Flow is supercritical.
08/08/97 FlowMaster v5.13
11:13:51 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of i
SHEAR ENGINEERING CORPORATION
PAGE 52
STREET CAPACITY 0
DP 39
PROJECT NAME: HSARTHPIRB PUD FILING 1 DATE: 08/08/97
PROJSCT NO. : 1552-01-96
BY : HBO
STREET DESCRIPTION:
FILE: STREET
WAXWING LANE
TYPE:
LOCAL
STREET
ROAD WIDTH:
30
FEET FLOWLINE TO FLOWLINE
CURB:
ROLLOVER
SIDEWALK:
DETACHED
SIDEWALK WIDTH:
4.50
FEET
SLOPE:
0.0120
FT/FT MINIMUM SLOPE INTO LOWPOINT
REDUCTION FACTOR (F):
0.80
REFER TO FIGURE 4-2
MINOR STORM
ALLOWABLE FLOW DEPTH:
0.39
FEET 0 FLOWLINE
MAJOR STORM
ALLOWABLE PLOW DEPTH:
0.89
FEET 0 FLOWLINE
MAJOR
MINOR
STORM
STORM
CPS
CPS
THEORETICAL CAPACITY
192.10
15.50 REFER TO HARSTEADS METHODS PRINTOUT
ACTUAL CAPACITY
153.68
12.40 THEORETICAL X P
VERSUS
Q100 AND Q2
30.09
0.55
CONCLUOE:ALLOWABLE FLOW DEPTH IN STREET NOT EXCEED FOR MAJOR AND MINOR STORMS
2-year storm on 30 foot road
Worksheet for Irregular Channel
Project Description
Project File
c:\haestad\fmw\streets.fm2
Worksheet
30 foot road w/rollover in 51' ROW
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
Channel Slope
0.012000 ft/ft
Water Surface Elevation
100.39 It
Elevation range: 100.00 ft to 100.89 ft.
Station (ft) Elevation (ft)
Start Station
End Station
0.00
100.89
0.00
0.00
0.00
100.60
0.00
4.50
4.50
100.51
4.50
9.08
9.08
100.39
9.08
41.92
10.50
100.00
41.92
46.50
11.67
100.11
46.50
51.00
25.50
100.39
51.00
51.00
39.33
100.11
40.50
100.00
41.92
100.39
46.50
100.48
51.00
100.60
51.00
100.89
Results
Wtd. Mannings Coefficient
0.016
Discharge
15.50
cfs
Flow Area
5.21
ft'
Wetted Perimeter
32.96
ft
Top Width
32.84
ft
Height
0.39
ft
Critical Depth
100.43
ft
Critical Slope
0.007226
ft/ft
Velocity
2.97
ft/s
Velocity Head
0.14
ft
Specific Energy
100.53
ft
Froude Number
1.32
Flow is supercritical.
Flow is divided.
Notes:
0 P 3E
Roughness
0.032
0.016
0.032
0.016
0.032
0.016
0.032
30 flowline to flowline in a 51 foot ROW
08/0a/97 FlowMaster v5.13
11:04:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 2
2-year storm on 30 foot road
Worksheet for Irregular Channel
rollover curb and gutter
go up vertically at row to allowable flow depth
2-year flow depth = top of curb = 100.39
100-year flow depth = 6" over crown = 100.89
flowline elevation = 100.00
08/08/97 FlowMaster v5.13
11:04:47 AM Hassled Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 2 of 2
30foot in minor storm
Cross Section for Irregular Channel
Project Description
Project File c:\haestad\fmw\streets.fm2
Worksheet 30 foot road w/rollover in 51' ROW
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Wtd. Mannings Coefficient
0.016
Channel Slope
0.012000 fUft
Water Surface Elevation
100.39 ft
Discharge
15.50 cfs
100.------------ ------1-------1------•-------1-----,1------1 ----'---- ----
1 1 1 1 1 1
1 I 1 1 I 1 I I I I I
I I I I I I 1 I I I I
I 1 I I 1 1 1 I I I I
1 1 I 1 1 I I 1 1 1 1
100.8------ L------ '------ L-----J------ '------ a-----J------ - ----'
1 1 1 1 1 1 1 I 1 I 1
1 1 1 1 I 1 1 1 1 1 1
I I I I I I 1 I I I I
I I I I I I 1 I I I I
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100.7 _1 _I _ _I --- -i -~ -1
1 1 1 1 1 I I 1 1 1 I
1 1 1 1 I I 1 1 1 1 I
1 1 1 I I 1 I I 1 1 1
1 1 1 1 I 1 1 1 I 1 1
1 I 1 I 1 1 1 I I 1 I
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100. "� _I -4 -� -1 -4 �1 -F
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1 1 1 1 I 1 1 1 1 1 1
100.5 _I _ L J 1 a _ J L L J I
1 1 1 1 1 1 1 1 1 I
C 1 1 1 1 1 1 I 1 1 1 1
O 1 1 1 I I I I I I I
I I I I I I 1 I 1 I
I I I I 1 I I I 1 1 I
I I I 1 I ----I I 1 1 1 I
Ql 100.4 a _I _L _J _I a J L 1 _J _I
I _ 1 1 1
W 1 1
1 1 1 1 1 I 1 I 1 1 1
1 1 1 1 1 1 1 1 1 I 1
1 1 1 I 1 I 1 1 1 1 1
I I I I I 1 1 I I 1 I
100.3-----L-----'------ a-----J----'-----------J------L----L------'------'
I I I 1 I I I 1 1 I
I I I 1 I I I 1 I I
I I 1 I I I I 1 I I I
I I 1 I I I 1 1 I I I
1 I 1 1 1 1 1 1 1 1 I
1 I 1 1 1 1 1 1 1 1 1
100.2 _1 I L J _I L L _1 J _1
I I I I I 1 1 I 1 I
I I 1 I I I I 1 I
I I 1 I I I I 1 I I
I 1 1 1 I I 1 1 1 I
I I 1 I I I 1 1 I 1
I I 1 I 1 I 1 1 I I
1 1 1 1 1 1 I 1 1 I
1 1 1 1 1 1 I 1 I 1
1 1 1 1 1 1 1 1 1
1 I 1 I I 1 I I I I
1 1 I I I I 1 I 1 I
1 I I 1 I I I 1 I 1 I
100.0
0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0
Station (ft)
Oa/Oa/97 - FlowMaster v5.13
11:07:02 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
100-year storm on 30 foot road
Worksheet for Irregular Channel
Project Description
Project File
c:\haestad\fmw\sbeets.fm2
Worksheet
30 foot road w/rollover in 51' ROW
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
Channel Slope
0.012000
ft/ft
Water Surface Elevation 100.89
ft
Elevation range:
100.00 ft to 100.89 ft.
Station (ft)
Elevation (ft)
Start Station
0.00
100.89
0.00
0.00
100.60
0.00
4.50
100.51
4.50
9.08
100.39
9.08
10.50
100.00
41.92
11.67
100.11
46.50
25.50
100.39
51.00
39.33
100.11
40.50
100.00
41.92
100.39
46.50
100.48
51.00
100.60
51.00
100.89
Results
Wtd. Mannings Coefficient
0.017
Discharge
192.10
cfs
Flow Area
28.81
ft'
Wetted Perimeter
51.71
ft
Top Width
51.00
ft
Height
0.89
ft
Critical Depth
101.09
ft
Critical Slope
0.004744 ft/ft
Velocity
6.67
ft/s
Velocity Head
0.69
ft
Specific Energy
101.58
ft
Froude Number
1.56
Flow is supercritical.
Notes:
30 flowline to flowline in a 51 foot ROW
rollover curb and gutter
End Station
Roughness
0.00
0.032
4.50
0.016
9.08
0.032
41.92
0.016
46.50
0.032
51.00
0.016
51.00
0.032
08/08/97 FlowMaster v5.13
11:07:57 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 2
100-year storm on 30 foot road
Worksheet for Irregular Channel
go up vertically at row to allowable flow depth
2-year flow depth = top of curb = 100.39
100-year flow depth = 6" over crown = 100.89
flowline elevation = 100.00
08108t97 FlowMaster v5.13
11:07:57 AM Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 7551666 Page 2 of 2
30 foot in major storm
Cross Section for Irregular Channel
Project Description
Project File
c:\haestad\fmw\streets.fm2
Worksheet
30 foot road w/rollover in 51' ROW
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Discharge
Section Data
Wtd. Mannings Coefficient 0.017
Channel Slope
0.012000 ft/ft
Water Surface Elevation 100.89 ft
Discharge
192.10 cfs
"IUV.
------------•------------
----- ----'-----"--------------
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I 1 I I 1 1 I I I I 1
100.0
0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0
Station (ft)
08/08/97 FlowMaster v5.13
11:08:17 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
30 foot road in 54' row with vertical C & G
Cross Section for Irregular Channel
Project Description
Project File c:\haestad\fmw\streets.fm2
Worksheet
30' road, vert C & G in 54' ROW
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For Discharge
Section Data
Wtd. Mannings Coefficient
0.016
Channel Slope
0.005000 ft/ft
Water Surface Elevation
100.93 It
Discharge
111.03 cfs
101.0-----'------•------ ------------•------------,-------------- - ----
1 1 1 1 1 I 1 1 1 1 1
I I 1 I I I 1 1 1 I 1
1 1 1 1 I I I I 1 I I
1
I I I 1 I 4 1 1 I 1 I I
' 100.9------ J------ '------ L----- J------ '------ 1 ----- Jam_----L----- J----- J ------ I
1 I I 1 I 1 1 1 I I 1
1 I 1 1 1 I 1 1 1 1 1
1 1 1 1 1 I I 1 1 I 1
I 1 1 1 I I 1 1 I 1 1
1 I 1 I I I I 1 1 I I
100.E I _____1 I _____I _1______I
I 1 1 1 I 1 I I 1 I I
1 1 1 1 1 1 1 1 1 I 1
I 1 I I I I 1 1 1 I I
1 1 1 1 I 1 1 1 1 I 1
1 1 I 1 1 1 1 1 1 1 1
1 I I I I 1 1 1 I 1 I
1 1 I I 1 1 I I 1 1
1 I I I 1 1 I I 1 I
1 1 I I I I 1 1 I I
1 I 1 1 I I I I 1 1 I
I 1 1 1 1 1 1 1 1 1 1
V 1 1 I 1 1 1 1 I I I
1 1 I I 1 I 1 1 I I
1 I 1 I I I I 1 1 I 1
I 1 I I 1 ____I I I I I _____I
0 100.5 -----T------I-----r-----------r- r-----------r---r--.----1- I
I I 1 1 I I 1 I I 1 I
I 1 I I 1 1 1 1 I 1 I
1 I 1 I 1 1 1 I 1 1 I
1 1 1 1 1 1 1 1 1 1 1
W
100.4 _____y______I__ ___r_____y______ ___ _r_____y______r_ ___y_____y______1
1 1 I 1 1 1 1 1 1 I
1 1 1 I 1 1 I 1 I 1
I 1 1 1 I 1 I 1 I 1 I
I I I 1 I I 1 1 I I 1
100.3 ----_------ ___L_____J ___-_1______L___ J______L_ ___L_____J______I
I 1 I 1 I I I I I I
I I I I 1 I I 1 1 I
I I I 1 1 1 I 1 1 I I
1 1 I I 1 I I I 1 I I
I 1 1 1 1 1 1 I I 1 I
100.2 I 1 1 1 I-----1 1 1 1 I-----'
1 I I I I I I 1 I 1
1 I I I I I I I I I
1 1 1 I 1 I I I I I
I I 1 I I I I 1 I I I
1 1 I 1 1 1 1 1 1 1 1
100.1 _____y______I___r_____y------ 1______t_____y------ r ___y_____y______1
1 1 1 1 1 I 1 1 I 1 1
1 1 I 1 1 1 1 1 1 1 1
1 I 1 I 1 I 1 1 1 1 1
1 I I I I I I I I I I
I I I I 1 1 I I 1 I I
100.0
0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0
Station (ft)
09/16/97 FlowMaster v5.13
01`:39:00 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
30 foot road in 54' row with vertical C & G up to curb
Cross Section for Irregular Channel
Project Description
Project File c:\haestad\fmw\streets.fm2
Worksheet
30' road, vert C & G in 54' ROW
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For Discharge
Section Data
Wtd. Mannings Coefficient 0.016
Channel Slope 0.005000 ft/ft
Water Surface Elevation 100.50 ft
Discharge 16.47 cfs
101.0--------------------------------- ---- --------------- -----•
1 1 1 I 1 1 1 1 1 1 1
1 1 I I 1 1 1 I 1 1 1
I I I I 1 I I 1 1 I 1
1 1 1 1 I 1 1 1 I I 1
I 1 I I 1 1 1 1 I 1 1
100.9----- J------ I------ L----- J------ I------ L----- J------ L----- 1----- J------
1
1 I 1 1 I I 1 1 I 1 I
1 1 1 1 1 1 I 1 I 1 I
1 I 1 I I 1 I I I 1 1
1 I 1 1 1 1 I I 1 1 I
1 I I I I I 1 I 1 1 I
100p 1 1______I I I ____I I I______I ____ 1____ 1
I 1 I I 1 I I I 1 I I
1 1 1 1 1 1 1 I 1 1 1
1 1 1 1 1 1 1 1 1 1 I
1 I I 1 I 1 I 1 1 I 1
1 I I I 1 I I 1 1 1 I
1 1 I I 1 I I I I I I
1 I I I I I I I 1 I
I 1 1 I I I I 1 I 1
I I I I 1 I I 1 I I
100.6 _____J____I------ L----- J------ I ------ L----- J------ L----- 1__ _J______I
I 1 1 I 1 I 1 I I I I
1 1 1 I 1 1 1 I I 1
C 1 1 1 1 1 1 I I 1 1 1
I 1 1 1 I 1 I 1 I '
0 100.5 ------r------I-- _--T-- - - - -1 1------
I
�
1 1 1 1 1 I 1 I 1 I 1
1 I I I 1 1 I 1 I 1 1
W I 1 1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 I 1 1
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1 1 1 1 1 I 1 I 1 1 1
I 1 1 1 1 1 1 I I 1 1
1 1 I 1 I 1 1 1 1 1------1
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100.0
0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0
Station (ft)
09/16/97 FlowMaster v5.13
01:39:46 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 7551666 Page 1 of 1
flow capacity based on flow depth
Rating Table for Irregular Channel
Project Description
Project File
c:\haestad\fmw\streets.fm2
Worksheet
30' road, vert C & G in 54' ROW
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Discharge
Constant Data
Channel Slope 0.005000 ft1ft
Input Data
Minimum Ma)dmum Increment
Water Surface Elevation 100.23 100.93 0.10 ft
Rating Table
Water Surface
Elevation Wtd. Mannings Discharge Velocity
(ft) Coefficient (cfs) (ftts)
100.23
0.016
0.87
1.14
100.33
0.016
3.39
1.50
100.43
0.016
8.99
1.89
100.53
0.018
17.18
2.20
100.63
0.021
23.94
2.05
100.73
0.021
36.83
2.22
100.83
0.019
64.89
2.95
100.93
0.016
111.03
4.06
09/16/97 FlowMaster v5.13
01:41:36 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
2 YEAR STORM (WATCR DEPTH = 0.41')
CURB 6 CUTTER
A=0.692 S.E. ; P=2.956' ; n=0.016 R=A/P
0 v (1.69/n) (A) (R)2/3(S)1/2
0 = 21.26 (5)I/2
STREET
A.2.100 S.F. ; P.16.286' ; n.0.016 R.A/P
0 v (1.69/n) (A) (R)2/3(S)1/2
0 = 53.23 (S)1/2
ONC HALE STREET CAPACITY = (24.)6 53.21) (S)1/2. 77.99 (S)1/2
100 YCAR STORM (WATER pC Pf11 v 0.931
CURB 6 CUTTER
A=4.122 S.C. ; P=8.835' : n=0.016 ; R=A/P
0 v ($.49/1%) (A) (R)2/3(S)'/2
0 250.04 (3)1/2
STREET
A.10.123 S.P.: Pv12.156' ; .-0.016 ; R.A/P
0 = (L.49/n) (A) (R)2/3($),/2
0 = 699.26 (S),/2
ONE HALF STREET CAPACITY = (230.04 + 696.26) (S)I/2 = 926.30 (S)1/2
YEAR STORM DEPTH `100 YEAR STORM DEPTH
LOCAL STREET - 34' FLOWLINE TO FLOWLINE
2 YEAR STORM (WATER DEPTH v 0.60i
CURD A CUTTER
A=0.830 S.F. : P=2.921' : n=0.016 ; R=A/P
0 = (I.19/^) (A) (R)2/3(S)'/2
0 - 31.18 (S)I/2
STREET
A.2J78 S.F, ; P=O.005' ; n=0.016 ; R.A/P
0 . (1.A9/n) (A) (R)2/3(5)1/2
0 = 22.31 (S)1/2
ONE HALF STREET CAPACITY . (34.16 1 22.31) (5)1/2= 1,,.AS (S)1/2
100 YEAR STORM (WATER DEPTH . 1.10')
CURD 6 CUTTER
A-3.182 S.P. P=6.323' : nv0.016 : R=A/P -
0 = (I.A9/n) (A) (R)2/3(S)I/2
0 = 132.47 (S)1/2
STREET
A.16.79 S.P. ; P=21.116' : n.0.016 : R=A/P
0 (1.69/n) (A) (R) /3(S)1/2
0 = 1.217.07 (S)1/2
011E HALF STREET CAPACITY . (162,41 P 1.217.07) (S)1/2= 1.10L55 (S)1/2
YEAR STORM DEPTH `IOO YEAR STORM OEPTH
RESIDENTIAL COLLECTOR - 50' FLOWLINE TO FLOWLINE
2 YEAR STORM (WATER DEPTH = 0.66i
CURB N GUTTER
A=0.630 S.F. ; P=2.823' ; n=0.016 R=A/P
0 . (1.69/n) (A) (R)2/3(S)1/2 ..
0 = 31.18 (S)1/2
$TREE!
A=2J6 S.P. ; P=17.005' ; n=0.015 I R=A/P
0 v (1.19/n) (A) (R)2/1(S)1/2 .
0 = 21.31 (S)1/2.
ONE HALF STREET CAPACITY = (34.18 . 77.31) (S)1/2= I11.16 (S)1/2
YEAR STORM DEPTH
100 YEAR STORM (WATER OEPIH v 1.1)')
CURB 8 CUTTER
A=1.263 S.P. ; P=6.696' ; n=0.016 R=A/P
o . (1.69/^) (A) (R)2/3(S)1/2 .. . .
0 = 293.71 (S)1/2
STREIT
A=21.388 S.P. I P=34.521' ; n=0.016 1 R=A/P
0 = (1.49/1%) (A) (R)2/3(S)1/2
0 = 2165J9 (S)'/2
ONE HALF STREET CAPACITY - (293]1 ♦ 2185.79) (S)1/2- 209.52 (S)I/2
YEAR STORM DEPTH
MAJOR ARTERIAL - 70' FLOWLINE TO FLOWLINE
STREET STORM WATER CAPACITY
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APPENDIX II
Erosion Control Calculations
No Text
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT:
HEARTHFIRE PUD
STANDARD
FORM A
COMPLETED BY:
MARK OSBRSCHMIDT
DATE:
01/08/97
rr+......a.r..
.............
DEVELOPED
ERODIBILITY
Asb
Lob
Ssb
Lb
Sb PS
SUBBASIN
ZONE
(at)
(ft)
(U
(feet)
M (N)
u u.w.............u.....r....r................w.r..r...r.
u..rr..u............a....rr�.
A
MODERATE
53.07
1600.00
1.97
84912
104.55
B
MODERATE
74.07
1400.00
2.11
103698
156.29
C
MODERATE
26.10
1600.00
3.83
41760
99.96
D
LOW
1.66
940.00
2.72
1660
4.52
E
LOW
12.16
200.00
2.00
364E
24.32
...r♦.w++.r.wrwawaaaaaaaaa.rararrrrrrr rr..rr ♦r......r..rrr...rrr...rrarw
167.06 1410.14 2.23
LINEAR INTERPOLATION
SLOPS
LENGTH
2.00
2.33
2.50
1400
81.1
81.57
81.8
1410.14
81.57
1500
81.1
81.63
81.9
CONCLUDE:PERFORMANCE STANDARD = 81.57V
EROSION CONTROL PLAN OVERALL EFFECTIVENESS MUST EXCEED THIS
EFFECTIVENESS CALCULATIONS
STANDARD FORM B
PROJECT: HEARTHFIRE P.U.D.
PROD. NO.1552-01-96
BY: - MARK OBERSCHMIDT
DATE
O1/08/97
------------------------------------------------------------------------------------------
EROSION CONTROL C-FACTOR
P-FACTOR
COMMENT
METHOD
VALUE
VALUE
------------------------------------------------------------------------------------------
ROUGHENED GROUND
1.00
0.9
ROOF AREAS
SILT PENCE
1.00
0.5
SUB -BASINS
A,B,C,D
MAY BALES
1.00
0.8
SUB -BASINS
A,B,C ONLY
ASPHALT
0.01
1.0
SUB -BASINS
A,B,C ONLY
SOD
0.01
1.0
SUB -BASINS
B & C ONLY
GRAVEL INLET FILTERS
1.00
0.8
SUB -BASINS
A,B,C ONLY
ESTABLISHED VEGETATION
0.02
1.0
WETLAND AREAS IN A & B & C
------------------------------------------------------------------------------------------
MAJOR PS SUB
AREA
CALCULATIONS
BASIN % BASIN
acre
AREA
C
P
------------------------------------------------------------------------------------------
ALL 81.57% A
53.57
ROOF
2.48 ACRES
1.00
0.90
SOD
1.06 ACRES
0.01
1.00
EQUATIONS
ASPHALT
1.84 ACRES
0.01
1.00
C � WEIGHTED AVG OF
C X AREA
WETLAND
47.49 ACRES
0.02
1.00
P= (WEIGHTED AVG OF
P X AREA) X P
C=
0.0646
EFF = (1 - P X C) X
100
P =
0.3143
RFF
97.97%
------------------------------------------------------------------------------------------
B
73.05
ROOF
27.56 ACRES
1.00
0.90
SOD
11.81 ACRES
0.01
1.00
ASPHALT
10.71 ACRES
0.01
1.00
WETLAND
22.97 ACRES
0.02
1.00
C
0.3866
P
0.3079
EFF
88.09%
------------------------------------------------------------------------------------------
C
27.13
ROOF
13.90 ACRES
1.00
0.90
SOD
5.96 ACRES
0.01
1.00
ASPHALT
1.21 ACRES
0.01
1.00
WETLAND
6.06 ACRES
0.02
1.00
C =
0.5195
p
0.2036
EFF
84.23%
------------------------------------------------------------------------------------------
D
1.66
ROOF
1.16 ACRES
1.00
0.90
SOD
0.50 ACRES
0.01
1.00
ASPHALT
0.00 ACRES
0.01
1.00
WETLAND
0.00 ACRES
0.02
1.00
C =
0.7018
P =
0.4651
EFF
67.36i
r rrrrrrrrrr.rrrrwwr rr rrrrrrwr rwwr r.r rrr wr rrrwwrwrwrrrrrrrrrrrwwwwr.
rrrrwrr.rr
rrr rrrrwrw
rrr
TOTAL AREA =
155.41 ACRES
OVERALL EFFECTIVENESS = 96.77% >
81.57%
CONCLUDR:RROSION CONTROL PLAN IS EFFECTIVE
August 8, 1997
Project No: 1552-01-96
Basil Hamdan
City of Fort Collins Stormwater Utility
P.O. Box 580
Ft. Collins, Colorado 80522
Re: Erosion Control Cost Estimate
Hearthfire P.U.D., First Filing; Fort Collins, Colorado
Dear Basil,
Attached is the erosion control security deposit estimate for Hearthfire P.U.D., First Filing.
ESTIMATE 1:
17 - Gravel Inlet Filter @ $75.00 each
9 - Haybale barriers @ 75.00 each
3100 lineal feet silt fence @ $3.00 per foot
TOTAL ESTIMATED COST:
ESTIMATE 2:
re -vegetate the disturbed area of 40 acres at $ 531.00 per acre
TOTAL ESTIMATED COST:
$ 1,275.00
$ 2,025.00
$ 9,300.00
$ 12,600.00
x 1.50
$ 18,900.00
$ 21,240.00
$ 21,240.00
x 1.50
$ 31,860.00
In no instance shall the amount of the security be less than $1,000.00. Therefore, the total
required erosion control security deposit for Hearthfire P.U.D., First Filing will be $ 31,860.00
If you have any questions, please call at 226-5334.
Sincerely,
Mark Oberschmidt
Shear Engineering Corporation
MO / meo
cc: Richards Lake Development
Jean Pakech Stringer, City of Fort Collins Stornwater Utility
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-0311
August 8, 1997
Project No: 1552-01-96
Re: EROSION CONTROL SECURITY DEPOSIT REQUIREMENTS:
Hearthfire P.U.D., First Filing; Fort Collins, Colorado
An erosion control security deposit is required in accordance with City of Fort Collins
policy (Chapter 7, Section C: SECURITY; page 7.23 of the City of Fort Collins
Development Manual). In no instance shall the amount of the security be less than
$1000.00.
a. The cost to install the proposed erosion control measures is approximately
$12,600.00 Refer to the cost estimate attached in Appendix I. 1.5 times the cost to
install the erosion control measures is $18,900.00
b. Based on current data provided by the City of Fort Collins Stormwater Utility, and
based on an actual anticipated net affected area which will be disturbed by
construction activity (approximately 40 acres), we estimate that the cost to re -
vegetate the disturbed area will be $21,240.00 ($ 531.00 per acre x 40 acres). 1.5
times the cost to re -vegetate the disturbed area is $31,860.00 The $636.00 per acre
for re -seeding sites greater than 5 acres was quoted to us by City of Fort Collins
Stormwater Utility personnel.
CONCLUSION:
The erosion control security deposit amount required for Hearthfire P.U.D., First Filing
will be $31,860.00.
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-0311
Heatthfire P.U.D., First Filing; Ft. Collins, Colorado
Drainage Notes
File: R-CLIENT \ RICHARDS \ HEARTHFIRE \ DRAINAGE \ ECNOTES
EROSION CONTROL CONSTRUCTION PLAN NOTES
The City of Fort Collins Stormwater Utility Erosion control
Inspector must be notified at least 24 hours prior to any
construction on this site.
All required perimeter silt fencing shall be installed prior to
any land disturbing activity (stockpiling, stripping, grading
etc.). All other erosion control measures shall be installed at
the appropriate time in the construction sequence as indicated
as indicated in the approved project schedule, construction
plans, and erosion control report.
Pre -disturbance vegetation shall be protected and retained
whenever possible. Removal or disturbance of existing
vegetation shall be limited to the area required for immediate
construction operations, and for the shortest practical period
of time.
All soils exposed during land disturbing activity ( stockpiling,
stripping, grading, utility installation, filling, etc..) shall be kept
in a roughened condition by ripping or discing along land
contours until mulch , vegetation, or other permanent erosion
control is installed. No soils in areas outside project street
rights of way shall remain exposed by land disturbing activity
for more than thirty (30) days before temporary or permanent
erosion control ( e.g.. seed/mulch, landscaping, etc.) is installed,
unless otherwise approved by the Stormwater Utility.
The property shall be watered and maintained at all times
during construction activities so as to prevent wind caused
erosion. All land disturbing activities shall be immediately
discontinued when fugitive dust impacts adjacent properties.,
as determined by the City of Fort Collins Engineering
Department.
All temporary (structural) erosion control measures shall be
inspected and repaired or reconstructed as necessary after
each runoff event in order to ensure continued performance of
their intended function. All retained sediments, particularly
those on paved roadway surfaces, shall be removed and
disposed of in a manner and location so as not to cause their
release into any drainageway.
No soil stockpile shall exceed ten (10) feet in height. All soil
stockpiles shall be protected from sediment transport by
surface roughening., watering, and perimeter silt fencing. Any
soil stockpile remaining after 30 days shall be seeded and
mulched.
City Ordinance prohibits the tracking, dropping, or depositing
of soils or any other material onto City streets by or from any
vehicle. Any inadvertent deposited material shall be cleaned
immediately by the contractor.
Project No: 1552-01-96
Date: 10/28/96
Revised: 12/18/96
CONSTRUCTION SEQUENCE
PROJECT: _Hearthfire M.D., First Filing
STANDARD FORM C
SEQUENCE FOR _ ONLY COMPLETED BY: MEO / Shear Engineering Corp.
Indicate by use of a bar line or symbols when erosion control measures will be installed. Major
modifications to an approved schedule may require submitting a new schedule for approval by the
City Engineer.
Year 197 98
Month O N D J F M A M I J A S
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: DEVELOPER
*** *** *** *** *** ***
*** *** *** *** *** ***
*** *** *** *** *** ***
MAINTAINED BY: DEVELOPER
VEGETATIONIMULCHING CONTRACTOR: DEVELOPER
DATE PREPARED: 9/26/97 DATE SUBMITTED: 9/26/97
APPROVED BY THE CITY OF FORT COLLINS ON:
SHEAR ENGINEERING CORPORATION PAGE 1
STORMCEPTOR SIZING FOR THE STORM SEWERS
PROTECT NAME: HEARTHPIRB PUD PILING 1 DATE: 09/17/97
PROTECT NO. : 1552-01-96 BY MHO
PILE: CBPTOR
HABITAT TYPE : 1 WETLANDS
SUB IMPERVIOUS STORMCSPTOR PROFILE
BASIN AREA (I) MODEL -
AC SF
Ala-b 1.58 68825 2400 A
B2a-b 1.67 72745 3600 C
B2c 0.72 31363 1800 D
52d 0.72 31363 1800 E
B2e 1.02 44431 1800 P
B2h-i 0.96 41818 1800 G
B2j 1.38 60113 2400 K
ma-b 3.13 136243 4800 H
C3c 0.51 22216 1200 I
C3e-f 3.51 152896 4800 J
• REFER TO TABLE 6 IN STORMCEPTOR MANUAL
PROFILES C 6: H REQUIRE A SPECIAL DESIGN DUB TO THE MULTIPLE PIPE LAYOUT
THE SPECIAL STRUCTURE MUST BE EQUIVALANT TO THE STORMCEPTOR REQUIRED.
TABLE 6
MAXIMUM IMPERVIOUS AREA GUIDELINES (acre o)
STORMCEPTOR
TYPE
TYPE
TYPE
TREAT -
MODEL
1
2
3
MENT
STA / SIC
TRAIN
TSS REMOVAL
80.00%
70.00%
70.00%
50.00F
900
0.45
0.55
0.70
0.90
12D0
0.70
O.as
1.05
1.45
1800
1.25
1.50
1.90
2.55
2400
1.65
2.00
2.50
3.35
3600
2.60
3.15
3.95
5.30
4900
3.60
4.30
5.40
7.25
6000
4.60
S.SS
6.95
9.25
7200
5.55
6.70
8.40
11.25
Technical Design Manual Page 19
The habitat conditions in Table 6 refer to the Ministry of Natural Resources
Habitat Types which are summarized in Appendix 2. The reader is directed to the
Ministry's publication "Fish Habitat Protection Guidelines for Developing Areas"
(1994) for a detailed discussion of the habitat types and classification of the
receiving waters. . The relationship between habitat type and suspended solids
removal in the Ministry of Environment and Energy's Stormwater Management
Practices Planning and Design Manual (MOEE, 1994) was used to derive the
drainage areas in Table 6 (Type 1 (Sensitive)- 80% TSS removal, Type 2
(Normal)- 70% TSS removal, Type 3 (Degraded/Altered)- 60% TSS removal).
Table 6. Maximum Im ervions Drainage Area Guidelines ac
Stormceptor®Model
(STA / STC)
Type 1
Sensitive
Type 2
Normal
Type 3
Degraded
Treatment
Train*
900
0.45
0.55
0.70
0.90
1200
0.70
0.85
1.05
1.45
1800
1.25
1.50
1.90
2.55
2400
1.65
2.00
2.50
3.35
3600
2.60
3.15
3.95
5.30
4800
3.60
4.30
5.40
7.25
6000
4.60
5.55
6.95
9.25
7200
5.55
6.70
8.40
11.25
* 50%TSS removal
The designer must ensure that the unit is also properly sized for the spill potential
associated with the site (i.e. fuel truck, bus, cars, etc.).
Spills Capture
The results from the laboratory testing at the National Water Research Institute in
Burlington indicate that free oil is retained in the Stormceptor® for both dry
weather spills and during minor storms (Marsalek, 1994). In a dry weather spill
the latter portion of the spill will remain in the down pipe. This oil will be purged
into the Stormceptor® treatment chamber during subsequent inflow to the
separation chamber.
Based on API style calculations with a 150 µm (0.0059 in.) oil globule (rise
velocity of 3.47 ft/min.) the oil will rise anywhere from 10 inches to 24 inches
during peak flow conditions in the separation chamber depending on the size of
unit implemented. These distances are based on the assumption that only half of
the storage volume in the separator is used in the flow through zone. As such, the
calculations and laboratory tests indicate that oil will be readily trapped since the
outlet riser is the same elevation as the inlet riser.
Carder Concrete Products 1-(303)-791-1600 Feb, 1997
APPENDIX III
Supporting exhibits, figures tables, etc.
Figure 3-1; City of Ft. Collins Rainfall Intensity Duration Curve
Figure 3-2; Estimate of Average Flow Velocity for Use with the Rational Formula
Table 3-3; Rational Method Runoff Coefficients for Composite Analysis
Table 3-4; Rational Method Frequency Adjustment Factors
Figure 4-2; Reduction Factor for Allowable Gutter Capacity
Fig 5-2 Nomograph for Capacity of Curb Opening Inlets in Sumps
Fig 5-3; Capacity of Grated Inlet in Sump
Table 4 Circular Pipe Flow Capacity for Mannings 'n' = 0.012
Table 5 Circular Pipe Flow Capacity for Mannings 'n' = 0.013
DRAINAGE CRITERIA MANUAL
50
30
1— 20
Z
w
0
cc
°' 10
z
w
0:.5
N
w
¢ 3
0
U .2cc
w
F-
3
1
RUNOFF
•••...��
� i
iii�ol�r..
�'■INS
MINE
IN
milli
ii■�■��i
iliii
i�■C�Ciiiio
.■�►..�.�D..►�.W,ENNEN
.■....�.....�
5'
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
3.1.6 Runoff Coefficients
The runoff coefficients to be used with the Rational Method referred to in Section 3.2
Analysis Methodology" can be determined based on either zoning classifications or the
types of surfaces on the drainage area. Table 3-2 lists the runoff coefficients for the various
types of zoning along with the zoning definitions. Table 3-3 lists coefficients for the different
kinds of surfaces. Since the Land Development Guidance System for Fort Collins allows land
development to occur which may vary the zoning requirements and produce runoff coeffi-
cients different from those specified in Table 3; 2, the runoff coefficients should not be based
solely on the zoning classifications.
The Composite Runoff Coefficient shall be calculated using the following formula:
C = (!C;A;)/A,
Where C =Composite Runoff Coefficient
C; = Runoff Coefficient for specific area A;
A; =Area of surface with runoff coefficient of C;
n = Number of different surfaces to be considered
A, = Total area over which Cis applicable; the sum of all A;'s is equal to A,
Table 3.2
RATIONAL METHOD RUNOFF COEFFICIENTS FOR ZONING CLASSIFICATIONS
Description of Area or Zoning Coefficient
Business: BP, BL........................................................................................ 0.85
Business: BG, HB, C.................................................................................. 0.95
Industrial: IL, IP.......................................................................................... . 0.85
Industrial:IG............................................................................................... 0.95
Residential: RE,.RLP.................................................................................. 0.45
Residential: RL, ML, RP.............................................................................. 0.50
Residential: RLM, RMP.............................................................................. 0.60
Residential: RM, MM.................................................................................. 0.65
Residential: PH ............................................................................................ 0.70
.... Parks,.Cemeteries....................................................................................... 0.25
Playgrounds............................................................................................... 0.35
RailroadYard Areas................................................................................... 0.40
UnimprovedAreas...................................................................................... 0.20
Zoning Definitions
R-E Estate Residential District — a low density residential area primarily in outlying
areas with a minimum lot area of 9.000 square feet.
R-L Low Density Residential District— low density residential areas located throughout
the City with a minimum lot area of 6,000 square feet.
R-M Medium Density Residential District — both low and medium density residential
areas with a minimum lot area of 6,000 square feet for one -family or two-family
dwellings and 9,000 square feet for a multiple family dwelling.
R-H High Density Residential District— high density residential areas with a minimum lot
area of 6,000 square feet for one -family or two-family dwellings, 9,000 square feet
for a multiple family dwelling, and 12,000 square feet for other specified uses.
R-P Planned Residential District — designation of areas planned as a unit (PUD) to pro-
vide a variation in use and building placements with a minimum lot area of 6,000
square feet.
R-L-P Low Density Planned Residential District —areas planned as a unit (PUD) to permit
variations in use, density and building placements, with a minumum lot area of 6,000
square feet.
MAY 1984 3-3 DESIGN CRITERIA
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-13 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.
1-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: 0.95
Asphalt................................................................................................ 0.95
Concrete.............................................................................................
0.50
Gravel.................................................................................................
Roofs.......................................................................................................... 0.95
Lawns, Sandy Soil:
Flat<2%............................................................................................. 0.10.5
Average2 to 7%..................................................................................
Steep>7%.......................................................................................... 0.20
Lawns, Heavy Soil: 0.20
Flat<2%.............................................................................................
0.25
Average2 to 7%.................................................................................. 0.35
Steep>7%......... :................................................................................
MAY 1984 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 c
Flow Curves" from the Urban Storm Drainage Criteria Manual, included in this report (Set
Figure 3-2).
Tc = 1.87 (1.1 — CC,) D 12
—fin
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
1 1 to 25 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 orocedure is detailed in the Urban Storm Drain
Criteria Manual, Volume 1, Section 4.
MAY 1984 3-5 DESIGN CRITERIA
"5.3.5 Grates for Pipes
Where a clear and present danger exists such as a siphon, a drop in elevation adjacent to a
sidewalk or road, a long pipe with one or more manholes, or at pipes which are near play-
grounds, parks, and residential areas, a grate may be required. For most culverts through
embankments and crossing streets, grates will not be required.
When called for on the plans, grates shall meet the following requirements:
a. Grating shall be constructed of steel bars with a minimum diameter of 518". Reinforcing
bars shall not be used.
b. Welded connections shall be tr4" minimum.
c. Spacing between bars shall normally be 6" unless site conditions are prohibitive.
d. All exposed steel shall be galvanized in accordance with AASHTO M 111.
e. Welded joints shall be galvanized with a rust preventive paint.
f. Grates shall be secured to the headwall or end section by removable devices such as
bolts or hinges to allow maintenance access, prevent vandalism, and prohibit entrance by
children.
'5.4 Inlets
Storm inlets shall be installed where sump (tow -spot) conditions exist or street runoff -carrying
capacities are exceeded.
The curb inlets shown in the Standard Details, pages D-7, 8. 12 & 13, shall be used in all City Streets.
If larger inlets are required, the Colorado Department of Highways Type R Curb,lnlet, Standard M-604-
12, shall be used. For drainageways other than streets (for example, parking lots, medians, sump
basins) an Area Inlet similar to the detail on page D-9 shall be used.
The outlet pipe of the storm inlet shall be sized on the basis of the theoretical capacity of the inlet, with
a minimum diameter of 15 inches, or 12 inches if elliptical or arch pipe is used.
All curb openings shall be installed with the opening at least 2 inches below the flow line elevation. The _
minimum transition length shall be 3'6" as shown on the standard details previously listed.
--,Because of debris plugging,pavement overlaying, parked vehicles. and other factors which decrease
inlet capacity, the reduction factors listed in Table 5-4 shall be utilized.
Table 5-4
INLET CAPACITY REDUCTION FACTORS
Percentageof
Drainage Condition - Inlet Type Theoretical Capacity
Sump or Continuous Grade ............................................ CDOH Type R-Curb
Opening
5' 80%
10' 85%
15' 90%
Street — Sum 4' Curb Opening 80%
Street — Continuous Grade .......................................... 4' Curb Opening 80%
Parking Lots, Medians ................................................... Area Inlet 80%
The theoretical capacity of inlets in a low point or sump shall be determined from Figures 5-2 and 5-3
The theoretical capacity of curb openings on a continuous grade shall be determined from Figures 5-4,
5.5 and 5-6.
The standard curb -opening is illustrated by Figure 5-4 and is defined as having a gutter depression
apron W feet wide at the inlet opening which extends W feet upstream and downstream from the open-
ing, has a depression depth (a) equal to W112 feet at the curb face, and a curb opening height (h) of at
least 0.5 feet. The graph as presented by Figure 5.5 is based on a depression apron width (W) equal to
2 feet and depression width (a) equal to 2 inches. The pavement cross-section Is straight to the curb
MAY 1984 5-8 DESIGN CRITERIA
1.0
.9
.8
7
2
5
r
w
.4
z
L
Q
z
z .3
w
a
0
1L
0 .25
H
x
c�
w
Nj
15
12
10
II
8
10
6
H
w
9
0
0 4
i u-
a: 3
z
g
41
-
2
L
\
7
U
i
�xomp�ey
z
-
(D
� 6 _ Example, Part a'
I.0
J
z
z
_ ---
.8-
w
-------
5.5
a_
0
w
6
Z
u-
0
5 Z
z 4
_
wCL
0
4.5 z
0 .3
w
w
4 --
0 .2
of
=
L1
z
�
U
O
3.5 w
Z
T
o-
I
w
0
1L
0 .08
f~
3 0
F
o .06
0
=
Q
0
w
z
_
w
a: .04
2.5 =
w
w
c
.03
t-
w
0 .02
a
0
- 2
n.
a
_
F-
U
a-
w
01
0
L
u-
o
o
1.5
Figure 5-2
5
4
3
2
1.5
1.0
.9
.8
.7
.6
W
0
3
25
19
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
=0
�0
are
0
3
9
EXAMPLE
O 1 2 3 4 5
FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2)
Figure 5-3
CAPACITY OF GRATED INLET IN SUMP
(From: Wright -McLaughlin Engineers, 1969)
MAY 1984
5-11
DESIGN CRITERIA
N
Q
F
dal
O co Nt NO
V m tD to
O
N OO.••NO
O Otn 00 N of
C7 to .-+ m •••�
O to of to O
N<to Cl) m
to
00N
to tommtDt-
.: t7 to m O
N
O O O O N
O
N
to
t-
.•1
O
to
OOi r
W
C)
O C-4
•-� N
tO
O
O
N
O
O
ti
O
N
O
O
d mm to to
.+N to OOO
O O O 0
m a) 0 Cl)
r Nv 00l
O O O O
N to to O
C12 W
000 O.+
t- -+ to 0 r
o m .-t Co O
N C CD C
0 0 0 O
m
CD CO CO m
W
t-
m 0 ti 0 0
O N C) tD C•
.
000 O.-�
Cl) m V CO C
00 t-N N N
C) .-C m to
0000.+
CO CD V O CD
to CD C)N
O • - � N � m
O0000
N N O V
to NN CD C�
O-:N C")C-
0 o O o 0
C.) NCB Nto
C m CD t- m
0 0 0 0 0
O to CON W
O CD .-+ m .•�
9 9
O O O O O
.+ to V (D Cl)
N �Y W Cl) m
0 0 O N
O O O O O
v m m to In
.-�N Cn 00 m
o 0 0 O .
000 00
t-N 00 m1
m tDN t-m
C) O � O O
O N CO tDM
ti
•-t to 0
CO N m
O t.: .
r a M
O N .
t- N N
N
. M N
N OCD
to co In
to 0 to
t- — 0
Cl) CD
to to O
C) v m
CO In m
v CD
rr .•a N
C� to m
ti C.)t
M. m
N 4 CO
to N N
(D Cl) 00
N C t�
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m CC) O
N C� t-
to v tD
0 m 0
N C.) to
co mto
to t- m
N W
ocov
N aT
to CMm
+ CI
tO N
t- N N
O 1- N
m to to
to w to
O O .
to m
mLOC)
00 O
< O CO
Ito m
m Co m
Nm to
m t- O
Co tl- CD
O tDQ
to t-
mco0
cn Ln
to V t-
Cl) n t-
m 00 O
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C) ew to
m"t-
t- t- co
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r N O
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to NN
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t- c
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ti N
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.+ t- of
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to • r
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r N m
m ti In
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10 m N
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t-mto
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Cl) 0 V•
to [� +
.-C
to e'm
V Co +
INDO
m Co m
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m N 0
O v to
v co
v O co
m m
nw
t� m O
m v 0
nv to
tO v N
M N
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to 00 CO
0 v to
m00N
N m to
N N m
t- v O
M .
N m tO
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toC4 [�
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to to
to O M
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to m
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to N
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v 00
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m r)
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to N
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C) to
00 In
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O N to 00 '+ V• t- O CD Cl) 00
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to
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c
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0
of v — 0
v mminv
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t••t
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N
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.
0 0 0
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m to m
? f m
N
M t- M
m N v
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C) t- r
m m v
d t- C
.-I
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M 1n O
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M In m
N N If1 to '7 O O '+ to
t- v t-tD m t` m
.•� OOOO.+ N 4 m
� In
d
W
O
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$4
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O
v O
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O
to
to
M
O
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in
O
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. MNmm m t0 •-t
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000 C; N 4t-
0)Mm t-�
O) — m N In
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0 0 0 0
N
m 0 LO .D m
W m m O O
� O— m tn N
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t- tnmmt-
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N
CD Mean n
O.- t N M m
O O O O O
N M V N t n
to EOM
C� m
O o v + O
Q 00 n n Q
In
0 0 0 0 0
m O 0) N N
N (D0 t m
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r t7 to
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m to 0
N Q
0 " N
M " m
N M
m 0) m
O) In m
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In M --I-
to O
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v m Ur
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Cl) 1n m
O O O
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M CD to
In V
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mmt-
m m ..
m O
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—In t-
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.+N M
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m V m
. N M
O to Cl)
m m m
M O m
+ N N
t-
m V [-
N m t-
N
v N O
N t- N
r [- In
r N
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to m tD
O If) N
, . N
O I -In
0; 0;
M O O
C N O
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N m
N M M
tD m CM
ti
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M O
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InCl)
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mint-
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m N v
m < m
N Cl)
to aT M
m M m
M m m
t- MID
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.+ N
M t- ti
o) . m
tD m v
'-1
m O M
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O r CO
e- m
m O m
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co R C D
m a
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e v
v m
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m to
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r~ H
m t-
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N M
v O
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M O
Cl) m
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M to
N t-
m tD
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to
WIt:
O M
0 v
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t0
m ct
m N
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c m
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In
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In
N N
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f`7
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Ma In tom
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•--� N N N Cl) M c
3�
vs'
0-
3.31 :5.:40
2 3.fri 3.70
i .3 3.a8
1 3.26 3.39
(112)
(113)
and appron-
p corner pro -
I sufficient to
WEIRS AM DANIS 4-59
�+trvent the nappe from springing clear, the coefficient for weirs of this type has a very
Iltvuly constant caluc of 2.63 or 2.04 for heads of 1 ft or more and for ail crest widths.
1yoalbunn' found (see Table 10) that this constant value is not reached below heads of
1.4 It.
Ruundiug the upstream corner of a broad -crested weir reduces contraction an
lacn•nses the weir coefficient. Woodburn found that for heads of 1.5 and less there
(ems Tablet to)- Curvature on radreciable benefit from ii of 9,63t16, and 8r inn respectively gave practically
P
Bit
Fla. 59. Broad crested weir.
tbo same coefficient. Also, elliptical entrances gave practically the same coefficients
ae circular entrances. If the upstream corner is rounded sufficiently to prevent con-
traction and the crest is given sufficient slope to offset loss of bead due to friction,
flow occurs at critical depth (see p. 4-85), and the rational formula for discharge is
Q - 3.0871,/04 = 5.67LD's (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 It 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 BROAD -CRESTED WEIRS FOR DIFFERENT HEADS 71
Upslrcim corner I II 10.5 10.0 10.7 10.8 10.9 11.0 11.2 11.4 11.5
C.t
Shsrp........... S&4�
2-in. radius...... .even
3-in. radius...... Level
fin. radius...... Lcvel
8-in. radius...... Level
3- by 6-in. calf pee. Level
S- br 4-in. ellipse. Level
Gin, radius... Slope, 0.004
G-in. radius...... dope, 0.020
2. i i 2.79 2.80 2.81 2.83 2.84 2.85 2.85 2.85
2.75 2.79 2.50 2.81 2.82 2.S3 2.85 2.85 2.55
2.75 2.79 2.50 2.81 2.82 2.83 2.84 2.85 2.85
2.78 2.79 2.80 2.82 2.83 2.84 2.85 2.85 2.55
2.77 2.78 2.50 2.81 2.82 2.83 2.55 2.56 2.56
2.95 2.94 2.93 2.92 2.91 2.00 2.58 2.87 2.87
3.07 3.06 3.05 3.04 3.03 3.02 3.00 2.99
efficient C )Eq. (I I I)) for broad -crested weirs 10 ft wide is taken from Woodburn's ex-
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
h"ssus, is h = r'/2g, where r Is the velocity on the weir crest just below the downdrop
I'1'enlr ul nand -anted weir-. xith al,endic I, A. It. w'ebb, /oar. ASCE, September, 1930. Thu
Duper de=rilLee ecreuvve e�. a-LneuwI suidy of em,dino„s ut How over broad-cr sled weir. A wide
va'M, of I,d,ds au invc-ti,;n tea.
C aV %\
TABLE 5-6. VAIF THE ROUOIINESS COEFFICIENT n (continued)
Type of channel and description
Minimum
Normal
Maximums
EXCAVATED on DnFiinEn
a. Earth, straight and uniform`.ji<
1. Clean, recently completed
0.016
0.018
0.020
2. Clean, after weathering
0.018
0.022
0.025 •
3. Gravel, uniform section, clean
0.022
0.025
0. 030
4. With short grass, few weeds
0.022
0.027
0.033
It. Earth, winding and sluggish
1. No vegetation
0.023
0.025
_
0.030
2. Grass, some weeds
0.025
0.030
0.033
3. Dense weeds or aquatic plants in
0.030
0.035
0.040 _
deep channels
�g
4. Earth bottom and rubble sides
0.028
O.O:SO
0.035
5. Stony bottom and weedy banks
0,025
0.035
0.040
6. Cobble bottom and clean sides
0.030
0.040
0.050 �
e. Dragline-excavated or dredged
1. No vegetation
0.025
0.028
0.033 "
2. Light brush on banks
0.035
0.050
0.060 .,
d. Rock cuts
1. Smooth and uniform
0.025
0.035
0.040
2. ,lagged and irregular
0.035
0.040
0.050
e. Channels not maintained, weeds and
brush uncut
1. Dense weeds, high as flow depth
0.0.50
0,080
0. 120
2. Clean bottom, brush on sides
0.040
0.050
_
0.080 _ft.
3. Same, highest stage of flow
0.045
0.070
0.110 rtf
4. Dense brush, high stage
O.OSO
0.100
0.140
\ATURAL STREAMS
)-1. Minor streams (top width at flood stage=•�Z
<100 ft)
...
a. Streams on plain
1. Clean, straight, full stage, no rifts or
0.025
0.030
0.033 ^y
deep pools
2. Same as above, but more stones and
0.030
0.035
4a
0.040
weeds
3. Clean,
winding, some pools and
0.033
0.040
0.045
shoals-T"q^'
4. Same as above, but some weeds and
0.035
0.045
0.050
stones
S. Same as above, lower stages, more
0.0.10
0.048
0.055
ineffective slopes and sections
;?
6. Same as 4, but more stones
0.045
0.050
0.060
7. Sluggish reaches, weedy, deep pools
0.050
0.070
C 080 : ^.•',
S. Very needy reaches, deep pools, or
0.075
0.100
0.150 �;.^
floodways with heavy stand of tim-
f
her and underbrush
•,,�•
DEVELOPMENT OF UNIFORM FLOW AND ITS FORMULAS
ALE 5 6. VALUES OF THE ROUGHNESS COEFFICIENT it (continued)
113
Type of channel and description
Mininnun
Normal
ilfaxirnum
A' • 5. Mountain streams, no vegebd.ion in
'�% channel, banks usually sleep, trees
P.
z.;.. and brush along banks submerged at
YTa;. high stages
1. Bottom: gravels, cobbles, and few
0.030
0.010
0.050
boulders
2. Bottom: cobbles with large boulders
0.010
0.050
0.070
-2. Flood plains
a. Pasture, no brush
I. Short grass
0.025
0.030
0.035
2. Ilighgrass
0.030
0.035
0.050
6. Cultivated areas
1. No crop
0.020
0.030
0.010
n"j 2. Mature rote crops
0.025
0.035
0.045
3. Mature Geld crops
0.030
0.040
0.050
c. Brush
1. Scattered brush, heavy weeds
0.035
0.050
0,070
2. Light brush and trees, in winter
0. 03.5
0.050
0.060
3. Light brush and trees, in summer
0.010
O.OGO
0.080
4. Medium to dense brush, in winter
0.015
0.070
0.110
5. Medium to dense brush, in surnnmr
0.070
0.100
0.160
d. Trees
-'... 1. Dense willows, nunnus, straight
0.110
0.150
0.200
2. Cleared land with tree stumps, no
0.030
0.040
0.050
sprouts
'f3. Same as above, but with heavy
0.050
0.1160
O.lISO
7c: growth of sprouts
i 4. heavy stand of timber, ;t few down
0.0SO
0.100
0.120
•li;° trees, little undergrowth, flood stage
„•.••. below branches
5. Same as above, but with flood stage
0.100
0.120
0.160
- reaching branches
D-3. Mayor streams (top width at flood stage.
>100 ft). The n value is less than that
=L' for minor streams of similar description,
becausebanksofferlesseffective resistance.
y.., a. Regular section with no boulders or
0.025
.....
0.060
brush
6. Irregular and rough section
0.035
.....
0.100
103
UNIFORM FLOW
(b) dormant season —willow or cottonwood trees 8 to 10 years old, inter
grown with some weeds and brush, none of the vegetation in foliag(
where the hydraulic radius is greater than 2 ft, and (c) growing season=
bushy willows about 1 year old intergrown with some weeds in full foliag
along side slopes, no significant vegetation along channel bottom, wher
hydraulic radius is greater than 2 ft. •
(4) Very high for conditions comparable to the following: (a) tur
grasses where the average depth of flow is less than one-half the heigh
of vegetation, (b) growing season —bushy willows about 1 year old, inter
;rown with weeds in full foliage along side slopes, or dense growth o
2attails along channel bottom, with any value of hydraulic radius up b
10 or 15 ft, and (c) growing season —trees intergrown with weeds and brush
ill in full foliage, with any value of hydraulic radius up to 10 or 15 ft:
In selecting the value of ma, the degree of meandering depends on tin
•atio of the meander length to the straight length of the channel reach
Phe meandering is considered minor for ratios of 1.0 to 1.2, appreciabb
or ratios of 1.2 to 1.5, and severe for ratios of 1.5 and greater. �s
In applying the above method for determining the n value, severs
,hings should be noted. The method does not consider the effect of
suspended and bed loads. The values given in Table 5-5 were developed
rom a study of some 40 to 50 cases of small and moderate channels.
Cherefore, the method is questionable when applied to large channel:
vhose hydraulic radii exceed, say, 15 ft. The method applies only tc
mlined natural streams, floodways, and drainage channels and shows]
ninimum value of 0.02 for the n value of such channels. The minimum
value of n in general, however, may be as low as 0.012 in lined channels
.nd as 0.008 in artificial laboratory flumes. .,.
5-9. The Table of Manning's Roughness Coefficient. Table 5-6 gives
list of n values for channels of various kinds.' For each kind of channel
he minimum, normal, and maximum values of n are shown. The nor-,
1al values for artificial channels given in the table are recommended only
)r channels with good maintenance. The boldface figures are values
enerally recommended in design. For the case in which poor mainte-
ante is expected in the future, values should be increased according to
he situation expected. Table 5-6 will be found very useful as a guide to
he quick selection of the n value to be used in a given problem. A
opular table of this type was prepared by Horton [341 from an examina-
Ion of the best available experiments at his time.' Table 5-6 is compiled
' The minimum value for Lucite was observed in the Hydraulic Engineering Laborrl=
Iry at the University of Illinois 1331. Such a low n value may perhaps be obtained
[so for smooth brass and glass, but no observations have yet been reported.
' A table showing n values and other elements from 269 observations made on many
cisting artificial channels is also given by King 1351.
DEVELOPMENT ux unarvn�.. ..... •• ••• -
TA➢LE 5-5. VALUES FOR TIIE CiOoIPUTATION OF THE Roll OIINESS COEFFICIENT
By IA. (5-12)
Channel conditions
Values
Earth
cut
Material
rOlolRock
noinvolved
Rinc grovel
Coarse gravel
Smooth
0.000
Minor
0.005
Degree of
n,
irregularity
Moderate
0.010
Severe
0.020
Gradual
0.000
Variations of
channel cross
Alternating occasionally
n: 0.005
section
Alternating frequently
0.010-0.015
Negligible
0.000
Relative
Minor
0.010-0.015
effect of
obstructions
Appreciable
n'
0.020-0.030
Severe
0.040-0.060
0.005-0.010
edium
g
0.010-0.025
Vegetation
n'
0.025-0.050
High
Very high
0.050-0.100
Minor
Degree of
Appreciable
ma
F1300
meandering
Severe
APPENDIX IV
Water Supply and Storage Company Letter
12-2G-1 '996 S : S4Pt•1
FROM t44 VSOPd LUMBER' 970
482
2 246 F . I
Dec.27 '$6 17t27
FAX. P. 2
THE WATER SUPPLY AND STORAGE COMPANY
2319 EAST MULBERRY PHONE (303) 4823433
P.O. 60X 1564
FORT COLLINS. COLORADO 80522
November 25. 1996
To whoin it may concern
. . Re: Hearthfire P.U.D., Fle8t Filing; Ft. Collins, Colorado
This note is provided in order to indicate the intent of The Water Supply and Storage Company
to agree to accept developed undetained stormwatcr runoff from the caithfire P.U.D.project to cr
Richards Lake in a pattern similar to historic flows which entered Richards Like.
Our understanding 1S that water quality will be addressed. We also understand that an approval
block will be provided on the final Utility plans for Heatthfire P.U.D., First Piling which will be
as follows:
Water Supply and Storage
UTILITY PLAN APPROVAL
The undcnlgoed va behalf of THE WATER SUPPLY A.ND
STORAGE COMPANY, the owner of Richards Lake, does brrehy
agree it, xccept all runoff from Hearthfire P.U.D. in a pattern sirailar to
historic nuws which entered this Irrigation rmrvoir.
President Date
We also understand that the final plat will be provided with the following:
IRRIGATION COMPANY APPROVAL
The uvdcrsiggncd tm behalf of THE WAM SUPPLY AND
STORAGE COhiPANY, the vwtwr of Richards Lakc, doea hereby
Agn: re accept art runoff from Hartle ire P.U.D. in u paitetn similar to
hialorie (lvwr wLich eotcr%d this irrigallun rwcrvoir.
President Date
If you have any questions or comments, please cal Us at (970) 482-3433.
Sincerely,
�-/"k.
Tom Moore
The Water Supply and Starage Company
cc: Richards Lake Development. Company
EASEMENT DEDICATION
KNOW ALL MEN BY THESE PRESENTS: That the undersigned on behalf of THE WATER
SUPPLY AND STORAGE COMPANY being the owner of record of Richards Lake, City of
Fort Collins, County of Latimer, State of Colorado, in consideration of ten dollars ($10.00) in
hand paid receipt of which is hereby acknowledged, and other good and valuable consideration,
does hereby dedicate, transfer and convey to the City of Fort Collins, Colorado, a Municipal
Corporation, for public use forever hereafter a permanent easement for Drainage and Access in
the City of Fort Collins, County of Latimer, State of Colorado, more particularly described on
Exhibit "A" attached hereto and by this reference made a part hereof.
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
President of Water Supply and Storage Company
Owner of Richards Lake
STATE OF COLORADO )
)SS
COUNTY OF LARIMER )
The foregoing instrument was acknowledged before me this
19 , by
President of Water Supply and Storage Company
Owner of Richards Lake
Witness my hand and official seal.
Notary Public
My Commission Expires:
19
day of
Accepted by the City of Fort Collins on the day of , 199
City Clerk of the City of Fort Collins
EXHIBIT "A"
Drainage and Access Easement No. 1 Description
Commencing at the West 1/4 Corner of Section 30, Township 8 North, Range 68 West, said
point being the Point of Beginning; Thence continuing North 90°00'00" East 760.20 feet to the
True Point of Beginning;
Thence continuing South 36004'42" East 4.01 feet; Thence continuing South 29°32'00" East 5.13
feet; Thence continuing South 47040'28" West 143.00 feet; Thence continuing North 42°19'32"
West 20.00 feet; Thence continuing North 47040'28" East 145.78 feet; Thence continuing South
36004'42" East 11.08 feet; to the True Point of Beginning;
Said easement contains 2,892 square feet, more or less.
Drainage and Access Easement No. 2 Description
Commencing at the West 1/4 Corner of Section 30, Township 8 North, Range 68 West, said
point being the Point of Beginning; Thence continuing North 70°50'21" East 595.34 feet to the
True Point of Beginning;
Thence continuing South 39°39'17" West 101.00 feet; Thence continuing North 50°20'43" East
20.0 feet; Thence continuing North 39039'17" East 97.79 feet; Thence continuing South
59028'00" East 20.26 feet to the True Point of Beginning.
Said easement contains 1,988 square feet, more or less.
Drainage and Access Easement No. 3 Description
Commencing at the West 1/4 Corner of Section 30, Township 8 North, Range 68 West, said
point being the Point of Beginning; Thence continuing South 61°03'42" East 1638.67 feet to the
True Point of Beginning;
Thence continuing South 46005'00" East 20.42 feet; Thence continuing South 32°19'15" West
118.00 feet; Thence continuing North 57°40'45" West 20.0 feet; Thence continuing North
32°19'15" East 122.10 feet to the True Point of Beginning;
Said easement contains 2,401 square feet, more or less.
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:
Registration
Address:
-Z
52 // SCALE: 1" = 50'
TRUE POINT
OF BEGINNI50
N
5 / i
\Y,gB;
W 1/4 COR. OF SECT 30
T 8 N, R 68 W
DRAINAGE & ACCESS EASEMENT NO. I
]EXHIBIT A
v
TRUE POINS �o
OF SECINNI i
Z
\ SCALE: 1 = 50
V /
W
z� o w
0
� Z
W 1 /4 COR. OF SECT 30
//8 N, R 68 W
DRAINAGE & ACCESS EASEMENT NO. 2
EXHIBIT A
i
/
SCALE: 1" = SO'
I
TRUE POINT tcD
OF BEGINNING
//
246 �/&
2SS�ols�
�W 1/4 COR. OF SECT 30
/T 8 N, R 68 W
DRAINAGE & ACCESS EASEMENT NO. 3
EXHIBIT A
APPENDIX V
Drainage and Erosion Control Plan (3 Sheets)
Storm Sewer Profiles (2 Sheets)
4
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