HomeMy WebLinkAboutDrainage Reports - 09/16/1998'�Tv OF Report.
nn-
FINAL DRAINAGE AND EROSION CONTROL
STUDY
WOVENHEARTS MEMORY CARE
C�7ME0w �
SEP 19.98
1
1
1
FINAL DRAINAGE AND EROSION CONTROL
'
STUDY
WOVENHEARTS
MEMORY CARE
'
Prepared for:
DELWEST CORPORATION
1211 S. Parker Rd., Suite 203
'
Denver, CO 80231
303-671-7151
Prepared by:
JR Engineering, Ltd.
2620 East Prospect Road, Suite 190
Fort Collins, Colorado 80525
'
(970)491-9888
'
September 4, 1998
Job Number 9182.00
No Text
I
1
I
11
11
11
1
TABLE OF CONTENTS
TABLE OF CONTENTS
INTRODUCTION
PAGE
1.1 Project Location..............................................................................1
1.2 Site Characteristics..........................................................................1
1.3 Purpose and Scope of Report..............................................................1
1.4 Design Criteria..............................................................................1
1.5 Master Drainage Basin.....................................................:.............................I
2.
EXISTING DRAINAGE SYSTEM............................................................................2
2.1 Major..........................................................................................2
3.
DEVELOPED FLOWS
3.1 Criteria.....................................................................................................................2
3.2 Off -Site Flows..........................................................................................................2
3.3 Onsite Flows............................................................................................................2
3.4 Hydrologic Analysis of the Proposed Drainage Conditions....................................3
4.
RUNOFF DETENTION AND RELEASE.......................................................5
5.
STORMWATER QUALITY.......................................................................6
6.
EROSION CONTROL..............................................................................6
7.
VARIANCE REQUEST.............................................................................8
8. REFERENCES.......................................................................................8
APPENDIX A MAPS AND FIGURES
APPENDIX B HYDROLOGIC CALCULATIONS
APPENDIX C DETENTION POND CALCULATIONS
APPENDIX D OUTLET STRUCTURE CALCULATIONS
APPENDIX E STORMWATER QUALITY CALCULATIONS
APPENDIX F EROSION CONTROL CALCULATIONS
APPENDIX G SWALES, INLETS, AND PIPE SIZING
INTRODUCTION
1.1 Project Location
tThe proposed Wovenhearts Memory Care is located on a tract of land situated in the Northeast
Quarter of Section 1, Township 6 North, Range 69 West of the Sixth Principal Meridian, City
of Fort Collins, County of Larimer, State of Colorado.
The site is bounded on the west by an existing development, Sterling House, on the north by
the Evangelical Covenant Church, on the east by Lemay Avenue and on the south by Rule
Drive. (See FIGURE 1 - VICINITY MAP.)
1.2 Site Characteristics
' The general topography of the site consists primarily of undisturbed soil with native
vegetation. In general the site slopes to the southeast at approximately one-half to one percent.
The Soil Survey of Larimer County Area, Colorado indicates the soils for this site are
comprised of clay loam.
1.3 Purpose and Scope of Report
' This report defines the proposed drainage and erosion control plan for the proposed
Wovenhearts Memory Care assisted care living facility, including consideration of all on -site
' and off -site runoff.
1.4 Design Criteria
' This report was prepared to meet or exceed the submittal requirements established in the City
of Fort Collins' "Storm Drainage Design Criteria and Construction Standards" (SDDCCS),
' dated May 1984. Runoff computations were prepared for the 10-year and 100-year storm
frequency utilizing the rational method.
Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual"
(UDFCD), 1984, developed by the Denver Regional Council of Governments, has been
' utilized.
1.5 Master Drainage Basin
This site is in the Oak / Cottonwood Farm ODP — McClelland Basin. The master drainage plan
tfor the basin was prepared by the Sear -Brown Group. According to the master plan, the
SA918200\doc\drainrpt
' Page I
I
' maximum allowable release rate is 0.5 cfs / acre for sites in the McClelland Basin.
2. EXISTING DRAINAGE SYSTEM
2.1 Major Basin
' Along the north property line, historical drainage has been concentrated in a swale from west
to east at an approximate slope of one percent. Along the east property line, a ditch carries
flow from development from the north in a southerly direction at an approximate grade of
0.25% to an existing storm sewer system under Rule Road. The existing 100-yr. design flow
' in this ditch is 29 cfs. Reference material is included in the appendix. Along the west
property line sheet flow from Sterling House is directed southerly to an existing detention
pond at an approximate grade of 1%. The Sterling House detention pond releases 7.5 cfs
' during the 100-year storm, to an existing 18" RCP storm sewer system on the south property
line of the site. Flow continues in an easterly direction until the storm sewer connects to the
' storm sewer under Rule Drive at the intersection of S. Lemay Avenue. The site has
historically drained by sheet flow from the northwest towards the southeast at an approximate
' slope of 0.5 — 1.0 %. The entire drainage from the site eventually enters the City's storm
sewer system at the intersection of S. Lemay Avenue and Rule Drive.
3. DEVELOPED FLOWS
' 3.1 Criteria
The Rational Method was used to determine both the 10-year and 100-year flows for the sub -
basins indicated in this drainage report. A description of the hydrologic analysis is provided
' in Section 3.6 of this report.
3.2 Off -site Flows
Drainage outside of the developed area does not flow onsite.
3.3 Onsite Flows
Drainage within the developed area will surface flow to inlets and detention ponds with the
exception of three basins, which will direct discharge. All grading has been designed to carry
flows in a positive direction away from structures to the proposed drainage facilities. A
qualitative summary of the drainage patterns within each developed sub -basin is provided in
the following paragraphs. Detention and release rates are described in Section 4, "Runoff
Detention and Release".
S:\918200\doc\drai nrpt
Page 2
Runoff from Sub -basin A is conveyed by surface flow to the south pond. A manhole will be
installed on the existing 18" stone sewer and will receive flows from the south detention pond.
The Sterling House's detention pond adds 7.5 cfs during the 100-year storm and we are adding
0.45 cfs for a total of 7.95 cfs. The storm sewer system has been modeled and calculations
are included in the Appendix. Sub -basin Al is a portion of Sub -basin A. Runoff from this
basin is conveyed by surface flow to a proposed 2' trickle channel. This channel drains the
east side of the building to the parking area.
Sub -basin B is a small area on the north side of the site that will not be disturbed. Runoff from
Sub -basin B is conveyed by surface flow to the existing swale along the north property line.
This area historically flows to this swale and the discharge to this swale from this site will not
be increased by this development.
' Sub -basin C is a native grassed area that will have very little impervious area. Runoff from
Sub -basin C is conveyed by surface flow to the north pond. This pond discharges into the
ditch on the east property line through a 15" RCP with a 2.23" orifice to restrict release to 0.15
cfs.
1
LJ
Sub -basin D is a small area on the east side of the site containing an existing drainage ditch.
Offsite flow enters the basin from the north via 2-21" RCP's. Runoff from Sub -basin D is
released undetained in the ditch along S. Lemay Avenue and routed under Rule Drive in an
existing 27" pipe. The ditch will be improved with this project in accordance with
requirements outlined for open channels in Section 7 of (SDDCCS). Flows in the ditch will
not be increased due to development. The drainage ditch in Sub -Basin D is an existing
conveyance element, which carries significant offsite flow (29 cfs), see Appendix A for the
excerpt from the master plan Oak / Cottonwood Farm ODP — McClelland Basin. Therefore
the drainage ditch in Sub -basin D is being considered a historic condition and is not included
in detention calculations. Routing this flow through on -site detention areas was considered
and it was determined that this option would create hardship for this property, would
necessitate major drainage infrastructure improvements and could potentially endanger the
welfare of the proposed building. Based on this information, a variance is being requested for
this site to remove consideration of runoff from this basin from the calculations for this site.
Sub -basin E is the atrium interior to the building and will be open to the outside. Runoff from
SA918200\do6drainrpt
Page 3
I
1
1
t
1
1
1
1
Sub -basin E is conveyed by surface flow to an inlet and piped to the north pond.
Sub -basin F is a small area along the south property line. Runoff from Sub -basin F is released
undetained to the curb and gutter on the north side of Rule Drive.
The allowable release rate for the site was determined by using 0.5 cfs/acre. The area
considered was the total lot area less the area contained in Sub -Basin D (see explanation
above) for a total of 3.03 Ac. This 1.52 cfs was then reduced by the free release from Sub -
Basin's B and F for a total of 0.60 cfs that needs to be detained on -site. The north
detention pond will release 0.15 cfs and the south detention pond will release 0.45cfs.
On -site drainage basins are shown on the Drainage and Erosion Control Plan included in
the rear pocket of this report.
3.4 Hydrologic Analysis of the Proposed Drainage Conditions
The Rational Method was used to determine both 10-year and 100-year peak runoff values for
each Sub -basin. Runoff coefficients were assigned utilizing Table 3-2 of the SDDCCS
Manual.
As stated above, the Rational Method was used for all hydrologic analyses for the project site.
The Rational Method utilizes the equation:
Q = CJCIA
(1)
where Q is the flow in cfs, C is the runoff coefficient, Cf is the storm frequency adjustment
factor, I is the rainfall intensity in inches per hour, and A is the total area of the basin in acres.
The frequency adjustment factor, Cf is 1.0 for the initial 10-year storm and 1.25 for the major
100-year storm.
The appropriate rainfall intensity information was developed based on rainfall intensity -
duration curves in Figure 3-1 of this Manual.
In order to utilize the rainfall intensity curves, the time of concentration is required. The
following equation was used to determine the time of concentration:
t,=to+t,
(2)
SA918200\doc\drainrpt
Page 4
1
1
1
1
4.
1
1
where t, is the time of concentration in minutes, to is the initial or overland flow time in
minutes, and t, is the travel time in the ditch, channel, or gutter in minutes. The initial or
overland flow time is calculated with the equation:
t, = [1.87(1.1- CCf )Los]/(S)oss
(3)
where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the
average slope of the basin in percent, and C and Cf are as defined previously.
All hydrologic calculations associated with the Sub -basins shown are attached in the Appendix
of this report. Table 3.1 provides a summary of the design flows for all Sub -basins and Design
Points (DP's) associated with this site.
DESIGN
T E .1 VE O
AREA AREA
C10
C100
GS�
Tc (10)
YT
Tc (100)
E
Q (10)
Q (100)
POINT
DESIG.
(ACRES)
(MIN)
(MIN)
(CFS)
(CFS)
A
2.17
0.54
0.68
12.5
11.3
4.99
11.54
B
0.15
0.28
0.35
11.9
11.9
0.18
0.36
C
0.63
0.28
0.35
11.5
11.5
0.74
1.52
D
0.49
0.26
0.33
12.6
12.6
0.52
1.06
1
E
0.02
0.47
0.59
5.0
5.0
0.05
0.11
F
0.14
0.14
0.45
8.1
5.2
0.24
0.56
OS
0.22
0.83
1.04
5.0
5.0
1.02
2.05
2
A+OS
2.39
0.57
0.71
12.5
12.5
5.80
11.85
3
C+E
0.65
0.29
0.36
11.5
11.5
0.80
1.63
4
Al
0.41
0.59
0.74
7.2
f 5.7 1
1.24
2.67
RUNOFF DETENTION AND RELEASE
The site will contain two detention ponds, located on the southwest and northeast portion of
the site. Both ponds are designed to detain runoff from the 100-year storm from the site. The
south pond release rate will be controlled by a box -type grated outlet with an orifice on the
outlet pipe. The north pond release rate will be controlled by an orifice on an outlet pipe.
Details of the outlets are included on the Detail Sheet in the construction plans for the site.
The 3.20" orifice on the outlet pipe of the south pond will restrict flows to 0.45 cfs, and the
2.23" orifice on the outlet pipe of the north pond will restrict flows to 0.15 cfs. The on -site
S 1918200\doc\drainrpt
Page 5
I
release rate is equal to 0.5 cfs/acre in accordance with the Oak/Cottonwood Farm ODP master
drainage plan and reduced by the amount of runoff that will be released undetained from the
' on -site basins. Detention and release calculations include the entire site and the north half of
Rule Drive upstream of the site excluding Sub -Basin D. Considering S. Lemay Avenue, it is
not possible to take these flows due to the physical limitations of the drainage channel on the
west side of the road. Considering the north half of Rule Drive adjacent to the site, taking
these flows on -site would require extensive modification of the roadways. Typically, in this
' situation, the allowable release from the site would be decreased by the amount of runoff
generated by the adjacent half -street. In this case, reducing the allowable release from this site
' would effectively not allow any release from this site. Therefore flows from the north half of
Rule Drive adjacent to the site and the west side of S. Lemay Avenue adjacent to the site have
been allowed to continue to release as historically has occurred.
Calculations are included in the appendix of this report.
' S. STORMWATER QUALITY
As per The City of Fort Collins' Stormwater Utility, stormwater quality was considered in the
design of structural Best Management Practices. A water quality riser pipe is incorporated into
' the outlet structure on the south detention pond. A water quality capture volume (including
20% additional volume for sediment storage) of 0.06 Acre-ft has been provided.
' Calculations for the riser pipe are included in the appendix of this report.
6. EROSION CONTROL
'
6.1 Introduction
'
This section represents the Erosion Control Report for Wovenhearts Memory Care and was
prepared to meet the regulatory requirements of the City of Fort Collins. This report was
prepared following the guidelines and regulations set forth in the SDDCCS Manual.
The proposed improvements cover approximately eighty percent of the site. No grading is
'
proposed in the northwest portion of the site.
'
The general topography of this site consists of undisturbed soil with native vegetative ground
S A918200\doc\drainrpt
Page 6
1
cover. Slopes range from one-half to one percent.
6.2 Soil Description
In accordance with the Soil Conservation Service's (SCS) "Soil Survey of Fort Collins Area,
' Colorado," the soils on -site consist of the following:
Rainfall Wind Hydrologic
Soil Designation Erodibility Zone Erodibility Zone Soil Group
Nunn Clay loam Moderate Moderate C
6.3 Erosion and Sediment Control Measures
' Erosion and Sedimentation will be controlled on -site by the use of silt fence, gravel
' construction entrance, and straw bale filters. Buried Type "L" riprap will be provided as
permanent erosion control at the outlets of Pipes A, C, the 2 existing 21" RCP's, and the 2'
curb opening in the parking lot. Riprap is not necessary for the overflow spillway at the north
tdetention pond. Calculations are included in the appendix.
t6.4 Dust Abatement
During the performance of the work or any operations appurtenant thereto, the Contractor shall
' carry out proper efficient measures wherever and as necessary to reduce dust nuisance, and to
prevent dust nuisance, and to prevent dust which has originated from his operations from
damaging crops, orchards, cultivated fields, and dwellings, or causing a nuisance to persons.
' The Contractor will be responsible for any damage resulting from dust originating from his
operations. The Contractor will carry out these dust abatement measures by providing a water
' truck, which will spray water as often as necessary to control dust nuisance.
6.5 Tracking Mud on City Streets
' Wherever construction vehicles access routes or intersect paved public roads, provisions must
be made to minimize the transport of sediment (mud) by runoff or vehicles tracking onto the
paved surface. Stabilized construction entrances are required per the detail shown on the Plan,
twith base material consisting of 6" coarse aggregate. The contractor will be responsible for
S1918200\doc\drainrpt
Page 7
1
clearing mud tracked onto city streets on a daily basis.
6.6 Maintenance
All temporary and permanent erosion and sediment control practices must be maintained and
irepaired
as needed to assure continued performance of their needed function. Maintenance
is the responsibility of the contractor.
'
6.7 Permanent Stabilization
i
1
1
i
1
t
Reseeding and mulching is required for all disturbed areas. Seeded areas shall be
evaluated after one growing season to determine whether additional maintenance and/or
weed control is required. Acceptance of seeded areas after the second growing season shall
depend upon whether a satisfactory stand of grass is evident and weeds have been
controlled. A satisfactory stand of grass is where 90% of the seeded area has an evenly
distributed grass surface. Erosion control calculations, cost estimate, and schedule is
included in the appendix of this report.
7.0 VARIANCE REQUEST
A variance is being requested to not consider Sub -basin D in detention calculations for this
site. This request is being made based on not increasing runoff to the drainage ditch in
Sub -Basin D and treating this area as a historic condition. Because of the drainage ditch, it
is not possible to prevent runoff from this basin from leaving the site. If this basin were
considered in the runoff calculation for this site, the allowable release from this site would
be negative.
8.0 REFERENCES
City of Fort Collins, "Stone Drainage Design Criteria and Construction Standards,"
(SDDCCS), dated May 1984.
2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria
Manual", Volumes 1 and 2, dated March 1969, and Volume 3 dated September
1992.
SA9 I 8200\doc\drai nrpt
Page 8
I
1
MAPS AND FIGURES
1
1
1
1
1
1
1
i
1
1
1
1
1
i
i
1
1
i
1
1
5prin o
Ca n Ct / $
Mt Vernon = E
B y\o Ct
C on
Ct eO4 eat er Ct v''°\�Orr,/�} =C? Brittany
Or o°ti ^dH �cDRia
Ct
by q C,r
3 SS a call° 1 n So\en'to Cr
Pine Ct Cr
01
eOO^y Sandy Co �n Rare, Cl
e
W CI Cape Cod Cir
Calera go Wheaton Dr
c° Q O Lo Corl
°' a
i
o J £
HARM NY RD. b
VgOV NHEARTS = Oak,
M RY CARE °akrld ° °
s
as
Oak, 10
Se
Or e ti cp w 0 o
c o
En goo 14 c Jo.
p' f Rule Or
t.
Rule Dr.
o Live Oa4 tt
M on Or. ou a b _ d
0 o R Ct
i c Red Oa4 � @ o bert
a
t b
o So toom
sof.4 °a Oak Ct River ow /
1 White 0ak a \an Or 0
Ct Inu m U
° 'Spanish Oo4f ia Wister/
�Pussway Ct
CPO Twlnberry CI Ot C- B^rherry
Qiq
is Belvedere CC rroc /
°fit 1 u S id a Or Q i0a4 Leo p " in w U
0 o c of a in
e Ro^r m nve Y°peY os pin n o wO>- Fi e Or (l
° Yo�o °O/ r ep Salon St
s e•. i Or een`^ o SFO�'rw y Ql
e n
e4 C Southridge \n°v
a F
1.
u� V
VV
VICINITY MAP
N.T.S.
NICCLELLANDS BASIN
;WALE 302 _
' 2 27RCP's304 ' E` 36'RCP-
EXIST ' !.-.-:� 309 36" RCP EXIST. 3.10
._ Y
27" RCP EXIST H
• r LEMAY A twt ' rt '
, 39 cfs<ZOO
-04
Qt�= 29 cfs _=j.'��r , f` Q1 = 3$ cfs jf t..; t ,1. Q100= 63 cfs
! } f 311 EXIST 12" „ I 24" RCP
EXIST.RB G}e
05 INLT ! ;�� ,j of
pitt/ s,�E 2O�AR:t �f I
MULTI FAI
7.7AC OR BUS
BUSINESS SERVI
SERVICES '/ 207 OdLUNSW00D 3tt _
■ -
TREATMENT O CMPLEX
CITY PAR[
MULTI. FA
OR BUSIf\
SERVICI
31
u:#
1
1
' APPENDIX B
HYDROLOGIC CALCULATIONS
k,1
f 1
JR Engineering, Ltd.
2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 8525
1
1
1
1
t
1
July 20, 1998
LOCATION: WOVENHEARTS MEMORY CARE
ITEM: COMPOSITE "C" CALCULATIONS
COMPUTATIONS BY: DJC
SUBMITTED BY: JR ENGINEERING, LTD.
AREA
DESIGNATION
TOTAL
AREA
AREA OF
ROAD/WALK
RUNOFF
COEFF.
AREA OF
BUILDING
RUNOFF
COEFF.
AREA OF
LANDSCAPE
RUNOFF
COEFF.
COMPOSITE
VALUE
A
2.17
0.45
0.95
0.46
0.95
1.26
0.25
0.54
B
0.15
0.01
0.95
0.00
0.95
0.14
0.25
0.28
C
0.63
0.03
0.95
0.00
0.95
0.60
0.25
0.28
0
0.49
0.01
0.95
0.00
0.95
0.48
0.25
0.26
E
0.02
0.01
0.95
0.00
0.95
0.01
0.25
0.47
F
0.14
0.02
0.95
0.00
0.95
0.12
0.25
0.36
OS
0.22
0.18
0.95
0.00
0.95
0.04
0.25
0.83
A+OS
2.39
0.63
0.95
0.46
0.95
1.30
0.25
0.57
C+E
0.64
0.01
0.95
0.00
0.95
0.63
0.25
0.27
At
0.41
0.00
0.95
0.20
0.95
0.21
0.25
0.59
9182compc.XLS
1
1
1
1
1
t
n
1
I
(V
N
H
O
1n
m
N
ry
n
QJ
2 is
P
�
p
lV
IV
O
CI
O
9vN
6�rt
m
ry
�
ry
N
1�1
l7
CI
fV
l7
O
O
0
O
O
V
O
�
� v
;p
gXm
C
o
lV
m
O
m
p
N
C
o
m
j
8
1�1
N
y
O
N
m
8
t0
z
J
.5 n
E --
o
ei
io
N
d
N
vi
m
o
x N
N
ry
lV
G
lV
ry
lV
5
$
V
4 g
Y)
10Y
lm`I
N
O
b
m
N
[r'1
N
F9 W
U
2 �
c
N
c
O
a
O
o
O
s
C
O
a
O
m
S2 2
w O
a
00
z
N
Q
m
U
U
W
W
O}
W
U
Q
m
Q
a
H
N C
i�
1
1
1
1
1
1
1
1
s
J
Q
�
vi
m
N
ro
�i
o
vi
ry
N
o
ui
ry
N
n
vi
2 �
LL
N
T,
N
O
N
Ol
h
N
Yf
p
N
lV
O
O
N
♦
S Z
F
3 W0W
Wz
J
gg
a
N
�
O
N
y
N
u a
v
�
0
O
h
N
N
f
N
N
N
O
!j
Ol
n
YI
a E B
of
of
m
ri
m
V
O
p
O
Y
O
N
O
N
O
N
O
a'
J
^ m
a E
n
lV
N
N
OO
n
n
CI
yp
8
r
9
8
N `
8
8
8
8
8
8
$
$
g W
F
N
U
�
2
q
a N
N
O
N
O
Y
O
O
O
O
N
N
O
O
Z F
w o.
a
m
U
O
W
N
m
Q
a
m
�
7 Q❑
9
K
■111111111111111111111
�111111111111111111111
�
111111111111111111111
�111111111111111111111
■111111111111111111111
■111111111111111111111
�111111111111111111111
■
1�1�1�1�1�1�1�1�191�1
■
I�I�I�I�IB19191�I�IB1
■
�IBI�1@I@I�1@I�1�1�1
1919191�1�1�111�1�1�1
i<
1
1
1
1
1
1
■111111111111111111111
��111111111111111111111
■
111111111111111111111
■111111111111111111111
■111111111111111111111
�111111111111111111111
■
1�1�1�1�111�1�1�111�1
■
1�1�1�1�1�1�1�1�1�111
■
1@I@1�1�1�111�1�1�191
■
1�1�191@1�1�1�1�191�1
■
1�1�1�1�111�1911191�1
■1�1
�1�111�1�1�1�111
iC
I
1
1
1
APPENDIX C
DETENTION POND CALCULATIONS
1
I
1
1
I
I
1
[1
t
1
SOUTH DETENTION POND
DETENTION POND SIZING BY FAA METHOD
Developed by
Civil Eng. Dept., U. of Colorado
Supported by Denver Metro Cities/Counties Pool Fund Study
Denver Urban Drainage and Flood Control District, Colorado
USER=JR Engineering LTD -Ft Collins ...........................................
EXECUTED ON 06-10-1998 AT TIME 11:47:40
PROJECT TITLE: TYPE IN THE PROJECT TITLE
DRAINAGE BASIN DESCRIPTION
BASIN ID NUMBER = 1.00
BASIN AREA (acre)= 2.38
RUNOFF COEF 0.71
DESIGN RAINFALL STATISTICS
DESIGN RETURN PERIOD (YEARS) - 100.00
INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN
DURATION 5 10 20 30 40 50 60 80 100 120 150 ISO
INTENSITY 9.0 7.2 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0
'**** POND OUTFLOW CHARACTERISTICS:
MAXIMUM ALLOWABLE RELEASE RATE .45 CFS
OUTFLOW ADJUSTMENT FACTOR = 1
AVERAGE RELEASE RATE = .45 CPS
AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE ' ADJUSTMENT FACTOR.
•"'* COMPUTATION OF POND SIZE
-----------------------------------------------------
RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED
DURATION INTENSITY VOLUME VOLUME STORAGE
MINUTE INCH/HR ACRE -FT ACRE -FT ACRE-FT
-----------------------------------------------------
0.00 0.00 0.00 0.00 0.00
5.00 9.00 0.11 0.00 0.10
10.00 7.20 0.17 0.01 0.16
15.00 6.19 0.22 0.01 0.21
20.00 5.18 0.24 0.01 0.23
25.00 4.68 0.27 0.02 0.26
30.00 4.17 0.29 0.02 0.28
35.00 3.84 0.32 0.02 0.29
40.00 3.50 0.33 0.02 0.30
45.00 3.25 0.34 0.03 0.32
50.00 3.00 0.35 0.03 0.32
55.00 2.80 0.36 0.03 0.33
60.00 2.61 0.37 0.04 0.33
65.00 2.47 0.38 0.04 0.34
70.00 2.34 0.38 0.04 0.34
75.00 2.20 0.39 0.05 0.34
80.00 2.06 0.39 0.05 0.34
85.00 1.97 0.39 0.05 0.34
90.00 1.88 0.40 0.06 0.34
95.00 1.79 0.40 0.06 0.34
100.00 1.70 0.40 0.06 0.34
105.00 1.64 0.40 0.07 0.34
110.00 1.58 0.41 0.07 0.34
115.00 1.51 0.41 0.07 0.34
120.00 1.45 0.41 0.07 0.33
THE REQUIRED POND SIZE = .3413179 ACRE -FT
THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 90 MINUTES
I
I
1
t
NORTH DETENTION POND
--------------
DETENTION POND SIZING BY FAA METHOD
Developed by
Civil Eng. Dept., U. of Colorado
Supported by Denver Metro Cities/Counties Pool Fund Study
Denver Urban Drainage and Flood Control District, Colorado
USER JR=neaea�====--------=====
Engineering LTD -Ft CollinsCollins..... .. ne_ne==
EXECUTED ON 06-10-1998 AT TIME 11:57:51
PROJECT TITLE: TYPE IN THE PROJECT TITLE
***' DRAINAGE BASIN DESCRIPTION
BASIN ID NUMBER = 2.00
BASIN AREA (acre)= 0.65
RUNOFF COEF = 0.36
***** DESIGN RAINFALL STATISTICS
DESIGN RETURN PERIOD (YEARS) = 100.00
INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN
DURATION 5 10 20 30 40 50 60 80 100 120 150 180
INTENSITY 9.0 7.2 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0
POND OUTFLOW CHARACTERISTICS:
MAXIMUM ALLOWABLE RELEASE RATE = .15 CFS
OUTFLOW ADJUSTMENT FACTOR = 1
AVERAGE RELEASE RATE = .15 CFS
AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR.
COMPUTATION OF POND SIZE
-----------------------------------------------------
RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED
DURATION INTENSITY VOLUME VOLUME STORAGE
MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT
-----------------------------------------------------
0.00 0.00 0.00 0.00 0.00
5.00 9.00 0.01 0.00 0.01
10.00 7.20 0.02 0.00 0.02
15.00 6.19 0.03 0.00 0.03
20.00 5.18 0.03 0.00 0.03
25.00 4.68 0.04 0.01 0.03
30.00 4.17 0.04 0.01 0.03
35.00 3.84 0.04 0.01 0.04
40.00 3.50 0.05 0.01 0.04
45.00 3.25 0.05 0.01 0.04
50.00 3.00 0.05 0.01 0.04
55.00 2.80 0.05 0.01 0.04
60.00 2.61 0.05 0.01 0.04
65.00 2.47 0.05 0.01 0.04
70.00 2.34 0.05 0.01 0.04
75.00 2.20 0.05 0.02 0.04
80.00 2.06 0.05 0.02 0.04
85.00 1.97 0.05 0.02 0.04
90.00 1.38 0.05 0.02 0.04
95.00 1.79 0.06 0.02 0.04
-----------------------------------------------------
THE REQUIRED POND SIZE = 3 880181E-02 ACRE -FT
' THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 65 MINUTES
I
1
t
1
1
1
Project No.: 9182
Project Name: WOVENHEARTS MEMORY CARE
SOUTH POND
By: DJC
Date: 6/12/98
Contour
Elevation
(ft.)
Surface
Area
(sq. ft.)
Incremental
Volume
(cu. ft.)
Cumulative
Volume
(cu. ft.)
77.19
0
0
0
78.00
543
146.6
146.6
79.00
3889
1961.7
2108.3
79.10
4200
404.4
2512.7
80.00
7181
5061.8
5061.8
80.65
15002
7055.2
12117.0
80.70
15887
772.1
12889.1
80.80
18231
1704.6
14593.7
81.00
20036
3825.3
18419.0
81.50
28364
12037.6
30456.4
Volume = 0.70 ac-ft @ 4981.60
100-YR W.S.E. = 4980.80 Volume= 0.34 ac-ft
NORTH POND
Contour
Elevation
(ft.)
Surface
Area
(sq. ft.)
Incremental
Volume
(cu. ft.)
Cumulative
Volume
(cu. ft.)
78.60
0
0
0
79.00
391
52.1
52.1
79.70
2230
829.4
881.6
79.90
2827
504.5
1386.1
80.00
3586
319.9
1706.0
80.70
6220
3390.1
5096.1
81.50
13439
7680.5
12776.5
Volume = 0.29 ac-ft @ 4981.50
100-YR W.S.E. = 4980.00 Volume= 0.04 ac-ft
u q. YowrE
DETE�f�"'� VawY`�
1
1
1
1
1
LOCATION: WOVENHEARTS MEMORY CARE
ITEM: RELEASE RATE CALCULATIONS
COMPUTATIONS BY: DJC
SUBMITTED BY: JR ENGINEERING, LTD.
AREA
DESIGNATION
TOTAL
AREA
RELEASE
RATE
REMARKS
A
2.17
B
0.15
0.36
FREE RELEASE
C
0.63
D
0.49
1 1.06
IOMIT
E
0.02
F
0.14
0.56
FREE RELEASE
OS
0.22
AREA OF LOT = 3.03 AC
RELEASE RATE= 0.5 CFS/AC = 1.52 CFS
RELEASE RATE - FREE RELEASE= 0.60
NORTH DETENTION POND RELEASE @ 0.15
SOUTH DETENTION POND RELEASE @ 0.45
June 11, 1998
1
1
1
,.1
1
APPENDIX D
OUTLET STRUCTURE CALCULATIONS
' JR Engumenip, W. 7/20/98
2020 E. P,ospe Rd., Se. 180, FM C hs, Cok rado e0525
LOCATION: WOVENREARTS MEMORY CARE
'
ITEM: ORIFICE SIZING FOR POND OUTLETS
COMPUTATIONS BY: DJC
SUBMITTED BY: JR ENGINEERING, LTD.
Submerged Orifice Outlet:
'
release rate is described by the orifice equation,
Q. = Crib sgrt( 2g(h-E.))
where Q. = orifice outflow (ds)
C. - onfice discharge coefficient
g = gravitational acceleration = 32.20 We
A, = effective area of the orifice (ft?)
E. = geometric center elevation of the orifice (ft)
h - water surface elevation (ft)
NORTH POND
Q,= 0.15 ds
outlet pipe dia - D = 15.0 in
'
Invert elev, = 78.60 ft
E, = 78.69 It
h = 80.00 ft
C. = 0.6
solve for effective area of orifice using the orifice equation
A. = 0.027 ftz
= 3.9 in2
'
ordlce dia. = tl = 2.23 in
Check orifice discharge coefficient using Figure 5-21 (Hydmufic Engmeer 0g)
d/ D = 0.15
kinematic viscosity, v = 1.22E-05 ft2/s
Reynolds no. = Rea = 4Q/(ndv) = 6.41E+04
C. _ (K in figure) = 0.6 check
'
Used= Z23 in
A. = 0.027 ff2
Q= 0.15 ds
SOUTH POND
Q, = 0.45 cis
'
outlet pipe dia = D = 15.0 in
Invert elev. - 77.19 ft
E,= 78.00 ft (Tailwater Elevation)
It = 80.80 ft
'
C. = 0.6
solve for effective area of orifice using the orifice equation
A. 0,056 ft'
= 8.0 in'
'
orifice die. = tl = 3.20 in
Check onfice discharge coefficient using Figure F-21 (Hytlraufic Engineering)
d/ D = 0.21
'
kinematic viscosity, v = 1.22E05 ft2/s
Reynolds no. = Rea = 4Q/(ndv) = 1.76E+05
C. _ (K in figure) = 0.6 check
'
Use d = 3.20 in
A. = 0.056 ft2
Q= 046 cfs
Page 1
1
I
1
1
K19 9 DI-Mi 1 �I
STORMWATER QUALITY CALCULATIONS
1
1
1
1
1
1
1
1
i
1
1
1
1
1
1
1
1
1
6/11/98
LOCATION: WOVENHEARTS MEMORY CARE
ITEM: WATER QUALITY CAPTURE VOLUMES & OUTLET SIZING
COMPUTATIONS BY: DJC
SUBMITTED BY: JR ENGINEERING, LTD.
From Urban Strom Drainage Criterial Manual, March 1969
(Referenced figures are attached at the end of this section)
Use 40-hour brim -full volume drain time for extended detention basin
Water Quality Capture Volume = WQCV = (required storage/12)•(tributary drainage area)
DwQ = depth at outlet (1' minimum)
MAJOR
Trib.
% Imperv.
Requried Storage
WQCV
req. vol
Dw0
req. area/row
BASIN
area
(in. of runoff)
WQCV •1.2
(in'/row)
(ac)
from Fig. 6-1
(ac-ft)
(ac-ft)
(ft)
from Fig. 6-3
SOUTH DET. POND
2.39
57
0.24
0.05
0.06
1.0
0.33
WQ outlet sizing for South Pond
From Figure 5-2,
for 3/8 in. hole diameter
Area of hole =
0.11 in
for 4 in. diameter riser & 318 in.
hole diameter
# of columns =
3
Area provided/row =
0.33 in'
Area Required/row =
0.33 in
WQ outlet sizing for South Pond
WQCV level at outlet = 1 ft
4 in. diameter riser with 3/8 in. holes in 3 columns
Wgvol.xls
DRAINAGE CRITERIA MANUAL (V. 3)
STORMWATER QUALITY MANAGEMENT
03
0
WE
C
9-1-1992
UDFCD
5
a
xten
0-H
tm
Bash
(Dry)
D
1
tentl
-Hour
In In
Drain
1, (let)
nme
0 10 20 30 40 50 60 70 80 90 100
Percent Impervious Area in Tributary Watershed
Source: Urbanos, Guo, Tucker (1989)
Note: Watershed inches of runoff shall apply to the
entire watershed tributary to the BMP Facility.
FIGURE 5-1. WATER QUALITY CAPTURE VOLUME (WQCV)
DRAINAGE CRITERIA MANUAL (V. 3)
STRUCTURALSMPs
1
m 0A
m
m 0.4
E
m
m 0.2
a
r #.
0.02
0.01
c
U.ou i.0 2.0 4.0 6.0
Required Araaper Row (in.2 )
Source: Douglas County SO= Drainage and Technical Criteria, 1986.
FIGURE 5-3. WATER QUALITY OUTLET SIZING: DRY EXTENDED DETENTION
BASIN WITH A 40-HOUR DRAIN TIME OF THE CAPTURE VOLUME
9-1-1992
UDFCD
I
F.1W;j040U- it
EROSION CONTROL CALCULATIONS
t
JR Engineering, Ltd.
2620 E. Prospect Rd., Ste. 190, Foil Collins, CO 80525
' RAINFALL PERFORMANCE STANDARD EVALUATION
1
k
PROJECT: WOVENHEARTS MEMORY CARE STANDARD FORMA
COMPLETED BY:DJC DATE: 1 blun-98
DEVELOPED
ERODIBILITY
Asb
Lib
Ssb
Ai • Li
Ai • Si
Lb
Sb
PS
SUBBASIN(s)
ZONE
(AC)
(Fn
(%)
(FT)
(•/.)
(�)
A
MODERATE
2.17
450
1.00
976.5
2.2
B
0.15
349
2.10
52A
0.3
C
0.63
270
2.50
170.1
1.6
D
0.49
469
1.48
229.8
0.7
E
0.02
20
2.00
0.4
0.0
F
0.14
291
1.37
40.7
0.2
Total
3.60
1469.90
5.02
408.3
IA
78.8%
' Ash = Sub -basin area
Lsb = Sub -basin flow path length
' Ssb = Sub -basin slope
Lb = Average flow path length = sum(Ai Li)/sum(Ai)
Sb = Average slope = sum(Ai Si)/Sum (Ai)
PS is taken from Table 8-a (Table 5.1, Erosion Control Reference Manual) by interpolation.
An Erosion Control Plan will be developed to contain 78.8%of the rainfall sedimentation
that would normally flow off a bare ground site during a 10-year, or less, precipitation event.
1
t
' std&ett.xls
1 of1
1
1
1
1
1
1
1
1
1
J I EWMOaYN. W.
MO E. Ranp9a1 M.. 61R.1 IN, FM Cain. W 00525
EFFECTIVENESS CALCULATIONS
PISORCCS: WOVENMEARTS MEMORY CARE STANDARDFORM B
WOQL BY: WC DATE
FAOSR)N COMR0.
GFALIdI
PFACIOR
SB?DIW
VA u
VALUE
C06A0'11?
BARE SOIL
Lee
IW
SWK)711CpID 14
RWOHENED QIWND
IW
0.W
ROADSM'ALKS
001
IW
(RAVELFB.TFAS
I.W
O.W
PIACEDATBOSSIS
SILTFENCE
1.W
0.50
SIRAw MULCH
0.06
I.W
PSTABLI9®GRASS
OW
I.W
FROMM(RIOEM
51RAw BARRRRS
I.W
0W
FFF •(IrA'IW
5451DR
SUB
BASDIARES
FAOSIWCONIROLMEIIIODS
BASM
BASW
W)
A
117
WO SVNY J 0,15 M.
RWtaD:NED GR. 016 M.
STRAW1M111.CH .M M.
1
NETC{ACIOR 035
NETPiAMR 0]6
EFF •(IrR'1W• 91.
B
0.15
RO S/$V LR$ 001 Ac
RW000DIED GR OW A
SIRAW/MI m 0,14 Ac
STRAW ll R
NETC{ACTOR 0W
NEPPiACTOR OR
EFF'(IS'R'IW• 97.
C
0.65
ROADSM1VALRS 005 Au
0.W(i@IED 4TC OW A
SIRAWARR.CH QW M.
NBF C{AMR 006
NET P-FACFOR ON
EPY`II{•P)•IW• 956%
D
099
ROADSN/ALRS 001 Ac
RWGNENED G0. O.W M.
S W/ARB.CII 0.M Ac
NEI CfACIOR 0.%
N PFACPOR 0W
EHM(I-M-IW• 91.3%
E
0.01
ROADR9VALR5 001 Ac.
RWGID;I.'EO GR ON M.
S W/MGLCH 001 M.
NETCfAC Bw
NEP PiAC10R I.W
Ff'F-f1C'R'IW- %s
F
0.11
ROADSM1V m 001 Ac.
ROUGHENED GR. ON A,.
STIAWi CH 0.12 A.
STRAW BARRDA
NEI C{ACTOR 005
NEP PfACDTR 0.SO
EiF-IIrP)•IW- W4
TOTAL AREA- 5.0 zc
TOTAL EFT- 93.W.
REQUIRED PS - T9.6%
Since 92.9%> 719%, the proposed plan is o.k.
E P1 BASIN
GFxlavausAr s'oSM rorRams0100s Oaf pelManAYrYn nc90naaamipnBfes. Dep0n06WInaOoO
mM nq Ob a,twRR a «s6lla n16BCC nLMIPR W A
NETCfACTOR• (O.45x,O1+066x ID*I10xO.W)12.1T
0.Feciw 9alues sa a erOslOn Wwdnamaes wNOA IFnaw W9pnli0bs M10m nroPip warn.
NET P-FACTOR• (0.90 x 060 x I.DO x 0.5)
s w6 &
la1
M(*
0.15
ON
047
OW
I
1
F1
U
O
O
c
W
m
o
O
c
O
\
o
U
Q
N
'
cl
o
Z
a
E
0
N
N
O N
�
O C
�
W
O T
W --
o U
W
N N
U
c_
z
d T
J
O
ice'
N n
W
N
n '' )
N O
'
V
E
N
Z
O 5
O
C
L
OU
1
I
U
�
U
N
U
O
c 3
o°
N
o
WC
V i
w
3
a
N E
Q
U
O
n w
U
}
o
d
r
N N
W
�
O Q
W
F
C
J
O
w
Z
O E
O
w
m
o
>
°
.6 D
3
O1
o m
L
C)
y U
N N
'
O
�
w
a
w
a >
H
U
O
U
Z
0 n
o n
'
U O
D
W
a c
a
o
o
~
I
I I
U
O
a
w
N
O) �
rnQ
O
m a
c a m
o
O
m
a m
c\
ti
U
U O+ O U
C n W n 0
° O
o w
U y O N
oN
c mm� �.
p
O dm C
N _..
°
VI
.O
wJ °10c
�
�c° °
O
v_7
OEwo
o :°
UZ—n
ovoo
No
c aoL
mvCO.°
°uE oo L
w
a0>O
O
we_:2� mzo
O=
I
1
JR Engineering, Ltd. 6/12/98
2620 E. Prospect Rd, Ste. 190, Fort Collins, CO 80525
1
1
1
1
1
1
1
1
WOVENHEARTS MEMORY CARE
EROSION CONTROL COST ESTIMATE
JOB NO. 9182.00 COMPLETED BY: DJC
EROSION CONTROL MEASURES
ITEM
DESCRIPTION
UNITS
UNIT COST
IQUANTITY
I TOTAL COST
1
SILT FENCE
LF
$ 3.00
867
$ 2,601.00
2
GRAVEL CONSTRUCTION ENTRANCE
EACH
$ 500.00
1
$ 500.00
4
STRAW BALES
LF
$ 3.25
21
$ 68.25
COST $ 3.169.25
CITY RESEEDING COST
ITEM
DESCRIPTION
UNITS
I UNIT COST
IQUANTITY
I TOTAL COST
1
RESEED/MULCH
ACRE
I $ 500.00
1.8
$ 900.00
COST $ 900.00
TOTAL COST $ 3,169.25
TOTAL COST WITH FACTOR OF 150% $ 4,753.88
1 of 1
I
I
I
H
H
I
1
1
1
1
1
1
1
APPENDIX G
SWALES, INLETS, AND PIPE SIZING
1
' Overflow Spillway Sizing
LOCATION: WOVENHEARTS MEMORY CARE
' PROJECT NO: 9182
COMPUTATIONS BY: DJC
SUBMITTED BY: JR ENGINEERING, LTD.
i
OVERFLOW SPILLWAY
' Size using the equation for flow over a weir
Q = CLH3t' A + 5 'll elewailon
where C = weir coefficient = 2.6 _� I
H = overflow height '7 i�K
L = length of the weir
' The detention pond has a spill elevation 0.5 ft above the design maximum water surface elevation
Spillways will be designed with 0.50 ft flow depth, thus H = 0.5 ft
' Size using peak flows calculated with the Rational Method since they are greater than SWMM results
SOUTH POND
' for Q (100) = 11.9 cfs (100-yr flow to design point 2 - assume outlet is fully clogged)
Weir length required: L = 13 ft
Use L = 24 ft (Flowline width @ drive entrance)
V = 0.85 ft/s
1
NORTH POND
' for Q (100) = 1.6 cfs (100-yr flow to design point 3 - assume outlet is fully clogged)
Weir length required: L = 2 ft
' UseL= 5 ft
' V = 0.36 ft/s
1
I
SPILLWAY SOUTH DETENTION POND,
Worksheet for Trapezoidal Channel
Project Description
' Project File
c:\fmw\918200.fm2
Worksheet
SPILLWAY SOUTH DETENTION POND
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Discharge
1
U
Input Data
Mannings Coefficient
0.030
Channel Slope
0.010000 ft/ft
Depth
0.50
R
Left Side Slope
4.00
H : V
Right Side Slope
4.00
H : V
Bottom Width
24.00
ft
Results
Discharge
38.49
fN/s
Flow Area
13.00
ft'
Wetted Perimeter
28.12
ft
Top Width
28.00
ft
Critical Depth
0.42
ft
Critical Slope
0.017968 ft/ft
Velocity
2.96
ft/s
Velocity Head
0.14
ft
Specific Energy
0.64
ft
Froude Number
0.77
Flow is subcritical.
Jun 12, 1998
08:55:37
None FlowMaster v4.1b
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
'
SPILLWAY NORTH DETENTION POND
Worksheet for Trapezoidal Channel
Project Description
Project File
c:\fmw\918200.fm2
Worksheet
SPILLWAY NORTH DETENTION POND
Flow Element
Trapezoidal Channel
Method
Manning's Formula
'
Solve For
Discharge
' Input Data
Mannings Coefficient
0.030
Channel Slope
0.010000 Wit
'
Depth
0.50
ft
Left Side Slope
4.00
H : V
Right Side Slope
4.00
H : V
Bottom Width
5.00
ft
'
Results
Discharge
9.15
fN/s
Flow Area
3.50
ft'
'
Wetted Perimeter
9.12
ft
Top Width
9.00
ft
Critical Depth
0.42
it
'
Critical Slope
0.019206
ft/ft
Velocity
2.62
ft/s
Velocity Head
0.11
ft
Specific Energy
0.61
ft
'
Froude Number
0.74
Flow is subcritical.
1
' Jun 12, 1998 None
085506 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-16W
FlowMaster v4.1b
Page 1 of 1
W
U
11
t
1
I
1
1
r O O W m OR
Qc�v
r r r r r n n
x
O m N N N O
O! N O N O Y
c
rn m m m m n m
c 3^
n n n n n n n
o Qv
U
CR O W O W V aND.
Oage
m o M o o N
rn
o r o m m
n mn A n r n
C
D=
0 0 M N m N
7Q�
U
O M m 0
n T O
n
7>�
n n n n n
n m M' o rn o
m V N N N m
n
m uni o o voi m
a^
o v o 0 o r
U ..
O N O N N m
Q
r O N N O n 0
O N A W O N N
c p
O'C
41 W N N N O
m�
U U U U Yl U
0 0 0 0 0 0
U U U U C1 a U
N
N_
N
U U U U U U U
C C C C C C C
M N
O N m 0 0 0 0
O Or N n O n r
ap �(l Oi O W A
y
Ol^
N N
c �
J
O
m w
a
N w
a"+q Nan
a a a a a a R
n
If
Q
m
a
Q
-
----------T --------------------------------------------
UDINLET: INLEHYDAAULICS AND SIZING
DEVELOPED BY
'CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
---------- ------
-----------------------------------------------------
ER:JR ENGINEERS-DENVER CO ..................................................
DATE 03-03-1998 AT TIME 10:52:35
** PROJECT TITLE: INLET DESIGN
*** GRATE INLET HYDRAULICS AND SIZING:
Y
Y
r
Y
1
1
1
INLET ID NUMBER: 10
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
INLET GRATE WIDTH (ft)= 2.00
INLET GRATE LENGTH (ft)= 2.00
INLET GRATE TYPE =Type 16 Grate Inlet
NUMBER OF GRATES = 1.00
SUMP DEPTH ON GRATE (ft)= 0.00
GRATE OPENING AREA RATIO (`s) = 0.60
IS THE INLET GRATE NEXT TO A CURB ?-- NO
Note: Sump is the additional depth to flow depth.
STREET GEOMETRIES:
STREET
LONGITUDINAL
SLOPE (0 =
1.00
STREET
CROSS SLOPE
(_) =
2.00
STREET
MANNING N
=
0.016
GUTTER
DEPRESSION
(inch)=
1.50
GUTTER
WIDTH
(ft) =
2.00
STREET FLOW HYDRAULICS:
WATER SPREAD OK STREET (ft) = 1.30
GUTTER FLOW DEPTH (ft) = 0.11
FLOW VELOCITY ON STREET (fps)= 1.57
FLOW CROSS SECTION AREA (sq ft)= 0.07
GRATE CLOGGING FACTOR (o)= 50.00
CURB OPENNING CLOGGING FACTOR(°s)= 10.00
INLET INTERCEPTION CAPACITY:
FOR 1 GRATE INLETS:
DESIGN DISCHARGE
(cfs)=
0.11
IDEAL GRATE INLET CAPACITY
(cfs)=
0.85
BY FAA HEC-12 METHOD:
FLOW INTERCEPTED
(cfs)=
0.11
CARRY-OVER FLOW
(cfs)=
0.00
BY DENVER UDFCD METHOD:
FLOW INTERCEPTED
(cfs)=
0.11
CARRY-OVER FLOW
(cfs)=
0.00
' SECTION A -A DEVELOPED
Worksheet for Triangular Channel
Project Description
' Project File
x:\918200-wovenhearts\drainage\918200.fm2
Worksheet
SECTION A -A DEVELOPED
Flow Element
Triangular Channel
Method
Manning's Formula
'
Solve For
Channel Depth
' Input Data
Mannings Coefficient
0.030
Channel Slope
0.270000 %
'
Left Side Slope
3.00
H : V
Right Side Slope
3.00
H : V
'
Discharge
30.21
ft'/s
Results
Depth
2.01
ft
Flow Area
12.12
ft'
Wetted Perimeter
12.71
ft
Top Width
12.06
ft
Critical Depth
1.45
ft
Critical Slope
0.015678
ft/ft
Velocity
2.49
fus
Velocity Head
0.10
ft
Specific Energy
2.11
ft
Froude Number
0.44
'
Flow is subcritical.
I
I
t
' 07/21/98
02:09:00 PM Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06706 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
I
SWALE B-B
Worksheet for Trapezoidal Channel
1
Project Description
Project File
x:\918200-wovenhearts\drainage\918200.fm2
'
Worksheet
SWALE B-B
Flow Element
Trapezoidal Channel
Method
Manning's Formula
'
Solve For
Channel Depth
1
t
1
I
t
Input Data
Mannings Coefficient
0.022
Channel Slope
1.00
%
Left Side Slope
4.00
H : V
Right Side Slope
4.00
H : V
Bottom Width
2.00
ft
Discharge
2.67
ft /s
Results
Depth
0.32
ft
Flow Area
1.06
ft2
Wetted Perimeter
4.66
ft
Top Width
4.58
ft
Critical Depth
0.31
ft
Critical Slope
0.011892 ft/ft
Velocity
2.52
ft/s
Velocity Head
0.10
ft
Specific Energy
0.42
ft
Froude Number
0.92
Flow is subcritical.
' 07/20198
04:10:57 PM
FlowMaster v5.15
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
1
' OUTLET PIPE NORTH POND (PIPE A)
Worksheet for Circular Channel
1
Project File
x:1918200-wovenhearts\drainage\918200.fm2
'
Worksheet
OUTLET PIPE NORTH POND
Flow Element
Circular Channel
Method
Manning's Formula
'
Solve For
Channel Depth
'
Input Data
Mannings Coefficient
0.012
Channel Slope
0.50 %
'
Diameter
15.00 in
Discharge
0.15 fN/s
'
Results
Depth
1.79
in
'
Flow Area
0.08
ft'
Wetted Perimeter
0.88
ft
Top Width
0.81
ft
'
Critical Depth
0.15
ft
Percent Full
11.95
%
Critical Slope
0.005025 ft/ft
Velocity
1.81
ft/s
'
Velocity Head
0.05
ft
Specific Energy
0.20
ft
Froude Number
1.00
Maximum Discharge
5.32
ft3/s
Full Flow Capacity
4.95
ft /s
Full Flow Slope
0.000005 ft/ft
'
Flow is subcritical.
I
1
' 07/22/98
11:56:29 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
' OUTLET PIPE SOUTH POND (PIPE B)
Worksheet for Circular Channel
'
Project Description
Project File
c:\fmw1918200.fm2
'
Worksheet
OUTLET PIPE SOUTH POND
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
' Input Data
Mannings Coefficient 0.013
Channel Slope 0.50 %
' Diameter 15 in
Discharge 0.45 ft /s
1
LJ
1
'J
1
Results
Depth
3.18
in
Flow Area
0.19
ft'
Wetted Perimeter
1.20
ft
Top Width
1.02
ft
Critical Depth
0.26
ft
Percent Full
21.20
%
Critical Slope
0.005335
ft/ft
Velocity
2.37
ft/s
Velocity Head
0.09
ft
Specific Energy
0.35
ft
Froude Number
0.97
Maximum Discharge
4.91
ft/5
Full Flow Capacity
4.57
ft'/s
Full Flow Slope
0.000049 ft/ft
Flow is subcritical.
'Jun 11. 1998
15:32:01
None FlowMaster v4.11b
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
' OUTLET PIPE FOR ATRIUM DRAIN (PIPE C)
Worksheet for Circular Channel
'
Project Description
Project File
c:\fmw\918200.fm2
'
Worksheet
PIPE C
Flow Element
Circular Channel
Method
Manning's Formula
'
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.013
Channel Slope 1.85 %
' Diameter 12 in
Discharge 0.11 fN/s
1
1
1
Results
Depth
1.25
in
Flow Area
0.04
ft'
Wetted Perimeter
0.66
ft
Top Width
0.61
ft
Critical Depth
0.14
ft
Percent Full
10.41
%
Critical Slope
0.006183
ft/ft
Velocity
2.54
ft/s
Velocity Head
0.10
ft
Specific Energy
0.20
ft
Froude Number
1.68
Maximum Discharge
5.21
ft/S
Full Flow Capacity
4.85
ft3/s
Full Flow Slope
0.000010
ft/ft
Flow is supercritical.
'Jun 11, 1998
15:33:40
None FlowMaster v4.1b
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
' PIPE D
Worksheet for Circular Channel
Project Description
Project File
x:\918200-wovenhearts\drainage\918200.fm2
'
Worksheet
PIPE D
Flow Element
Circular Channel
Method
Manning's Formula
'
Solve For
Channel Depth
1
11
Input Data
Mannings Coefficient
0.012
Channel Slope
0.27 %
Diameter
36.00 in
Discharge
30.21 cfs
'
Results
Depth
24.46
in
'
Flow Area
5.11
ft'
Wetted Perimeter
5.81
ft
Top Width
2.80
ft
'
Critical Depth
1.78
ft
Percent Full
67.95
Critical Slope
0.004001 ft/ft
Velocity
5.91
ft/s
'
Velocity Head
0.54
ft
Specific Energy
2.58
ft
Froude Number
0.77
'
Maximum Discharge
40.39
cfs
Full Flow Capacity
37.54
cfs
Full Flow Slope
0.001748 ft/ft
'
Flow is subcritical.
[]
07/22/98
11:59:48 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
1
STANDARD EROSION CONTROL CONSTRUCTION PUN NOTES, JUNE 1997
THE CITY OF FONT COLLINS SMIRAWATER UTILITY EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEAST 24
HOURS PRIOR TO ANY CONSTRUCTION ON THIS SIZE.
ALL REWIRED PERIMETER SILT FENCING SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING
ACTVTY (STOCKPILNG, STRIPPING, GRADING. ETC). ALL OTTER REWIRED EROSION CONTROL MEASURES SHALL
BE INSTALLED AT THE APPROPRIATE TIME IN ME CONSTRUCTION SEQUENCE AS INDICATED IN THE APPROVED
PROJECT SCHEDULE, CONSTRUCTON PLANS, AND EROSION CONTROL REPORT.
PRE -DISTURBANCE VEGETATON MALL BE PROTECTED AND RETAINED WHENEVER POSSIBIE. REMOVAL OR
DISTURBANCE OF EXISTING VEGETATION SHALL BE UNITED TO TIE AREA REWIRED FOR IMMEDIATE CONSTRUCTION
OPERATIONS, AND FOR TIE SHORTEST PRACTICAL PERIW O TME.
ALL SOILS EXPOSED DURING LAND DISTURBING ACRVTY (STRIPPING, GRADING. UTILITY INSTALLATIONS
STOCKPILING, FIWNG, ETC.) SHALL BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DISCING ALONG LAND
CONTOURS UNTIL MULCH, VEGETATION, OR OMER PERMANENT EROSION CONTROL IS INSTALLED. NO SOILS IN
AREAS OUTSIDE PROJECT STREET RIGHTS ON WAY SHALL REMAIN EXPOSED BY LAND DISTURBING ACTNTY FOR MORE TUN THIRTY (30) OATS BEFORE REQUIRED TEMPORARY RW PERMANENT EROSION CONTROL (E.G.
SEED/MULCH, LANDSCAPING, ETC.) IS INSTALLED, UNLESS OTHERWISE APPROVED BY ONE STONMWAIER UTILITY.
ME PROPERTY SHALL BE WATERED AND MAINTAINED AT Al TIMES DURING CONSWU0➢ON
ACTIVTIES SO AS TO PREVENT MIND -CAUSED EROSION. ALL LAND DISTURBING ACTVTIES SHALL BE
IMMEDIATELY DISCONTNUED MEN FUGITIVE DUST IMPACTS ADJACENT PROPERTIES AS DETERMINED BY ME
CITY OF FORT COLLINS ENGNEERING DEPARTMENT.
ALL TEMPORARY (STRUCTURAL) EROSION CONTROL MEASURES SHALL BE INSPECTED AND REPAIRED OR
RECONSTRUCTED AS NECESSARY AFTER EACH RUNOFF EVENT IN ORDER TO ASSURE CGNTNUED PERFORMANCE ON
THEIR INTENDED FUNCTON. ALL RETAINED SEDIMENTS, PARTICULARLY THOSE ON PAVED ROADWAY SURFACES.
SHALL BE REMOVED AND DISPOSED O IN A MANNER AND LOCATION SO AS NOT TO CAUSE THEIR RELEASE INTO
ANY DRANAGEWAY. NO SOL STOCKPILE SHALL EXCEED MN (10) FEET IN HEIGHT. ALL SOIL STOCKPILES SHALL BE PROTECTED FROM
SEDIMENT TRANSPORT BY SURFACE RWWENING, WATERING, AND PERIMETER SILT FENCING, ANY SUL
STOCKPILE REMAINING AFTER W DAYS SHALL BE SEEDED AND MULCHED.
CITY ORDINANCE PROHIBITS ME TRACKING, DROPPING, OR DEPOSITING OF SOBS ON ANY OTHER MATERIAL ONTO
CITY STREETS BY OR FROM ANY VEHICLE. ANY INADVERTENT DEPOSITED MATERIAL SHALL BE CLEANED
IMMEDIATELY BY ME CONTRACTOR.
SEE SHEET 5 FOR EROSION CONTROL DETAILS
DESIGN
POINT
AREA
DESIG.
AREA
(ACRES)
C70
C100
I
TO (10)
(MIN)
TO (1 DO)
(MIN)
0 (10)
(CPS)
0 (1W)
(CFS)
REMARKS
A
2.17
0.54
1068 1
12.5
1 11.3
4.99
11.54
B
0.15
0.28
0.35
1 11.9
1 11.9
0.18
0.36
C
0.63
0.28
0.35
11.5
1 11.5
0.74
1.52
D
0.49
0.26
0.33
12.6
12.6
0.52
1.06
1
E
0.02
0.47
0.59
5.0
5.0
0.05
0.11
F
0.14
0.14
0.45
B./
5.2
0.24
0.56
OS
0.22
0.83
1.04
5.0
5.0
1.02
2.05
2
A+OS
1 2.39
1 0.57
0.71
12.5
12.5
5.80
11.85
3
C-HE
0.65
0.29
0.36
11.5
11.5
0.80
1.63
4
Al
0.41
0.59
0.74
7.2
5.7
1.24
2.67
9A MA rcA
r--- - - 1 B \ --
IS 2S \� so 00�Mn Mess
%
'm NFHB
Aw. ♦�'•
/ 1
EN9 PAN
LEA` I
II /
STt7E/EAA)U4EP D
HAIR
LOT I CHAIN
ir "VAX)
II I I_ I Fl ...' AT EDv-MIS
I
I�j aP we
JR2 PI
) / I `/ 5 Bz T A
4DI
IV
Miss an
I I 111 I � I
� � I I II i111\il- I I t
Eo----------------- / -
`F - 'T1W� aAIIWL
l cns� sawrnawr J JS"9B LF 1°-
W's W's see sess•'s "'s sess sess sess sess sees•ess sss MGM
YAM'
- - - - - - - - - - - - - - - - -
� � MGM* � �
ny`u]NV\'IA
, Wit
1+11
� 1",�
ENS , Of
L'.'.iilPl
\�
11
77'iR�
bl
11c
')u�
ifnwill
aIM
L
11�
Mpr MIIBT P.flLt
N9pT R/10
CONSTRUCTION SEQUENCE
SIANOARJ ilP4 1
PIiOECi: Nn\£HXEARiS MEMgtY CARE
WOUNDS FOR IVAN ONLY COPIFIED BY: DS DATE: 6/12M
we oi�eY we www a eny iF� .Y^ a e11F a now Cmiml m p oM ey the CRY Engineer. wLMe m
MIMM
MN
gP
DOE
Not;
BFL
JAN
aE9
YM
MI
MY
A•E
a•uly
•FB Canbrt
Tea W,Ine
MR,,0
Penm Baniw
AI Any
Saheb
Vegelallw M Wa
W1 se m
Off"
11
!iM Dwbl CmN
TNlmen oo/Basin
Show Ba ve a
SR Fence omen
bond 9oga
am, SSoa YIe�o1Nn
Contow, r
Aw
ni�colo.L.
nng
_
ma
FAA
Pwmmmt e
mulchon9/S beent
,I
MI `�^e
III
5W imlono0m
Other aareiamae
ROE MIfBxM.'IXY1
B INKMAN& NSTALUM BY. $ MACTH MAINTAINED BY: TF,`6L(BEB
T£OEunPI/YVLMINO CONTRACTOR: NO Me OP11JAMINED BY ED
DATE A19 IN , 6/12/9B APPROVED BY CITY OF FORT COLLINS ON'.
New
4
r New. NeaaN
DIED a nRaO. Nmw
101) YR WSE ELERUBROP SPILLWAY
TYPICAL "MILE SECTION
N.T.S
SWALE CROSS SECTION DATA
SOURCE
X-SECT
10
D1o0 •
.33
BE
SR
If
CHANN
SLOPE
LOCI
(FPS)
B-B
10.34
0.43
1 I
1 4
2'
t0X
2.52
A -A
201
2.87
3
3
D
0.27I
2.49
LEGEND
- - - - - EXISTING CONTOURS
- - -Y910- - - EXISTING INDEX CONTOURS
- - - - - - - EXISTING EDGE ON PAVEMENT
- - - - - - - EXISTING EASEMENTS
- - - - - - - - - - - - - EXISTING FLOWUNE
- - - - - - - EXISTING PROPERTY LINE - - - - -
------------------------- EXISTING DRAINAGE PIPE
b, EXISTING DRAINAGE MANHOLE
OVERTON POIU SUMMARY
NORTH POND
SOUTH POND
REQUIRED PROVDED
REWIRED I PROVDED
00-YR VOLUME
0.04 AC.PT. 0.29 ACFT.
0.34 ACFT. 10.70 ACFT.
_
00-YR W.S.E.
4980.00
4980.80
00-YR RELEASE RATE
0.15 CPS
0.45 CFS
ORIFICE DIAMETER
PROPOSED CURB AND GUTTER
PROPOSED OUTFALL CURB h WTTER
PROPOSED ROOF DOWNSPOUT (APPROX. LOCATON)
PROPOSED STORM SEWER
PROPOSED TRICKLE PAN
SILT FENCE (SEE DETAIL SHEET)
STRAW BALE DUE
CHANNEL APPLICATION (SEE DETAIL SHEET)
-r> -s-San ----- EXISTING SANITARY SEWER Q DESIGN PUNT
___ _____p-,Rp._«------ - EXISTING WATER PIPE BASIN NAME
D EXISTING STREET LIGHT PERCENT IMPERMWS
4WD PROPOSED CONTOURS AREA (ACRES)
Miss- PROPOSED INDEX CONTOURS -� FLOW ARROW
PINK
PAWmer-...-...---""- PROPOSED TOWLINE _ _ -
men men GINNIE m DRAINAGE BASIN BOUNDARY
- ------ - - ---
- PROPOSED EASEMENTS
Ermrv/ ®
6ONST. ENTRANCE (SEE DETAIL SHEET)sm
1W-YR INUNDATOR AREA
®
GRAVEL PIPE FILTER (SEE
DETAIL SHEETI
City of Fort Collins. Col«ado
UTILITY PLAN APPROVAL
AR➢ DIRT ME DIRECT 9 ASN OF
FINAL
APPROVED:
TPE R Ixl£T
GRavSDR/CRPV
DI of Engineering
SayAXTP
SEPTEMBER 4, 1998
CHECKED BY'. -
Wet" a wen..mN uuly
Dole
CHECKED BY:
Aamwls JIMMY
Dole
CHECKED BY:
40 20 0
40 80
Park, s R,,,W n
Dow
CHECKED BY:
_
Dale
SCAT£:
1- - 40
AwFICIA PvKINNUCH DAIS
E NoCHECKED
BY:
FOR Np ON BOWS W DR MPREFRIN4 Lm.
We
9 k
dg
Of
zY
m �
6
iM a
d
N
R
Ba
9
W
pis
?
M
$I\IoalNl
N
m
DO
WO
0
y
Do
g l
W
it
U Z
Y J
0 Oa
O
W ¢ O
f z
ZO
Y K Z
Lj O N
z Of
W W
SHEET 5 OF 6
0