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,-- -
Y.-
to b • INC
Engineering Consultants
2900 South College Avenue
'r Fort Collins, Colorado 80525
303/226-4955
sagc f June 4, 1990
City of Fort Collins
Stormwater Utility
235 Mathews Street
Fort Collins, CO 80522
RE: FINAL DRAINAGE REPORT - HARMONY MARKET P.U.D. , SECOND FILING
tpw, Dear Susan:
We are pleased to submit to you this ..Final Drainage Report for the
w: L Harmony Market P.U.D.
Please call if you have any questions or if we may be of further
assistance.
14� ,tli
Respectfully,
ai'fit..•; RBD, Inc. . � �AY.°••Ne••p�440. 4y
e
= • �¢
srkt 65tfrgUie
• $
e ##25074 �;
', Cort Ni kel, P.E. 1
Project Engineer e.���
'W4.u, N141111 nn%0"
Stan Myers, P.E.
Project Manager
cc: 386-001-H
036-116
Other Offices:Vail, Colorado 303/476-6340 • Colorado Springs, Colorado(719)598-4107
INDEX
Page No.
INTRODUCTION
LOCATION 1
{ DESCRIPTION 1
Drainage Criteria 1
Design Procedure 1-4
Water Quality 4
Conclusions 4
References 5
APPENDIX •
Vicinity Map
10 year Historic
tru ,a, 100 year Historic
10 year Developed
100 year Developed
- Basin A
B
t C
E
F
G
H
I
J
n K
L
Concrete Pipe inlet control @ Oakr.idge Drive
NPS Control Table
POCKET
Overall_ Drainage Plan
7 t
���uM '
INTRODUCTION
vo-,' Location
The Harmony Market P.U.D. is located just South of Harmony Road
between Boardwalk Drive and LeMay Avenue. More specifically, this
site is located in the northeast corner of Section 1, Township 6
north, Range 69 west of the 6th Principal Meridian in Fort Collins,
Colorado.
Description
The site for Harmony Market P.U.D. - first filing; Pace Warehouse;
has been developed (ref: Harmony Market P.U.D. Filing One Final
Drainage Report by RBD, Inc. April 24, 1989) and the remainder of
the site is being used for agricultural purposes. As shown on the
enclosed site grading plan, there is an existing farmhouse and
outbuildings on the northwest corner of the Second Filing. The
p4y ground surface at Harmony Market slopes generally to the southeast
rwiA at slightly greater than 1%. Two concrete irrigation ditches are
located side by side near the north property line and just south of
the Harmony Road roadside drainage swale. One of these ditches is
4,14i. used for onsite irrigation. This ditch is being abandoned as part
of this development. The other ditch extends southeast under Lemay
Avenue and into the Oakridge Area, providing irrigation to the Rule
..; Property. As a part of development of this Filing, the developer
has reached an agreement with Dick Rule for abandonment of the
channel and the associated water rights.
Drainage Criteria
The maximum release rate for this property, as stated by City
staff, is dictated by downstream restrictions or previous criteria.
4 The maximum 100 year release rate for this site is 0. 2 cfs/acre.
;,.. Improvements installed with this development were designed based on
this requirement with provisions made to transport 100 year
e r historic flows safely through the site. It should be pointed out
1..:
that downstream improvements have been sized for release rates
based on the McClellands Basin Master Plan.
Drainage Procedure
The historic drainage calculations for this property resulted in
the identification of two historic drainage basins (see drainage
plan in pocket and calculations in the Appendix) . The first basin
drains south adjacent to Lemay Avenue and the second, also drains
south, flowing in that direction about 650' west of Lemay Avenue.
Flows from both of these basins ultimately drain into the
McClellands Basin major drainageway. The historic flow pattern is
generally the same for this site when fully developed. One
exception to this is a small portion of property at the northeast
corner of this site. This area when developed, is graded to drain
1
dig
c
south into the historic basin H1, instead of north and east as it
does currently.
4
The design of this property results in the creation of eight basins
and seven detention ponds. The calculations for the detention
ponds show the pond volume and maximum flow rate necessary to
achieve 0. 2 cfs/acre. Table 1 summarizes the results from these
calculations.
Table 1
HISTORIC. HISTORIC
4r+ : BASIN BASIN
n ' FONDA POND B FOND C PONDD PONDE POND F POND C FONDA POND 2 H1 H2
(as)
MAXIMUM
100 YE.
tr RELEASE
RATE 1.70 1.79 1.50 0.92 2.52 0.72 0.51 0.24 0.15 15.8 37.0
-` .i (ae.-ft)
100 YE.
STORM
POND
VOLUME 1.75 1.85 1.54 0.95 2.60 0.74 0.52 1.25 0.15 --- ---
i t 9i
Not, Historic Hove ar greater than developed floes.
Detained flows from developed Basins A, B, C, D and G drain to a
small drainageway approximately 400 feet west of the existing
Evangelical Covenant Church. These developed flows discharge
through an 18 ' RCP pipe under Oakridge Drive. This pipe is sized
under inlet control as shown in the appendix. Erosion due to these
flows is controlled by riprap placed at the pipe invert'. The flows
then continue in a proposed drainage swale.,- show on the Drainage.
Plan until they eventually reach Rule Drive, as historic flows did.
Sizing of the detention facilities for Ponds "C" and "D" have
WSf„ utilized the advantages of each basin to meet the 0.2 cfs/acre 100
year release rate. As such, Pond D has sufficient capacity to
release at rates less than 0.2 cfs/acre. The approach taken during
this phase was to utilize the maximum capacity of Pond. C without
overtopping the emergency overflow spillway and to provide
conveyance means for this flow rate to enter Pond D which has extra
detention capacity for the size of the basin tributary to it. The
flow rate out of basin C was calculated at 3 .,.03 cfs. An orifice
was then sized for Pond D which accounted for the inflow rate from
Pond C, inflow cfs from basins A & B and the 100 year inflow from
Basin D. The conveyance piping from between Pond C & D was sized
to pass 3 .03 cfs when both ponds were at their maximum ponding
elevations. (See calculation in Appendix) . The orifice plate to
f Pond B was resized to account for the backwater effect in Pond D.
The piping under Oakridge Drive was sized based on the 100 year
release rate for Ponds A through D and G.
Developed flows from Basins E and F drain to a proposed pipe system
, connected to two existing pipes that extend under Oakridge. Drive
near Lemay Avenue. The flows then continue to a large drainage
2
' swale, east of the Evangelical Covenant Church, as historic flows
" ' did. This drainage swale is designed to accept 30. 2 cfs based on
the Storm Drainage Report for the Evangelical Covenant Church
P.U.D. , Phase 1, by James H. Stewart and Associates, Inc. , March
. Fh 29, 1985. Developed flows from Basin H drain to the end of
construction at design point H. A temporary detention pond has
been constructed at this point to detain and release flows at a
,. wit rate of 0. 2 cfs/area. The permanent detention for this basin will
be covered in the future design of adjacent development.
Developed Basin I, which is part of the west half of Lemay Avenue,
adjacent to this site, and also the south half of Oakridge Drive,
? r..,.. drains to design point Il. At this location the flows enter two
existing 4 foot sump inlets. The flows drain undetained- to this
point because of the difficulty of detaining these flows on site.
Future development south of this site shall provide for the
detention of flows from the south half of Oakridge Drive. To
n insure that developed 100 year flows at this point are less than or
equal to 100 year historic flows, a comparison was made between
,. the two. The 100 year flows from developed Basins E, F. and I are
m. slightly less than 100 year historic flows from Basin Hl. A check
was also made of the existing inlet capacities, during a 10 year
developed storm. The capacity of these inlets was found to be
adequate. The approach outlined above departs from the drainage
criteria specified earlier. It should be pointed out that previous
criteria for this area allows a release rate up to 100 year
f ., , historic levels if the downstream facilities can accommodate such
flows. Aspreviouslymentioned,
provisions were made for 100 year
1!!' historic flows in downstream developments. Based on this
understanding the approach taken in handling flows draining to
x �r Design Point Il is justified. Downstream drainage facilities to
Lemay Avenue should be verified during final design of Basins E and
F, to insure that adequate capacity exists
fw Offsite historic flows from the portion of Basin H2 west of this
site are re-routed to proposed Boardwalk Drive and directed south.
The flows then continue south and southeast to eventually reach
their original historic drainage pattern.
:; . As stated earlier, the two concrete irrigation ditches near Harmony
Road are to be abandoned. The larger (northern) irrigation ditch
remained in operation when First Filing was constructed. Ditch
flows are currently piped through the First Filing. This ditch
5„a carries some storm water from Harmony Road west of Boardwalk Drive.
At the intersection of Boardwalk Drive and this ditch, a 27" RCP
was installed. This pipe was sized to handle irrigation flows plus
storm flows of 13 cfs from Basin J, (see calculations in Appendix) .
Basin J, shown on the vicinity map, is the south half of the
Harmony Road R.O.W. between Boardwalk Drive and the crossing of the
"`h Larimer No. 2.
t As part of the abandonment of the water rights to the Rule
3
't property; discussed earlier in this text; the 15 inch ADS will be
4, ' „ ; plugged at the manhole east of Boardwalk Drive year storm flows
«, from Basin J will flow into the 24 inch RCP and be carried in the
borrow ditch downstream to the proposed entrance. Storm flows
from Basins J and K will be carried in a 19 inch X 30 inch RCP
under the site entrance. Provisions for these flows will be
incorporated into development of future filings.
Water Quality
Storm water from this proposed development drains into water
quality facilities prior to draining from this site. Table 1, in
Appendix, from the paper, National Perspectives on Urban Runoff
Technologies, by Larry A. Roesner, Ph.D. , P.E. of -am, shows
different types of facilities that can be used along with the
a4 average amount of pollutants that they remove. The facility chosen
for this development is the infiltration type. This type of
facility, as shown on Table 4 of the above referenced report,
removes on the average 90% of the following pollutants: .
A) Suspended Solids
B) Phosphorous (P)
C) Dissolved P
D) Nitrogen (N)
E) Lead
F) Zinc
71,
The infiltration facility design for this development is a water
quality control berm. This berm is at the pond outlet pipes. The
berm consists of redwood posts and synthetic filter fabric
° = connected to wire fencing material with gravel bermed up on both
sides. The gravel is replaced periodically to remove the
I;,.,ry pollutants.
CONCLUSION
u;. 1. The 100 year design storm maximum release rate is 0. 2
-'r cfs/acre, however, Basin H1, due to its inability to be
detained on site is allowed to drain undetained as long as
"444 future development South of Oakridge Drive accounts for
M 41
, storage to release at 0.2 cfs/acre H1. 'Down stream facilities
are adequately designed for 100 year historic flow.
2 . Drainage facilities for the preliminary portion of this
project will be sized during final design.
3 . Water quality facilities specified in this report provide for
the substantial removal of suspended solids and pollutants.
4 . Second Filing drainage facilities, shown on the plan in the
pocket, are based on the final calculations from this report
and should be complied with.
4
t
REFERENCES
1. Final Drainage Report for the Oakridcre West P.U.D. , First
Filing, by RBD, Inc. Engineering Consultants, July 1987.
Storm Drainage Report for the Evangelical Covenant Church
' 4 P.U.D. , Phase I, by James H. Stewart and Associates, Inc. ,
March 29, 1985.
3 . McClellands Basin Master Plan, by Greenhorn and Omara, Inc. ,
June 20, 1986.
4,
National Perspectives on Urban Runoff Technologies, by Larry
A. Roesner, Ph.D. , P.E. of CDM, this paper is from: Urban
Runoff Water Ouality Seminar by the American Public Works
' Association, American Society of Civil Engineers, American
Water Resources Association and Urban Drainage and Flood
Control District.
Storm Drainage Criteria and Construction Standards, by the
City of Fort Collins, Colorado, May 1984.
6. Urban Storm Drainaqe Criteria Manual, Volume 1, By Wright
McLaughlin Engineers, March 1969.
Storm Drainage Report for the Harmony Market P.U.D. - Filing
11.t'
One Final, Total Site Preliminary by RBD, Inc. Engineering
Consultants, April 24th, 1989.
4"
5