HomeMy WebLinkAboutDrainage Reports - 07/28/1995F'Ilt®FTY OF
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FORT %i;�o. �Ul
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FINAL STORM DRAINAGE AND EROSION CONTROL REPORT
FOR
ROCKBRIDGE GARDEN APARTMENTS P.U.D.
1
PREPARED
'
FOR
JIM LOFTUS
1
'
PREPARED
BY
STEWART & ASSOCIATES, INC.
'
103 SOUTH MELDRUM STREET
FORT COLLINS, COLORADO 80521
'
970/482-9331
'
DATE
MAY 30, 1995
1
STEWART&AtSSOCIATES
tConsulting Engineers and Surveyors
'
May 30, 1995
'
Mr. Basil Hamdan
Stormwater Utility
City of Fort Collins
P.O. Box 580
Fort Collins, CO 80522
Dear Basil:
Following is the revised storm drainage and erosion control report for the Rockbridge
Garden Apartment P.U.D. project.
This project has been on and off for the last several months, but now the owners are
prepared to go ahead.
I have made the final revisions to this report and to the plans.
The design and calculations included in this report and on the plans comply with the City
of Fort Collins Storm Drainage Design Criteria.
A variance is being requested for the allowable release rate from the site. In 1980,
Stewart & Associates prepared the drainage report for Golden Meadows Fifth Filing, and in that
report a release rate of 5.0 c.f.s. was estimated for the Rockbridge site. The total Rockbridge site
runoff will be 6.01 c.f.s., which includes the restricted release from the detention ponds plus the
unrestricted runoff from landscaped areas around the perimeter of the site. This variance request
is for the additional 1.01 c.f.s. release above the 1980 estimate.
Sincerely,
Phillip I. obinson, P.E. & L.S.
Vice President
rsc
enclosures
•
4502
� r
James H. Stewart
and Associates, Inc.
103 S. Meldrum Street
P.O. Box 429
Ft. Collins, CO 80522
303/482-9331
Fax 303/482-9382
1 FINAL DRAINAGE REPORT FOR
ROCKBRIDGE GARDEN APARTMENTS P.U.D.
' PROJECT LOCATION
OC TION AND EXISTING CONDITIONS
Rockbridge Garden Apartments P.U.D. is located in the Southwest 1/4 of Section 31,
Township 7 North, Range 68 West, of the Sixth P.M., City of Fort Collins, County of Larimer`,
State of Colorado. The site is in the Golden Meadows area and is located in the Fox Meadows
' drainage basin. The site has a net area of 8.2 acres and a gross area of 10.0 acres, including one-
half of Harmony Road and Wheaton Drive.
The adjacent streets, Harmony Road and Wheaton Drive, are fully constructed, and all
offsite drainage facilities are in place. The site drains easterly to Wheaton Drive and also south to
' a major drain swale which runs vest to east along the north side of Harmony Road. The runoff
from Wheaton Drive goes into this swale via catch basins and storm drain pipes. This major
swale carries runoff east to the west side of the U.P. Railroad, and then it turns north along the
' railroad and then dumps into the Golden Meadows regional pond. This regional detention pond
was designed in 1978 by Resource Consultants to provide detention for the total Golden
Meadows developments, including the Rockbridge Apartments site. This 1978 drainage study
' and detention pond design was prepared for the 230-acre Collindale South development (now
called Golden Meadows), and the pond was sized to detain runoff from this entire 230-acre
' development. The Rockbridge Garden Apartments site is included in the southern drainage area
of this 230-acre site. A map of the Golden Meadows area showing the location of this major
swale, the location of the regional detention pond, and flow patterns of the Golden Meadows area
is included with this report. Also shown on this map at crossings and at concentration points are
developed flow quantities, some of which were calculated by previously prepared storm drainage
reports. We have included calculations of the capacity of the pipes and swale. Also included is a
' copy of the 1979 plan of the piped swale crossing of the Warren Lake Outlet Ditch. Onsite
inspection of this crossing found the pipes in need of maintenance and cleaning. Included in the
Appendix are copies of a portion of the 1978 Resource Consultants drainage study of the Golden
Meadows area along with a map of the regional detention pond.
The runoff from Harmony Road drains into an existing borrow ditch which is located
about 8 feet north of the pavement. This borrow ditch slopes to the east and is very flat. This
ditch has no positive flow outlet and water must pond about 1 foot deep before overflow occurs
to the north along Wheaton Drive.
There is offsite drainage onto the site from the existing Courtney Park development lying
' to the west. One point of offsite drainage is at the southwest corner of the site where a 15-inch
pipe from an existing detention pond drains into the existing major swale running west to east
across the site. The other offsite runoff comes onto the west side of the site from 0.67 acres of
' the rear yards of the Courtney Park apartments.
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' Rockbridge Garden Apartments P.U.D.
p
Page 2
PROPOSED DEVELOPMENT AND DRAINAGE FACILITIES
The site will be developed with eight apartment buildings and the accompanying parking
and recreation facilities. The density will be approximately 20 units per acre. The Rockbridge
' Apartments site is located in the southwest comer of the Golden Meadows site approximately
3000 feet from the regional detention pond. All of the drainage facilities, piping and swales are in
' place between Rockbridge and the pond, but these facilities are not adequate to carry the entire
100-year runoff, so we plan to have onsite detention in the parking lots and landscaped areas.
The capacity of the major swale along Harmony Road is about 150 c.f.s., per the Golden
' Meadows Fifth report, but the 24 inch pipes under Wheaton, McMurray and Innovation have
capacities of approximately 30 c.f.s. before overflow occurs. Also, the crossing under the Warren
Lake Outlet Ditch, which is 3-24 inch pipes, has a capacity of about 90 c.f s. before overflow
1 begins. As previously stated, these pipes are in need of maintenance.
The 1978 Resource Consultants report considered this site to be 40 percent pervious,
which equates to a C factor of 0.60. In the 1980 drainage report for Golden Meadows Fifth, a C
factor of 0.5 was estimated for this Rockbridge site, along with a detention quantity of 1.2 acre
feet and a release of 5.0 c.f.s..
The calculated composite C factor for the proposed Rockbridge site is 0.643. The historic
' 2-year runoff and release rate is calculated to be 2.3 c.f. s., and the detention volume required for
the difference from this 2-year historic runoff and the 100-year developed runoff is 1.24 acre feet.
We proposed to provide 1.28 acre feet of onsite detention in three ponding areas, and the
total combined release rate from the three ponds will be 1.34 c.f.s.. There are two areas of the
site, one being the bermed landscaped area along Harmony Road and the other being the bermed,
' fairly steep, landscaped area adjacent to Wheaton Drive which cannot be routed through the
detention ponds. The combined 100-year runoff of these two areas is 4.67 c.f s., which becomes
a total 100-year site release rate of 6.01 c.f.s. when added to the 1.34 c.f.s. restricted release from
' the three onsite ponds. We request a variance from the Storm Drainage Criteria to release the
undetained runoff from Basins 3 and 4. This request is reasonable since detention volume has
' already been provided for these basins in the Golden Meadows Regional Pond (as per Resource
Consultants report), and also because this additional release will have a minimal impact on the
downstream conveyance system.
' There are three onsite detention ponds. The large ponding system is a group of ponds
located in the paved parking areas. - This group of ponds has the same high water elevation, and
they are connected by a. 15 inch piping system as well as surface overflow, so they act as one
pond. Any overflow from the entire ponding system will be through the entrance driveway into
Wheaton Drive. The building garage floors are set a minimum one foot above the high water line,
' and the detached garage floors are set one-half foot above the high water line. All building roofs
Rockbridge Apartments e Garden A artments P.U.D.
-
Page 3
1
and pavement (Basin 1) will generate runoff to fill this group of ponds. The release from the pond
' will be through a restricted outlet on the most downstream area inlet before being piped to the
new 24 inch storm drain pipe along Harmony Road. The other two detention ponds are located
' on Basin 2 at the Northwest corner of the site and on Basin 5 which is the Clubhouse and its
parking lot.
' The new 24 inch pipe proposed along Harmony Road will replace the existing swale and
concrete drain pan and will be extended to the west to pick up pond release and runoff from the
Courtney Park area. An area inlet will be constructed at the west end of this pipe to pick up
' surface flow. It is desirable to install a pipe instead of the considerably deep swale so that the 800
foot strip adjacent to Harmony Road can be bermed and landscaped, and also to provide a route
for the Harmony corridor path.
The problem of standing water in the existing borrow ditch along the north side of
p g g g
Harmony Road will be relieved by extending a 15 inch storm drain pipe to the ditch and
constructing a new area inlet to pick up the flow. This inlet and pipe will drain directly into the 24
inch pipe running east under Wheaton Drive. The Harmony Road flows will be intercepted by the
new area inlet and therefore will not flow into the Wheaton Drive gutters. This will help relieve
the possible problem of ponding at the existing 4 foot catch basin at the low point in Wheaton
Drive. The runoff from Harmony Road plus the runoff from the southerly portion of the
' landscaped area of the Rockbridge development can be handled by the existing ditch along
Harmony. The added runoff from the landscaped area of 0.73 acres is Q2 = 0.37 c.f.s. and
Q100 = 1.32 c.f.s..
There is a dry creek bed and an entry bridge at the entrance driveway into the site. This
landscaping feature will have no effect on storm drainage.
' EROSION CONTROL
The entire site will be overlot graded to provide building pads, parking lots and landscape
areas. A silt fence will be installed along the back of the curb along Wheaton Drive immediately
' after grading begins. The underground utility lines and storm drain pipes will then be installed,
followed by concrete curbs and inlets. Sediment traps shall be placed around the inlets for
sediment control, and gravel base in the pavement areas will provide erosion control The building
pad construction will begin and landscaped areas can be mulched and seeded. All erosion control
' methods shall comply with City of Fort Collins Criteria. The Rockbridge site is located in a
moderate rainfall and wind erodibility zone.
Phillip I. Aobinson, P.E. & L.S. c ••
_ 4502
• & ^: •
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103 S. MELDRUM, FORT COLLINS, CO 80521
STEWART&ASSOCIATES PH. 482-9331 FAX 482-9382
Consulting Engineers and Surveyors
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103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
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PH. 482-9331 FAX 482-9382
' Consulting Engineers and Surveyors
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' Consulting Engineers and Surveyors
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Consulting Engineers and Surveyors
103 S. MELDRIJM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
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STEWART&ASSOCIATES
Consulting Engineers and Surveyors
103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
By: Date: Z -7 Client:yn f e i G Sheet No. C( of
Project:OG%�
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SSOC[ATE PH. 482-9331 FAX 482-9382
Consulting Engineers and Surveyors
By: Date: z 9 Client: JU vt!� e RC I c Sheet No. J of
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11
STEWART&O SSOCIATES
_ Consulting Engineers and Surveyors
103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
By: Date: 2 -7 Client: Tun tie ./ . Fet G� Sheet No. of
Project: Zo Gk b r- i Q% P 14pJ--.r —
Subject: C-aAlVF—yi-clrV GF_ 1=/,4GI L1 71 r:E S
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STEWART$,�1SSOCIATES PH. 482-9331 FAX 482-9382
1 Consulting Engineers and Surveyors '
By: Date: z 4 Client: TU n 5 6 Iti I C Sheet No. 1 2 of _
' Project: CJ Gk
Subject: D4 w r) - c e o' .-x C__C7 h Vey a n G Fa C 71
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STEWART$,LASSOCIATES 103 S. MELDRIJM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
' Consulting Engineers and Surveyors _
By: / Date: Z7 Client: J V rx!�'c e' ► C' Sheet No. ! 3 of
' Project: C)Ck_ 6
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PH.Consulting Engineers and Surveyors —c
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STEWART&ASSOCIATES
Consulting Engineers and Surveyors
103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
By: Date: ZY 9 4 Client: Sheet No. / S of
Project: U,D r
Subject: 0 S GrM �21 des fOr- /00 yr s G/,
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APPENDI
X
DESIGN HYDROLOGY
COLLINDALE SOUTH DETENTION POND
Introduction
■I The Collindale South detention pond is located in the Southeast 1/4,
Section 31, WN, R68W.• This pond, which will normally contain water,
will also act as a storm -water detention storage for the Collindale South
development located on 230 acres in the South 1/2 of Section 31. The
general layout and site drainage is shown in Fig. 1. The pond is gener-
ally designed to release storm water at no greater rate than the existing
conditions. The pond will be adjacent to'a proposed neighborhood park.
This park will provide additional detention storage for storms greater
than a 2-year frequency.
Criteria for Detention
Discussions with City of Fort Collins personnel have produced the cri-
teria for detention that the rate of release of runoff from the development
cannot exceed the peak runoff rates prior to development. This criteria
must.be followed for both the 2-year and 100-year storms. The City has '
also requested that computation of these rates be made by the Denver
Regional Council of Governments' Colorado Urban Hydrograph procedure.
Utilizing these criteria for release of storm water from detention, the,..
effects of increased runoff downstream•of the development will be minimized.
Site Conditions
The existing condition of the site is that of agricultural row crops.
Fig. 1 shows the proposed developed condition of the property. A pond
approximately 3 acres in size will be constructed on the eastern boundary
of the property for recreational and storm -water detention purposes. The
pond will be located in the low portion of the -property in a natural drainage
swale which drains a major portion of the site.
The site is generally divided into two areas of drainage as shown on
Fig. 1. The southern drainage area naturally drains to the southeast.
Plans are to construct a drainage way which will carry the storm water
from this area north along the east property line into the detention pond.
-1- RESOURCE CONSULTANTS VIC
8
I
The northern portion of the site naturally drains:linto the
pond --drainage
ways, as well as streets and storm sewers, will provide paths to the pond
' from this area. One small area of proposed multi -family housing units
` north and west of Lemay Avenue was assumed not to contribute storm water
I, runoff to the pond. This.,area will utilize a separate drainage plan.
There appears to be almost no contributions to the site drainage
from surrounding areas. The western boundary of the property is Lemay
Avenue and areas to the west drain south along Lemay to Harmony Road.
I' South of Harmony Road the drainage is southeasterly. North of the site is
the Collindale golf course, whose major drainage is north or into ponds
on the golf course.
The pond will consist of a small dam on the east side with the main
portion of the pond to be excavated. The source of water for the pond
will be drain tiles which currently originate on the property and surface
' near the east property line. This water currently flows under the rail-
road through a-36-inch culvert located at the proposed outlet to the pond.
., Runoff Computations
The site was divided into the two drainage areas (north and south) -
for computational purposes. The existing land use on these areas was
tassumed to be 100 percent pervious for_each drainage area. The pervious
area was then, determined for each drainage area based on the proposed land
use, and Tables 1 and 2 show these computations.
Hydrographs were computed for each drainage area with the 2-year and
' 100-year storm and for the. existing and developed conditions utilizing
the Colorado Urban Hydrograph procedure. The results of the computations
are summarized in Table 3. The inflow hydrographs for the detention pond
are the summation of the hydrographs for the north and south areas. Figures
' 2 and 3 show the resulting inflow hydrographs for the 2-year .and 1'00-year
storms, respectively.
-3- 1RESOURCE COM ULTMTS IMC
Table 1.
' Pervious Area for North Drainage
'
Proposed
land use
'
Single family
Multi -family
'
12 dwelling/ac.
Multi -family
20 dwelling/ac.
Industrial
'
Shopping
Park
Pond
Total -
Area
% Pervious
(ac.)
110
60
10
50
4
40
20
30
0.3
5
8
90
8
0
.160
'
Table 2.
Pervious
Area for South Drainage
Proposed
land use
Area % Pervious
'
(ac.) .
Multi -family
12 dwelling/ac.
11 50
Multi- f
ami y
20 dwelling/ac.
14 40
Industrial
23 30
'
Shopping
22 5
Total -
70
Pervious x
area
41
3
1
4
0
5
0
54% pervious
Pervious x
area
8
o NP K n�RK
8
10
1
27% pervious
RCSOURCE COH ULWTS RIC
Table 3.
Summary of Storm Runoff Computations
for Collindale South .
S torm '
return
Peak
Drainage area frequency
Land use
Area
% Perv.
Rainfall Runoff
flow
(ac.)
(in.)
(in.)
(cf s)
North area 2-yr.
Existing
160
100,
1.23
0.08
16
2-yr.
Developed
16.0
54
1.23
0.59
120
100-yr.
Existing
160
100
3.15
1.73
280
100-yr.
Developed
160
-.54
3.15
2.32
540
_
South area 2-yr.
Existing
70.
100
1.23
0.08
5
2-yr.
Developed
.70
..27
1.23
0.83
60
100-yr.
Existing
700
100
3.15
1.73
100
100-yr.
Developed
70
27
3.15
2.62
210
_5_
RESOURCE
COMULTWITS IHC
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' COMPUTATIONS
'
James H. Stewart & Assoc.
Fort Collins, Colorado
By. Date Client: ,l
Sheet No.
of
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Chkd By: Project: eh /V1e��Gwj
Ste' Job No.
11Date
Subject S70 T'r� cj cc i e70 e U
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Diagram for the solution of Kutter's formula for circular pipes
flowing
full.
1
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tWi. .4 z z .4
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z 4.5 z Q-- .3 .6
^ - w
^ 0
4 .2 0 .5
rr-
z z
3 c�
w 3.5 w w .4
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0 0
0 0 .08 �
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u_
x 2.5 1-5 = w .04 w .25
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Figure 5-2
✓� 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
EROSION CONTROL
RAINFALL PERFORMANCE STANDARD EVALUATION
---------------------------------------------------------------------
PROJECT: �p. G�� ri cJ 2P'�s .• STANDARD FORM A
COMPLETED BY: DATE: 2 7 q
---------------------------------------------------------------------�
DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS
SUBBASIN ZONE (ac) (ft). (feet) M (o)
------- --------------------------------=-----i-------
O 7: NET M od eroJe- - 0, Z 8 3 0 1. 0 70.1
I ---------------------I -------
---------------
11)1/SF-A:1989
EFFECTIVENESS CALCULATIONS
PROJECT: Toc br-idje Ap-�s STANDARD FORM B
COMPLETED BY:
DATE: Z 9
Erosion Control
C-Factor
P-Factor
Method
Value
Value Comment
bare Sa iJ
1. 0 /, va-------""'--"'""'-
0.50
Grgvel 'or 54raw F4ers
1•0a
S 1
,Sv ba+ie cLi a
l•v!/
0,60
----------------------------------------------------------------------
MAJORI. PS. SUB AREA
BASIN
(o)
BASINI
(Ac) I
CALCULATIONS !
-----
------
76.1
-----
------
S,IJ
--------------------------------------------I
bare
517d = Z.G7 .4c
evrb €
basecov--,e _ z.ze s+e
^AL/I
w4-�G; (2.G7)CLG�t (z.Z[o.os) f(o.le)L6.oy�
- 0.55
s-, 1 1
#-Z
1
.1
10.7Q-
✓fd (' = set rM� �� +;-P = U. s
1�er _ v.0
P _ o . 4-
FFF ( U.ss xa.4) k 1. oo 76,0 7
5ore Sail
MviG� sNGcl�hs iq ,Prih2 =0. 4-4-,A<
0,44
wf-�
I'-0.�
rFp z l-(o.g-4-x-U.4) x1.(10 = 6Z,4 7'
I---------- -----------------------------------------------=------------1
HDI/SF-B:1989
EFFECTIVENESS CALCULATIONS
------------------------ --- -----------------------------------------
PROJECT:,
�CJC�,b r i c� P � �s S �1' STANDARD FORM B
ICOMP.LETED BY: DATE: Z q¢
MAJOR
BASIN
Erosion Control C-Factor P-Factor
Method Value Value Comment
PS.
70.)
i
SUB
BASIN
3-
M
i
----------------------------------------------------
AREA
(Ac) CALCULATIONS
--------------------
�, CG 13 a re So I I - 9
GVrS �i base = 0.10 i1G II
wed-
I
�cnce = 0150 I
(0,44x0.�)X
14.4.5
6ar-e' soil =
U. 2f 14-c
MVIG�►-5eeJ��,S
O.Zo A-c
4 r = 0.50
P = si roe✓ 6Fle
dike = a. 8
S
�F 1-(0.56x0.a)xL001 7C.07
----------------------------------------------------------------------�
HDI/SF-B:1989
1
1
1
1
EFFECTIVENESS CALCULATIONS
PROJECT: 9vrkb�-�°die A ds STANDARD FORM B
COMPLETED BY: DATE:
i
Erosion Control C-Factor P-Factor
Method Value Value Comment
----------------------------------------------------------
MAJOR
BASIN
-------------
PS. SUB
(o) BASIN
70.1 i s
I
i
----------------------------------------------------
AREA
(Ac) CALCULATIONS
- - -;
----------------------`--------------------�
Bare 5a rl 040 AC I
curb � baatccowie. - 0.14,4c JI
17-1 )(
iQ�L
I 0. Z¢- i
M 1 V-07AL 18,20
rFF= )—(0.4-4-xU-15) xtvi = 76,0ept,
C PF =
s►It(o.2�(76T
8.2D
EFF= 70,3
---------------------------------------------------------------------- i
DI/SF-B:1989
CONSTRUCTION SEQUENCE
1
U
1
PROJECT:
T�UG�CI� �-i���L�}
0 1- PM Cn�j
STANDARD
FORM C
SEQUENCE.
FOR 19 95 ONLY
COMPLETED
BY:
DATE: s)k%
95
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 ys
MONTH' .A ( M 3 S 0-
--------------------------- -------------------------------- ---- ---- ---- ---- ----�
OVERLOT GRADING I I
I
WIND EROSION CONTROL I
Soil Roughing
Perimeter Barrier I
Additional Barriers
Vegetative Methods
Soil Sealant I
Other NI��cN
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 ' MAINTAINED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON
HDI/SF-C:1989
JANUA. 't 1991 8-20 DESIGN CRITERIA
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STEWART&kSSOCIATES 10 S_ M 3DRUM,FAX FORT gOLLINS, CO 80521
Consulting Engineers.and Surveyors
By: I E Date: Z Client: Ty n n eC i c. L Sheet No. of
Project: 7:<0C_k b ►-1 J5- e '412a
Subject: L ro S i o n conr o i C O S` 5-
MLFI 1 i 23g7. 50
�'7 5' O 00, 0 0
r?' ! 50.00 CA ( I ' f ; 550, 0 0
y �009.0a4 1700,00 '
SO. 06
60
00
57G3.�0
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5330. 00;
.50 ' i =; i j 8 C 4-, . Z S
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WARM SEASON TEMP. VEGETATION TABLE
_
Mj!110AC. %MI% MIXED (LBS./AQ)
0 25X 2.5
TOTAL 25.0 LBS./AC.
EXISTING
- PAVEMENT
MOVNTIBLE afRM
2-3°STONES —/ (oY�enel)L-
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min
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NOTES:
- SEED SHALL BE DRILLED TO A DEPTH OF I/2'T03/4'1NCHE5
SAND HALLB EQUIEAROW A ACING SYSTEM F2W OR RTIMING THE SOIL
SHALL BE WITH SYSTEM FOR FIRMINGTHE SOIL
t / i
.....,.. g 4,--i
irtlG %IP, I./h EXISTING
Was Is I -I PAVEMENT
s.n
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ei'a"w1yfvfbip
baby...
1-11 .I.n'
°
°"` °;c['d'Ewr
NEWLY PLACED
OVER THE NEWLY PLACED SEED.
- SEEDED AREAS SHALL BE MULCHED WITH A GRASS HAY AT
THE RATE OF 2 TONS/ACRE. THE HAY FIBERS SHALL BE CRIMPED
4" OR MORE INTO THE SOIL. AT LEAST 501dd OF THE FIBERS Sl ALL
BE HY OR MORE IN LENGTH.ZrIbby
- THE ABOVE MIX IS A'WARM WEATHER' MIX AND SHALL BE
PLANTED BETWEEN MAY 16 AND JULY 31.
..............r, y
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_ T.,
yLaNyIEW IO'
1Iry
_ STONE TrJRE CLEANER
Location - The entrance should be located to provide for maximum utility by
iTlcanstrvction vehicles.
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SILT FENCE
CITY OF FORT COLLINS. COLORACC 111
STORMWATER UTILITY
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the entrance shall be maintained 1n a condition xlllch NIII prevent tracking
of mh onto public rights -Or -may, iM1d may require pear an Lop
r Flowdressing 2-Inch
areasing of struc stone, a trait Ions nt. Al and ,lags ended,
spilled,
clopped, wf washed,
structures used to rtnP sediment. ad ys or
vehicles onto roadways or into storm
Grained, uashetl, Or tracked end
drains wst be remred at the end of each day.
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Q O7mu- q.11 I / GAZ- 3,T3,;s TRACT B CITY OF FORT COLLINS
PRO 0�'=� cdiU-G.OG <+5 Tu,aeO :a. v. RF-LERSE FROM q � � 10 5UQ-ST..9T)ON J
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RELEASE a/.4 c�I Qu 3.c7 ifs 1� 0 - Qo Ire.<0% c B ♦;eam.r
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— `EIGH Y FDOT''" YJIB€=- _ _F_ LANDSCAPE so, AND DRAINAGE �.,I \
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arsR,donPdokN�BT�2{ mP3 `TS s e A� G 0] t IU •m (EX15r Z4 R P
Ole : Z,Ba cfs HARMONY ROAD (STATE HIGHWAY N0. 68) PEtic..l sI a n zz.Fr 6
o LOTS
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Qw.=6,48 cFSJ �—�1DLalai 6 40 cT'SCOLLINS,
wa.'=1o.9it 0 � MAP of GOLDEN MEADOWS FORT CO LINS, RAD
RP JZONE
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