HomeMy WebLinkAboutDrainage Reports - 08/07/1997r-
MAY 15 1997 D
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THIS FINAL STORM DRAINAGE STUDY AND REPORT FOR SOUTH SHIELDS
STREET IMPROVEMENTS (RECONSTRUCTION AND WIDENING BETWEEN WAKE
ROBIN DRIVE NORTH OF HARMONY ROAD AND HORSETOOTH ROAD) WAS
PREPARED BY LAND DEVELOPMENT SERVICES USING THE CITY OF FORT
COLLINS STORM DRAINAGE DESIGN CRITERIA, dated May, 1984.
The results of this drainage study are reported in the enclosed
text and supporting documents, and are shown in further detail on
the Utility Plans submitted concurrently with this report.
Signed this j5JE-!day-g£—May, 1997.
Dennis L. Donovan, P.E.
Land Development Services
309 W. Harmony Road
Fort Collins, Colorado 80526
Phone (303) 225-9244
FINAL STORM DRAINAGE REPORT FOR SOUTH SHIELDS STREET
IMPROVEMENTS WAKE ROBIN DRIVE DRIVE TO HORSETOOTH ROAD
I. GENERAL INFORMATION
The portion of South Shields.Street that is the subject of
this storm drainage and erosion control report is between Harmony
Road and Horsetooth Road in southeast Fort Collins, Colorado. A
general Vicinity Map of the area is provided at the end of this
report. The street extends north and south, while natural storm
runoff patterns are from west to east.
The arterial street is to be totally reconstructed and
widened from approximately 1,000 feet north of Harmony Road to
the south side of the Shields Street and Horsetooth Road
intersection, a distance of about 4,200 feet.
Stationing of the reach to be reconstructed extends from
—6+00 on the south end closest to Harmony to +36+20 on the north
end on the south side of Horsetooth. This method of stationing
was chosen to match a set of construction drawings previously
prepared for a lesser project that would have been several
hundred feet shorter in length.
All of the street plan and profile sheets, cross—section
information, detail sheets and traffic lane striping plans are
not included as exhibits to this report, but are on file with the
City. Sheet 6 of 17 (Storm Drainage and Erosion Control) is
included as Exhibit A to this report. Exhibit A shows the storm
drainage subbasin locations, hydrologic characteristics,
directions of flow, storm drainage facilities, finished
contours,intersection locations, erosion control, etc.
Exhibits B and C are also included with this report. They
are plan and profile sheets for separate storm sewers at the
south and north ends of the street improvement area. There are
two City Master Drainage Basins that cross Shields in this
stretch of improvements — the McClleland Mail Creek Basin for the
southerly two thirds and the Foothills Basin for the northerly
one third.
Within the limits of this construction project are existing
intersections with Shields Street. Troutman Parkway exists to
the east near the south end; Wabash Street exists to the west
about 1,300 feet South of Horsetooth, and Arbor Drive exists to
the east about 500 feet south of Horsetooth.
As a part of this reconstruction project, the west side of
Troutman Parkway will be constructed to the back of the curb
returns, as will be the Wabash Street intersection east of
Shields — again to the back of the curb returns. There is no
current plan to construct an intersection on the west side of
Shields at the Arbor Drive location.
The developer of Mountain Ridge Farm agreed to work with the
City of Fort Collins to design and construct Shields Street in
this area. Other property owners are being asked to provide
{
FINAL STORM DRAINAGE REPORT FOR SOUTH SHIELDS STREET
IMPROVEMENTS WAKE ROBIN,DRIVE DRIVE TO HORSETOOTH ROAD
right of way and easements as necessary to allow for the
improvements to be constructed — and in some cases to participate
directly in the costs of the widened areas. ROW and Easements
are currently being sought by the City.
The developer of Mountain Ridge Farm also agreed with the
City's Storm Water Utility to complete the design of and
construct Regional Storm Water detention, storm sewer, and other
improvements. Those improvements (which included several
crossings of Shields Street at Mountain Ridge Farm) are basically
complete now, and the reconstruction of the street itself sould
be ready to begin.
There are no active irrigation ditches crossing or within
the construction limits of this street construction project.
Wabash Street drains a small subbasin within Mountain Ridge Farm
that will be the only location that surface runoff onto the
street improvement area will occur from off —site. As reported in
the MRF 1st filing Storm Drainage Report by this office, a total
area of only 2 plus acres is planned to drain onto Shields at
Wabash Street.
Two other development projects that are completed or
underway contribute storm runoff to and are a part of the
drainage solution for this South Shields Street improvement
project. One is Cobblestone Corners P.U.D., which is an existing
patio home project north of Wabash Street. Cobblestone provides
on site detention for its own needs and a portion of MRF,
allowing a release during the 100 year storm of only 1.2 cubic
feet per second. This release will flow directly into the
northerly storm sewer that is a part of this design — it
temporarily daylights into an existing borrow ditch on the west
side of Shields.
The second is Westfield P.U.D., which is located 900 or so
feet west of Shields. That project is also proposing significant
detention facilities to minimize ultimate major flood flows to
Shields Street.
Currently there are no storm drainage crossings under
Shields Street except the recently completed improvements at
Mountain Ridge Farm. Consequently, if a major storm were to
occur, ponding along the west side of Shields would occur along
the southerly and northerly portions of the roadway.
II. PROPOSED STORM DRAINAGE SYSTEM
The east side of Shields is developed from Station —6+00 to
about Station 13+00 with curb, gutter, sidewalk and landscaping.
It is not anticipated that those improvements will be
reconstructed. However, the design does call for removal and
replacement of all existing pavement structure in this area.
ia4 e Z
FINAL STORM DRAINAGE REPORT FOR SOUTH SHIELDS STREET
IMPROVEMENTS WAKE ROBIN DRIVE DRIVE TO HORSETOOTH ROAD
There is some existing curb and gutter from Station —5+00 to
Station —3+30 on the west side of Shields that will need to be
removed and reconstructed to accommdate adequate drainage. In
this reach the design calls for creating a high point on the west
side of Shields at about Station —2+00 to allow adequate curb and
gutter slope northerly to Detention Pond # 247 within MRF.
There is no positive drainage on the west side -of Shields,
either to the north, south or east at Station —3+00, so a 15 inch
storm sewer has been designed to carry storm runoff to Pond #247
paralleling the west side of Shields. Again all of the existing
asphalt pavement section is to be removed and replaced from
Station — 6+00 to Horsetooth Road on both sides of the road.
Median landscaped islands are to be incorporated in the
improvements. These are also designed to accommodate traffic
turning movements; and there are deceleration, acceleration and
bike lanes within the new roadway as well. Design of the proper
street cross slopes for the median inclusions leads to drainage
subbasins having varying widths and characteristics as to amount
of pervious surfaces.
Using Exhibit A as a visual tool, the following description
of the storm drainage subbasins along Shields Street is provided:
SH-1 & SH-2 will flow to the south toward Harmony Road.
SH-3 & SH-4 will flow to an existing curb chase on the east side
of the street. SH-5 & SH-6 will flow northerly to existing
Troutman Parkway, where they will drain off of Shields to the
west and east respectively.
SH-7,.SH-8, SH-9 and SH-10 flow both northerly and southerly
to two 10 foot Inlets in the low point of Shields adjacent to
MRF. Runoff from 7 and 8 will flow from the easterly inlet into
the newly constructed SD manhole on the east side of Shields —
and from there easterly in the storm sewer system. Runoff from 9
and 10 will flow from the westerly inlet directly into Detention
Pond # 247.
Storm runoff from SH-11 will flow northerly to future Wabash
Street and easterly to the east side of the newly constructed
intersection — and then onto the existing undeveloped ground.
SH-12 will flow from south of the existing Wabash intersection
across the intersection and all the way to an existing inlet at
the southwest corner of the Shields/Horsetooth Intersection. At
Wabash, runoff from MRF will also enter the curb and gutter and
flow to the same destination.
Subbasin SH-13 will flow to Arbor Drive and then easterly
away from Shields into the street section of Arbor. SH-14 will
drain from the north side of Arbor to the southeast corner of
Shields and Horsetooth and then easterly in the southerly gutter
of Horsetooth.
pe;q Q 3
FINAL STORM DRAINAGE REPORT FOR SOUTH SHIELDS STREET
IMPROVEMENTS WAKE ROBIN DRIVE DRIVE TO HORSETOOTH ROAD
A typical cross section of the improved Shields Street
contains 2 feet of planted area behind the sidewalk, 8.5 feet of
same between walk and curb, and a varying amount of planted
median area within the particular subbasin.
New driveway accesses are to
churches in the southwest corner
intersection and at the southeast
regional storm drainage crossings
be provided for the existing
of the Shields/Horsetooth
corner of the newly constructed
of Shields from MRF.
The Hydrologic Characteristics for the sub —basins associated
with this street improvement project filing, as well as for the
combined sub basins at Design Point #Is I thru VII are included
on the following page as Table 1.
RoL 4-
4
TABLE 1
HYDROLOGIC CHARACTERISTICS
SOUTH SHIELDS STREET RECONSTRUCTION
WAKE ROBIN DRIVE TO HORSETOOTH ROAD
0
10 YEAR
100 YEAR
BASIN
AREA
C VALUE
TIME OF
TIME OF
i 10-YR
i 100-YR
0 10-YR 0
100-YR
DESIGN
DESIGNATION
CONCEN-
CONCEN-
TRATION
TRATION
(ACRES)
(MIN)
j(MIN)
(in/hr)
(in/hr)
(CFS)
(CFS)
SH-1
0.45
0.85
10.0
10.0
4.5
7.2
1.7
3.2
SH-2
0.23
0.85
10.0
10.0
4.5
7.2
09
1.7
SH-3
0.31
0.85
10.0
10.0
4.5
7.2
1..2
2.2
SH-4
0.24
0.85
10.0
10.0
4.5
7.2
0.9
1.7
SH-5
0.85
0.85
10.0
10.0
4.5
7.2
3.3
6.1
SH-6
0.60
0.85
10.0
10.0
4.5
7.2
2.3
4.3
SH-7
0.96
0.85
10.7
10.0
4.3
7.2
3.5
6.9
SH-8
1.15
0.85
10.7
10.0
4.3
7.2
4.2
8.3
SH-9
0.72
0.85
10.0
10.0
4.5
7.2
2.8
5.2
SH-.10
0.72
0.85
10.0
10.0
4.5
7.2
2.8
5.2
SH-11
0.44
0.85
10.0
10.0
4.5
7.2
1.7
3.2
SH-12
2.16
0.85
20.4
18.4
3.2
5.4
5.9
11.7
SH-13
0.92
0.85
11,.7
10.0
4.2
7.2
3.3
6.6
SH-14
0.72
0.85
10.0
10.0
4.5
7.2
2.8
5.2
COMBINED
FLOWS
SH-3 a SH-4
0.55
0.85
10.0
10.0
4.5
7.2
2.1
4.0
I
SH-7 aSH-10
1.68
0.85
10.7
10.0
4.3
7.2
6.1
12.1
II
SH-8 a SH-9
1.87
0.85
10.7
10.0
4.3
7.2
6.8
13.5
>;II
MRF 11 9 12
2.08
0.47
12.7
11.8
3.2
6.8
3.1
8.8
'IV
CC-1
10.3
Detained
and
Released at
1.2
V
WF-i
?
Allowable in
36" RCP
is
10.3
VI
SH-12 a MRF
4.24
0.66
-26.4
1 -:'4'
-}-$
e'Q
i}Q.
48 .rt9
VII
a�s11a12
S14
Uo,8
2.8
y"5
7.9
7
NOTE: "C"
VALUES ARE WEIGHTED
BASED ON 0.25 FOR PLANTED
AREAS AND 0.95 FOR IMPERVIOUS
ROADWAY SURFACES
FINAL STORM DRAINAGE REPORT FOR SOUTH SHIELDS STREET
IMPROVEMENTS — WAKE ROBIN DRIVE TO HORSETOOTH ROAD
The Time of Concentrations were determined using the
equation for overland flow in the City design manual, and then by
adding the time of concentrated gutter flow. The time of
concentrated'flow was estimated using Figure 3-2 "Estimate of
Average Flow Velocity for Use with the Rational Formula" provided
in the "Urban Hydrology for Small Watersheds" Technical Release
No. 55, USDA, SCS January, 1975.
The formula for overland flow Time of Concentration is:
Tc = [1.87 (1.1 — CCf) D1/23 / S1/3
The subbasins in the South Shields Street reconstruction and
widening project are relatively small. The maximum time of
concentration for any of the individual subbasins is just 20.4
minutes for a 10 year storm and 18.4 for a 100 year storm in
Subbasin SH-12. A 10 minute minimum time of concentration was
used for most of the other subbasins, since combined overland and
concentrated flow times were at or less than 10 minutes.
The Time of Concentration for Subbasin 12 is estimated by
assuming minimal overland flow (i.e. 15 feet) and a time of 2.4
minutes, with 1620 feet of flow concentrated in the curb and
gutter. That flow is estimated at 1.5 feet per second in the 0.4
to 1.0 percent slopes along the gutter, which equates to a time
of concentration of 18.0 minutes. So 20.4 minutes is the total
time.
Time of Concentration for Combined Subbasin flows at the
Design Points is determined using the longest time of
concentration for any of the subbasins contributing to that
point. The longest time of concentration was 27.7 minutes at
Design Point VII, which is at the inlet in the southwest corner
of the Horsetooth intersection.
At that point runoff from MRF combines with SH-12. MRF
subbasins travel an additional 1,350 feet along the west side of
Shields before reaching design point VII. At 1.5 fps, the time
is increased from 11.7 to 27.7 minutes (26.8 minutes for the 100
year storm).
III. DESCRIPTION OF STREET FLOWS AND DRAINAGE IMPROVEMENTS
Due to the relatively small area of the subbasins that will
contribute storm runoff from the Shields Street improvement
project, the concentration of discharges in the street gutters
will be relatively minor.
The largest flow in a gutter will be from Subbasin SH-12 and
the MRF subbasins as it approaches the Horsetooth inlet. There a
10 year design discharge of 7.8 cfs is estimated, and a 100 year
"major" design discharge of 15.7 cfs is estimated. The slope of
the street at that location is 0.44 percent.
P��� 5
FINAL STORM DRAINAGE REPORT FOR SOUTH SHIELDS STREET
IMPROVEMENTS - WAKE ROBIN DRIVE TO HORSETOOTH ROAD
According to Figure 4-1 of
following criteria: Cross Slope
50; a Roughness Coefficient (n)
factor of Z/n of 3,125; and an
gutter of 6 inches during a two
gutter capacity is 19 cfs.
the design manual and using the
of 2 %, so a Reciprocal (Z) of
of 0.016 from Table 4-3, so a
allowable depth of flow in the
year storm; the theoretical
Allowing for design purposes an actual gutter capacity of
fifty percent of theoretical (per Figure 4-2 of the reference),
the gutter must carry about 9.5 cfs before exceeding City
criteria for the 10 year storm. The 7.8 cfs actual flow will be
5 or so inches deep in the gutter, or 1 or so inches below
allowable.
The allowable capacity for the 100 year storm discharge at
Design Point VII (the 100 year discharge of 15.7 cfs means that a
design amount of 31.4 cfs with 50 percent reduction factor should
be used) will pond at a depth of less than 7 inches - allowable
is 1.0 feet. Obviously, street gutter flows in are well within
City of Fort Collins criteria.
Storm drainage facilities, or improvements, for this Shields
Street reconstruction include cross pans at the intersections of
Troutman Parkway west, Wabash Street west, Arbor Drive east and
the driveways into the church properties at the southwest corner
of Horsetooth and across from MRF. Also they include the inlets
and storm sewers at the low point (Station 13+75) on both sides
of the street as previously discussed.
The inlet at the low point in the proposed curb and gutter
that drains into the detention pond in MRF is to be a 10 foot
Type R inlet. Figure 5-2 of the City Drainage Criteria manual
shows a theoretical capacity to accept storm runoff of 1.2 cfs
per foot of length within the allowable 6 inch depth and 6 inch
height of opening for a 10 year storm. A Reduction Factor of 80
percent shows 0.96 cfs per foot actual capacity. The ten (10)
foot inlet will accommodate 10 times 0.96, or 9.6 cfs.
This allowable capacity is more than the combined flows of
Subbasins SH-8 and SH-9 on the east side of the street. The 10
year storm discharge for the two subbasins is 6.8 at the inlet,
which is well within the criteria.
At the other 10 foot Type R inlet on the west side of the
street which drains into Detention Pond #247, Subbasins SH-7 and
SH-10 contribute a ten year storm of 6.1 cfs and a 100 year storm
of 12.1 cfs. The approach slope and other capacity factors are
the same, so the inlet is obviously adequate for the two year
storm. The 100 year storm will pond to a depth of only 7 to 8
inches while entering the inlet, which is well below the 15
inches allowed according to City Criteria.
Fa�ea
FINAL STORM DRAINAGE REPORT'FOR SOUTH SHIELDS STREET
IMPROVEMENTS — WAKE ROBIN DRIVE TO HORSETOOTH ROAD
In summary, the proposed storm drainage system and
improvements for the Shields project is.rather minor in scope,
and generally consistent with the Master Plans (subject to the
modifications described above), and the resulting storm drainage
system should adequately protect life and property on the site.
Page-7
I
THIS FINAL EROSION CONTROL PLAN REPORT FOR SOUTH SHIELDS STREET
IMPROVEMENTS (RE —CONSTRUCTION AND WIDENING BETWEEN WAKE ROBIN
DRIVE AND HORSETOOTH ROAD) WAS PREPARED BY LAND DEVELOPMENT
SERVICES USING THE CITY OF FORT COLLINS EROSION CONTROL REFERENCE
MANUAL for Construction Sites, dated January, 1991.
The results of this erosion control study are reported in the
enclosed text and supporting documents, and are shown in further
detail on the Utility Plans submitted concurrently with this
report.
Signed this 15th day of May, 1997.
Dennis L. Donovan, P.E.
Land Development Services
309 W. Harmony Road — Unit B
Fort Collins, Colorado 80526
Phone (303) 225-9244
I
FINAL EROSION CONTROL PLAN REPORT FOR SOUTH SHIELDS STREET
RECONSTRUCTION AND WIDENING IMPROVEMENTS FROM WAKE ROBIN DRIVE
TO HORSETOOTH ROAD
NOTE: NORMALLY, AN EROSION CONTROL COST ESTIMATE AND
ACCOMPANYING SECURITY IS REQUIRED. IN THIS CASE, THE CITY OF
FORT COLLINS, CITIZENS, AND OUT OF TOWN VISITORS ARE THE PRIME
BENEFACTORS OF THE IMPROVEMENTS. ADJACENT PROPERTIES WILL ALSO
BENEFIT AND WILL CURRENTLY, OR ULTIMATELY PARTICIPATE IN THE
COSTS ON A FRONT FOOTAGE AND BENEFIT EVALUATION. IN THIS
INSTANCE, THE NEED FOR AN EROSION CONTROL COST ESTIMATE AND
ADDITIONAL SECURITY IS NOT WARRANTED.
General Information:
The erosion control concepts and general design
considerations for this Shields Street reconstruction project
are outlined in the following paragraphs and shown in further
detail on Exhibit A. The exhibit is the same as for the storm
drainage report, which is Sheet 6 of 17 of the Construction
Drawings titled SHIELDS DRAINAGE & EROSION CONTROL PLAN.
Subbasins SH#'s 1, 29 3, 4, 6, and the southerly two thirds
of 7 will just have the pavement reconstructed and no runoff is
anticipated that would create a need for erosion control
measures.
Subbasins SH#'s 5, 8, 9, 10, 11, 12, 13, and the north
one-third of 7 will be widened and the back of walk will be at a
higher elevation than the existing ground, necessitating a fill
slope of 4 to 1 to make up the vertical difference.
The curb and gutter exists on the downhill side of subbasin
SH-14, and no runoff is expected to affect the adjacent property
(i.e. Poudre Valley Plaza). That property is under development,
and it is our understanding that they will be installing the
detached walk and providing for erosion control down to there
existing parking lot.
The vast majority of the finished project will be hard
surfaces (i.e. asphalt pavement and concrete sidewalk). The
medians and parkway areas between the curb and sidewalk are to be
planted and irrigated upon finished grading.
The side slopes from the sidewalk down to existing grade are
to be seeded and mulched upon final grading. The small amounts
of disturbed areas that will result from this project - even
during construction - make it questionable as to the need for hay
bale or silt fence barriers.
If it is desirable to have no sediment transport onto
adjacent properties, than silt fence outside the toe of slope and
construction area should be installed.
It might be desirable during construction to place a gravel
inlet filter at the existing storm drain inlet at the southwest
FINAL EROSION CONTROL PLAN REPORT FOR SOUTH SHIELDS STREET
RECONSTRUCTION AND WIDENING IMPROVEMENTS FROM WAKE ROBIN DRIVE
TO HORSETOOTH ROAD
corner of the Horsetooth intersection. Also, after construction,
the same.measure could be installed at the inlet on the east side
near Station 14+00. The other inlet drains into the regional
pond which acts as a huge settling basin. Since these filters
are not desirable adjacent to bicycle and vehicular traffic,
especially on arterial streets, it is not recommended that a
filter be installed there.
There is very little utility work associated with the
project.
The current schedule calls for concrete and paving to be
completed by late -September, and landscaping should follow
quickly. During construction, adequate watering of haul roads
and areas being graded should be provided to keep down dust.
These measures will easily achieve the City's required
Performance Standards.
It GWI p 'Gf Cory
SH \' SH-5 5,(, �`05 wos wNL
0.85 Oc ��QP((✓✓�� (mows ual
II s.
w,L ""`��00 3e 1c1i, P FUTURE TROUTMAN PARKWAY Lw r .:w S - -- w.m9.; ^�n?ol -- �,.,>,..1,PAT
ry
wti
_-1111-
n i
• m 12)
SH-8
-
M z
�Epl (91 R k s 0.J !N CIO 2 P
�- + aoc ea n9
�- TO
1 I `.. \ ..
- __ -_
ON wri a ban BEELI (YET
SH-2 SH-3 0
>. SH-4 SH-6 Ili 'I••.•.,
A = 0.24 cc A - 60 cc In III SH-�
SH-H ° = 0.23 cc A - 0.31 cc 010 = OA CIA 010 2.3 cls III III I,
CIO = 0.9 CIS 010 IS 1.2 CIA 0100 It 1 J On Ol pp = 43 THIS III III A = 0.96 Oc 2 e
A - 1,15 cc c".O = 1J ciz 0100 - 3.3 cis TROUTMAN PARKWAY 010 = 35 OR 3 "
010 - 4.2 Its 0-00 - IIA cis
0100 83 cis SH-9
A
B MOUNTAIN RIDGE FARM P.U.D. 1ST FILING T p rv,.""IL' 010 0 2.cc C
e cro TABLE 1
3 G AMC, A av Ie.. san11 9trw 0100 NET 5.2 ON3 F
o-Nn.Le bNn bEnwry f*,F3 it v s+pw stWw
1 IT x,pROL00If CHARACTERISTICS
n• - • / I SOUTH SHIELDS STREET RECONSTRUCTION '
VANE ROBIN DRIVE TO HMSFTOOIN ROM
IO YEAR IW YEAR
-- - .• J - ~- LVl _ a - 1 C 2 + • \•` _ :a BASIN MM L VALUE TINE OF TIM OF 110 YR 100-YA 0 10-YR 0 1001 NSTON
(ee) LO LM 1V]' OESION611M Cd CEN- COR POINT
lErl` J� _ )RATION tPATIM
IF 1 I•- INS
� !e] ' IMRE51 THIN] ("IN) Im/or$ IIn/AN IEF51 IOF61
leg IM1 % 11 0q (61. My 1_
_ --- -- aN-1 0.05 0.05 10.0 10.0 4.5 7.2 1.7 3.2 T� SN GLVOC IN LeT
---- M-i 9.21 0.05 10.0 10.0 4.5 SIB 0.9 1.1 TL£H613
u Sx-] 0.31 MISS 10.0 10.0 6.9 7.2 1.2 2.2 DETg1L
SH-• 0.21 0.1115 10.0 10.0 1.5 7.2 0.9 1.7 y\taN WN<�L"
O•mnn9a been Sn.mmrt OYP I ' I w SI SPLC a ^ GELLED . CL wH ... Sx-5 0.05 0.95 10.0 10.0 6.5 vi 3.3 6.1 �E 1{`IGLVOI; E RD CE
EXIST. CHURCH I - SH-6 0.60 0.0 10.0 10.0 I.S 7.2 2.3 4.5 PLE DySilLVC41CN $EAJEN
I qj P- b SH-1 nx-] 0.96 d.n mn 10.0 •s T.: vs e.9 ES o�
sS a. $ILAY awea x Is If et. MlNF' M-S 1.15 0.85 m. ] 10.0 e.3 vi 4.2 6.3 NDT
SH-7 NLG` FW' A IS 0.72 cc SH-v ani 0.95 10.0 no 4.5 zi z• 9.2 \oN
010 - 2.6 cts PLEgyE INCy]pE M-so 0ni 0.05 m.0 10.0 e.5 ).i 2.6 5.2
A = 0.96 Etc O1 pO = 5.2 c19 CRI APUBE NS MIMKY SH-11 OJB 0.85 10.0 10.0 4.5 ).i 1.) 3.2
010 - 3.5 cis MRF 11 AND 12 SH-12 zl6 9.Ss 20.0 u.1 3.2 5.6 5.9 11.7 tl
0100 - 6.9 cis �bN FWOVg54� qEi SH-13 0.92 0.SS 11.7 10.0 6.2 ).i 3.3 6.6
A - 2.06 Oc QRPfL\'T{ OF TM SIN-11 0Ai o.65 10.0 1a.0 1.5 7.2 2.9 5.2
050 - La ds COBBLESTONE CORNERS P.U.D � mnetwo
0100 = 6.8 CIS FLOWS
p WABASH STREET , L / Y 8 sx-] 6 M-e 0,55 0,05 to 10.8 es vz ze Lo 1
9H-9 5. MOUNTAIN RIDGE FARM P.U.D. 1ST FILING �}{.
( Pull SH-1 E 9`N t `R SAL-) aSSH-60
SULE? 1.97 0.05 111. ] 10'0 0.3 7.2 6.1 13.1 11
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A - i.'6 0 11 1 1l 0 '0.6] 12.] 11.0 ].3 6.0-+.CBS. II
2 P 010 - 5.9 C/s 1 Ip (` II p 1? CC -1 10.3 0 tained end Released eL 1 .2 V
5 weaeq bas Swnean R»d 0100 = 11 7 CS I 1_ Y S Q J- IIF'1 ] Al10NaDla 36 10� VI 1
1 less 9N-12 L XRG 5.20 0.66 0.1 IB.4 3.2 L� 9.U'T£.91 VII
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1 EM1 •• � ,_ -° I � ^_ EROSION CONTROL NOTES: 1 1
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u to)b \ TEST
enn .Ka9ee A.naE aeao�,
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9 operation if to M monitored on also.
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PLEA IMCO 0/ Olne/ m00luma enOYld Od used O! nNdeeOry. ARS
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SHIELDS DRAINAGE AND EROSION CONTROL PLAN SHEET 6 OF 17
P-93-2293
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SOUTH SHIELDS
STREET
-SHEET
7 OF
17
STORM SEWER PLAN
AND PROFILE
P-93-2293
FV H 1 3IT B
WABASH STREET
SKYLINE ACRES
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STREET
SHE 8 OF
1]
STORM SEWERR PLAN AND PROFILE
PLAN
P-93-2293
EXlIit C