HomeMy WebLinkAboutDrainage Reports - 05/19/19991
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final -Approved Report
IMRT
aye s i� y�
STORM DRAINAGE AND EROSION CONTROL REPORT
FOR
ADVANTAGE RENTAL CENTER
AT
4848 SOUTH COLLEGE AVENUE
IN
THE FOSSIL CREEK BASIN — n n f i\!
PREPARED FOR
RONALD ROCKVAM
April 22, 1998
PREPARED BY
STEWART & ASSOCIATES, INC.
103 SOUTH MELDRUM STREET
FORT COLLINS, COLORADO 80521
970/482-9331
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STEWART&NSSOCIATES
Consulting Engineers and Surveyors
April 22, 1998
Mr. Basil Hamdan
Storm Water Utility
City of Fort Collins
P.O. Box 580
Fort Collins, CO 80522
Dear Basil,
Mr. Ronald Rockvam, the owner, and the W. J. Frick Design Group have asked our firm to
provide storm drainage plans and reports for the proposed commercial site at 4848 South College
Avenue. This site is on part of Lots 7, 8, 9 and 10 of the Replat of a Part of Fairway Estates, and
is located in the Northwest '/4 of Section 1, Township 6 North, Range 69 West, of the Sixth P.M.,
City of Fort Collins, County of Larimer, State of Colorado.
The site is located on the east side of South College Avenue about'/4 mile south of Harmony
Road, and is located in the Fossil Creek Basin.
We plan to provide detention in an onsite easement, and also in an easement on the adjacent
' property to the south. Release will be through a separate document easement across the lots to
the south to the existing drainage swale and easement across the State Farm site. The State Farm
site is located about 200 feet to the south. Included in this report is a copy of portions of the
1990 drainage report for the State Farm Site which states that offsite flow from the North are
provided for and that an easement is dedicated to allow offsite flows across the site.
' Offsite flows from the north of 4848 South College will be allowed to pass by on the easterly
ten feet of the site just as they have done historically. Offsite flows from the north along the
' existing Service Road on the west side of the site will remain on the Service Road. No offske
flows from the Service Road will enter the site. A variance is hereby requested from the criteria
requiring that the runoff from one half of the adjacent Service Road be routed through the site.
' The area of one half the adjacent Service Road is only 0.04 acres, and due to the grades, it is not
possible to route only a portion of the Service Road into the site. Also only the Westerly ten feet
of the site, which is the landscaped area and detached sidewalk, will drain to the Service Road.
' The report and the drainage plans for the site are prepared in compliance with the City of Fort
Collins Criteria.
Sincerely,
'
Phillip I. Robinson, P.E. & L.S.
meh
'
James H. Stewart
and Associates, Inc.
103 S. Meldrum Street
'
P.O. Box 429
Ft. Collins, CO 80522
970/482-9331
Fax 970/482-9382
Table of Contents
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Vicinity Map
2-4
Text of report
5
Map of Offsite Basins
'
6
Historic Site Drainage
7
Developed Site Drainage
'
8-9
Offsite Flows
10
Detention Volume Required
'
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Volume of Proposed Detention Pond & Spillway Sizing
t
12
Detention Pond Outlet and Restricted Opening
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13
Roof Runoff From North of Building
14
Flow in New Curb Along North Side of Project
15
Swale from Detention Pond Outlet Pipe to State Farm Site
'
16
Kutter's Pipe Flow Chart
17 - 19
Erosion Control Calculations
20
Erosion Control Collateral
'
21
Copy of Fairway Estates Replat Showing Lots & Easements
Appendix
Copies of a Portion of State Farm Drainage Report & Easements
'
Pocket
Grading and Drainage Plan
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DRAINAGE AND EROSION CONTROL REPORT
ADVANTAGE RENTAL CENTER
EXISTING SITE INFORMATION
The Advantage Rental site at 4848 South College Avenue is a part of Lots 7, 8, 9 and 10 of
the Replat of a Part of Fairway Estates. The site is 250 feet deep west to east and 92 feet wide
north to south. The site is vacant ground with a good cover of pasture grass. The lots to the
north of the site are all developed, and there are about 200 feet of undeveloped lots to the south
between the site and the existing State Farm Insurance Agency site. There are 7 developed
parcels to the north between the site and Palmer Drive. Six of these parcels were developed in
the County before annexation and no storm water detention was provided so all runoff from these
six parcels is to the south along the east side (rear) of the lots or along the west side (Service
Road on the front) of the lots. The seventh parcel is the Jensen Homes parcel, which is the
second parcel north of the site, and which has on site detention. A copy of an aerial photo
topography showing these properties is included in this report. Also shown on the photo copy is
the basin lime dividing the flow to the east and the flow to the west. Calculations of these flow
quantities are included in the report.
The historic runoff from the site is to the southeast. The site runoff combines with the offsite
runoff from the north and travels southerly to the State Farm site. The State Farm site was
developed several years ago with on site detention and with a swale across its east side which runs
from north to south and which carries offsite flows to Fairway Lane.
There is a small open irrigation lateral ditch located just east of the site. This ditch, which
runs from north to south, carries about 3 c.£s. We do not intend to interfere with this ditch or to
allow any runoff from the site into the ditch. Runoff from the 7 developed parcels to the North
has historically been allowed to enter this ditch, and the proposed development of 4848 S. College
will not change that situation.
' PROPOSED SITE DEVELOPMENT
The Advantage Rental site will be developed with a building and associated paved drive and
' parking. The south half of the driveway and a portion of the fire truck turn around will be on the
property to the south. A separate document easement for utilities, drainage facilities and access
will be provided for the offsite construction. A subdivision replat has been prepared for this
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project, and all required on site easements are dedicated by this plat.
Storm water detention will be provided for the difference between the 2-year historic release
and the 100-year developed volume. The detention pond will be located on the easterly part of
the paved drive and parking, including the fire truck turn around. The turn around will be
constructed as a bowl with the low spot in the center. A shallow area inlet will be constructed at
the low spot in the center and an outlet pipe will be extended southeast beyond the edge of the
turn around. The outlet pipe will have a restriction plate over its inlet to control the release rate.
The outlet pipe will carry the release rate (0.23 c.£s.) to the South until it daylights about 40 feet
North of the State Farm site. Where the pipe ends, there is an existing small swale which will
require minimal grading to provide an adequate channel to carry the 0.23 c.£s. release rate flows
to the State Farm site. This swale is located in the 5 foot wide separate document drainage
easement. Calculations of this swale are included in the report and grades and a cross section are
shown on the plans.
' Offsite flows from the east portion of the properties to the north will not be allowed to enter
the new detention pond. These flows will pass by the east side of the pond on the east 10 feet of
the site. A shallow swale will be provided along the east 10 feet of the site to carry these offsite
' flows. Offsite flows from the west portion of the properties to the north will be carried by the
east gutter of the Service Road. Flows from the Service Road will not enter the site, and the only
flows which enter the Service Road from the site will be from the Westerly ten feet of the site,
' which is the landscaped area and detached sidewalk. The remainder of the site will drain to the
detention pond. In the future, when the lots to the south are developed, this turn around
detention may be enlarged to provide more detention for the development on the lots to the south.
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Albrecht Homes occupies the lots directly north of the proposed Advantage Rental site. The
Albrecht site does not have onsite detention, and there is a paved driveway all along the south
side of the Albrecht site. This driveway drains southerly onto the Advantage Rental site, so a
curb is proposed all along the south side of the driveway. This curb will intercept the runoff and
direct it west to the Service Road or east to the drain swale which will carry the offsite flows to
the south. Calculations of the amounts of runoff from the Albrecht Homes site to the new curb
and gutter are shown in the drainage report, along with calculations of the curb and gutter
capacity. A 10 foot wide separate document drainage and grading easement has been prepared
for this revised path of the historic flows.
A pipe is proposed along the north side of the building to pick up downspout flows and carry
them to the east and then south into the detention pond.
Calculation sheets are included in this report which calculate the historic and developed site
runoff; the offshe flows, the required and provided detention, roof runoff; pipe sizing and swale
flows.
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EROSION CONTROL
The site is located in a moderate to high rainfall erodibility zone and in a moderate wind
erodibility zone. A silt fence will be place along the south side of the site before beginning any
excavation. After the site grading is completed and the detention pond and outlet pipe are
installed, a sediment trap will be placed over the pond outlet.
The site is narrow in the direction of the prevailing wind, so the new building foundation and
the structure on the lot to the north will provide adequate wind erosion control barriers.
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STEWART&ASSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
' Consulting Engineers and Surveyors
By: P11R Date: / z Y7 Client: Ron %?o G+ryam Sheet No.. G of
' Project: 4840 S• College A ✓e .
Subject: N L5r+' c s l Y e d ra l na a e
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STEWART&ASSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
' Consulting Engineers and Surveyors
By: P) R Date: r1 Client: %o o Ro c r v p e'-7 Sheet No. of
Project: 4-69-8 S. Colle-le AV e .
Subject: site d-cai/?oG-P
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STEWART&ASSOCIATES 10 S. ME933UM, FORT gOLLINS, CO 80521
Consulting Engineers and Surveyors
By: Pig Date: I i J21 47 Client: Ron FZoclk%/crr" Sheet No. 6 of
Project:48 s• Collette AVf--
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STEWART&kSSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
' Consulting Engineers and Surveyors
By: Pl iz Dater Client ,won I'd c.<ya.r, Sheet No. 9 of
Project: 43 4-3 S. lo1(o`e Ala
Subject: 09si+e yj From Lo45 To The- Alor-.4
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Consulting Engineers and Surveyors
By: Y 1 %7 Date: Client:
Project: 4-& 4-9 -S C o lip
10 S. 9 DRUM,FAX FORT
9382 COLLINS, CO 80521
Fa h )70 C- / 0 m Sheet No. 0 of _
Subject:
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STEWART&6SSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
Consulting Engineers and Surveyors
By: P) R Date: .3 )1e% YJ� Client: doh Sheet No. of
4"8 ¢S S. �o�
Project:�r'ea p Ave.
Subject: I/oIt) me, �2r 05e De-�e��io� �o�cl ah sDlllolPy SZing
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STEWART&ASSOCIATES 103 PH. S. 9 DRUM,FAX FORT 8OLLINS, CO 80521
Consulting Engineers and Surveyors
' By: P/ F� Date: _Llb.e—1 J17. Client: ):�TO h Ri D cK ✓cr M Sheet No. _2- of_
Project: 48 ;9 S. Cort P A✓e
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STEWART&ASSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
Consulting Engineers and Surveyors
By: / Ppl Date: / 97 Client: Ron %tea c.%y a,-i Sheet No. 13 of
Project: 4-8 4-6 S. C a 11 eA i/ t
Subject: %yd0-g �i t/nrJ J ,draw+ /t 0r-'h
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STEWART&6SSOC[ATES 103 PH. S. MEL9331DRFAX FORT gOLLINS, CO 80521
Consulting Engineers and Surveyors
By: PIIz Date: 3 br Client: F',or, Roc-kVcrr-1 Sheet No. 14- of
Project: 4 84-
Subject: rlOtil in rl ew Gelgc)44er al ano 170r4, Yoe 0-� prO I f cI�
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STEWART& SSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
'Consulting Engineers and Surveyors
By: Date: 3 Y Client: )moon Ko c r tJ o ,,-, Sheet No. I-L of
' Project: 4-8 4-3 5. P 601/P<e�'
Subject: Stict'�!-OoK cte-4enkrn panel QVTG)l V1Pl- TO J7a�L><4rMSr,
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a/
' Fig. 14. Diagram for the solution of Kutter's formula for circular pipes
flowing full.
/7
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT:
484-0
S. College Ave.
STANDARD FORM A
(COMPLETED
I-----------------------------------------------------------L
BY:
DATE / 2a 7
-
Asb I Lsb I Ssb I Lb I Sb I PS
SUBBASIN I ZONE I (ac) I (ft) I (%) .I(feet) I (o) I (%)
---------------------- I ------- I
70TAL- Moder,4e 0.63 250 Z.0 1 2�U 12.0 ]9,75
,517E I To,14il I I I
p`✓s I I I I I I
p rts,'If i.
d ri✓e and I I I I I
+v`n 4rovAd I I I
------------------------------------------------------------
DI/SF-A:1989
I
i
1
1
1
I
1
1
1
1
EFFECTIVENESS CALCULATIONS
PROJECT: ¢�j �Pj s 6 011 d? e Aue STANDARD FORM B
J
COMPLETED BY: DATE: // 7
Erosion Control C-Factor P-Factor
Method Value Value Comment
l3a re Soil /. 0 .l. 0
Gon-re�e road q;10, 0.01 1. 0
road base 0.0� I• U
sedi 1e�= rraP 1,0 0, Ir
MAJOR
PS
SUB
AREA
BASIN
($)
BASIN
(Ac)
CALCULATIONS
Tort-
79,75
Goncre�cov��a�ioh = o. Z3 Ac
S'ie
0,63
rood base -
- U. Z Y
lvs
-Ac
c4s''e
bare sad = o, ZO Ac
j -qe
(And
J-(101
Val c _ C0,23)L 0. UI> t�U.z%�1U.US� CO.ZO�(LGv/
AroVn
U. G3
P- a. SO Tor S e j I M e n -�- -f""oD
S X U. 34-1 x 100 = 8 3
// r
CONSTRUCTION SEQUENCE
/9
E4CT:_ S. GO#tfc; 6-STANDARD FORM C
D
SE(ENCE FOR 19 98 ONLY COMPLETED BY: DATE: 22
In cate by use of a bar line or symbols when erosion control measures will be installed.
Hair modifications to an approved schedule may require submitting a new schedule for
ap oval by the City Engineer.
YEAR `f8
MorrrH M IsIJIAISI�,I�,IbI I I I
)VERLOT GRADING i
wTI2, EROSION CONTROL i I
oil Roughening
Perimeter Barrier ' I
tditional Barriers
getative Methods i
Soil Sealant
i
I
I
Cher can- 4;�ti f bas.-
AA1 ALL EROSION CONTROL
§rRUCTURAL:
Sediment Trap/Basin
Inlet Filters
' Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other cane- fdn f !7oJe
IGETATIVE:
Permanent Seed Planting
'Mulching/Sealant
Temporary Seed Planting
Sod Installation
fettings/Mats/Blankets
ther
w
0
INSTALLED BY MAINTAINED BY
GfTION/MULCHING CONTRACTOR
TE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON
STEWART&ASSOCIATES
Consulting Engineers and Surveyors
103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
By: F1 TZ Date: /2-/ 7 Client: Fa n 1:�*o C4rV c? P 1 Sheet No. Z o of
Project: ¢84-ei S. LOl(eSP ye.
Subject: d5KOSI0N GONTic/L efOL,LA TET<'.�OL
t
1
21
I
r
2�PLAT OF- A PA�ZT 0�.,
�- A► SWAY S-------------
TAT S
SITUATrc It�l T1--1ti= V02T4�W�S1 1/a O� �EGT
TOWN51-11P b t�10QT4 l 2Al�lGti= 69 WEST Oi- T4-1E.
l...AQ.IMti={Z, COUNTY GOLOQ.AOO c
tJ Z 87
^^ G+ 2•Sr L977
F-1 GATE : 'J
•'1 ;) •. - .'/JV r T/'yG �.JO C OrC raJG / 3 OW ' I70WIC/'e3
1ipP2ovv.o. L.err.vsa r• c .
A.0. 1977. •+ P/erar//� LOB
.-
.
,APPR�OVE.O �
i{ • C.eri.•v.ar Cou
n:. _
�e
•f : s au /v: sserr or ers /oi""
trC/n /r)C a/
iif tY/G
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GAG
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e Ce oredo
O.
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rer Su /e u/ra .rscrs
G'oun Hera/•
Dr rfiraen ersd t e
9 •
0991;
DRAINAGE REPORT
STATE FARM SERVICE CENTER ADDITION
4900 SOUTH COLLEGE AVENUE
FORT COLLINS, COLORADO
AUGUST 1990
Prepared for
State Farm Insurance Company
One State Farm Plaza
Bloomington, Illinois 61710-0001
Prepared by
ARIX Corporation
800 8th Avenue
Greeley, Colorado 80631
Project No. 89173.00
'
TABLE OF CONTENTS
'
Section
page
1.
Introduction
1
2.
Existing Topography ..................................
2
3.
Basin Requirements ...................................
3
4.
Site Grading
3
.........................................
5.
Future Considerations ................................
3
6.
On -site Flows ........................................
3
7.
Detention Facilities .................................
4
'
8.
Off -site Flows .......................................
5
9.
Street Flows
6
.........................................
10.
Calculations
.........................................
6
'
APPENDICES
A.
Site Grading and Drainage Plan
'
B.
Details
'
C.
Drainage Site Map
D.
Calculations
E.
HEC-1 Computer Printout
F.
Permanent Drainage Easement
DRAINAGE REPORT FOR STATE FARM ADDITION AT
4900 SOUTH COLLEGE AVENUE
FORT COLLINS, COLORADO
PROJECT NO. 89173.00
PREPARED JANUARY 1990
BY ARI% CORPORATION
REVISED AUGUST, 1990
1. INTRODUCTION
This report documents drainage considerations pertaining to
the proposed expansion of the State Farm Offices located in Fairway
Estates Subdivision Lots 17 through 22 near the intersection of
Fairway Lane and College Avenue. The existing office is located on
' Lots 23 through 28 and is currently served by a detention basin
located at the southeast corner of the site.
Modifications will be made on the lot occupied by the existing
' office which will increase the percentage of impermeable area and
increase the peak storm runoff. The volume of the existing basin
' is being increased to compensate in part for the increased runoff.
A new detention basin will be constructed on the lot north of the
' existing facility. The new detention basin (North Basin) has a
storage capacity of 7525 C.F. and will discharge to the existing
basin. The North Basin is being oversized and provided with an
' outlet to reduce the discharge to a rate lower than the historic 2-
year release rate. This reduction in release rate will enable the
' existing detention basin (south basin) to limit the total release
from the entire site to the historic 2-year release rate.
1
1
1
2. EXISTING TOPOGRAPHY
The site lies within the Fossil Creek Drainage Basin. Drain-
age in the vicinity is generally in a direction from the northwest
to southeast at about a 2% slope. The existing site occupies an
area of 1.06 acre, excluding public R.O.W. The property presently
being developed is also 1.06 acre and located adjacent and directly
north (uphill). The existing detention pond is located at the
southeast corner of the existing site and can be expanded only
marginally. Soils in the area are generally of a clay nature. No
groundwater was found in any test holes.
3. BASIN REQUIREMENTS
The Fossil Creek Drainage Basin does not include any storm -
water detention requirements. However, in accordance with city
requirements, detention is being provided to limit street flows to
acceptable limits. To the maximum extent practical, grass -lined
detention basins will be employed to enhance the water quality
released. Discharge from the detention basin and off -site flow is
near the southeast corner of the site and will flow in an easterly
direction down Fairway Lane. The off -site drainage around the site
and down Fairway Lane is not well defined and will not be substan-
tially altered by this project. The detention ponds have overflow
spillways located at the parking entrances (design points 5 & 6).
The overflow spillways will release that portion of the off -site
flow which passes through the site or is in excess of the 100-year
flow.
2
4. SITE GRADING
The site is being graded to match existing ground on all
boundaries. It will not create any sumps or lack of positive
drainage on any adjacent land.
5. FUTURE CONSIDERATIONS
The City of Fort Collins has requested that the current design
contain contingency provisions for relocating the service road from
the front of the lot to the back of the lot at a location opposite
to SeAd Drive. This relocation will require relocation of the
existing detention basin to a position adjacent to the east side of
the existing building. It will also eliminate the portion of the
north basin presently proposed to be grass lined. The above -
described modifications will result in minor losses to the total
detention volume provided.
6. ON -SITE FLOWS
The project site is divided into three drainage sub -basins.
These sub -basins are indicated on the attached site map in Appendix
C and on Plan Sheet C2 in Appendix A. Sub -basin 1 includes the
existing developed site. Sub -basin 2 consists of the portion of
the proposed development which will contribute runoff to the
existing detention pond. Sub -basin 3 consists of the remaining
portion of the proposed development which will contribute runoff to
the new detention pond. Drainage characteristics for the sub -
basins are detailed in the calculations on pages 1 and 2 and are
summarized below:
3
Sub -basin 1* Sub -basin 2 Sub -basin 3
Drainage Areas 1.06 AC 0.27 Ac 0.79 AC.
Runoff Coefficient 0.60 0.90 0.63
Time of Concentration 16 Min. 5 ( 2 yr) 10.5 ( 2 yr)
' 5 (100 yr) 6.0 (100 yr)
Historic Runoff #0.92 CFS r-0.10 CFS Dg�j0.34 CFS =rat r 13(P
Peak 100 YR Runoff 4.6 CFS �d 2.1 CFS 1 4.3 CFS
Peak 2 YR Runoff 2.3 CFS 0.8 CFS 1.2 CFS
The data listed for Sub -basin 1 was taken from the original
stormwater calculations dated 3/1/83 - shown in Appendix D.
' 7. DETENTION FACILITIES
The new detention pond will be located in the proposed parking
' lot north of the existing site. The maximum capacity of the pond
will be 7525 cubic feet at elevation 92.5 and a depth of 1.63 feet
(calculations p. 7). The depth in the pond will increase during
100-year storms to 92.83 in order to spill the offset flow out the
overflow weir. The required capacity is 5401 cubic feet at
elevation 92.30 (calculations p. 6) and a depth of 1.43 feet. The
' excess capacity may be used in the future if the service road is
relocated. The outlet for the pond is a 12 inch reinforced
' concrete pipe with an invert elevation of 90.87. The outlet is
constricted by a metal plate to an orifice 2-1/2 inches in
diameter. The historic flow for the pond is 0.34 CFS; however, the
orifice is sized to permit a discharge of 0.18 CFS (calculations p.
8). This reduced discharge will permit the south basin to limit
' the total release from the site to the '2 year historic discharge.
The parking entrance on the south side of the pond at design point
' 5 will act as an overflow spillway with a crest elevation of 92.5.
Off -site flows will be allowed to spill out the overflow. The
' length of time required for the pond to drain after a 100-year
event is about 8 hours.
The existing detention pond will be enlarged to increase the
capacity to 6970 cubic feet (calculations p. 5). This capacity
4
corresponds to an elevation of 90.35 and a depth of 1.85' which
will provide the required storage volume (calculations p..4). The
berm surrounding the pond will be raised about 9 inches to
elevation 90.8 to provide sufficient freeboard to pass the off -site
flow through the pond. The parking entrance on the south side of
the pond at design point 6 will act as an overflow spillway at
elevation 90.35. Off -site flows will be allowed to spill out the
overflow. The total historic flow for the site is calcul_ted
below: lq) ,L; -,
0
Sub -Basin 1 0.92 CFS �� VA ".�"
Sub -Basin 2 0.10 CFS r
Sub -Basin 3 0. CFS
Total 1.36 CFS -}) I16U)d
A new orifice plate will be constructed at the existing 15 inch
outlet. The diameter of the orifice will be 6 inches. The
capacity of the outlet structure will be 1.36 cfs (calculations p.
8). The length of time required for the pond to drain after a 100
year event is about 2 hours.
The
total release of
detention
water from the site will
normally
be 1.36 CFS which
is equal to
the 2 year historic rate of
'
1.36 CFS.
historic
The only time the release
is
rate will exceed the_2 year
rate when the
downstream
pond is full and off -site
runoff is
spilling out the
overflow.
S. OFF -SITE FLOWS
An area of 3.04 acres is located upstream of the site. Flows
of Q2 - 4.2 CFS and Q100 a 17.8 CFS were calculated to enter the
project site along the north boundary at design point 3 (calcula-
tions p. 9-10). A grass drainage swale will be constructed to
intercept the 2 year off -site runoff of 4.2 CFS and convey it to
the existing south detention pond. The 4.2 CFS will pass through
the pond and spill out the parking entrance at design point 6. The
5
100 year runoff in excess of the capacity of the swale (13.6 CFS)
will enter the north detention pond and spill out the parking
entrance at design point 5. The off -site flow will increase the
maximum water surface elevation in the pond to 92.83' (calculations
P. 10). The discharge will be conveyed to the south pond in the
existing roadway. The depth of flow in the roadway at the most
constricted point was calculated to verify that the building would
not be flooded (calculations p. 14). The flow depth was calculated
as 0.26' which corresponds to an approximate water surface
41 t the west edge of the building. The building
elevation of E-
elevation is 92.67 which provides 1.3' of freeboard'PK The total
off -site runoff which will be routed through the ponds during the
100 year event and discharged at the parking entrance at design
point 6 is 17.8 cfs. The attenuation of this peak discharge by the
ponds would be negligible. The water surface elevation of the
existing pond will be increased to 90.74 by the off -site flow.
9. STREET FLOWS
Street flows along the service road in front of State Farm,
along Fairway Lane in front of State Farm, and across Fairway Lane
in front of Fred Schmid Appliances, were calculated and found to be
within acceptable limits. It was found that flows in excess of a
2-year frequency will cross over Fairway Lane from north to south
and be contained within the curb on the south side of Fairway Lane.
10. CALCULATIONS
Calculations for the various flows and capacities discussed
herein are attached, together with an aerial topographic map which
shows relative locations of the various facilities and drainage
F1qU4�-"_PV
6
APPENDIX A
Site Grading and Drainage Plan
\ / F1ELO VERIFY �OC�T10NN �,L �t1
\ i)F E%1ST. U TED UTILATES FxTST€Iry6 II
B
REMOVE
-- �1 MAY OVFREOOHI
EXTENSION TO EXISTING BOARD SL
5 HIGH WOODEN FENCE DRAINAGE SWALE / DETENTION BASIN
BRIDAL PATH 4 I •EDGE OF EASEMENT / SEE DETAIL EXISTINGTRANSFORMER
TEMPORARY IT E C EI
UTILITY � DETAIL ��� TRANSFORMER TORE IN iA CREE
EASEMENT �_
N00" E 370.45 9•
-or, IN 4-W
0
.- e2 EXISTING DETENTIONBASIN_BASIN
J)S --94-__��•����•�w�� •RDA aL n t PCaIG� vauSY L.ufiE2 BB.SS
OUTLET
STR- _ _ 5,-L m
\ OUTLET CONTAIL A'C3\STR. _ I IZ.1 W I I e MODIFY EXIST. OUTLET
SEE DETAIL A•C 2 + �_ = 11 I
M NO FILL TO a 11 I I q
�1 CONTROL ION AtC3
JN
I DE S' , 11 I >\\ I\E BECTION 8/C3 808 • COVE VER MAT cq E%I8 '1
ASPHAW PYM . , • • 1 8b
IBAMALL EL90.T4 C
I iB1.00 S/1.. IF CYIyF I c
' FLOW IN ROAORI
r�- NORTH OET ION BASIN ~ 9a: • OURUIG I / , NEST 1 CIN TCH E%CB�
,� 1 -``. 870N0 .. TE �, I ''I NE
TOP OF ) .�, 1 r
SLOPE .gas " L. j$f"'-� • �� �-
4• C DIAAINS UNDER i
PA MERT SLOPE TO
\ ' 4 I ":;'yq •.',1,' rl DAY T
BEGIH oRAINAG�/" i' `'-=+ I -� STATE FARM IN I V
$WALE \\ 4' GUTTE 4. I
w rsA To BE / III EXISTING FINISH FLOOR
RELOCATED II ELEV.=92.67
SUBB SO
N N BLIONE DARY I -J
a I II
r I J \ N W Al� 1TION EXIST C �
oP FIN. RR OOR
\ \ z --- �\ ELEV.� 2.67 III I EVALUATION I \ I NEW CURB I I
AREA
\ I FIN. FLOOR \ =_ �,LZ
\ z 2.1 lope II LEV.-92.67 w II i-
90.9BC
S•a II
\
��µ14 r NEW r
MANENT MEAT AGE 0• x !G \ ` 8j SEE DEEM
1 <ryV I ! \A I w
EXTEND SLOPE TO I I 91.63CJ rn ? EXIST.
VALLEY
I /ems
HEIGHT 6r ABOVE 9L2BE Y/
EXIST. GROUND S•Y•
FROM SIDEWALK •929 I -�� G
TO START OF �•-•-/ G 92--
ORAINAGE SWALE I G POSSIBLE ti I 4' GUTTER ag BASIN I �����^' `�\ BEGIN -
B IN 3 GAS LINE BASIN 2 , PAN SEE PETAI in NEW LURE
__ �r
IS'
UTILITY O
N
\ EXTEND 3• EASEMENT 10
P.V.C. SEE ------III ♦-
• � �` SERVICE �� ROAD - -- a
LEGEND RTIFICATION OF DRAINAGE FACILITIES
EEENGINEER PR OR To ISSUANCE OF EQIRED BY A REGISTERED AS10NAl
B.M.- PIN IN CONCRETE SIDEWALK IN FRONT SUB -BASIN BOUNDARY
CERTIFICATE OF OCCUPANCY.
OF SIGN 4730 ON FRONTAGE ROAD.
EL. - 5015361CITY DATUM)
(FROM TOPO SURVEY BY CDS ENGR. CORP.)
HIGH WATER LINE
AREA SUBJECT TO INUNDATION
DURING THE IOO YEAR FLOOD
------ PERMANENT DRAINAGE EASEMENT
SILT FENCE
A COwation
ARIX
MIRAFI
FABRIC
(OR IQ
DURING
TEMPORARY SILT FENCE
NO SCALE
EXISTING SLOPE
4.1
DEPTH VARIES
MIN. - -r_ MIN.
DRAINAGE SWALE
NO SCALE
POST
WIRE
02. 4.2 CFS
R•A6
S•.02
R•O.B'
e • L25F/S
IF FLOW DRAINAGE SUMMARY - FOR AREA ADDED TO THE SITE
OSS . SOUTH BASIN
AIRWAY
R EVENT NORTH BASIN ADDITION TOTAL
EAST GROSS PLATTED AREA IACREII .T923 0.2696 1.06
iOUTH OF COMPOSITE RUNOFF COEFFICIENT .63 0190 0.70
ONSITE DETENTION IC.F.) 7525 2010 9535
DETENTION/ACRE GROSS AREA (CF/AC) 8617 7456 8995
DRAINAGE BASIN: FOSSIL CREEK
NOTE: THE ABOVE TABLE DOES NOT INCLUDE THE EXISTING DEVELOPED AREA
OR THE EXISTING DETENTION BASIN. IT DOES INCLUDE THE AREA OF THE
PROPOSED DEVELOPMENT WHICH WILL CONTRIBUTE RUNOFF TO THE EXISTING -
POND.
DRAINAGE TABLES:
EXISTING SITE HYDROLOGY- IUNDEVELOPED LOTI
TOTAL AREA: LOGACRES
RATIONAL 'c': 0.22
ON -SITE RUNOFF: 02 • 0.44 CFS OI00 • 1.50 CFS
OFF -SITE FLOWS: 02 • 4.20 CFS 0100 • 17.8 CFS
ENTERING SITE
OEVEF OPEO SITE HYDROLOGY:
DESIGN PT. 02(CFS) OIOOICFS)
1.51 1.51
.29 .29
3 4.2 17.6
ly, O 17..6
O 17.8
7 1.16 2.36
DETENTION SUMMARY: ADDITION COMBINED INCREASE IN
POND DESIGNATION NORTH TO SOUTH THIS DEVELOPMENT PHASE
MAX -RELEASE RATE 0.10 CFS 0.44 0.44
REQUIRED VOLUME (CF) 5401 2010 7411
VOLUME PROVIDED (CF) 7525 2010 9535
HIGH WATER ELEVAINCL 4992.63 4990.74
WEIR DEPTH FOR OFFSITE FLOWS)
TOTAL SITE RELEASE (W/DETENTION):
GENERATED ON -SITE: 0.44 CFSTHIS DEVELOPMENT 1.36CFS COMBINED WITH ORIGINAL
ON AND OFF -SITE: 19.2 CFS STATE FARM SITE
ervlrrn
SCALE 1-•'/''
vn oe.wn.c w
ur rnonn.. u•
•"'• •*'"• *"`
DRAWN RIM
SERVICE CENTER -ADDITION
•oMwrr•uuu•u
.omnm uw mm
CHECKED x�...
STATE FARM INSURANCE COMPANY
•u• ... ....
APPROVED
r.ouc•,w •..`.
IAMIMFR COUN11 COLDRA:
APPENDIX C
Drainage Site Map
I
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APPENDIX D
Calculations
STATE FARM DRAINAGE CALCULATIONS
STF.ARM4
PREPAREID: Oi,•' :it,': Ct E3--1'D -'JO
NORTH BASIN WITH OUTLET CAPACITY LIMITED TO
REDUCE REOD. STORAGE IN SOUTH BASIN
DESIGN STORM FnEGUEtdCI'ES: _.. ""..._.._........
MAJOR S' 0Rhl: 100 YEAR
NISTOi1C:' YRcXiST1PdG DE_'JELOF'hlE1V"i
OFFSITE FLOWS: ROUTED THROUGH'BASiN
OVERFLOW TO SOUTH r,cre,i
'
AREA(AC)
RUNOFF
(A)
E;i]EF(C)
PROPOSED DEVELOPED CONDITIONS
_.
IMPERMEABLE AREA
0. In $:i"
0.'=��
LAWN AREA(HEAVY SOJL) S% SLOPE
0.1,E_
0.".
TO "
7.l:i:_1
ii
i.�.r; '
`-
• 7% SLOPE
V.11'D!,
0, :T.
TOTAL GROSS AREA
0,yr+-
-74lz5
•103
'
EXISTING (HISTORIC) COND17IONS:
I(4PERPIEABLE AREA:
t�
LAWN ARE=A(HHAVY SOIL) 2'i: SLOPE
0. :i_-._:
i-�. 0
f
„ „ „ _ _
0 7 .
_
t:� . 'i 2. v
0 .
7Y. SLOPE
_
O.t1C:i�0
0,^��,
TOTAL AREA ON SITE
Q,.. -=
p
'
BASIN SLOPE: "i: ......
-7R25
".0
3
. _..-... .Z .
BASIN I_ENiiTH: (FT)
:00
FREQUENCY ADJUSTMEP T FACTOR (Cf) :
100 YEAR
1 .
7' YEAR
1.00
DEVELOPED Tc (MIN)-100YEAR
5.519
I.. ".
DEVELOP ED Tc (NINi - YEAR _...
1.0,45
HIS i ORIC PLOW:
•7gZS!=CfGIA
COM_'%NED EXST. (HISTORIC) AREA (A/C) ....n.`'fis":
'
Tc HISTORIC-Z YR INTENSITY
20,77
2 YR INTENSITY QTc=ZO (IN/HR) (1)
1.::35
HISTORIC Fi_+7�1 @ _ YEAR INTENSITY
1
1
-
I
z
STATE FARM DRAINAGE: CAL' ULATi iN'S
STFARN5
PREPARED: 0Z/01/
SOUTH BA IN INCREASE C01,J:'S4Dc;cING TRANSFER OF
STORAGE REOUIREMENT`TO NORTH BY LIMITING DISCHARGE FROM NORTIi BASIN
_ DESIGN STORK! FREDUENCIES:
MAJOR STORM: 100 YEAR
HISTORIC:S YR E"',ISTING" DE'vELOPMEN T
DETENTION VOLUME INIC''*I EA E IN SOUTH
BASIN TO BE CALCULATED BASED ON
INCREASED CONTRIBUTING AREAS" PLUS
IMPACT OF CONVERTING SOME OF
EXISTING PERMEABLE AREA TO IMPERM
AREA(AC:) RUNOFF
ADDED %.RcA WITH PFOr^GEED DEVELOPED (A) C)cF(C)
T' ,1854
IMPERMEABLE AREA 0. 'T 0'.95
LAWN AREA(HEAVY SOIL) ; Zv SLOPE 0.01;0 0.20
II II II II 2 TO 7% 0.0495 0.25
' TOTAL AREA ONSi TE 0-. +r*� 0 •��+
zc�g . -7 3
MODIFICATIONS AT E):IETIPJG SITE:
' IMPERMEABLE AREA:ADD NET OF 550 SF 0.0�I^5 0.?5
OPEN AREA: SUB. NET OF 2`550 EF-0.05'35 0.2:0
TOTAL i ClMB INED AREA. 0. *,r-? �i� =}-
•
BASIN SLOPE: % 1
BASIN LENT (FT) =0
FREQUENCY ADJUSTMENT FACTOR (Cf) : IIZS
lilt] Y:ciiR.........
It r YEAR i . 00
DEVELOPED t'c (MIN)-100YEAR
DEVELOPED Tic (MIN)- S YEAR 4-,'5 51O
HISTORIC FLOW: Q=CfCIA
EXIST. OPEN SPACE AREA 0. :r.'. 6 0.10
COMBINED EXST.(HISTORIC) AREA (A/C) iii;,er•,Zo
Tc HISTORIC-2 YR INTENSITY Z`?�- 19. 2
' E YR INTENSITY @Tc= O (IN/HR) (I) 1.E5
HISTORIC FLOW @ 2, YEAR INTENSITY
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OF
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RC.PTN a 40045R6S I0/03'/00 IS:Ai.:3R a PA\:F.R - i FFF: M R,IDF.NRFNGF.R RFC0RDF.R• LARiMF.R COUNTY Co R',
ATF: fih: FF.F
!:u.:din- D'.i;, . and
DEDICATILN OF
PERMANENT DRAINAOF EAS"IIENT
Construction Division
Ta,is Dedic t1 of Pe�'},n,e� t Drainages Casement is made, effective
as of thec 'day of u_i::.r__, 1190, by and between State Farm
Mutual Automobile Insurance Company, One State Farm Plaza,
Bloomington, illinuis 61710, and the City of Fort Collins,
Colorado.
-W I T N E S S E T H
WHEREAS State Farm Mutual Automobile rnsuranca Company Is the legal
owner of the real property situated in Lacher County Colorado
described as follows,
Lots 17 through 28 replat of a part of
Fairway Estates to the City of Fort
Collins, Larlmer County, Col:r3do more
Particularly described in Exhibit A
attached hereto.
WHEREAS State Farm Hutual ,:utoaobila I:;turanca Company is
constructing facilities on the land it.intlfied above for conveyance
and storage of storm drainage water to meet the current storm
0
drainage requirements of the City of Fort Collins.
NOW, THEREFORE in order to protect the said store drainage i
facilities and as consideration for securing required permits
pertaining to this construction project, State Farm Mutual i
Automobile Insurance Company dedicates the property described in
exhibit A an a permanent drainage easement and places the following N
restrictions on the use of said property by hate Farm Mutual y
Automobile Insurance Company, its successors a;d assigns,
a
� I
1.
They shall not build or construct or place
anything on any portion of the eAssitent except
as shown on the approved construetien plans
p j
for the Service Center Addition ,latex August
cY
1990 or as hereafter permitted,,
;- 2.'.
They shall be responsible for keeping the
easement altar of all woods, high grass,
and
Q
V
volunteer trees or bushes,
v
t
u
3.
They may plant and grow flowers or place
tal
V
C
Picnic tables or play equipment within the
area of the
storm water detention ponds as
C
long as the drainage paths into and out of
the ponds are not obstructed.
`3
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ll.
e �f is-tr � , ri ..,. •.. .. 'wect.�---...
Jail
...--- ----
,
r1 ,
.S
' •';t.:f�" fit.
4
IN WITNESS HEREOF, Stare Farm Hutual Automobile Insurance Company
".
has executed and notarized this Dedication ct Permanent Drainage
Easement.V.
-
Name ,
John F. Harris . Aas% Vice "resident •"' "�"'�
Title
Date •',�,::q':;-.. -r\
' ACLEiT'gHb`-ya.
' ntiF
. J t
Color do - ; �
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� - •� ,{`ayy���yy',;yy���a ,tea
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1
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1 1,LI,v�ST
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• 2 \77
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1 rn '. 1 , l�tljrPlYsy�� A
�" � ' . � � a t y �� � t > .�.rttj �,yy,,�.d/t/',.C� 3•)W�ir
' r , 7( l •��l<(r� 5r+w� i y'�•f.Y•�.�4^�.y11 �(y'yn akl� R!•,
' _ r t P � ii a1+7 V�l{f• T ! oCatH.M4ygJl
r 1 3 S+ a( yr. \ E J <rFo"XI.1 ih lrr�
' �f f' "� r47 \•✓'r. r aE'rL✓i; rSArN-+5r�'°r��'1'�Y�t S",33f
'i'� Lfil � it 1A%'/• } .yam' 'SX 'S/jvS'1I��S4t ,.j
LEGAL DESCRIPTION
1
A portion of Lots 17 through 28 Replat of a Part of Fairway Estates
to the City of Fort Collins, Latimer County, Colorado, being more
' particularly described as follows,
All of said Lots 17, 18, 14, 20 and the northerly 22.5 feet of said
Lot 211 also the easterly 84 feet of said Lots 21 through 28.
1
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