HomeMy WebLinkAboutDrainage Reports - 09/05/1990OF
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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
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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
11
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
I
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1
C
1
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DRAINAGE REPORT FOR STATE FARM ADDITION AT
4900 SOUTH COLLEGE AVENUE
FORT COLLINS, COLORADO
PROJECT NO. 89173.00
PREPARED JANUARY 1990
BY ARIX 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.
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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
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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 Setad 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
1
I
' Drainage Areas
Runoff Coefficient
Time of Concentration
' Historic Runoff
Peak 100 YR Runoff
Peak 2 YR Runoff
1
Sub -basin 1* Sub -basin 2
1.06
AC
0.27
Ac
0.60
0.90
16 Min.
5 (
2 yr)
5 (100 yr)
0.92
CFS
" .10
CFS
4.6
CFS
( 2.1
CFS
2.3
CFS
0.8
CFS
Sub -basin 3
0.79
AC
0.63
10.5
( 2
yr)
6.0
(100
yr)
34
CFS
= r Y, l /,341
P 4.3
CFS
1.2
CFS
(6The 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
I
' 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 calculated
' below:
Sub -Basin 1 jo.92 CFSSub-Basin 2 .10 CFS
Sub -Basin 3 . CFS-? d
Total 1.36 CFS -A 110uld
' 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.
t 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. The only time the release rate will exceed the 2 year
' historic rate is when the downstream pond is full and off -site
runoff is spilling out the overflow.
8. OFF -SITE FLOWS
An area of 3.04 acres is located upstream of the site. Flows
' of Q2 = 4.2 CFS and Q100 = 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
design
pond and
spill out the parking
entrance
at 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
elevation of 91.41 at the west edge of the building. The building
' elevation is 92.67 which provides 1.3of freeboard`s 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
tpoint 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.
t10. 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
' areas.
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APPENDIX A
Site Grading and Drainage Plan
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1
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1
1
1
1
1
1
1
1
1
APPENDIX D
Calculations
STATE FARM DRAI.NAGi_ CALC;Ui..ATli_(E'I(
STFARN4.
PREPARED: Oii_:0190 -7) JDA
NORTH BASIN WITH OUTLET CPIPACI'fY:LIMITED TO
REDUCE R.EOD. STORAGE IN SOU1TH L'kSIly
t:_::. .DESIGtd"STORi4 rRc.f�(JE1J�._"-.._........................._._..._. ...
MAjOR 3 i ORM: 100 YEAR
HISTiiR','C:- 'ffi E;(%STII'dG DE''VELOPMEN'I'
_____...... OFFSITE FLOWS: ROUTED THROUGH* BASIN
i_IVERFLnII TO ^iILITN t-n«T.L
' AREA ( AC:) RUP.IC,FF
(A) CQE"F(C)
PROPOSED DEVELOPED`CONDITIOIV;._;...........-: _.._..._.
n:.
•r l I Il J 1 J- -� E 1 q'
IMPERMEABLE AREA 0,. 6 0,'=15
LAW N'kREA,(HEAVYc,l!IL..) 2.. oLGPE .. 0.11"' t].-E:O
I 11 1, LI 7•; �.L= C;. 113 0.:=,F� LOPE -
...TOTA'L GROSS AREA 0.:_&;r0� _0.161�..•_.
EXISTING (HISTORIC) CONDITIONS:
..Ihir^ERhEAL:L.E AfiE!(.:.............._........ ..............Orc:+rr:.. n..._.,�r..
LAWN ARE_A(HEAVY SOIL_) < SLOPE Ci. 0.20
7i: SLOP"t-_. _..-.... ._. 0.S)C'00.._..._ C _._. 5. _.._. .. _
TOTAL AREA ONSITE 0 {' 17`
1-7925 Z3 .
' L?ASIN'Si.OPE:................_... ... .._,.,_.,....... 0..._.....
BASIN LENGTH: (FT) "OU
FREQUEN(:Y ADJUSTMENT FACTOR (Cf):
_ _...„ _ ._.__ . .100 .YEAR -_ ..1 _ ....
E R 1.00
DEVELOPED Tc (MIN)-100YI_.��R 5.913.)
DEVELOPED Tc (MIN) - 2'Y'Fr',R.. iy. ............. ... _............
' HISTORIC FLOW- -7gz5O=CPC.IA
... __. .,_.. ., n ......_. .. ___ - .
COII_,INED EXST (HIE'EORIC) ARE -A (A/C:)'-:' 0.`? . Z3
Tc HISTORIC-2 YR INTENSITY 20.71
' YR INTENSITY @Tc =20 (IN/HR) (I)
:• ......- HICTORIC FI_lJ�; @...`.YE'A r __...._._.__-- ---- _._._...
AR I:JTE1.STTY '
01 33�
N�
�
~~ .
' .
N� ------'- '----'---�-`------`---`~--' '-- --~------�--- --------
STATE FARM DRAINA8E CALCULATIONS
' 3TFA1 -1M5 �
N� PREPARED: 02/01/510 }CJ j[),�4
SOU TH DA3IN INCREASE CUSIDERIN8 TRANSFER
OF
-----STORAGE REOUIREMENT-~TO NORTH-8Y~[IMITING DISCHAR8E-FRUM
DESIGN STORM FREOUENCIES�
.�^
MAJOR STORM; 100 YEAR �
i
HIST0RIC^2 YR EX�STING��DEVELOPMENT-
^
DETENTION VOLUME iNCREASE IN SOUTH
BASIN TO BE CALCULATED BASED ON
l----
INCREASED CONTRIBUTING 'AREAS -'PLUS—
IMPACT OF CONVERTING.SOME OF
EXISTING PERMEABLE AREA TO IMPERM
-~AREAk"AC)'RUNOFF
'i
ADDED AREA WITH PROPOSED DEVELOPED (A)
COEF(C>
654
'IMPERMEABLE 'AREA '`���'_--' _-- - --'--l0'2�57�--
'-0/-�95'
LAWN AREA(HEAVY SOIL) < 2% SLOPE.
2 TC( 7% '
0.0180
0.0495
0.20
0.25
^
7T% SLOPE�` - ^��`
-0.O1�6T'-'
-0�35'
`!
TOT&L AREA 0NSITE
0.
0.�4�
,^7�_ �
MODIFICATIONS AT EXISTING'SITE:-
IMPERMEADLE AREA:ADD NET OF 2550 SF
0.0585
0,95
~
OPEN AREA: SUB.� NET OF 2550 SF
'~O.0585
0.20
'
TOTAL COMBINED AREA
0.
0"��-
&"
`-- 'BASIN
V
SLOPE
�,
BASIN LENGTH: (FT)
�
NORTH* BASIN
�
�
FREQUENCY ADJUSTMENT FACTOR (Cf):
D}C['YE AR~�-�---�^~'
YEAR 1.00
~~L/ DEVELOPED Tc (MIN)-100YEAR � ������/�
! -
-DEVELOPED7c (MIN)~2` �
EAR'�_`7777-`~_
HISTORIC FLOW: � �� ` ''� '�� O=CfCIA
15. )����-' � 0...95
iEXIST. OPEN SPACE AREA . 0.2696 0.20
/
; COMBINED EXST.(HISTORIC) AREA (A/C) 0.�*��+� 0.�4�,�z�
Tc HISTORIC,-2 YR'INTENSITY'-�^-'�^`�'
- -�-_�^._�� -~ .. .-.�,.~. �-� .
2 YR l�{�N5�|Y
�|�=�o
��m/nx/ ��/ �.uo
HISt0RIC FLOW
@ 2 YEAR
INTENSITY
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APPENDIX B
Details
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PROVIDE PAIxIED xRfILCHA;R
SYM I AT EACH DRI'Lili
HANDICAP PARLIY[.- AAT
CEN➢P vRBO -I
IL IIIAME'IR
AIL I:HEI 5 uloL
LV
1A ApA
T WHEELCHAIR STMBDL
.cS SCALE: I" _ 3'-D"
INN? d'
III _>a99' 9'
a�1 1
4
99"B
y.
n I
wild
,Himl L, I jIIL � ..
y ♦ DIIIABIF0 RAMP
a' -U"
"M?"
T:YFRAILLOIDAR
MAX.
SLATS
rFeU—
k
h
n
St
XN
NT—
I't 11I.I:.ILl
)
�'
T
TOICAL SIDEWALK - REFER TO
$3 ILL.' VYIx.
I VIXIVIXIOI_O..
UMR PUCIS/
tI f r,;D:
FA
.JJN:f.ErE GUK6
I
� 'OI , ORIFICE
IL
_.:.. ,
�1 PA (KSTALL
�- ,
IF IS, HAS
I HV
L'AM TE G'
r . i I. •-� LETTEMFY
STALL
8I PASSU
^I
NST�. A_.
_ .: S-FF,
�\ PLATE
�) N9 It,
F_
OPENING
`•-- - -� NV EL 8850
:K �, SRI
5'
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� ��
F eTo /If 00 _kr �B
[( Gt f
212 .0 OPENING CUT
NE F'
i
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.... ........._,,,.,,_._ I_.._. JIT
i C{
f --� s aI ao"nRl D D cD_. Ns I�. HANG1CAPPEG PARKING SIGN -
t GILL— 0.. TWLE11 FDGE
Sr GPnY
11,
P`
�. - 1
Ms (. oF.. FINISHED GRADE E, /._0.ve e o e _
1 .. mma
3VS r,l 9 _ - e
NO
_IL,� _ � covcP ......, - PAvfxfnl I I
j ] AI 0' COPPER � AWL 11' LOTTER PAN
GROUND Roo V;c I O_?
T ',WE NFI SONC R(FSI FIiI'R
E C.
ALI CON
IC V& r&Z CLxE
ITWE P_sSG -UCH THLI - G" BAlI I.DJH'iI N✓_ _
?LIE SUf. JACi raps I E%LE Eos NOTES: N�V�
THE Poll BASE DIM, v1' s N P' VGLLEY GD?TEk PAIL^
OF r ON pu SIDE s. ' OINT5EAT 40 0 °SIC "A -._-j' -rl0 SCIILE REVISED AUGUST 1990
1'AItNIII(. IIJII It1f, IY9 I{A'.I III Ini'. CONTRACnux JOINTS AT SCIALE NO icALi
NI I5'-0" MET X. SPACING. - A Professional Corwatpon THIS
WING M
1. ALL EXPOSED SURFACES $MCI A�'X TAX NXO•EIVY OF a_
BE STRIPPED GREEN.ON TROWELED N•HD is NOT ORMOry SERVICE CENTER —ADDITION
A CURB EDGING RUBBED SMOOTH. D sE REENODucED
SORNFIED OR FRED f]ECMEOAP, STATE FARM INSURANCE COMPANY
J BARRICR EDRR PROJECT FOR ANY OTHER
On Errtw LIRIMER COUNTY
Li Engineers; Arrnxena vl.0r.rs SF OFISLET .THIS cfxfaRADc
3. REFER TO SHEETU-1 FOREngineers;
f<IUM WITH6VE = NO C3
VERTICAL CRG DETATO FISH]A l�.ww.m umCOMPANY - DETAILS OF
RLAIGH w.„.,N RiQECE Np ea L.00 5
OrAl U1119.1
BRIDAL PATH B
UTILITY
EASEMENT
EXTEND SLOPE TO
HEIGHT 6' ABOVE
EXIST. GROUND
FROM SIDEWALK
TO START OF
DRAINAGE SWALE
\—S
/ FIELD VERIFY LOCATION
/ HIGH WOODEN FENCE OF EXIST. BURIED UTILITIES
OEDEXTENSION TO EXISTINj EDGE OF EASEMENT SR4INAGE SCALE / DETENTION BASIN
SEE DETAIL rBEE DETAA. PvsRTiuA
EXISTING DETENTION BASIN I
E .10AM A
\ M
SS — I,RC p— <S �, -- � v 1 I� f'GbuGCEaC a_rSY Gliil2 88.52 EX4 T. IS•
4 C —
2—MEE �a wrrr I— ..
M NO FILL TO 4 ; �I MODIFY EXISLOUTLET G TTER
L PRO OE 6- S' \ CONTROL STUCTURE ICI
r
90 v COVE VER IX11 \ W1T4y E%IS 9EE SECTION B/C3 N BA
_. EIII A0 % RDN''IN- II SAW CU�_Tj I ��H*L.EL.90.T4 PPORI If
ff EL
NORTH DET ION BASIN w Ky9 DURING IOOYR I iI
STORM INE'W AW 1 EBBSR
TOP OF I I Y TCH EXI 6
SLOPE — ---- I - R'C
x933
Ii �4•PAVPy{CEQDS
INS
111 04YLL6H LOPE TO
4' BUTTE 11
e 24 I I STATE FARM INSURANCE
>r� / TO BE
III EXISTING FINISH FLOOR a D
RELo TED it ELEV.=92.67 s
b SUBBASIN 1 J4 I T 4
1 a ivlY w ,WI /� 1i
SAWCUT V
FIN. OOR EXIST caG g
\ ELEV.� 2.67
EVALUATION I III \ I
AREA \ NEW CURB 0
wm
FIN. FLOOR Aµ,--L--_wy
— w i
142,
IT
NME
y - NET RAINAGE SBO M.II[ (-
T /{['1' pl \ ®/ NEW
PAVE ENT
p�3 11� 14+ SL SEE G! Al i 9
14111
FABRIC
OR EO'
TEMPORARY SILT FENCE
NO SCALE
MAINTAIN EXISTING SLOPE
GRADE 4'I
CONTRACTOR
IN: IISL
E FOR DEPTH VARIES
IUP OF MUD SAMIN.
IED ON STREET
vOAT
mRe
02.4.2 CFS
n • Ae
S•.02
A • DOW
v • L23 F/S
DRAINAGE SWALE
NO SCALE
N
DRAINAGE SUMMARY - FOR AREA ADDED
TO THE SITE
r
SOUTH BASIN
IT
NORTH BASIN
ADDITION
TOTAL
OF
GROSS PLATTED AREA (ACRE)1
.7925
0.2696
LCHS
COMPOSITE RUNOFF COEFFICIENT
.63
0.90
0.70
ONSITE DETENTION (C.F.)
7525
2010
9535
DETENTION/ACRE GROSS AREA (CII
5617
7456
8995
DRAINAGE BASIN: FOSSIL CREEK
EXIST. IG
VALLEY
Be A' L L ___9128[ \ �_ _ i a NOTE: THE ABOVE TABLE GOES NOT INCLUDE THE EXISTING DEVELOPED AREA
G OR THE EXISTING DETENTION BASIN. IT DOER INCLUDE THE AREA OF THE
POSSIBLE / ti S G G PROPOSED DEVELOPMENT WHICH WILL CONTRIBUTE RUNOFF TO THE EXISTING
B IN 3 GAS LINE �I BASIN 2 4' GUTTER ? p�A'= ,,�j- �\ 92 ----` POND.
PAN aEE DETAI BASIN 1 -I _ S3� BEGIN T i I 10
NEW CURB II G TOTAL ARE DRAINAZE TABLES:
EXISTING SITE HYDROLOGY (UNDEVELOPED OT)
370.45 - -- _re _- _y� TOTAL
RATIORUNOFF; IA6ACRES
AL
\ \\\ \ SERVICE \ ROAD
\\--BOTt jEE•\ILITY_— _._ ID -- �- -- ENTERING 6c': Q22
NOFF; 02 • 0.44 CPS 0100 • I,SO CFS
ITE
EASEMENT LOWS: 02 -4.20 CFS 0100 17.8 CFS
ge Sb. T _\ DEVELOPED SITE HYDROLOGY -
DESIGN PT. 02(CFS) OIOO(CFS)
1.51 1.51
29 .29
4.2 17.8
LEGEND '3 - D 13.6
RTIFICATION OF DRAINAGE FACILITIES 13 0 17.8
B.M.- PIN IN CONCRETE SIDEWALK IN FRONT REWIRED BY A REGISTERED PROFESSIONAL 7 1.16 2.36
SUB -BASIN BOUNDARY ENGINEER PRIOR TO ISSUANCE OF A OF SIGN 4730 ON FRONTAGE ROAD. CERTIFICATE OF OCCUPANCY. DETENTION SUMMARY ADDITION COMBINED INCREASE IN
(FROM I ORO (CITY DATUM] HIGH WATER LINE POND DESIGNATION NORTH TO SOUTH THIS DEVELOPMENT PHAS (FROM TOPO SURVEY BY C05 ENGR. CORP.1 E
MAX. RELEASE RATE 0.18 CFG 0.44 0.44
AREA SUBJECT TO INUNDATION REQUIRED VOLUME (CF) 5401 2010 7411
DURING THE 100 YEAR FLOOD VOLUME PROVIDED (CF) 7525 2010 9535
HIGH WATER ELEVAINCL 4992.83 4990.74
--_--- PERMANENT DRAINAGE EASEMENT WEIR DEPTH FOR OFFSITE FLOM)TOTAL SITE RELEASE (W/DETENTION):
r--a—r SILT FENCE GENERATED ON -SITE: 044 CFS THIS DEVELOPMENT 1.36CFS COMBINED WITH ORIGINAL
ON AND OFF -SITE: 192 CFS STATE FARM SITE
REVISED AUGUST 19 0
A P,oreaa�o,al cO.po.n;o�
scALE -=sG'
THIS DRAWING Is
THE PROPERTY OF
SERVICE CENTER —ADDITION
AND 15 NOTDHAWN
RLN
'`R'xARIX
MODIFIED OR XitoCHECKEDWARK
STATE FARM INSURANCE COMPANY
FOR AN, OTHER
APPROVED
Engineers MCMIMs PlanrMrs
LARIWER COUNTY COLORAW
MAIN 01 TIME PROY
CAREED rAAAAA
HOT EXCEPT By
_..
DATE an
C2
c,..e rrMcwd.ao
w,„„v
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APPENDIX F
Permanent Drainage Easement
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DEDICATION OF
' PERMANENT DRAINAGE EASEMENT
' This Dedication of Permanent Drainage Easement is made, effective
as of the day of , 1990, by and between State Farm
t Mutual Automobile Insurance Company, One State Farm Plaza,
Bloomington, Illinois 61710, and the City of Fort Collins,
Colorado.
' W I T N E S S E T H
WHEREAS State Farm Mutual Automobile Insurance Company is the legal
' owner of the real property situated in Larimer County Colorado
described as follows:
' Lots 17 through 28 replat of a part of
Fairway Estates to the City of Fort
Collins, Larimer County, Colorado more
particularly described in Exhibit A
' attached hereto.
WHEREAS State Farm Mutual Automobile Insurance Company is
' constructing facilities on the land identified above for conveyance
and storage of storm drainage water to meet the current storm
drainage requirements of the City of Fort Collins.
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NOW, THEREFORE in order to protect the said storm drainage
facilities and as consideration for securing required permits
pertaining to this construction project, State Farm Mutual
Automobile Insurance Company dedicates the property described in
Exhibit A as a permanent -drainage easement and places the following
restrictions on the use of said property by State Farm Mutual
Automobile Insurance Company, its successors and assigns:
1. They shall not build or construct or place
anything on any portion of the easement except
as shown.on the approved construction plans
for the Service Center Addition dated August
1990 or as hereafter permitted;
2. They shall be responsible for keeping the
easement clear of all weeds, high grass,
and volunteer trees or bushes;
3. They may plant and grow flowers or place
picnic tables or play equipment within the
area of the storm water detention ponds as
long as the drainage paths into and out of
the ponds are not obstructed.
IN WITNESS HEREOF, State Farm Mutual Automobile Insurance Company
has executed and notarized this Dedication of Permanent Drainage
Easement.
Attested by:
Notary -State of Colorado
1
Name
Title
Date
LEGAL DESCRIPTION
A portion of Lots 17 through 28 Replat of a Part of Fairway Estates
to the City of Fort Collins, Larimer County, Colorado, being•more
particularly described as follows:
All of said Lots 17, 18; 19, 20 and the northerly 22.5 feet of said
Lot 21; also the easterly 84 feet of said Lots 21 through 28.
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1 APPENDIX C
Drainage Site Map