HomeMy WebLinkAboutDrainage Reports - 05/09/19981
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MOPMTY OF
FORT COum" U=Zo"Apv:o Report
FINAL DRAINAGE REPORT JaLie
FOR=�✓�-�D
LOTS 9 & 10, SPRING COURT SUBDIVISION
SPRING CREEK DRAINAGE BASIN
PREPARED FOR
JIM DWYER
APRIL 22,1998
PREPARED BY
STEWART & ASSOCIATES, INC.
103 SOUTH MELDRUM STREET
FORT COLLINS, COLORADO 80521
970/482-9331
u
Table of Contents
I
E
1
1
1
1-3
Text of report
4
Vicinity Map
5-9
Storm Water Runoff Calculations
10 - 16
Inlet Capacities
17-19
Pipe Capacities
20 - 23
Erosion Control
Pocket
Grading, Drainage and Erosion Control Plan
and Offsite Basin Maps
I
STEWARFMSSOCIATES '
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
1
Dear Basil,
' The following is the Final Drainage Report for Lots 9 and 10, Spring Court Subdivision. The
site contains 0.2870 acres and is in the Spring Creek Major Drainage Basin. The site is bounded
' on the North by Johnson Drive, on the West by a commercial building that faces South College
Avenue, on the South by an existing duplex that faces Spring Court and on the West by Spring
Court.
' Lot 9 has an existing house and Lot 10 has an existing duplex. The West half of the lots
' historically drain to Spring Court and then North in Spring Court and East in Johnson Drive to an
existing curb inlet on the South side of Johnson Drive. The East half of the lots have a gravel
surface and do not drain off the site. The front yards of the house and duplex are turf.
' It is proposed to remove the two existing structures which were severely damaged in the July
28th major storm. An automotive muffler shop will be constructed on the two lots. As in the
historic condition the West half of the site will continue to drain West to the East gutter of Spring
Court and then North to Johnson Drive and East to a relocated curb inlet. The East half of the lot
will drain North thru the paved parking lot to the two relocated curb inlets. There is a low area
' near the Southeast comer of the site that will not drain out to Johnson Drive and cannot be raised
in order to drain Northerly. Therefore an area inlet will be constructed at the low point which is
offsite and a 12 inch diameter storm drain will be constructed to a new manhole which will replace
' the one existing curb inlet. The existing curb inlet is being relocated to two curb inlets because it
falls in the driveway into the site. The two inlets will flow to the new manhole and then Northerly
across Johnson Drive in the existing storm drain to Spring Creek.
The two year mnofffrom the site historically is 0.31 c.fs. and when developed becomes 0.84
c.£s.. The 100-year runoff historically is 1.19 c.f.s. and when developed would be 2.07 c.f.s..
' Due to the close proximity to Spring Creek, there will not be onsite storm water detention
provided.
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
, (2)
' The developed site was divided into Sub -Basin "A" and Sub -Basin `B". The runoff from the
two Sub -Basins includes the area of half of Spring Court and the area of half of Johnson Drive.
' The area of the total sub -basin that drains to the two proposed inlets on Johnson Drive is 7.33
acres. It includes the West half of College Avenue from 250 feet South of Rutgers Avenue to
Johnson Drive and a part of the properties on the West side of College Avenue between Rutgers
' Avenue and the Arthur Ditch. There is one 2-foot combination curb inlet and grate, on -grade, at
the Arthur Ditch crossing. The basin includes all of the block bounded by College Avenue,
Arthur Drive, Spring Court and Johnson Drive and all of the block bounded by Spring Court, the
' Arthur Ditch, the Burlington Northern Railroad and Johnson Drive. Our site is a part of the 7.33
acres.
The runoff quantities from the total sub -basin are as follows: Q(2 year) = 13.58 c.f.s., Q(10
' year) = 23.68 c.f.s. and Q(100 year) = 52.78 c.f.s. The total capacity of the six inlets that would
discharge into the existing storm drains that drain into Spring Creek is 27.03 c.f.s. The pipe at the
Arthur Ditch is a 12 inch R.C.P. and the pipe from the comer curb inlet is a 30 inch RC.P. and
' the pipe from four inlets on Johnson Drive is an 18 inch R.C.P. The 30 inch R.C.P. could carry
110 c.f.s. but the inlet capacity is only 5.22 c.f s. The 18 inch R.C.P. could carry 14 c.f.s. and the
four inlets total capacity is 18.3 c.f.s.
' We are not recommending to have on -site storm water detention for 1.76 c.fs. which is the
difference between the 2 year historic runoff of 0.31 c.f.s. and the 100 year developed runoff of
2.07 c.f. s. due to the close proximity to the creek. The on -site time of concentration for the 100
' year event is 3 minutes and the offsite time of concentration is 10 minutes.
In the 100 year storm, the offsite runoff is 52.78 c.f.s. less 8.73 c.f.s. that would enter the two
' upper inlets. The runoff would overtop the centerline and the top of the North curb of Johnson
Drive and flow across the park to Spring Creek.
' EROSION CONTROL: The site is in the high rainfall erodibility zone and in the moderate wind
erodibility zone. There is 0.12 acres of existing asphalt and walk that will not be disturbed and
0.14 acres of bare soil. The foundation will be constructed as the fast task on the site and it will
' contain 0.11 acres. The required effectiveness is 74.6%. The effectiveness that is attained is
84.7%.
' A silt fence will be placed along the West and North property lines. A 20 foot wide opening
will have to be left open for access to the site for construction. If any silt fence is disturbed it
must be replaced daily. A gravel filter shall be constructed at the existing curb inlet. Any mud
' that is tracked onto Spring Court or Johnson Drive must be removed daily.
The runoff calculations, erosion control calculations and the grading and drainage plan are
' included as a part of this report.
This drainage report and the design of the drainage system were made in substantial
1
1
(3)
' compliance with the City of Fort Collins Storm Drainage Design Criteria and Construction
Standards.
' If you have any questions during your review of this report, please call.
Sincerely,
' -Richard A�Rutherford, P. . & L. S.
meh
5028
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' STE V VART&ASSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521
PH, 482-9331 FAX 482-9382
'Consulting Engineers and Surveyors
By: R.Q.iZ. Date: Trite,/ Z ill7 Client: Ti M l�c.�iFz Sheet No. S of
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4'STEWART& kSSOC�ATES —.103 S`MELDRUM-FORT COLLINS;`CO-80521
PH. 482-9331 FAX 482-9382
' Consulting Engineers and Surveyors
By: P. Date: T L19,i� Client: T M Sheet No. 4�, of_
Project: To9z>1V,r1n�1
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STEWAU&6SS0CIATES 103 S. PH a82-93 1 F X FORT
COLLINS, CO 80521
Consulting Engineers and Surveyors
By: P- A r2, Date:TuL-y 7. /gg7 Client: M DwN� •, Sheet No. 7 of
Project: LOTS 9 f lQ FPQinyr Gn e--r Fui3nrtiirrn•i
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STEWART8,6SSOCIATES PH. 482-93311RUMF FAX 482-938OLLINS, CO 80521
Consulting Engineers and Surveyors
By: -D A 12 Date: 0 7 Client: ,1 OA D w � r ✓ Sheet No. _8 of
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Consulting Engineers and Surveyors
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STEWART&kSSOCIATES
Consulting Engineers and Surveyors
103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
By: IF A A, Date: Client: .) I A4 Sheet No. 10 of
Project: Fo p-T C^.n L L./ Nf MU /=F/.F P. 1 _AT 9 /0 A]4 (fin u,e7 iva.
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--------------------------------- ----
UDINLET: INLET HYDARULICS AND SIZING
' DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
------------------------------------------------------------------------
R:Alex Stewart..........................................................
ON DATE 01-26-1998 AT TIME 09:33:19
IPROJECT TITLE: FC MUFFLER
'
*** COMBINATION INLET: GRATE INLET AND CURB OPENING:
*** GRATE INLET HYDRAULICS AND SIZING:
'
INLET ID NUMBER: W
'
INLET HYDRAULICS: ON A GRADE.
GIVEN INLET DESIGN INFORMATION:
'
INLET GRATE WIDTH (ft)=
1.87
INLET GRATE LENGTH (ft)=
2.00
INLET GRATE TYPE =Parallel
Bar P-1-7/8
'
NUMBER OF GRATES =
4.00
IS THE INLET GRATE NEXT TO A CURB ?-- YES
Note: Sump is the additional depth to
flow depth.
1
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE ($) = 3.30
'
STREET CROSS SLOPE (%) = 2.00
STREET MANNING N = 0.016
GUTTER DEPRESSION (inch)= 1.50
'
GUTTER WIDTH (ft) = 2.00
'
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) = 9.50
GUTTER FLOW DEPTH (ft) = 0.32
'
FLOW VELOCITY ON STREET (fps)= 4.91
FLOW CROSS SECTION AREA (sq ft)= 1.03
GRATE CLOGGING FACTOR (%)= 50.00
'
CURB OPENNING CLOGGING FACTOR(%)= 10.00
'
INLET INTERCEPTION CAPACITY:
FOR 4 GRATE INLETS:
DESIGN DISCHARGE (cfs)=
5.00
IDEAL GRATE INLET CAPACITY (cfs)=
3.96
BY FAA HEC-12 METHOD:
FLOW INTERCEPTED (cfs)=
3.32
BY DENVER UDFCD METHOD:
FLOW INTERCEPTED (cfs)=
1.98
' *** CURB OPENING INLET HYDRAULICS AND SIZING:
CD/%(31A1.4YIOal-EQL.ST AT A}PTHUZ DreIVE
---------------------------------- u Z?------------------------ -------------
UDINLET: INLET HYDARULICS AND SIZING
' DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
------------------------------------------------------------------------
�ER:Alex Stewart .......... ...................................... .........
ON DATE 01-26-1998 AT TIME 09:36:52
UPROJECT TITLE: FC MUFFLER
' *** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 2
1 INLET HYDRAULICS: IN A SUMP.
' GIVEN INLET DESIGN INFORMATION:
' GIVEN CURB OPENING LENGTH (ft)= 5.00
HEIGHT OF CURB OPENING (in)= 6.00
INCLINED THROAT ANGLE (degree)= 45.00
LATERAL WIDTH OF DEPRESSION (ft)= 2.00
SUMP DEPTH (ft)= 0.00
Note: The sump depth is additional depth to flow depth.
1 INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)= 5.22 Q
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 5.00
' FLOW INTERCEPTED (cfs)= 4.91
CARRY-OVER FLOW (cfs)= 0.09
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 5.00
1
I
1
1
1
1
FLOW INTERCEPTED (cfs)= 4.69
CARRY-OVER FLOW (cfs)= 0.31
S' C✓CzB I NLET A-r SovTf4w6ST CoeNee of
C,6LL&r,e Avi�_,vue J9Nusov D,'eivE.
C�
�13)
-------------------------------- -------------- -----------------------------
UDINLET: INLET HYDARULICS AND SIZING
' DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
-----------------------------------------------------------------------
ER:Alex Stewart..........................................................
ON DATE 01-26-1998 AT TIME 09:39:31
J* PROJECT TITLE: FC MUFFLER
' *** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 3
1 INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
' GIVEN CURB OPENING LENGTH (ft)= 5.00
HEIGHT OF CURB OPENING (in)= 6.00
INCLINED THROAT ANGLE (degree)= 45.00
LATERAL WIDTH OF DEPRESSION (ft)= 2.00
' SUMP DEPTH (ft)= 0.00
Note: The sump depth is additional depth to flow depth.
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)= 2.67
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 5.00
' FLOW INTERCEPTED (cfs)= 2.52
CARRY-OVER FLOW (cfs)= 2.48
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 5.00
FLOW INTERCEPTED (cfs)= 2.41
CARRY-OVER FLOW (cfs)= 2.59
' NEW S , Cug5 ZNL6T
0 N MOUTH 1ID6 j 0 H VYoiJ Jl>eIVE
i
U ¢)
UDINLET: INLET HYDARULICS AND SIZING
' DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
U R:Alex Stewart.......----- ..................... ...... ........--------...
ON DATE 01-23-1998 AT TIME 08:09:04
*t PROJECT TITLE: ft. collins muffler
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 21s 4—
INLET HYDRAULICS: IN A SUMP.
' GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)=
5.00
'
HEIGHT OF CURB OPENING
(in)=
6.00
INCLINED THROAT ANGLE
(degree)=
45.00
LATERAL WIDTH OF DEPRESSION
(ft)=
2.00
'
SUMP DEPTH
(ft)=
0.00
Note: The sump depth
is additional depth to flow
depth.
'
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (%) =
0.50
STREET CROSS SLOPE
M
2.00
'
STREET MANNING N
0.016
GUTTER DEPRESSION
(inch)=
1.50
1
GUTTER WIDTH
(ft) =
2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET
(ft) =
14.31
GUTTER FLOW DEPTH
(ft) =
0.41
FLOW VELOCITY ON STREET
(fps)=
2.31
FLOW CROSS SECTION AREA
(sq ft)=
2.17
GRATE CLOGGING FACTOR
M =
20.00
'
CURB OPENNING CLOGGING FACTOR(%)=
20.00
INLET INTERCEPTION CAPACITY:
'
IDEAL INTERCEPTION CAPACITY (cfs)=
BY FAA HEC-12 'METHOD: DESIGN FLOW
5.22
(cfs)=
5.00
FLOW INTERCEPTED (cfs)=
4.61
CARRY-OVER FLOW (cfs)=
0.39
BY DENVER UDFCD METHOD:
DESIGN FLOW
(cfs)=
5.00
FLOW INTERCEPTED (cfs)=
4.17
CARRY-OVER FLOW (cfs)=
0.83
' /k)g;uJ CuP_B _r/JL6T CW J-OUTH SIDE OFJaHA/sotij
--------------------------------- --- --------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
' DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
---------------------------------=--------------------------------------
ER:Alex Stewart..........................................................
ON DATE 01-26-1998 AT TIME 09:49:24
�* PROJECT TITLE: FC MUFFLER
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 2 .S
' INLET HYDRAULICS: IN A SUMP.
' GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)=
5.00
'
HEIGHT OF CURB OPENING (in)=
6.00
INCLINED THROAT ANGLE (degree)= 45.00
LATERAL WIDTH OF DEPRESSION (ft)=
2.00
'
SUMP DEPTH (ft)=
0.00
Note: The sump depth is additional depth
to flow
depth.
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
3.86
BY FAA HEC-12 METHOD: DESIGN FLOW
(cfs)=
5.00
FLOW INTERCEPTED
(cfs)=
3.63
CARRY-OVER FLOW
(cfs)=
1.37
BY DENVER UDFCD METHOD: DESIGN FLOW
(cfs)=
5.00
FLOW INTERCEPTED
(cfs)=
3.47
1
CARRY-OVER FLOW
(cfs)=
1.53
S _CvreB
ON x)om.rH SIDE OF Joyusoti D2rva
------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
' DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
-------------------------------------------------------------------------
ER:Alex Stewart.........................................................
ON DATE 01-26-1998 AT TIME 09:56:18
1* PROJECT TITLE: FC MUFFLER
' *** GRATE INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 6
tINLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
INLET GRATE WIDTH (ft)= 1.87
INLET GRATE LENGTH (ft)= 2.00
I INLET GRATE TYPE =Parallel Bar P-1-7/8
NUMBER OF GRATES 1.00
SUMP DEPTH ON GRATE (ft)= 0.00
' GRATE OPENING AREA RATIO (%) = 0.90
IS THE INLET GRATE NEXT TO A CURB ?-- NO
Note: Sump is the additional depth to flow depth.
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE ($) = 0.36
STREET CROSS SLOPE (%) = 2.00
STREET MANNING N = 0.016
GUTTER DEPRESSION (inch)= 1.50
GUTTER WIDTH (ft) = 2.00
' STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) = 15.25
' GUTTER FLOW DEPTH (ft) = 0.43
FLOW VELOCITY ON STREET (fps)= 2.03
FLOW CROSS SECTION AREA (sq ft)= 2.45
' GRATE CLOGGING FACTOR (%)= 20.00
CURB OPENNING CLOGGING FACTOR(%)= 10.00
' INLET INTERCEPTION CAPACITY:
FOR 1 GRATE INLETS:
DESIGN DISCHARGE (cfs)= 5.00
' IDEAL GRATE INLET CAPACITY (cfs)= 6.55 —
BY FAA HEC-12 METHOD:
FLOW INTERCEPTED (cfs)= 5.00
' BY DENVER UDFCD METHOD:
FLOW INTERCEPTED (cfs)= 5.00
1
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------------------------------------------------------------------
PROJECT:
COMPLETED
I-----------------------------------------------------
I DEVELOPEDIERO--------------DIBILITYI
RAINFALL
LoT5 14to
BY: 9-14.
PERFORMANCE
spxlvc
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STANDARD
Cower
EVALUATION
lay.
STANDARD
DATE: Aar..
I Sb
FORM A
75.1"2
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SUBBASIN
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I (ft)
[ (%) .[(feet)
'
---------
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HDI/SF-A:1989
EFFECTIVENESS CALCULATIONS
PROJECT: L ors 9 /O, SPKIA)c C0UX'l u0Pivnl.'oN STANDARD FORM B
COMPLETED BY: le DATE:
Erosion Control C-Factor P-Factor
Method Value Value Comment
Are s TOIL- /• 0 /• 0 O. 14- la c.
G.C•4VEL 'FILTE.Z /,0 0.80
SOU NDA TcO nJ 0.01 /•00 0•
.S I1-7 F6Nc c /• 40 O• SD
EX/JT/AJp Ajp°ALT�WAtk O.OI /�00 D•1'L ��•
MAJOR
PS
SUB
AREA
BASIN
($)
BASIN
(Ac)
CALCULATIONS
L 0T.S
-7¢.t%
0.18Ac.
Bpee soaL - C-^2
9f/0
Fp V Al i) HT,o �) = 0'0-'-�c•
EY-AlyN9LTE Couo. = 0.08 AL,
WTD C=(nOXo•03)=(0. 01X O 07)-1- (0.01 X r-66)
0• 17-T
WTp P= O. 5o X 0-80 = 0`-40
OFF = �/- �p. )?sx D•�o/ I X /00 = 93.0%j
•,
O.I9Ac
a AR a So cc.
FOdk)DAT/oa D•D¢/F�.
Ex• AfPAIAC7 O.0
kiTD. C = �l•0 X 0.I!) ,— �O.U1 K p.o^_) �p.oiX •04)
01 q —O'SB
WTb. Imo. = O• SO X d•80 = 0 4,0
D•4o)]X/OQ = 7lo S'Io
074L
0.37Ac.
EFF, (23 0. x 0.18) -J- (76.8A 0.19)
C� 3-7
MARCH 1991
DESIGN CRITERIA
(zz)
SEQUENCE
ioJECT: Lo-r r 9-9 /O. JP a,A,& 60ue_T f-: g STANDARD FORM C
$fiQUENCE FOR 19 %9 ONLY COMPLETED BY: (Z A e DATE: Au &. LZ I1 7
1■■lldicate 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
1roval by the City Engineer.
YEAR
M MONTH TIFIMIAIMI I T IA IC
GRADING
VD EROSION CONTROL
Soil Roughening
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
' Other
NFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
1 Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bags
tBare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other — Fou"t A ,oN
GETATIVE:
■■ Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation.
Nettings/Mate/Blankets
' Other
T
i
I
i
S&TURES: INSTALLED BY MAINTAINED BY
VF TATION/MULCHING CONTRACTOR
DA3■■'E SUBMITTED APPROVED BY CITY OF FORT COLLINS ON
MARCH 1991 9-16 DESIGN CRITERIA
(Z3)
STEWART&ASSOCIATES
Consulting Engineers and Surveyors
August 26, 1997
Mr. Basil Hamdan
Storm Water Utility
City of Fort Collins
P.O. Box 580
Fort Collins, CO 80522
Dear Basil,
The following is the erosion control cost estimate for Lots 9 and 10, Spring Court
Subdivision.
1. 190 L.F. Silt Fence @$3.00/Ft.
$
570.00
2. Gravel Filter 1 @ $130
$
130.00
3. Reseeding 0.29 Ac. @ $1300/Ac.
$
377.00
The escrow will be 1.5 x $700 = $ 1,050.00
If you have any questions regarding this estimate, please call
Sincerely,
Richard A. Rutherford, P.E. & L.S.
rfc
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
5028
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