HomeMy WebLinkAboutDrainage Reports - 10/28/19981
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FINAL DRAINAGE REPORT
FOR
FULLER TEXACO
IN
SPRING CREEK BASIN
PREPARED FOR
RALPH FULLER
SEPTEMBER 18,1998
PREPARED BY
STEWART & ASSOCIATES, INC.
103 SOUTH MELDRUM STREET
FORT COLLINS, COLORADO 80521
970/482-9331
Kim
OCT - 1 1998
I
Table of Contents
1-2
Text of Report
'
3
Vicinity Map
4 - 14
Runoff Calculations
'
15- 18
Erosion Control Calculations
'
19
Onsite and Offsite Drainage Basins
Pocket
Grading, Drainage & Erosion Control Plan
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�I
STEWART SOCIATE &�S S
' Consulting Engineers and Surveyors
' September 18, 1998
' Mr. Basil Hamdan
Storm Water Utility
' City of Fort Collins
P.O. Box 580
Fort Collins, CO 80522
Dear Basil,
' The following is the Final Drainage Report for Fuller Texaco which is a 0.59 acre site in the
K Mart Plaza, which is in the Spring Creek Basin.. The site is located in the existing K-Mart
' parking lot. The site is being developed for a convenience store with gasoline pumps and a car
wash. The site is directly West of the existing Jiffy Lube at the Northwest comer of South
College Avenue and Drake Road. There will be cross access between the site and the Jiffy Lube
' site.
' The existing site is existing asphalt and landscaped islands. The site drains from South to
North to an existing area inlet. The runoff sheet flows to the inlet. The historic runoff coefficient
for the site is 0.81 and the historic runoff rates are Q 2yr = 1.36 c.f s., Q 10yr = 1.95 c.f s. and Q
100yr. = 4.23 c.f s.
The developed runoff coefficient for the site is 0.86 and the developed runoff rates are Q 2yr
' = 1.52 c.f s., Q 10yr = 2.63 c.f s. and Q 100 yr. = 4.23 c.f s.
The storm drainage specifications require that on site detention of the runoff between the two
' year historic rate and the 100 year developed rate be provided. The historic and developed 100yr.
Rate of runoff are the same. Therefore wZ are not proposing to have on -site detention. None of
the K Mart Plaza has on -site storm water detention.
' There is an area offsite to the West of the Fuller Texaco site which also drains to the same
' inlet as the Fuller Texaco site. It is called K Mart Plaza Offsite Sub -Basin in the Report and
contains 1.38 acres.
The capacity of the area inlet grate is 6.05 c.f s. The storm drain out of the inlet is a 15 inch
' diameter corrugated metal pipe with a slope of 0.45%. The capacity of the storm drain is 2.4
c.f s. The runoff rates for the entire subbasin draining to the area inlet are Q 2yr = 4.61c.fs., Q
10yr = 8.01 c.f s. and Q 100 yr = 14.53 c.f s.. There will be ponding to elevation 5018.5 at the
' existing inlet. The development of this site will not significantly increase the runoff to the existing
inlet. It will not raise the ponding at the inlet. All existing and proposed buildings are above the
' 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
CZ)
1
highwater elevation of the ponding. The ponding will spill to the Northeast across the existing
parking lot.
EROSION CONTROL: The site is in a moderate rainfall and wind zone. A silt fence will be
placed along the North, East and South sides of the Fuller Texaco site. A gravel filter will be
placed around the existing area inlet just North of the site. 7,500 square feet of gravel base will
be retained on the site for a staging area and to meet the erosion control effectiveness
requirements. The gravel base area will be the East 47 feet of the site. The remainder of the site
will be disturbed for the new grading. The foundations for the convenience store and car wash
will be constructed soon after the asphalt is removed.
Due to the proposed gasoline pumps on the site and the possibility of a gasoline spill, the City
of Fort Collins' requirements include a plan of containment of the spill. Therefore we have
designed a distributing gate in the existing area inlet that can be closed in case of a spill. All of the
storm water from the site flows to the inlet and any gasoline will also flow to the area inlet. The
gate is a simple sliding galvanized metal plate that can be lowered to block any gasoline from
discharging from the inlet.
The runoff calculations, the erosion control calculations and the erosion control cost estimate
' are enclosed as a part of the report. The Grading, Drainage and Erosion Control PLin is also
enclosed.
1
This drainage report and the design of the drainage system are in compliance with the City of
Fort Collins Storm Drainage specifications and criteria. If you have any questions regarding this
report, please call.
' Sincerely,
62� Q
Richard A. Rutherford, P.E. & L.S.
meh
A• M.
� .••o,�srEq•.'F'p��°s
* 5028*
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1%y I 1 11`iu7:I
' STEWART$,ASSOCIATES 103 S. 9 3DIRUM, FAX FORT gOLLINS, CO 80521
Consulting Engineers and Surveyors .
' By: E, ,4. le. Date: z& Client: RAC PFL �yL_L cP Sheet No. 4=of
'Project:
Subject: S Tn e A4 G )_E} TF ,2 v ,.o �r <' 4�c v � A7-/0 .vs — ff es ra ,e!C
H /ST02 /G
.L M PEw10u1 A. e ER. = _0 . 4g0
AC'
1
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P6 P, V.r 0 UJ. _ A eE-A = Ot / 05
At . t
m f
C = (0,9sx 0. 81�) + (6.zo k
0•
1
'
Tc = l 8 7 C1, I - 0.8 l lg6-
= M /N.
0.8.1 x 2.55-X 0,s88
= /• 3G
c.�S.
'
Q 10y4 = D. 8) x 4. 9 x O.S88
= 2.33
'Usr�!•00
Tom= ZAAiv. l��ooy/L=(l.zsx 0.8 1)x 7.ZXO.588
=
4-.Z3 G.F..f•
STEWART$,LSSOCIATES 103 PH. S. MEL
3DIRUM, FORT COLLINS, CO 80521
Consulting Engineers and Surveyors
' By: Date: 7l?-/ 9A Client: F A L P14 Sheet No. S of
' Project: F u I-Lo,- 7-26 X A co
Subject:
' Ax A __ z S-1 00 's— _ D- s89 4t
' LM pc-evrou1 A U•5/4- Arl t 87.47a
Pe ,eV 1 oU.r A re EA = Q. 074- Ar- r IZ•4 �o
C _ (o.9S X o. 87a) t (0• zo x o. lu) = 0. 0.86
Tc = l• 8 7 Cl• l 'd•8G) b'0'/Z Zoo F7 µ,U.
"j 4- l S F'p6G
�p NIN.
' Qzyre = D- 96X 3.o x 0. S88 = 1- Sz C,FS.
1
a loy,e = D. Sro x s. Z x 0• SSS = Z•�3 �. r.
Ure /•CD
' TL= 3 M ru. Q ro o y,e - (4 Z'E 0. 84) x 7 Z h 0 •S88 = 4, 03 c.F.S.
c.au,.VoT sc-
Gze,or�e
'DPZAIV46E CAZITE.eii7 A14.vf/11-1_
OF C 1TY OF F0r-—, G0.LI- ZVJ.
F. D ZC CO VG, PAN .47 AV,5,e.nG c T4-opE o
' O•So/v FO e PAVEb ,A0C-A <}GLouJ GuTT�5,e FL, 010
V�coc�-ry
STEWART&ASSOCIATES 10 S. MEL9 3DIRFAX FORT gOLLINS, CO 80521
Consulting Engineers and Surveyors
' By: A- e, Date: -�— Client: j�7 a L P/-I Fv L-L- E,e- Sheet No. _(&_ of _
'Project: F u L L_ E z T,cz x 4 c n n
Subject: k /� AP-7- IP L- A 7 A• O GF l T rV B - D AJ IAJ h p V AJV FG
' A 38 A C.- O� 3 3 (DOrs No-r /NCLUDE76xAC_
' TC, = A87 (1, —0183) 100%, l8o PT
-i- l 4 = (0,0 M i,u. f F6/.v, = 8 w'o.
rT�S6G
' Qzpe., = 0 , 83 x 0,7 x A 38 oc. = 3. 09 c,�s.
' Q Io y,e = 0. 83 x 4-,7 x l• 38 4r _ 5,3b c..F.r.
' Tom= 4•Q100 = / LS X d•$3 x %L X /• 38 = A.30 c•FI.
E)<Irr/,va /S"C. AJ, ,4T
'
G+4PACITy F,Z.oM Ko-r-rGLs FOeMVLA
THEE!✓ W I L EG POND/AJe.
AT -rHE
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c. 8 yr TNc
'
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STEWART&ASSOCIATES 10 a82 38 RUM,FAX FORT gOLLINS, CO 80521
PH.Consulting Engineers and Surveyors
' By: 1'. Date: ie s Client: r2 .o L p1�4 FV L 4-EAn Sheet No. Z of
' Project: 1� U L.LL is e T7x-:--x.4 co
Subject: C 0 nJ r- . PP all C A PAC rT X C,aPdc'
.SHE E T 3 oG 4—
AA 4 nJ-,u EQvgTi0AJ
P h = 0,0/10
I, z8.s'A Z•80
' , Z�3
o ors �` Z•8o X (Zzg °� X �d 007
Q = g3.13 x 7— 0 x D,zl X o. oq = 4-• 93 G FS.
C A PAC. - 4••93 G• F•Jr.
' Exlsr/ti r, /s c. M- P S = 0.4s °r(,
' F2om ku -r F0RMU Lq NOMAC,,eAPA/ Q = Z, 4-0 G.F.J.
1
STEWART&a SSOCIATES
103 S. MELFORT CO 80521
gOLLINS,
9 3DIRFAX
Consulting Engineers and Surveyors
'
By: ,P Date: f3 / i F /9 -L Client:
A c. P 1-4
Sheet No. of
'
Project: -- k;;, 7-6z-- x A r n
Subject: CnAir.. 2AAl r^_APAe-i i
Gar LuLA le) AJ
rGTro v 0F..4-
M A NAi r ,v s- ... E q v,—<o,L�
1
Iq.sr A,,S.E,= t sf
19.ss
'
C.6, / Acrr• / /• (,¢-x
x
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o,or�
/c7;Lf-)
'
AIZEri D12A1Nr,v `17o fcCTto,J 3,._,.g,,
c �,!�?Ar-
C = o• 81 Tc. _ l 87 (� l —c� •31� /r� irZ
SSA,
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x 0,/9 = 0•SZ
C,F.r,
Qroo y,e = 1,ZSx 0;31
X...'7,Z
7 C cZ
(9)
---------------------------------------
----
- --------------------------------
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 RAlex Stewart
ON DATE 02-05-1998 AT TIME 10:19:40
*# PROJECT TITLE: FULLER TEXACO
*** GRATE INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 1
' INLET HYDRAULICS: IN A SUMP.
'
GIVEN INLET DESIGN INFORMATION:
INLET GRATE WIDTH (ft)=
1.00
INLET GRATE LENGTH (ft)=
2.00
'
INLET GRATE TYPE =Nonstandard
Grate
NUMBER OF GRATES =
1.00
SUMP DEPTH ON GRATE (ft)=
0.70
'
GRATE OPENING AREA RATIO M =
0.60
IS THE INLET GRATE NEXT TO A CURB ?-- NO
Note: Sump is the additional depth to
flow depth.
STREET GEOMETRIES:
'
STREET LONGITUDINAL SLOPE (%) = 2.80
STREET CROSS SLOPE M = 1.40
STREET MANNING N = 0.016
'
GUTTER DEPRESSION (inch)= 0.00
GUTTER WIDTH (ft) = 0.00
'
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) = 12.72
GUTTER FLOW DEPTH (ft) = 0.18
'
FLOW VELOCITY ON STREET (fps)= 3.69
FLOW CROSS SECTION AREA (sq ft)= 1.13
GRATE CLOGGING FACTOR (6)= 20.00
'
CURB OPENNING CLOGGING FACTOR(*)= 10.00
'
INLET INTERCEPTION CAPACITY:
FOR 1 GRATE INLETS:
DESIGN DISCHARGE (cfs)=
4.20
'
IDEAL GRATE INLET CAPACITY (cfs)=
6.05-�--
BY FAA HEC-12 METHOD:
FLOW INTERCEPTED (cfs)=
4.20
CARRY-OVER FLOW (cfs)=
0.00
BY DENVER UDFCD METHOD:
'
FLOW INTERCEPTED (cfs)= .4.20
CARRY-OVER FLOW (cfs)=
0.00
i l►= o.oam. CMP .
Solutions by Kutter's Formulall� lao1z P►r- 55 -
Values of
O Z z"M a000N�SZ'i 1
\I CO O�10S /p
•. .00Q7
5 ' �. T1' • .0004
r OxS
.0001
?lam O 02 . .
.001 y
3
,
1S, O. OOT c
W 2.0 .
? • 003 W
004 C
Y 005
I
j R mac. /0' v 00.6
008
4 ,003 C ,
u /.0
0-9
h
At
.04
' � 1 c Q6 .03. � .. 3.5 � •
I .05 •� 1
R4 }...'c.. .06 v
.07
.03
•09 ._ . .
Q3 4..S
5.0 -1
Iz
5.5-
•4 6.0 4
s
ja .7 C
Fig.,W Disgcam for the solution of Kutter's formula forcircular pipes
rir' ,� fio�ring full I' 1'
STEWART&ASSOCIATES 103 PH. S. ME9331 LDRUM,FAX FORT gOLLINS, CO 80521
Consulting Engineers and Surveyors —�
' By: "A" -'/ Date: Client: Sheet No. L of_
Project: 7 /
Subject: 1//a//%al< L �/6 S
117 % Z�
(/Z)
I
'
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver
Metro Denver Cities/Counties & UDFCD Pool Fund Study
USER: Stewart and Associates -Ft Collins Colorado ..............................
'
ON DATA 08-17-1998 AT TIME12:03:42 VERSION=01-30-1995
'
*** PROJECT TITLE FULLER TEYACO
*** RETURN PERIOD OF FLOOD IS 5 YEARS
'
RAINFALL INTENSITY FORMULA IS GIVEN
*** SUMMARY OF SUBBASIN RUNOFF PREDICTIONS
'
TIME OF CONCENTRATION
MANHOLE BASIN OVERLAND GUTTER BASIN RAIN I PEAK FLOW
ID NUMBER AREA * C To (MIN) Tf (MIN) To (MIN) INCH/HR CFS
10.00 0.01 0.00 0.00 10.00 3.65 0.04
'
2.00 0.01 0.00 0.00 10.00 3.65 0.04
21.00 0.01 0.00 0.00 5.00 1453.00 14.53
THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES
FOR RURAL AREA, BASIN TIME OF CONCENTRATION =>10 MINUTES
FOR URBAN AREA, BASIN TIME OF CONCENTRATION =>5 MINUTES
AT THE 1ST DESIGN POINT, TC <=(10+TOTAL LENGTH/180) IN MINUTES
'
WHEN WEIGHTED RUNOFF COEFF=> .2 , THE BASIN IS CONSIDERED TO BE URBANIZED
WHEN TO+TF<>TC, IT INDICATES THE ABOVE DESIGN CRITERIA SUPERCEDES COMPUTATIONS
1
1
1
11
' 0 3)
*** SUMMARY OF HYDRAULICS AT MANHOLES
MANHOLE
CNTRBTING RAINFALL
RAINFALL
DESIGN GROUND WATER COMMENTS
ID NUMBER
AREA * C DURATION
INTENSITY
PEAK FLOW ELEVATION ELEVATION
MINUTES INCH/HR
C.F.S.
FEET FEET
10.00
0.00 0.00
0.00
14.53 16.30 15.25 OK
'
2.00
21.00
0.02 5.00
0.01 5.00
726.50
1453.00
14.53 17.70 27.44 NO
14.53 17.70 29.13 NO
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
RUNOFF- S plGL,S AT 18.$C7
*** SUMMARY
OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO-- .8
SEWER
MAMHOLE NUMBER
SEWER
•
REQUIRED SUGGESTED EXISTING
ID NUMBER
UPSTREAM DNSTREAM
SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH
ID NO.
ID NO. (IN) (FT)
(IN) (FT)
(II) (FT) (FT)
102.00
2.00 10.00 ROUND
23.01
24.00 15.00 0.00
202.00
21.00 2.00 ROT IND
20.90
24.00 15.00 0.00
1
1
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
EXISIING SIZE WAS USED
SEWER
DESIGN
FLOW
NORMAL
NORAML
CRITIC
CRITIC FULL FROUDE COMMENT
ID
FLOW Q
FULL Q
DEPTH
VLCITY
DEPTH
VLCITY VLCITY NO.
NUMBER
C.F.S.
C.F.S.
FEET
FPS
FEET
FPS FPS
102.0 14.5 4.7
1.25
11.84 1.22
11.92
11.84 0.00 V-OK
202.0 14.5 6.0
1.25
11.84 1.22
11.92
11.84 0.00 V-OK
FROUDE NUMBERS INDICATES THAT A PRESSURED FLOW OCCURS
SEWER SLOPE
INVERT.
ELEVATION
BURIED
DEPTH COMMENTS
ID NUMBER UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM
%
(m
(FT)
(FT)
(FT)
102.00 0.60 15.20 13.94 1.25 1.11 OK
' 202.00 1.00 15.21 15.20 1.24 1.25 OK
OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET
t
Q4�
.1
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
tSEWER
SEWER SURCHARGED CROWN ELEVATION
WATER ELEVATION
FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM
UPSTREAM DNSTREAM
CONDITION
FEET FEET FEET FEET
FEET FEET
102.00 210.00 210.00 16.45 15.19
27.44 15.25
PRSSTD
'
202.00 1.00 1.00 16.46 16.45
29.13 27.44
R v,u oFr- SPiz-Ls AT
PRSS'ED
18,56
PRSS'ED=PRESSURED FLOW; JUMP ---POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
'
*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
UPST
MANHOLE
SEWER
JUNCTURE LOSSES
DOWNST
MANHOLE
SEWER
MANHOLE
ENERGY
FRCTION
BEND
BEND LATERAL
LATERAL
MANHOLE
ENERGY
ID NO
ID NO.
ELEV FT
FT
K COEF
LOSS FT K COEF
LOSS FT
ID
FT
'
102.0
2.00
29.61
14.36
0.08
0.00 0.00
0.00
10.00
15.25
202.0
21.00
31.31
0.06
OAO
0.00 0.25
1.63
2.00
29.61
BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
LATERAL LOSS-- OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
F
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RAINFALL PERFORMANCE STANDARD EVALUATION
------------- ------------------------------------------------------
PROJECT: FVLLE2 TEXACO STANDARD FORM A
COMPLETED BY: 2-A.;e, DATE: & 3./22e
DEVELOPEDIERODIBILITYI Asb m Lsb I Ssb I Lb I Sb I PS
SUBBASIN ZONE 1 (ac) I (ft) ( (%) .1(feet) 1 (1) 1 (o)
I Torar rieacT MODfizAi 6 I o,SBB� I z451 0. 67% 1 Z45 i 0.3 7% I 7S• 3 %
tj I I I I i I
----------------------------------------------
I/SF-A:I989
. EFFECTIVENESS CALCULATIONS
■ PROJECT: F V c L& g TEX AC O STANDARD FORM B
' COMPLETED BY: 2 ,4 e- DATE: FEs3. /�1P
' Erosion Control C-Factor P-Factor
Method Value Value Comment
BAeB("POOUNC
/.00
A" 0.34c) ,c.
'
Fov"DAr,on1
0.0/
/, 00 0.0(&7 ac.
G eAVEL BASE
0.05
/.00
S ILT FEA/c0
/,00
O.So
'
GRAVEL F/C.TE.e
/.0 D
�'8 D
MAJOR
PS
SUB
AREA
BASIN
($)
BASIN
(Ac)
CALCULATIONS
'
SPLOV
To %L
&
C2E..t
75,3o/p
D,SBSA:
i2AGT
(/-o x 0. 34 9 • I- (o-oi x o•o67) a-(0.0b A6,,i".
o. s8 S
10
U)TD P= 0. SO x 0. 80 = O. 40
EFL _ LF/- (0.419x640)]n/00 = 757 3 �o
ok
Q-7)
CONSTRUCTION SEQUENCE
RICT:
F u L c. 8 r- TEX
A c o
STANDARD FORM C
EQUENCE
FOR 19 1 Fj_
ONLY COMPLETED BY: JEAz
DATE: Fes 3, /99R
nctate
by use of a
bar line or symbols when erosion control measures will be installed.
sjor modifications to an approved schedule may require submitting
a new schedule for
val
by the City
Engineer.
19 96
YEAR
_
MONTH
►ERLOT GRADING
:NJEROSION CONTROL
it Roughening
Perimeter Barrier
�ditional Barriers
getative Methods
Soil Sealant
c1her
IALL EROSION CONTROL
UCTURAL:
Sediment Trap/Basin
Inlet Filters
traw Barriers
ilt Fence Barriers
Sand Bags
are Soil Preparation
ontour Furrows
Terracing
phalt/Concrete Paving
her - G zA vEe- 13ASG
VIETATIVE:
Permanent Seed Planting
oulching/Sealant
emporary Seed Planting
Sod Installation
ttings/Mats/Blankets
her
M
O
D
I
I
UCTURES: INSTALLED BY MAINTAINED BY
EtION/MULCHING CONTRACTOR
E SUBMITTED APPROVED BY CITY OF FORT COLLINS ON
1
119Y
STEWART&ASSOCWES
Consulting Engineers and Surveyors
February 3, 1998
Mr. Basil Hamdan
Storm Water Utility
City of Fort Collins
P.O. Box 580
Fort Collins, CO 80522
Dear Basil,
The following is the estimate of the erosion control costs for Fuller Tc.Kaco.
1.
480 L.F. of Silt Fence @$3.00/Ft.
$
1,440.00
2.
1 Gravel Filter @ $150
$
150.00
3.
Reseeding 25,600 SF @ $0.03/SF
$
768.00
The erosion control collateral will be 1.5 X $11590.00 = $ 2,385.00
Ilf'you have any questions regarding these costs, please call.
Sincerely,
Cv $:=•a+s1�Eq•��'
Richard A. Rutherford, P.E. A.S. 5028
meh = '• o
�.
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
1
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