HomeMy WebLinkAboutDrainage Reports - 09/22/1994 (2):Final A
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PRO OF 00
FINAL DRAINAGE REPORT
FOR
SCHLOTZSKY'S DELI
RAINTREE COMMERCIAL P.U.D.
JUNE 10, 1994
STEWART & ASSOCIATES, INC.
103 SOUTH MELDRUM STREET
FORT COLLINS CO 80521
303/482-9331
9
STEWART$,6SSOCIATES
Consulting Engineers and Surveyors
June 10, 1994
Mr. Basil Hamdan
Storm Water Utility
City of Fort Collins
P.O. Box 580
Fort Collins,
Dear Basil:
Colorado 80522
The following is the storm drainage report .for Schlotzsky's Deli that
is proposed for Tract "A" and a part of Tract "B", Raintree Commercial P.U.D.,
Phase I. The site is on the west side of South Shields Street approximately
500 feet north of West Drake Road. The net area of the site is 0.60 acres.
The site is a proposed pad in the shopping center that has not been built on
to date. The access drives, parking areas, sidewalk, detention ponds and
utilities that serve the site have been completed. The site has good existing
grass ground cover.
The site is located within Sub —Basins "R", "S" and "T" of the Raintree
Commercial P.U.D., Phase I, Grading and Drainage Plan that was prepared by
Parsons & Associates and was approved by Mr. Robert Smith on February 21, 1985.
The southerly one—third of the pad site is located in Sub —Basin "R" which
also has the existing Detention Pond "F" in the large parking area adjacent
to this site. The runoff from parts of the building and drive —through will
drain to Detention Pond "F". Pond "F" drains to the southeast corner of the
P.U.D. and then discharges into an existing 18—inch diameter storm drain in
Drake Road.
I The northwesterly one—third of the pad site is located in Sub —Basin "S"
which also has existing Detention Pond "E" in the large parking area adjacent
to the pad site on the west. The west half of the new Deli parking area will
drain to Detention Pond "E". Pond "E" drains northerly to an existing storm
drain that discharges northerly to Spring Creek.
The northeasterly one—third of the pad site is located in Sub —Basin "T"
which was designed to sheet flow undetained into the existing west curb and
gutter of South Shields Street. The City of Fort Collins Storm Water Utility
has requested that detention be provided for the impervious surface in Sub —
Basin "T". Storm water will be detained in the parking lot and metered out
through a 2-2 inch diameter pipe through the proposed curb at the northeast
corner. The discharge of 0.10 c.f.s. will be allowed to filter through the
landscaping to the existing curb and gutter of the private drive.
James H. Stewart
and Associates, Inc.
103 S. Meldrum Street
P.O. Box 429
Ft. Collins, CO 80522
303/482-9331
Fax 303/482-9382
Schlotzsky's Deli
Page 2
EROSION CONTROL:
Schlotzsky's site is located in a moderate wind and rainfall erodibility
area. The site is divided into three basins.
Two basins, "R" and "S", drain to existing paved detention ponding areas.
Gravel filters shall be placed in the flowpaths from Basins "R" and "S". Basin
"T" drains to the Shields Street gutter, and a silt fence shall be placed along
the west side of the existing sidewalk along Shields Street. Permanent seeding
with mulch or sod shall be placed in the large green area at the northeast
corner of Basin "T" to prevent erosion during construction. The erosion and
silt control measures shall remain in place during the construction period.
To the best of my knowledge, the drainage plan and report and the erosion
control design for this project comply with the City of Fort Collins Criteria.
Sincerely,
6ZLJ
Richard A. Rutherford, P.E. & L.S.
President
jrr
enclosures
STEWART&ASSOCIATES 103 . MELDiRF , FORT 8OLLINS, CO 80521
PH.Consulting Engineers and Surveyors
By: 72 !+ /Z Date: Ali y 4 / 9 yClient: Sheet No. --3 of
Project: ScNr.OTzs/�v�r LGe—/ AZAINTAE,EE P. U, D,
Subject: S 7 &4 IU A-r n R V Al O F F G A L a r/ � ,v1
T0'TAc_ fIT6 Aec�-A = U,G0 Ate,
Dt✓v. AS//U f� eca D, ZI Ate.
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I 1=� R•v,o fl g q O o81 �c-. 40 uJ S%
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Dev. Qzye D io7L X Z,7 x-6, EJ = 0.38
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Tc= SMIti,pCv, Q/ovyG _ LZSx0,676 x 7,2 x 0,Z1 = /-L6 c.r,.r.
Dev, B^S,//u s,. A e E A = O. /4 ,ac,
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E
STEWART&ALSSOCIATES 103 S. 482-93MELDRUMFAX , FORT COLLINS, CO 80521
PH. 31 482-9382
Consulting Engineers and Surveyors
By: )c A /Cl Date: Ala ?-0 Client: p- cp /7- r r -z-oc c el er, Sheet No. 4- of
Project: C c. n r'e, S e v r (7� 1- 1
Subject: -r o R- m w2 A e t) zi / z5 C Ai Le- 0 L A -F,, /) A.1 r
Dell. D.
Del'. glove- -- 1, 86 x S.S x 0 -r.
&S x 0. 8
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Dev.
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STEWART&,SSOC[ATES 10 82 33DiRFAX FORT COLLINS, CO 80521
PH.82
Consulting Engineers and Surveyors
By: A Date: ( c/ �L Client: ,� ,ec sii r r c I u or- Sheet No. S of
Project: Jr /f L- o -r 7 c v 'r 7) E' A i Ai -r
Subject: If - o e Al U) n -r r- rc P O Ai n r- r- C A(- C v t- A -r--, o v S
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Q too k/p-: /- Z,S- x O,ZO x S, GS x O, 2S= 6,3(- CF..I.
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Q, 0.10
3.10
3. 9 0
Boo
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100
STEWART&tSSOC(ATES 103 . ME DRUM, F31 FAX ORT COLLINS, CO 80521
PH.382
Consulting Engineers and Surveyors
By: 2 A 2 Date: Client: ,4 crl 1 re crr>z e QA)r, Sheet No. (o of
Project: Sc- y L n T 7_ r L v r 7) e L.L — JE A w rP raea P, U. T) .
Subject: AA As 7 I A r e A / !�G—TF U 7in.J
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STEWART&ASSOCIATES 10 S. 82- 39 RUM,FAX FORT COLLINS, CO 80521
PH.Consulting Engineers and Surveyors
By: P I . ,2. Date: 5 2 Client: Sheet No. Z of_
Project:
Subject: f-'_ 0 S A c- c, u L-- A Ti n ,v s
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RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT:
sclZs itJ's
------------------------------------
�,
STANDARD FORMA
COMPLETED
----------------------
BY: P.
Z7, 2.
DATE: 2 SL
DEVELOPED
ERODIBILITY
--------------------------------------
Asb
Lsb
Ssb
_ _
-- ----
Lb Sb PS
SUBBASIN
---------
ZOIIE
-----------
(ac)
------
(ft)
M .
_
(feet)
M
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Modera)-r
-
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---------------------------------------------------------------- - - - - -
�
1)[/SF-A:I9r9g (R1
--EFFECTIVENESS CALCULATIONS
-------- --------------------------------------
PROJECT: S c.� )0�Zs �C� S STANDARD FORM B
1COMPLETED BY: 7? DATE:
Erosion Control C-Factor P-Factor
Method
Value Value Comment
------
13ar'2 S oi�--------- U-------�--p---------------------
bDodi o5 0,01 /,60
!"
col /V1 4
r p•al -LGG
si )i te�cP I U� 0., 0
q h'ai/PI ��iI7C�_ I.DU p. �0
or- z0d CIO
----------------------------------------------------------------------
MAJORI PS SUB AREA
BASINI-(%) (BASIN (Ac) CALCULATIONS
----------I----- ----- - ---------------------------------
/i 74.7 U l9 PaUe.Me "-� 0,0(3 Ac
S
74.7
10,16
bUi(c�l�� 0 Ae
��rC Oi O- 077 Ac
0•If
C,= 0.¢) ..
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EFF ) - (o.9-! X D.�,) x 100 = G7,Z 7
Pare.-,enf- U, IZC Ac
c- 0.zz
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r = U•Pj
I
I----------------------------------------------------------------------I
HOI/SF-B:1989
-EFFECTIVENESS CALCULATIONS
------------------ ----------------------------
PROJECT: 5�1, I c✓ i'7� G�) j S STANDARD FORM B
(COMPLETED BY: P, TDATE: 2 ¢
Erosion Control C-Factor P-Factor
Method Value Value Comment
-------------------------- -----------o--=-----------------
BAzE -SOIL /.00 /.0
BVIL, D//U& OOJ 1,00
PA v c ,vi G IU "r 0.0 I / 00 .
S /L-7- FC-Al /,00 0-SO
PERAIA�vEN7-(ESeC> LLCq .0,01, A QO
-----Q S-S-CLP---------------------------------------------------------
MAJORI PS SUB AREA
BASIN (q) (BASIN (Ac) CALCULATIONS
---- ------ I ----- -- Zs- -------------- ------------
I ------------------
74.7 0. }�averleA� = O. 10-3 �9c
0•c0
�j>(,;ldis - (). ol2 A
�7erM6vnen� sccj _
MVlC1, alvK( .SnIE(�S = �•05 J7G
��re
0i, 2 c
EFL(o.3cx.s�xloo = 8Z
(U.l YX G7,2)t (0•IG��£�2 9-)-I-�U.Z���BZJ
0.610
EFF = 77,4
0
----------------------------------------------------------------------�
HOI/SF-B:1989
10)
CONSTRUCTION SEQUENCE
PROJECT: SCE, I o'�zs�-c �/� S STANDARD FORM C
5EQUENCE. FOR 19 '19- ONLY COMPLETED BY: Ale, DATE: S Z ¢ 1
Indicate 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
approval by the City Engineer.
YEAR
MONTH_
OVERLOT GRADING
WIND EROSION CONTROL
Soil Roughing
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other cvv-b 4- blas
RAINFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Nettings/Mats/Blankets
Other
STRUCTURES: INSTALLED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED
HDI/-SF-C:1989
I 1 1
4----------4.--
611r%111I11111lu BY
APPROVED BY CITY OF FORT COLLINS ON
JAN[ .?•: 1991 8-20 DESIGN CRITERIA
(II)
ADDENDUM TO
STORMWATER DRAINAGE REPORT
FOR
THE RAINTREE P.U.D.
This addendum has been prepared in order to address currently
proposed development within the original boundaries of the report
and to include additional area, not considered in in the original.
This area is being added to include Raintree Commercial P.U.D.,
Phase I. The drainage improvements which are outlined below have
been coordinated with the originators of the report, Taranto,
Stanton, Q< Tagge, whose help Parsons & Associates gratefully
acknowledge.
The additional area being considered is a 9.77-acre parcel of
land bounded on the West and North by Raintree P.U.D. and an
undeveloped parcel and to the South and East by Drake Road and
Shields Street, respectively. -The grading and drainage plan which
accompanies this addendum shows this project site and the proposed
improvements. Basin designations are continuous from the original
report. The Northern 100 feet of the site was originally part of
Basin I, but is now contained in Basins 0 and S.
The methods used in designing the proposed improvements are
compatible with those used in the original report and the City of
Fort Collins' "Storm Drainage Design Criteria". Calculations and
design data are contained in an appendix.
The majority of the site will continue to drain through and be
detained by Ponds A and B. Those areas which do not are Basins R, T
and U. Since a larger contributing area will be routed through
Ponds A and B, the combined release rate, based on 2-year historic
flows, has ben increased from 10.31 cfs to 13.05 cfs.
Most of the additional contributing area will be detained
before flowing to Ponds A and B and, therefore, do not affect the
detention requirements of these ponds. Basin O, however, is
undetained street flow and must be considered in re -calculating the
required volume of these ponds. Basins N, O, and P will flow into
storm sewer manhole C In order to accommodate the increased
flow, the slope of the 15-inch line connecting this manhole to
manhole C-2 has been increased to 1.0%.
Additional capacity was needed in Pond A. which was available
in Pond B, so the two ponds have been connected hydraulically at the
5039-foot contour.
The remainder of the site, Basin S, will flow to the North
through a proposed future storm sewer, Line E, to manhole B-2A. The
slope of the line flowing out of this manhole has been incresed to
1.1% to allow the planned 4 cfs from Basin I.
Future development scheduling is uncertain at this time. If
Raintree Commercial P.U.D., Phase I should be developed before the
proposed improvements of Raintree P.U.D.,.it will be necessary to
design and build a temporary detention pond at the North boundary of
Phase I on Raintree Drive to receive this -flow from storm sewer line
"D" and to detain the street runoff. This pond 'would then release
at the-2-year historic rate through a temporary swale that would run
West until it daylights. Flow from line "E" would be captured in a
temporary box structure and pumped to the surface with a sump pump
at the 2-year- historic rate.
Preliminary plans are being..submitted at this time for Raintree
Commercial P.U.D., Phase II., which is included in Basin I. Since
detention for this area has already been provided in Ponds A and B.
flow from the site is limited by the capacity of the storm sewers
that connect Basin I to these ponds. A capacity of 4 cfs has been
provided in storm sewer line B. and a capacity of 6.9 cfs in line C.
(see attached) Detention for sub -basin I-1 is based on the latter
release rate, and sub-basns I-2 through I-5 have preliminarily been
allocated shares of the former rate, based on proportional areas.
Tract G, which occupies a portion of Basin I-1, is to be
developed in the future. Temporary detention will, therefore, be
provided to serve presently proposed development. When Tract G is
developed, this detention will then have to be modified.
NF.Jones,--Michael Pr Jett Engineer
FR�v A.
Jef/fy
W ne, P. #14961 ,'tiO' os�"ERFO
i � 0 140A C w o
gf3 Pj�F�s/orlA�'0;\A�s
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PARSONS &
/ram- ASSOCIATES
CONSULTING ENGINEERS
FI. Colllnr.Colorbo 90524
CLIENT JOB NO. 641 W
PROJECT CALCULATIONS FOR 'Z) Q-bkl1.4
MADE BY. DATE12pgh+CHECKED BY DATE SNEET OF
ori
of
F1--
.....
AREA: 3.4190
C: 8.8100
I
i
I
Q ADD: 8.00989 REL:.1.9500 TH
T :5.6089
T :25.9080
`; T :45.8861
_
_
I :8.8008 I :4.5908 I :3.2368
Q1:27.6218 01:15.8130 91:11.1526
VI:8,286.3008
VI:23,719.5338
V1:38,118.3426
{
YR:585.8808
YR:2, 925.0888
• VR:5, 265.8008
D :7,781.3008
D :20,794.5338
D :241845.3426
T :10.0008
T :30.0680
T :50.0080
I
I :7.2008
Q1:24.8589
91.3408
1 :4.1760
91:14.3974
I :3.0998
91:10.3579
_.._........
--
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VI:25,915.4833
VR:3,518.8008
VI:31,873.6258
YR:5,858.8088
VR:1,178.8888
D :13,745.3409
D :22,495.4833
D :25,223.625.0
I
_
T :15.0800
I :6.8888
T :35.0088
I :3.7908
QI:13.0854
T :55.0889
I :2.7988
91:9.6328
-
-
-
-
-
-
-
�-
91:28.7158
YI:18,644.1758
YR:1,755.8888
D :16,889.1759
VI:27, 479:4424
YR:4,895.8800 .
D :23,384.4424
VI:31, 788.3184
VR:6,435.8008
D :25,353.3184
�-
T :20.9898
T :49.0800
T :60.0800
1-
I
I :5.1988
91:17.9191
I :3.5080
91:12.0842
I :2.6808
Q1:8.9768
{
VI:21,502.9485
VR:2,348.8080
V1:29,882.0500
VR:4,688.0088
V1:32316.5708
. VR:7,020.0088
{
'
➢ :19,162.9485
D :24,322.9588
D-25,296.5780
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-3 PARSONS &
rL
KASSOCIATES
CONSULTING ENGINEERS
Ft. Collins. Colorado BOS24
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PROJECT
CALCULATIONSFOR
-Z 0 540 CHECXEO BY
MADE BY DATE DATE - SHEET OF
S-A
17
FT-
Z;
1-
-A
. . . . . . . . . . . . .
A
I
7sas
S.10
-7
AREA: 3.3258
c: 0.8808
1 9 ADD: 6.8080
Q REL: 8.8808
T :5.0989
T :39.0808
T :55.0880
T :89.8008
1 :8.8088
1 :4.1760
1 :2.7988
1 :2.0698
01:29.2670
91:15.2554
91:10.2869
91:7.5363
VI:8,788.1128
VI:27,459.8003
V1:33,682.7047
V1:36,174.0614
VR:240.8880
VR:1,448.9000
VR:2,640.0808
VR:3,848.0000
.D :8,549.1120
D :26#019.8803
D :31,942.7047
D :32,334.0614
T :18:0088
T -35,0880
T :60.0808
T :85.0888
1 :7.2088
1 :3.7908
1 :2.6908
1 :1.9508
91:26.3483
91:13.8653
91:9.5118
01:7.1338
VI:15,884.2816
VI:29,117.0464
VI:34,242.4368
YI:36,382.5891
VR:489.0088
VR:1,688.0008
W2480.0008
VR:4,080.9000
D :15,324.2816
1 :27,437.8464
D :31,362.4368
D :32,392.589.1.
T :15.0000
1 :6.0080
T :48.0880
1 :3.5080
T :65.0600
1 :2.4300
...... ... .. .. ........ ... ....
91:21.9593
91:12.8843
QI:8.8899
VI:19)755.252e
VI:30)738.3929
VI:34,670.4673
L-.......' . ...... .
VR:720.690e
M1s920.0808
YR:3,120.8088
D :19,035.2528
D :28,816.3920
D :31)559.4673
1 1
T :28.0009
T :45.0008
T :'70.0008
1 :5.1988
01:19.9870
1 :3.2188
91:11.8166
1 :2.3088
91:8.4143
I:784.3986
Y22s
VI:31,904.7320
111:35,339.9508
LEP
YR:969.0008
W2,168.8008
YR:3,368.0008
D :21,824.3906
D :29,744.7328
D :31,979.9508
T :25.0980
T :50.0089
T :75.0888
1 :2.1788
A �41
1 :4.5809
1 :3.9089
i-.1 ......
91:16.7554
91:10.9751
.YI:32,925.4286
91:7.9387
VI:35,724.0807
V1:25,03.0706
VR:2,408.0000
YR:3,600.0088
YR:1,209.0008
:4200
D 38,525.
D :32,124.0807
D :23,933.0706
M'
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PARSONS &
ASSOCIATES
CONSULTING ENGINEERS
Ft. Collins. Colorado 80S24
CLIENT JOB NO. A ,•-3 4ZN 1
FRO,�ECT CALCULATIONS FOR AIIJ�C le
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