HomeMy WebLinkAboutDrainage Reports - 10/27/1992 (2)rpow=Ty of Fi al Approved Aepor'
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FINAL DRAINAGE REPORT
FOR
THE VILLAGE AT SOUTHRIDGE P.U.D.
PREPARED FOR
STORCK DEVELOPMENT CORPORATION
OCTOBER 26, 1992
STEWART & ASSOCIATES, INC.
103 SOUTH MELDRUM STREET
FORT COLLINS, COLORADO 80521
303/482-9331
40
0
1
FINAL DRAINAGE REPORT
FOR
THE VILLAGE AT SOUTHRIDGE P.U.D.
EXISTING SITE
The Village at Southridge P.U.D. .is a 15:5 gross acre site located in
the Northwest a of the Northwest },of Section 7, Township 6 North, Range
68 West of the Sixth P.M., City of Fort Collins, County of Larimer, State
of Colorado. The site is bounded on.the west by South Lemay Avenue, on the.
north by Southridge Greens Boulevard, and on the east and south by the
Southridge Golf Course and the entrance roadway to the golf course. The
site is located in the Fossil Creek drainage basin. Fossil Creek runs through
the golf course 100 to 200 feet away from the southwest boundary of the site.
The site is presently a dry land hay field. Many years ago this field
was irrigated, and there are still remnants of abandoned irrigation ditches
and waste water collection ditches located on the site. There are now no
irrigation ditches feeding the site. South Lemay Avenue and Southridge Greens
Boulevard are fully constructed with curb, gutter and pavement. The east —
west portion of the golf course entrance road is paved and has curb and
gutter, and the north —south portion is 24—foot wide pavement only.
There is an existing grass swale draining from north to south along
the west side of the site.. This swale is approximately 18 feet east of the
east curb of South Lemay Avenue. The upper portion of the swale is on a
4 percent slope, and the lower portion has a slope of approximately 1.3
percent. The swale is about 20 feet wide and 2 feet deep and has a 1.5—foot
wide by 1—foot deep channel eroded at the flow, line. The minimum capacity
of this swale before overflow onto Lemay Avenue is approximately 100 c.f.s.
We plan to do some regrading of this swale and install a 4—foot wide concrete
trickle pan'at the flow line. Flow calculations for this swale are shown
on Sheets 5, 6 and 7. The upper end of this swale receives flow from a
24—inch R.C.P. under Southridge Greens Boulevard. This 24—inch R.C.P. pipe
is the outfall from a'5—foot inlet on the 'south side -and a 5—foot inlet on
the north side of Southridge Greens Boulevard and also from.the 12—inch
diameter pipe out of the St. Elizabeth Seton Church detention pond. The
release rate from this detention pond is 6.0 c.f.s. The two 5—foot inlets
pick up flow from approximately 850 feet of Southridge Greens Boulevard street
runoff plus some overflow of existing inlets located to the east of this
project. This Swale empties into a 42—inch R.C.P. which goes under the golf
course entrance road (Muirfield Way) and then empties into Fossil Creek
through a wing wall of the Lemay Avenue bridge over Fossil Creek.
All runoff in the east gutter of South Lemay Avenue is carried south
across the golf course entrance road (which is named Muirfield Way in this
development) in a concrete pan and then to a 15-foot sidewalk culvert, which
drains directly into Fossil Creek. The flow in the east gutter of South
Lemay is from existing fully —developed conditions, and the only additional
flows onto Lemay Avenue from this development will be runoff from Basin No.
• 12 (Q2 = 0.9 c.f.s and Q100 = 3.4 c.f.s.) which flows in the south flow line
of Muirfield Way to the east gutter of Lemay Avenue, and also 1.8 c.f.s.
of 100—year storm overflow from the north flow line of Muirfield Way to the
east gutter of Lemay Avenue (Basin No. 7), which. will bypass a sidewalk
•
The Village at Southridge P.U.D.
Page 2
culvert to be constructed on the north flow line of Muirfield Way just east
of Lemay Avenue. The culvert will direct runoff from Basin No. 7 (Q2 = 1.4
c.f.s. and Q00 = 5.4 c.f.s.), except 1.8 c.f.s. overflow during the 100-
year storm, o the swale along the east side of Lemay Avenue and then through
the 42-inch pipe under Muirfield Way. (See calculations on Sheet 17.)
There is an existing 30-inch R.C.P. under Southridge Greens Boulevard
approximately 100 feet east of the east line of this development. This 30-
inch pipe collects water from inlets on Southridge Greens Boulevard and an
area inlet to the north of the boulevard. The 30-inch pipe flows into an
earthen ditch which cuts across the northwest corner of the,golf course
property and then empties onto The Village at Southridge site. Flow from
this pipe, which has a Q]OO flow of 32.5 c.f.s. per the Southridge Greens
Fairway Two Grading and Drainage plan (a copy of which is included as Sheet
2 of this report), will be redirected to a new swale to be constructed along
the west edge of the golf course. Flow in this new Swale will drain south
along the west edge of the golf course to the, southeast corner of The Village
at Southridge development, at which point it will enter a 30-inch pipe to
be constructed along -.the south edge of -the development. The-30-inch pipe
will cross under the golf course entrance driveway and empty into Fossil
Creek.
The new swale along the golf course will not have the depth to meet
the 100-year freeboard, requirement; therefore, a variance from this
requirement is requested, because any overflow will 'be across the fairway
and will not cause a problem. In 'addition, a variance from'6riteria requiring
one foot of freebord between the 100-year water surface elevation and the
existing golf pro shop is requested.
The golf course administrators and the developer have agreed upon this
method of handling the flow. ' The size and location of the new swale and
pipeline are shown on the grading, drainage and erosion control plan, and
calculations are included at Sheets 11 through 16 of this report.
DEVELOPED SITE
The analysis and design of storm drainage systems in The Village at
Southridge are in conformance with the City of Fort Collins Storm Drainage
Design Criteria.
No onsite detention shall be required on this_ development since it flows
directly into Fossil Creek. The previously mentioned grass swale lying 18
feet east of the east curb on Lemay Avenue will be improved with a 4-foot
wide concrete trickle pan. This swale and pan will then receive developed
flow from Basins 3, 4, 5 and 6 and from Southridge Greens Boulevard, which
we have called Basin 2, and also the 6 c.f.s. from the church pond outlet.
A calculation of these individual and accumulated flows are included in this
report.
• We have divided the site into a total of 12_sub-basins. The runoff
quantities from each of these basins plus the accumulated flows at critical
points are shown on the attached calculation sheets.
The Village at Southridge P.U.D.
Page 3
Basin No. 1 is the east half of Lemay Avenue which contributes flow
to the east gutter of Lemay Avenue.
Basin No. 2 is the south half of Southridge Greens Boulevard, and the
runoff is Q2 = 1.8 c.f.s. and Q1 0 = 6.0 c.f.s. The existing 5-foot catch
basin located on the south flow Rine at Southridge Greens Boulevard just
east of Lemay Avenue will intercept 1.9.c.f.s. of these flows, and 4.1 c.f.s.
of the 100-year flog will overflow to the east gutter of Lemay Avenue. The
1.9 c.f.s. which enters the catch basin will be piped by an existing 24-inch
RCP to a Swale lying -east -of the east curb of Iemay Avenue.
Basin No. 3 is the rear yards and open area lying north of Doral Place
and the open area lying east of Lemay Avenue, and it will drain overland
to the swale lying east of the east curb of Lemay Avenue.
Basin No. 4 is Doral Place and the front portion of the lots lying along
each side of Doral Place. Runoff from Basin No. 4 will `drain along the
gutters of Doral Place to a sidewalk culvert at the west end of the cul-de-
sac. The runoff will go through the culvert into a 3-foat wide concrete
pan, which will carry it to the swale lying east of the east curb of Lemay
Avenue. Capacity calculations for the sidewalk culvert and pan are shown
on Sheet 16 of this report.
Basin No. 5 is Deercroft Court, the lots and green area located to the
north and a portion of the lots located to the south. This basin will drain
in the gutters of Deercroft Court to a sidewalk culvert at the west end of
the cul-de-sac, and then through the culvert into a 3-foot wide concrete
pan which will carry the flow to the swale lying. east of the east curb of
Lemay Avenue. Capacity calculations for the culvert and pan are shown on
Sheet 18 of this report.
Basin No. 6 is the rear yard of Lots 23 through 27 and a portion of
the green area which will drain overland to the Swale lying east of the east
curb of Lemay Avenue.
Basin No. 7 will drain west in the north gutter of Muirfield Way, and
the flow will be intercepted by a 4-foot sidewalk culvert before it reaches
Lemay Avenue (except for 1.8 c.f.s. of overflow to Lemay Avenue during a
100-year storm event). This new inlet will direct the flow to, the 42-inch
pipe under Muirfield Way. (See calculations on Sheet 17.)
Basin No. 8-will drain along the west flow .line of Wingfoot Drive and
along Sagemore Circle to a 10-foot catch basin at the south end of Wingfoot
Drive.
Basin No. 9 will drain along the east flow line of Wingfoot Drive to
the 10-foot catch basin at the south end of Wingfoot Drive. The combined
flow from Basins 8 and 9 will go into the catch basin and then be piped to
the 30-inch pipe running southwest to Fossil Creek.
•
The Village at Southridge P.U.D.
Page 4
Basin No. 10 is the rear yard flow of Lots 43 through 59, and will drain
south in a Swale across the rear of these lots to the inlet at the east end
of the 30-inch pipe.
Basin No. 11 is the rear yards of Lots 41 and 42 and also a strip along
the east side of .the 'golf course entry drive. Basin No. 11 will' drain
overland onto the golf course parking lot. The flow is -small; Q2 = 1.1
c.f.s., and Q100 = 4.6 c.f.s.
Basin No. 12 is the front of Lots 35. 36 and 37 and'the south half of
Muirfield Way. It will drain west in the south gutter of Muirfield Way to
Lemay Avenue, then southwest around the curb return to the -east flow line
of Lemay Avenue, then to the existing sidewalk culvert. This flow is also
fairly small; Q2 = 0.9 c.f.s., and Q100 = 3.4 c.f.s.
In all cases where streets carry storm runoff flows, the 2-year and
100-year flow quantities do not exceed the allowable street capacities.
See Sheets 23 and 24 of this report for allowable flows.
The swales and side slopes of the sloped areas around the entrance to
the 30-inch pipe shall be sodded in preference to using rip rap. Should
the newly installed sod be washed.out, it shall be resodded by the developer.
The outlet of the 30-inch pipe is located in the flow area of Fossil Creek,
and rip rap shall be installed. Class 6 rip rap is called for by the
calculations on Sheet 20.
Storm runoff through the golf course parking lot is calculated on Sheets
11 through 14 of this report. The present 2-year offsite flow through the
parking lot is 15.5 c.f.s., and the proposed developed 2-year offsite flow
will be 1.1 c.f.s. The present 100=year offsite flow through -the parking
lot is 56.2 c.f.s., and the proposed developed 100-year flow will be 84.4
c.f.s. The maximum outflow from the parking lot through the existing 15-
inch RCP is 7.9 c.f.s., and the high water elevation at overflow during the
100-year storm is 4905.30, which causes 2.8 feet maximum depth in the parking
lot and which is within 0.20 feet of the pro shop floor at elevation 4905.5.
This problem of water depth and high water elevation already exists with
the present conditions, and the increase from 56.2 c.f.s. to 84.4 c.f.s.
during the 100-year storm will have no noticeable effect on the maximum depth
or overflow surface elevation. The 2-year flow reduction from 15.5 c.f.s.
to 1.1 c.f.s, will greatly reduce the chances of possible problems caused
by backup water depth in the parking lot.
An agreement with the City (owner of the golf course) shall be entered
into by the developer regarding easements for offsite flows and construction
of drainage facilities.
11
The Village at Southridge P.U.D.
Page 5
u
EROSION CONTROL
The Village at Southridge shall be constructed in two phases. Phase
One consists of Lots 31 through 47, and.Phase Two is the remaining lots lying
to the north. Phase One will be constructed in the Fall of 1992, and Phase
Two will be left with the natural ground cover undisturbed until it is time
for development to take place. The Village at Southridge site falls in a
high rainfall erodability zone. Immediately after overlot grading, the open
areas and the lots, except the front 30 feet, will be planted with temporary
grasses and secured with crimped straw mulch. Erosion will be controlled
in swale areas by use of straw bale barriers. Gravel and straw bale sediment
filters shall be placed over all inlets and at all discharge points.
This site is located in a low wind erodibility zone.The installation
of streets and the planting of temporary crops will provide adequate wind
erosion control.
The erosion control procedures shall comply with City of Fort Collins
criteria.
Phillip I. obinson, P:E. & L.S.
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a
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a
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---
--
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7
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1L2 / 1
• Figure5;2., �.
I
NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2"
Adapted from Bureau of Public Roads Nomograph
MAY 1984 5-10 DESIGN CRITERIA
No Text
COMPUTATIONS
Stewart & Associates, Inc. .loa s. MELDtuMs[ . Ft. Collins, C0 80521 (303) 482.9331
• ��� Date Client: Sheet No. Z3 of
Chkd By: Date Project:
Subject P1LL0w/c)13LE GUT7'Er1 FLOW — LOC/-�L STREPT= ' JNJTlAL STORM 1 Z YR�
YIZJ er�zight4Il l . l � i II
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j
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�7 Ifs
U•Sia ( ! J2.IzI i I 1 to Sisjj.o Gas
fI.G%i � 1113.13 L. �. i D• G�. I.-! 9 7
Or77 1:414 I i CO) 7�
v. 9 !. iIG•,3 I
.01 e 13 1 e r I
0.
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2.5 ! 0,6
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¢ S% 36,5r! I , I O47cs
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i I
COMPUTATIONS
Stewart & Associates, Inc. m s. mELc)RutA.s.x Ft. Collins, CO 80521 (303) 482-9331
ay: Date Client: Sheet No.24- of
Chkd Bv: —Date Proiect:
Subject le-)LLOWIy13LE SLOW /H I_0C/C)1_ STREETS - loo Yo STORM
7-
)571
f
14b
7
i
01
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p
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6!
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Fig. 16. Diagram for the solution of Kutter's formula for circular pipes -
flowing full.
r J
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I
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CL
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Fig. 14. Diagram for the solution of Kutter a formula for circular pipes
flowing full.
55
Slieei Z7 _
RAINFALL PERFORMANCE STANDARD EVALUATION
----------------------------------=----------------------------------
PROJECT: Vila je 4i- Sovf47rid5e I+Ase o,,vE STANDARD FORM A
COMPLETED BY: pig DATE: s I
----------------------------------------------------------- --- --2---I
DEVELOPED ERODIBILITY Asb I Lsb. I Ssb Lb Sb I PS
SUBBASIN ZONE ` (ac) I-(ft) (%) (feet)
-------------------- ---I =------------------ ----- I -------I
P14A5E 1419b S.OAr- 600 1,07. 600- 77.
vM.e I I 9
I I I
---------------------------------------------------------------------I
DI/SF-A:1989
sheer 2
EFFECTIVENESS CALCULATIONS
----------------------------
PROJECT: The 011aje a+- So A rid e pv.D STANDARD FORM B
COMPLETED BY: v1i -H'gSE oze
DATE: -S 7z
Erosion Control
C-Factor
P-Factor
Method
-✓--b-a-l-l--b-Q--rr-i-e-r-S
Value
Value Comment
-----
S >L-r-c.-
-------
o
----80--------------------
5rarelil�er!'
cvrj and 17VM�
1.00
U.BO
Ter,l7vrar
0.01
1.00
/GIt P laded exccf,+
I
bare yvvn�
I.00.
(•00 fr0�f 30 /
------------
MAJOR PS
BASIN (a)
PiIHSE -,
on/E 77.1
-----------------------------------------
SUB AREA
BASIN (Ac) CALCULATIONS
------------------------ --------------
5O bare e-ov17,x szx3o,- 0. f}c
0,70 Ac
TePargry G�oD/crirpe�rnvlck
W+d' c
(0-40(t) +
- 5 0
0.1
ELF-=.(a.17xo.8x ivo
I---------------------------------- =-----------------------------------
HOI/SF-B:1989
Sheer 2.ci
RAINFALL
PERFORMANCE STANDARD EVALUATION
---------------------
PROJECT:
The Vi I e
----=-----------------
a+- Sovi-hrid c
5
P(/D
STANDARD FORM A
Pl-�A S E ' 'CUIO
COMPLETED
BY: _FIR
DATE: y t5 2
DEVELOPED
ERODIBILITY1
Asb Lsb I
Ssb Lb
Sb 1 PS
SUBBASIN
ZONE I
(ac)
I (ft) I
(%)
(feet)
I (%)
1 (%)
PHASE
i�f5ti
9.0,4c.I;yOO
1
4,0,
700',
4.0 7
�✓o
I I
.
1
---------------------------------------------------------------------I
DI/SF-A:1989
sheet- 30
EFFECTIVENESS CALCULATIONS
• ..........
---------------------------- --------------------------------
PROJECT: The 1/%l%ge ai' Sov ri al e Pi4A5E TWO STANDARD FORM B
•.
COMPLETED BY: pt7Z DATE: 9 s Z
Erosion Control
C-Factor
P-Factor
Method
------------------
Value
Value Comment
c2 e ba r rl ers
), 0 0
-----------------------------
0.80
Ora✓e) filters
I.00
0.60
curb G^J pvM�,
0.01
1.00
Ter,Poraz crop
wiiA cri Ped Muk-A
0.06
I.00 P(a^1 all ex epp�ii s
'iron )ece s
bp"re Jcra✓nd
(.00.
and � �t
' f.06
--------------------------------
MAJOR
PS . SUB AREA
-------
---- -----=--- ------------------
BASIN
(„)
BASIN
1
(Ac)
CALCULATIONS
---
P/IASf
------
83,9-
-----
------
Ac
------------
bat e
rovrrd ¢3x 5Zx30- ( 5
0 Ac
curb and pv..,7
T r^P. crvP�crir�pa� Mvlo� = .�: 63/}c
+ol)*
9
0. 207
EFir (0.207 x. 03x100 z 83,¢
---------------------------------- -----------------------------------
DI/SF-B:1989
CONSTRUCTION SEQUENCE hee 3
PROJECT: The 1/illuj/ c F SovHtirld«- ?.uD. PHASE OA/E STANDARD FORM C
SEQUENCE. FOR.199Z-Ys ONLY COMPLETED BY: _' P/P DATE: IS Z
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 — pv. ,
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
Mettings/Mats/Blankets
Other
STRUCTURES: INSTALLED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED
• HDI/SF-C:1989
9Z
13
MAINTAINED BY
APPROVED BY CITY OF FORT COLLINS ON
I I I
----4 --------------
JANUARY 199L 8-20 DESIGN CRITERIA
COMPUTATIONS
Stewart & Associates, Inc. 103 s. mELoRum sx.. Ft. Collins, CO 80521 (303) 482-9331
4: Date-M7s 2 Client: .-s+tpmk 1-2`eJ e Op v%" C2 01 + Sheet.No. 31Z of
Chkd By: Date— Project: 7h e L/fflaoeav 0.J- SovLkriJ�&'
Subject �gCSIOAI CoAlrgoL Cos7-5
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of l
2— 1
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2CY L,
7C
Los re-s;
F� G� 0 1)- S F-
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EXIST, SqN.
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LEGEND I
----� EXIST. cONTOUR
FINISH cONTOVR
OFAW AGE R AN II°uNonR/
OPIVE OV[R (✓RIP S ,,PLv
FF 35.0 -iNSH FLOOR ELEVRT)aN
FLOWS P[P SITE? 4OF9 OF FAIL YTIVO
' � 6FA OInIG qND ORq TIq GE P(vnl
T \ 11 I
I
I II
I
I
IIIII
EVIT. ZV R's
V5IM,
n�4
Pf
JPIPE 'q 45'4s G1JTII PRIVIN SWALE TO 0E
\ 30 ,"0>y / ROOTED TO PCI PIN ON OTY PROPERTY
rnN
\ • W+ P " a" v +Y
/ p
o / __ to
of 1gPLflS
sc
ar.E
14
o 0
I
2[ vu MVwNP
j pJ F �_ L
,i s li _IQ
a •i
E ; „ — ^] J -T.
ON lv' PIPE vR WSEI (LT PEEP) >
r Y O WSu (. coup _s0 I '� "' 0 AP q Fr,N qr 1 1 nl
I. n�4 l `— ^ N _3' e e 11
8j 4 yr L
�T "� .> 1 ....�..W
'laIs
1 E WLE <,uc50EtS.L - ,.
au.r l—%-v E a. scC`S I 6-FL GGLE Yves n F
1 a` { vEnR YP O$WALE dEo �04-t �h
R,ee=2].ScC. UN 9cr EREAF YeRP SvgE
M1 N 5.0 {
6.".-•.N
I
SECTION A -A SE GTION c-c �Lr. S. SECTION D- D WLS.
NORTH_ 00 OF LEMA/5_WALE — — — ----- --._ ,^-n`^�
T5
NOTE P W vgA`L CC 11 TRo O z°
1i _ V _ S N OVTSrI£ VF 50 RnP cVNE s
is
liI
ja) MWNIMP IMP
5 wotie. ru / m _
F` 3 am, I.
m
A O. I C0DGE GOLF CODRSE _ ---- - ?.y
ourti cW e,o N0. / cgrEN/gY A-SCS A../ -
' — �F1a-Z3 c{ Qlarr 0.9 i �Y✓ rN wr
T f ..'... i / n. a...
,N •�fCch OVE4Ln Np cL041 FROM cqp NT-, NF !,c. SEOT ON E-E •^•N VP Vi•+r.. .0 , N• of INN Of
SECTION �- _� PER 'MNFu 130915 °amgr.pE { reaq,n.'- pc 3 "ONC. PAIII VUTFALL FFOM SIDEWHLI( / c y•
SOOTH 100 OF LIMA $WAL % �` iN E PTSYRPc.POE EY Ep. I, V.I ci. c y` P'r min•'
N.Ts E JPHASP mwE 1 PHASE OrvE ,P„e ¢.E c{. m EtiTS aN fMRAI-Os FRc4°cT �'m.naplELD „W ,111 11r 1r,r rz-rwVol�•nM «,11'1. Q'r"1.on
4�3 LOTS /] LOTs� ) r ra.m
L� 'e OSV O X (>>E��.O N \'� o vO.L 1 TCLT BOX\n ar,rSTo AaFP W "MIN r. ro No wl... •n .errl .w..ns.
�.�c��a ub'w
to
'P / % I 1 II `� /n OVERFLOWS BEF.+ a MAPPIPoi °OII __ r I"IMMNICIN of in 1.11 of N P• n.n n'. nu• w,IIMso,Pst if lots Vill I NJ o+'to. mI O
1� Jn VGN ryE n pr NG rn >p.�
d4 .WALE P(OPrG .✓. arIOE NO. //FPrRVJHI'.. I f / EXIST EWnI! i" • Q� IEC DETPNOS PIPEI lLET (''LOO4_ OSS --�. ('�«.m ercsir...�r .mp•rm,w ny.r r... 4...
sbF�UN OF ,�.. it � _ _ � vv�rn
L--s
5 00.0E 43 W lIPEseE / I 1 �� GRES i �\ < e 40 \
yi f w 08 BnR D..Ls r Oi IV �r
5Z 31 K / s0 40 I IM 4T ac a5 a4
ns cs / ns n( L en
Job
C zzsl s. rc sr >s I,T / s T.,
ZtQp
a PC to
t I I WINOIIFOOT I/\4 - — I• 01 5'S U 41
�..-� �9wro,_ OB
I I> r/ OF!"
9 / F r 11 0 9 e L p
Z° 3) GLv
sitr{ wF Iv/FcAO1 /e I °so
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Raf1
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of
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FF. z9.o L FF IS.OP - as O.1C .4 cue. Nq Ro4 W 110L
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Ae �4VIP r .,F I� :.i � a p 1/ e �Pi d FLW Ie
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NT COLLINS - LDVII PREP OI>TgR
aMM TWT COLNS SAHMA ION CISTRIR
"' �� � - r ✓o°° p Hy° +°"' UTILITY PLAN APPROVAL
����✓ N w3�4NV
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F055 r V wwEEE
% QJ 153
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APPROVED �Ns�EmEEDATE 6_ =T-�F
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1, af _
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11 •..[ V E>4 fyy 2.1 ci• o OnOGF EMPY Ar/ENUE
iilic F:row SoVTH LEM AY. LIYEh/U� O.TO AL N'OE.0 QrN-IT.4E&I DRAINAGE 7A61LEzrap:
W. UNE NVr - L t F!055 AREA- 15.5 A.
SECTNVE51
N fY15L aNA yr F1ACE STFIPI 64LE FILT[ 2 f5 ARc = /AO Ac
SFC. T-L-GO PLICE- As - PVEL sEOIME NT siLTERS AT JID[ ALL, CULLERT5 �1 [t.' ADPIl P K rp 1 AR°VND FLAR[p [r.nv 3. N15TORPE = 0.20
PEVELO
—POF 3' R 2 13OF s° p ON PLUFLEW L.P PIPE CRTWO E 5 PE T2N9Oh REOVIREO=O
pPIIe1TE SOf OF 0. 1RICKLAE OPo F ML eNTRwNCE o-: 544-ft ONIE
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