HomeMy WebLinkAboutDrainage Reports - 08/29/1991pRO ' ' Y OF
FORT M i:*-'
Final Approved Report
Date
DRAINAGE REPORT
PROPOSED 1992 S.W. ELEMENTARY SCHOOL
BETWEEN HINSDALE DRIVE AND CREST ROAD
FORT COLLINS, COLORADO
FOR
POUDRE R-1 SCHOOL DISTRICT
.
' DRAINAGE REPORT
PROPOSED 1992 S.W. ELEMENTARY SCHOOL
' BETWEEN HINSDALE DRIVE AND CREST ROAD
FORT COLLINS, COLORADO
' FOR
POUDRE R-1 SCHOOL DISTRICT
Prepared by:
' CDS ENGINEERING CORPORATION
100 West 29th Street
Loveland, Colorado 80538
(303) 667-8010
' CDS Project No. 6986.2
August, 1991
' Prepared by:
^
Vv �
Stepp n W. Rogers,
-M.S., E.I.T.
Reviewed by:
1a%n111111 n
Benjamin M. ;N
P . E . = U = y9�'• O
.0 m 26837
1 01
,' SSIONAI
1
' INTRODUCTION
This drainage report is made pursuant to criteria set
forth by the City of Fort Collins in accordance with "Storm
Drainage Design Criteria and Construction Standards", dated
' May, 1984. Hydrologic and hydraulic analyses have been made
to best represent actual existing and proposed drainage
conditions in the area.
' GENERAL SITE LOCATION AND DEVELOPMENT DESCRIPTION
' The site of the proposed elementary school project lies
south of Harmony Road between the proposed extension of
' Hinsdale Drive and Crest Road, in the City of Fort Collins,
' County of Larimer, Colorado (See Location Map). The site is
situated in an area just north of the Clarendon Hills
' Subdivision. More specifically, the site is situated in a
tract of land in Section 2, Township 6 North, Range 69 West
' of the 6th P.M., City of Fort Collins, Larimer County,
Colorado. The developed site area comprises. approximately
9.4 acres, more or less.
' Located west of the site is Front Range Community
College. Runoff from this development appears to be
' conveyed north to a borrow ditch adjacent to Mail Creek,
south of Harmony Road.
The existing site is used primarily for agricultural
' purposes, specifically, the pasturing of sheep. A small
farm house and barn exist just North of the site.
LOCATION MAP_
.�_SCALE:1 j=20.00.'_
I
t
1
The proposed development of the site consists of the
construction of a 55,000 square foot building, approximately
95,000 square feet of asphaltic pavement installation,
concrete curb, gutter and sidewalk installation, and general
landscaping. Off -site improvements include the extension of
Hinsdale Drive and any necessary culverts, sidewalks, etc.
to meet minimum standards for street construction.
A City park has been proposed to be constructed in the
area just North and East of the school. In addition, the
area West of the school site has the potential for being
zoned as a residential area. Currently, the school district
owns much of this developable area.
EXISTING BASIN DESCRIPTION
In general, the site has a uniform west to east slope.
The average slope across the site is approximately two and
one-half (2.5) percent. Existing elevations range from 5070
to 5050 feet (See Exhibit A - Grading Plan and Erosion
Control Details).
Flows typically travel from the west to the east across
the site as sheet flow. It appears from existing contours
that flows would become concentrated east of the site at an
existing 18" CMP culvert which crosses at Crest Road. The
property owner to the east of Crest Road has historically
used tailwater irrigation water which comes through this
culvert as irrigation water for his property.
3
There is a distinctive high point west of the site
which defines the limits of the off -site drainage basin.
Basin boundaries are shown on Exhibit B.
North of the site is Mail Creek which flows from the
west to the east. This creek is a tributary to Fossil
Creek, the confluence being approximately 2 miles southeast
of the site. Runoff generated from the site ultimately
flows to Fossil Creek; therefore, the site is a part of the
Fossil Creek drainage basin. East of Crest Road, runoff
historically travels as sheet flow or shallow concentrated
flow to the east and ultimately becomes concentrated in a
natural swale just west of the existing Colorado Southern
Railroad. This natural swale is also the major collector
for the Clarendon Hills Subdivision. Runoff eventually
crosses under the railroad via an existing culvert
structure.
HYDROLOGIC ANALYSIS
The rational method as outlined .in the City of Fort
Collins "Storm Drainage Design Criteria and Construction
Standards" was utilized for preliminary estimates of on -site
and off -site flows for both the existing and proposed
conditions. The Colorado Urban Hydrograph Procedure (CUHP)
was then used to verify rational method results and to
calculate approximate sizes of proposed detention
facilities. Calculations are included in Appendix A.
I
4
I
1
C
1
u
1
k
For the existing off -site basin, a runoff coefficient
('C' value) of 0.25 was estimated. For the on -site basin, a
runoff coefficient of 0.25 was estimated for the existing
condition and a value of 0.65 was used for proposed
conditions. The 'C' values were determined from information
on the existing and proposed development of the site using
information contained in the Storm Drainage Design Criteria
Manual. The results of the rational method hydrologic
analysis are shown in Table 1.
TABLE 1
Q Proposed
Q Existing
Basin No.
2-vr
10-vr 100-yr
2-yr 10-yr 100-yr
ON1
4.7
8.4 17.0
--- --- ---
ON2
6.3
11.3 22.8
--- --- ---
ON3
1.0
1.7 3.4
0.3 0.6 1.2
ON4
0.1
0.3 0.5
--- --- ---
To Detention
Pond
10.0
17.9 36.2
2.6 4.7 9.7
OFF1
8.1
14.4 36.8
--- --- ---
It is estimated that the proposed development would
increase on -site peak flows by approximately 13.2 cfs for
the 10-year event and 26.5 cfs for the 100-year event. In
order to control these increases in runoff due to the
proposed development, on -site detention of storm runoff is
required to control releases from a 100-year frequency event
to the historical 2-year frequency runoff -rate.
The Colorado Urban Hydrograph Procedure (CUHP) as
outlined in the Urban Drainage and Flood Control District's
(UDFCD) "Drainage Criteria Manual" was used to determine on -
site hydrographs which could then be utilized in the design
5
' of detention facilities. The peak 100-year discharge was
' estimated to be 31 cfs using this method. This corresponds
reasonably well with the value of 36 cfs estimated using the
' rational method (the rational method being somewhat
conservative).
A 2-hour design storm adopted from Larimer County
'
Standards and infiltration rates adopted from the UDFCD
Manual were utilized in determining runoff using the CUHP
tmethod.
A mass diagram was developed based on the inflow and
'
outflow the
of proposed detention facility. A 3" diameter
'
orifice outlet was determined to be adequate for controlling
discharges. Discharges from this size pipe are lower than
'
the existing 2-year runoff event to compensate for increased
runoff generated on -site which bypasses the detention pond.
'
The required storage volume was estimated to be
'
approximately 48,000 cu. ft. The 100-year pool elevation in
the proposed detention facility is estimated to be 52.8 feet
'
using methods outlined in the City of Fort Collins design
manual. The final detention pond design is shown on the
'
grading plan.
' EXISTING DRAINAGE SYSTEM DESCRIPTION
' As stated previously, off -site flows appear to be
conveyed as sheet flow across the site. Several small
' irrigation ditches exist in the area and have the potential
of conveying storm runoff. However, for purposes of this
1
0
report, the ditches were assumed to be full and not able to
'
convey runoff. Irrigation water typically conveyed through
the irrigation ditches is between 2-3 cfs, according to the
'
ditch rider in the area.
An 18" corrugated metal pipe (CMP) exists at Crest Road
'
east of the site. The capacity of the existing 18" CMP is
'
estimated to be approximately 8 cfs. The culvert will
convey approximately the estimated 2-year runoff event.
'
Discharge from the existing 18" CMP is conveyed through the
property east of Crest Road via a series of small irrigation
'
laterals. Runoff by
not conveyed the ditches will travel as
'
sheet flow or shallow concentrated flow after overtopping
the ditches.
Excess flows that are not
able to enter the 18"
CMP
will pond in an area West of
Crest Road. Runoff is
not
'
expected to flow over Crest Road
except possibly during
very
extreme events. A natural swale
conveys flows from the
west
'
to the culvert at Crest Road.
1
r
1
1
PROPOSED DRAINAGE SYSTEM
The proposed on -site drainage system consists of curb
and gutter in parking lot areas, a minor drainage swale, and
an approximately 31,000 square foot detention pond. A 2'
wide curb opening and a 3' wide sidewalk chase in the
southern most curb near the entrance to the site has been
provided to allow flows generated in parking lot areas to be
conveyed to the detention pond. A drainage swale south of
I
t
1
1
t
L
t
the site will convey runoff to the pond from the proposed
parking lot areas. In general, the site has been graded
such that runoff generated on -site is conveyed to the
proposed detention pond. A small area at the northeast
corner and west are graded off -site and runoff will not be
conveyed to the detention basin. The increase in runoff
potential is not expected to be significant, however',
releases at the detention pond have ben designed to
compensate for the increased runoff which by-passes the
detention pond.
Flows generated off -site to the west typically travel
as sheet flow and will be intercepted by the proposed
Hinsdale Drive extension. A ditch on the west side of
Hinsdale Drive will convey runoff to the low point in the
area where flows will be collected and conveyed underneath
the road by a proposed 24" RCP. Curb inlets on both sides
of the street will collect runoff generated from Hinsdale
Drive. Hinsdale Drive is raised in this vicinity and does
not have a large drainage area contributing to flows in the
street. Off -site flows will be conveyed north of the site
by a drainage swale which daylights just north of the site
to the natural existing swale.
Existing irrigation ditches will be conveyed underneath
the proposed extension of Hinsdale Drive by several 18-24
inch reinforced concrete pipes. The existing irrigation
ditch at the southwest corner of the site has been relocated
to the North to allow for adequate cover on Hinsdale Drive.
' The crossing of the borrow ditch just south of the ?ail
' Creek proper near Harmony Road will be made by utilizing
several 14" X 23" concrete elliptical pipes to convey storm
' runoff under Hinsdale Drive. Historically, during the 100-
year frequency runoff event (415 cfs for developed
1 conditions taken from the Master Plan of the Mail Creek
Basin and 200 cfs for existing conditions estimated using
the Rational method), flood flows will overtop Harmony Road
' and travel north in the vicinity of the Hinsdale Drive
intersection.
' The capacity of the existing borrow ditch is restricted
' because of the adjacent high elevation just south of the
ditch. Elevations south of the ditch are higher than the
ttop of curb on the North side of Harmony Road and the
centerline. No curb currently exists on the south side of
' the road. Excess flows in the ditch will overtop Harmony
' Road and travel either east down the road or migrate to the
Mail Creek proper after overtopping the northern curb This
' can be seen by examining survey info in the area and Sheet 5
of 13 contained in the "McClellands and Mail Creek
tDrainageway Plan", dated December 1990 (see Appendix D).
' The culverts and new road profile of Hinsdale Drive
were designed to allow flows downstream of the Hinsdale road
' crossing to be essentially unchanged without causing large
increases in flooding depths upstream? The capacity of the
' ditch downstream of the proposed Hinsdale road crossing is
approximately 40 cfs. The capacity of the proposed culverts
t# Presently, larger storm flows cross Harmony Rd., just west of the proposed
Hinsdale Drive. With the installation of Hinsdale Drive, it is expected that
' the water surface elevation over Harmony Rd. will not be higher than for
present conditions (see App."D", page 4, elev. 56.21, at Sec. No. 500 cf the
McClellands-and Mail Creek Drainageway Plan). We believe this is'due to
' the addition flow area created by moving the existing drainage ditch to
the south.
9
under Hinsdale Drive is approximately 15 cfs. Excess flows
will overtop Hinsdale Drive and flow east over the road to
the ditch.
Also, a HEC-2 computer model was made to verify
increases from the proposed road extension. Results from
the model indicate that flood flows and depths in Harmony
Road will not be increased greatly due to the proposed
Hinsdale Drive crossing. Calculations are included in
Appendix D.
Please note that the existing ditch has been relocated
and lowered sightly to accommodate for a proposed right turn
lane off of Harmony Road and adequate cover over the
culverts.
In addition, CDS Engineering understands that the City
of Fort Collins is planning on widening Harmony Road to the
South in the future. The widening will require the almost
entire relocation of the Mail Creek borrow ditch. Measures
should be taken at this time to design the Hinsdale Drive
crossing and the ditch to adequately convey runoff events
without flooding Harmony Road. Until that time, the
proposed crossing of Hinsdale Drive has been designed as
adequately as possible to convey flood waters without
drastically changing flooding conditions upstream or
downstream. A variance from the standard storm drainage
criteria for this area based on the information provided
above is requested.
to
I
EROSION CONTROL SYSTEM
During construction, erosion protection shall be
provided to adequately contain sediment discharge from the
site due to a 10-year frequency runoff event. Erosion
control shall be provided in accordance with the City of
Fort Collins "Erosion Control Reference Manual". Gravel
filters will be provided at all outlets and as needed to
reduce sediment from entering off -site street areas and
storm sewers (See Exhibit C).
It is recommended that the proposed detention pond be
utilized as a temporary sediment collector during
construction. All runoff from the site may be diverted to
the pond by temporary or permanent drainage swales. A
gravel filter will be provided at the outlet of the pond
until construction ceases. Erosion calculations are
included in Appendix C.
Reseeding and/or sodding of areas shall be done in
accordance with City of Fort Collins standards and should be
done as soon as possible after grading. Grass seed should
be of native dry land species of the appropriate type for
the season planted and shall be mulched immediately after
seeding. Seeding and sodding of disturbed areas should be
done before the winter season commences. Temporary
vegetation and mulching shall be provided where disturbed
areas will be left exposed more than one (1) month. The
site lies within a moderate wind erodability zone. Wind
i
11
1 barriers shall be provided and spaced perpendicular to the
' direction of wind at 200 foot intervals.
All erosion control measures shall apply to the borrow
' area located north of the site.
CONCLUSIONS
Hydrologic and hydraulic analyses have been performed
in order to estimate peak runoff rates for both the existing
' and developed conditions for the site in question.
Detention facilities have been proposed such that runoff
' will not be increased significantly due to the development.
' On -site grading has been performed to adequately convey on -
site flows through the site without significantly altering
' historic flow paths.
Off -site flows will be conveyed by a drainage swale
north of the site. Erosion protection and sediment
deposition control structures will be provided during
' construction.
On -site flows will typically be confined by parking lot
and drive areas on the western half of the site. First
' floor elevations of the proposed school are set at least 18
inches above the nearest adjacent curb and gutter.
' Results of this report indicate that the development
will not significantly cause increased runoff rates or
flooding depths and will not cause significant flood hazards
' downstream or to structures on the site.
A.
B.
C.
D.
E.
APPENDICES
Hydrologic/Hydraulic Calculations
Detention Pond Design Calculations
Erosion Control Calculations
Hinsdale Drive/Mail Creek Calculations
Misc. Nomographs and Charts
I
I
APPENDIX A
1
t
1
1
F!, D'.OG1iC_
�1/j1:J
.' ,pn7nl
Me.�"I^00
�(v s ri,
c_ r\�' ,,on.s - En .ram
S�bbaS n
�o EaS+ Proper v I,ne..
A1660'
socil-soSQ = .o2y-'// Q=CfL!A
1660
i
TL ovEQ1 - , Z 8 n.tn Fit 3
T< <co.x) - 5 a 16h„n (.�w" Fib 3 �� U F(,0 O,;w,,,�c
T<(TO-rf4 - A4_M_,,
Qi = L0(.25)(1,0°>)(>°I 1� 5.�c�s
I'o = 1'11\1r Qio = I.Oi.25�(1 `� 1) (1e1.1)=-c1.:I J5. ? Pt,,L 'F4una- 3-1Swo = 3.3',n�hr O,00 = 1.25(.25)(3 3iiicl li=1�1.%c 5
Ey%,:A my Conti �'i-�Onrj - SLI,001 (orOiOeA
3 I Ace, ES = 0.2.S 1001
S-020 - SOSo
GUO
TOVER)= ZS.Sm,n' TcCe(>,3c.)='Mb.-Ly6o = S.Smin TL(TorAL) = Or- MIA
Viz= 1.3
1ID =2 2',Ir\ r 0/�, = 1.0 (,25)(2.3)(�,3�) : 5,`i C�s
-LOO =3.85inf iY &00 = = 11.3C�5
\_o- Gond'�k�ons - SG�noa� prppe_r�-✓
5-7
q. 3�
TC (couc)- 4' ! 0'
►.g�psx60
TC`CVNCJ — 560 -e &nt IMASLI�'� Ip
►;ps )e60 G
p
V5L c.= 0 6S AC_VCAoPe,�)
I L CGONc) -_ Q'a
2.6x60
1--4 . ,nl.�� . _ . QZ= I.0C65Y( -CA)(q.3-1); I1.6J,,
Ito = 3.4-in.1i'hr
!too = S.S',n�hr Q�oo=1.25 (,6�)(5.5)(q.3�) = 41.a1 C.�5
Tt CToiA%-)- 19.+,in
12
�1
1
I
1
40. A artA
IG X6D _42joa (,,Ls. �4', (prcl M>
O ,
3•0 --
Zp .: y.O 6,6 .80
t Me- (.mir%)
�unp�•� -horn af`C7. Wes'F � 1'1�•nSGT�e Qc'�ve_ -�tJ��Vide.Ve-�o�e� L�v+d"��-�onS - -
A $ Ac RES ~ Q ` Iybp ' ` G = 0.65
S= 50cA 5-D62 = ,��(%�'/� UA,Si� OFF 1
IyC)o
Tc. = 1.81 (1,�-n.65(1.0>>(1�ioo�'� = 25 M n (10-y,��
Tz = 1.6'n�hr QZ 5
Tto=2.83-anlhr. Qio=1.0�6Si12.�S�(�.�i=1��,�1c�5
Z ooQtoo = = 3�-&As
ZW RCP (2 2.�a10 51o�z 0 Ar,-2�S'�z
n
b=l.y$Cz �3,1y� �3.1y12�3 (.olDV2 = 3L1.6
,012 16.2`3 JJ
.01-7S'/
Q� I.y AR273 S'!z AAR7h, _ . = 3-7 , 3s = 6. 8
I.`i8�5 Iz I.wB! (.0nV/2-
6-1 Ab 2/!>
l6l(5)=.GS' oIIZ A=Q.36W-
=y b =.lq _
J -a = 4.4� Apo (1 �►ilr�����P� co.�d,l�w,s� y�=, 14 (6�=,7� FA
A
to
„�.ao 73, 5 FaoM -7-3 ,
• r�n3.1yS,� O� On-ai �aS 1�-�ip�o5e0 Loma; DnS Tc-= 13m.,
ON 1 A = 3.3Ac.,
1 oZ = ►.o (.700A)(3.3) = 4.-?t-f5
O0 (.7S)(3.4)
Otoo = 1.15
1 4ASl" ON2 . i4> 4:$.Ac, ... c =0•b5 . .
log di =1,0(.65)0 `1)(T.1) Js
Qlo LO(,6S)(3.4)4S1)=aI•:3��s
_= &too = I -is
O R51N ON 3 A - 1,';O, AlL.
1�.! QZ� LO .Sp)(I•q)(1.0�=1.30���s � (vROPob�� b-'D.'3���,- � _
1.0(60)(3.4)(Lbi=l,70.6Csb
0100= i,2e4s 4 =2.2/f6
3A5,o oN4 A=V6AC 0.25
(A2EA TO WEST OF stTE)
1 &too
Revlse czlct-,lkklctevs in iedle-� ruriA �Jki6\ i5 GonycVe.� -1O
1 delen.on Pont
1 E'<ttpT(N(- COF301 TIOWJ A- g.1 AL C
bit=1.0(0.25) 0.3)ka-I) = 2:6,S6
QIo= 1,0(0.IS) 2.3)(S.1)= 4.�cfs
1 Q,oa = 1.25 (0,1S)(3.35)($a-0 s 9.7 c5
1 P(ZOPD}FO GONOTOrJS /'C^S.IAL
02 = I.0(0.6S)(tA)03.0= IU.Oc�5
1 QIo = 1.0 (0.o)(3,4) i8.1� _ ►-1.9 cis
D%oo 36,2J-s
' Es-fi�w-rE of OF-71SOTIOU Pouo o,fjc a C36-2-2.X60= 36,2SS c:u.�4 o
' ktcou RE�Et� or- 0.4 cars 51T-V- = (36.2 - p.4) x 1$ 960 = 306,664 cu..�-1,
- is ( TAAL 3 - 2 � /lapeow� xa�2
uof-co
ar-
1 Mom, . .
ubE '-tAj0,)e NCAt..eAbT RPATE. OF , 3 `ufs.:
1 NOTE: QoNo tg cl s 2EI!zo To oVGR(jF-rFt J 3.%45 -3. c%_
:2 G1=5 :-NfAEioRE , OF—: AIU P&J.- F%.owS W / MInr Irw� 0,ELEA-46 F2pr\ PpN
1
U00
1
/60
depth= 2'
.050 ,
r 960
06U
Cl\e-A i8" Rce e-.2.2`)C,
A g" RC.P e 3.5°l0
ILA" RY C 2.2670
21" Rc.P 2.29c,
Q= 160Js
Q =2LJ5 QP1Ur r,e� i/J/h
AC.PA
Q= Li
N:nYr. AArj\ xxp-Q- 2y"2C P
Dc S G curb G- par E:,no lo-1- W,VAb\ = 3' �q+,A
Q = 1.486 �1.5� I.S 2�3 (.021'/z =13.�1 Jt> 10-Yeas
ot2 A-
-c,ccc55
w; li ovcf -op -,I�cwxkk
a� d,z•..\- AD
Swale
dur;r.�
e,xrv-rv\C cva^%s 3e .
gicv is tip.
10-ye eva.�
1
r
I
I
1
1
4
t �'ni.,J�-� irm1o�tTr.� ��JdS�on Svj��t SGL+'',p/1 - FAST S�nE pc S,-E
f t
S��tN1 = U•S°1�=2 A=.036 Qfo =11.3Js CC
Q100 - 22, p L7S
t_?�_ Q=I 4g� �R2136th
t �
la 1
036 - 1p.a _
WP=2 4tg�+ua2 =ZA
t
2�.447�2.05t
A= g.41
po(-A.rV Ot (cs5 On 6W7,1e SGt_i on - 50a"7-a+ OF b lTE
1.44
l •48 6 (. 02i'I z
2.CA 1 Z
1.486 (.02i'12
A=4.2
NSF' TF�Pc Ati% SWq�ES vSEO To %vEfZT RuNor-F Flan -rNt
S1 t c Tp/ THE pDNO OuRIaG .coNST(Lut:TtUfJ
Ac F'IFR CONSTRUC..Tsof-J. RUNpr=P til"L Gr -0i\j F-fiTE(Z it-> Tbf�
Pot3o bWALF A#J0 C,uktb w% FIJZTA LID.
1�
` G) cC A c = • q 5 A = , 53 ,a� Q = S8o' 5 = 1. 5%
2'S3psx�60 UOFc.O
1.66
Slo=s.%in hr 6,0' �•o(.�SiiS.6)�$3� 3Z'52
s
lie L,
goo , . __ t -
2A41
00o I �
1 4-1� F 3oC�' o,s'
i
=.2S',d 6`n R QXF = 3pX. s = 2,tL; -
z
5-2 � ;w w �.� ,Or. Q,00 = s,;, Q --� = I.25
L
h
L 4
YO 6-7
1
c_1�e.�k -�la,� E' I/2 ���•� �. =1.2 Q= 1.2(,4i = 4•���5
1 {
1 .
i
t
1
1
I
[J
APPENDIX B
C
11
r
I
11
[I
lJ
[]
c- 1_ L: ,�('f..Ot_la�t-
USE- 3 HOOR STORrt Co. atiJ4 "
P�tl_In SIDE OC i3Al SI VVViJ 6JR.ET R = 2.6 - 2.2 0 0.1 Js "
4"
TPy 3" o2tFfcE rQ =. 6 (.04ut 26-2.2ii3) - • 41 cis __
- .. _.. . - �, • aJ •" •ill -. - -. -
UbF_ a ORIFlC,E r7LPTF %,J �d P_VL PIPE` ,
PRF�t.,1ar�2�/ Stir. �y_ , `�OtLS ARE SANOJ J 5(t- tr
I.
�' . ElC - USc 1S PF�I �2F - E-RP.2•^r_ t_FNQ
♦ ♦ \� � � \�; ' III
♦ �� SC.S PP.RAd C�(`S
-I3 0.0 .,�. / iD,A _ q 6Ac_ _ .D1t15 5cj.mt.
�7
S4
,� L5
5`11I.C.
183 INC., -Lla ,bT, 5 = LS.JC�
I A,L. CN
CO2vE F XIS i -70 (50-,1 -Type. 6 FA 12 COUO(TIp1d)
PrLvo�scfJ LN = 7o(S.Q-A ti8.1 sE $6
�a I r.e_ E)<IST kc= ��fzZ(� n '�2_°�5� +1��'� _ .35-11 jiz=21�
Noo f 2-63)—
PRoPo5t�0 �c = 1.6"l (Q,r7c�io13 (2.yS1-1��0� _.261h.w
IcADO (2.6)"Z = = l6M
kL 1 him, IQ
irJciv?J e-gvTl +0 2,h rvt�ln,
I
1
1
I
,
25%n�A
Assun.� S(�lc, �Mp«v�ou�neas area.
F(OAIL
�p = Ct riL l�R l'Js`'�]° ae _ ° = ,Ot3 hn
+A-106.0 = .1.4-6°l0
•- 380 t -:
=.%3(03q'b) I Aae-ku,
Cp = P Ct q°.'►s = "l.2(,oaa) (,o12'li°.�s s , 32q _
9P ` 640C 64 .3Zq = S360c �sy. r%� le
p t, o3�t 3
Qp = l- A ='s36o (,o lz�) = 6 s . CSS
Tp= 6 0 - p +0,5+u, = 60(-0-6cl +0.5(,I I.=i 2,g6 Min
F, OWL F4 4-- 4-S =7
W 50
W-75 = :0 9 7 h w.
VJ5-o17,, AtiEPo of O(D . 35,E 6.4-= .gar
Mi
i
201
CUHP UN -Cs
/ AOTJ5'Y REC-EEoIrJ& C-li-%a FOC . Vot.-ly-tC7-
bu
RIEaO vo`U.-AE. o .I AL /12''A ' , 65 ,AL -Fr
►+yo(ZD&4WH VOLUMe _ .6543 AL-,r-T
=3 7o A
/ 1+EC-1 1\ydrow*rNpk t ( INII-joint.)
ram,-,-ons�
r -
to f r5`t 20
.'tr�ML CMinl
7
i
USE A -HOOFL OEE)k&Q 5TORen F-eOM L�}afMER Cu,tiTy n JTD/irt WPrrF1L
MaNgo-Ene►.�r %1RN�q�"
- LOSbES PrOOOTEO Fge, ' UOPLO tAA" o"-
NOTE' OWE- A TI+^E OF Z112 mww. 5F+a,x4 61vE REA�o +3LE
RESULTS Fv/i PEA - FtOcJ A" ►vu-L of
i
1
1
1
1
1
1
I
11
-84
V
m�-,Qr r
TABLE 2-3
INCREMENTAL INFILTRATION DEPTHS IN INCHES*
Time
SCS Hydrologic
Soil Group
Minutes`*
A
B
C & D
5
.384
.298
.201
10
.329
.195
.134
15
.284
.134
.096
20
.248
.099
.073
25
.218
.079
.060
30
.194
.067
.052
35
.175
.060
.048
40
.159
.056
.045
45
.146
.053
.044
50
.136
.052
.043
55
.127
.051
.042
60
.121
.051
.042
65
.115
.050
.042
70
.111
.050
.042
75
.107
.050
.042
80
.104
.050
.042
85
.102
.050
.042
90
.100
.050
.042
95
.098
.050
.042
100
.097
.050
.042
105
.096
.050
.042
110
.095
.050
.042
115
.095
.050
.042
120
.094
.050
.042
* Based on central value
of each
time increment in Hortons Equation.
**Time at end of the time
increment
`�l
'
Table 3.3.1-1
'
Area I - Fort Collins - Design
Totaltrecipitation
Storms
(in.)
'
2 hr
- 5 min Storms
Time
2 yr
5 yr
10 yr
25 yr
50 yr
100 yr
'
5
0.27
0.39
0.47
0.57
0.66
0.75
10
0.42
0.60
0.73
0.88
1.03
1.17 =.
15
0.53
0.77
0.92
1.12
1.30
1.48
'
20
0.61
or. 90
1.10
1.31
1.50
1.73
25
0.68
0.99
1.20
1.44
1.67
1.91
30
0.73
1.06
1.28
1.55
1.81
2.05
'
35
0.77
1.12
1.35
1.64
1.93
2.18
40
0.80
1.17
1.41
1.72
2.02
2.30
45
0.84
1.22
1.47
1.79
2.10
2.40
50
0.87
1.26
1.52
1.85
2.17
2.48
'
55
0.90
1.30
1.57
1.91
2.23
2.55
60
0.93
1.34
1.62
1.97
2.29
2.60
65
0.96
1.37
1.66
2.01
2.34
2.65
'
70
0.98
1.40
1.70
2.05
2.38
2.69
75
1.00
1.43
1.73
2.08
2.41
2.72
80
1.02
1.45
1.75
2.11
2.44
2.75
85
1.03
1.47
1.77
2.14
2.46
2.77
'
90
1.04
1.49
1.78
2.17
2.48
2.79
95
1.05
1.50
1.79
2.19
2.50
2.81
100
1.06
1.51
1.80
2.21
2.52
2.83
'
105
1.07
1.52
1.81
2.22
2.54
2.85
110
1.08
1.53
1.82
2.23
2.56
2.87
115
1.09
1.54
1.83
2.24
2.56
2.88
'
120
1.10
1.55
1.84
2.25
2.57
2.89
3 hr -
10 min Storms
t10
0.42
0.60
0.73
0.88
1.03
1.17
20
0.61
0.90
1.10
1.31
1.50
1.73
'
30
40
0.73
0.80
1.06
1.17
1.28
1.41
1.55
1.72
1.81
2.02
2.05
2.30
50
0.87
1.26
1.52
1.85
2.17
2.48
60
0.93
1.34
1.62
1.97
2.29
2.60
'
70
0.98
1.40
1.70
2.05
2.38
2.69
80
1.02
1.45
1.75
2.11
2.45
2.75
90
1.05
1.49
1.79
2.17
2.50
2.79
100
1.07
1.52
1.82
2.21
2.54
2.83
'
110
1.09
1.55
1.85
2.25
2.57
2.87
120
1.11
1.58
1.88
2.29
2.60
2.91
130
140
1.13
1.15
1.61
1.63
1.91
1.93
2.33
2.36
2.63
2.66
2.95
2.99
150
1.17
1.65
1.95
2.39
2.69
3.02
160
1.19
1.67
1.97
2.42
2.72
3.05
' 170 1.21 1.69 1.99 2.44 2.75 3.08
180 1.23 1.71 2.01 2.46 2.77 3.11
1
LCS-WM Manual 3.3---4
April 1979
' 5mu-tt- : L-a� Co,�,� .,5+sw. W 'j, M�,
J
Table 3.3.1-2
Area I - Fort Collins
6-hr. and 24-hr. Precipitation
Data
Return
6-hr.
24-hr.
frequency
(in.)
(in.)
2-yr.
1.43
2.04
5-yr.
1.96
2.70
10-yr.
2.28
3.12
25-yr.
2.79
3.80
50-yr.
3.10
4.25
100=yr.
3.46
4.78
LCS-WM Manual 3.3---5
April 1979
DRAINAGE CRITERIA MANUAL
f
2
W
r
/W r
1.J
_j Q �.
LL
Z i s
Q 2
c
w a �
� T v
ai � g
z-
LL o
w F Ir
J LL _ 0
m 01 EA
z
0 0 0
Q U W
Z w 0
IN
CC
w ••
w Z
0 0
Q
0
-j
�l
RUNOFF
t -
��-
= O
S
T
0
0\
v f
a
n
r.i
cj
rI
(-,jO
O
O
O
O O
O
O
O O
g
O
p
O
OI O
W
6
t C
1
I
1
i
IO
W o
I
J
I
I
o CIO
Q
I
JQI]
ti
o
IW
21
LL
I�
. o
a
1
I
s-
1
�CI
CIO
D
0
C
0 �
C
E
E
'I -a
N
J
O
-"r+
-
0
0
0
0
0
0
Ct
O
- c
"i Q
E- ci'.
-
1
-
.p
Y�
Cn
i.T
cr
6`
f-
fi r'
v'
so
� it
\P
fn
(J
tJ
d fp
f
z-4
-
"
O
O
O
O O
O
O
O
O
O
U
0
=s
INI�
r
If
,n
.n
4
vi
v
p
p
1.0IGI�I�I::I�
S -1 -84
URBAN DRAINAGE E FLOOD CONTROL DISTRICT
DRAINAGE CRITERIA MANUAL
J/
RUNOFF
Q`Ib
W
(7
� Z
LL
Z - = I
C
w a
> I s
co
LL
LL 0
W }- ¢
J U. - 0
m 0 NI rjl
Q
0 0 0
Q U W
U ❑
w .,
w Z
0 0
Q
U
0
J
5 -1 -84
URBAN DRAINAGE E FLOOD CONTROL DISTRICT
.�o
(s
5-Doo
4`S,0O0 jq(41 5. W ' 5(.Vw1 - 1)C'Ac'J;oN pond oe%-,gn
eA;L55 0,Ap� o�.mjf (-Uj4P �/'J'Opkpk
4-o 1 000
3-5,000
d3
�.'c -7p6c)c4S+*
Yot-UmF
LIZ 111-S (A', A TAi Az7---
ISDOO 1 L
-- ------- --
77—T)
AV
-.9
Mf
r.r�StO�- M
l"i Ei
%;
4k44�
21- -Z6
1 +11
_771.7 -------
2.0
60 '66 - ------- - 40- 44,
c
000
.0-4-
Qa
oa --� t
_ C'Cn ior\ jDOn CSlQ/\ uSrnCJ1 _%V\4_ ,fir. one. MGTwt, 0, ,•Jn
T;me
F;� 3-1
F, 3-
Luc;Me.r Co.
r'; 16
F;*3-1
L�r;N�r to.
Oco:Rn `
ietS_-
erAfA+►.'
Qes; n 64%
Jr
56.��hr
41"
4l"
Cis VIA )V\r
If%
,Szt_
,42
_3�,Jnr
2c�. ..
_ 3,2,���_.
-; .2�".
,l8" �
s;l,��h
=,
•,43"
,ZS'`
3D
2.6'.r,r'M
Jhr
60
1.6 nll`r
a0`'.
34"
2.6'.Jhr
1.30"
ss"
qO
1.2',,\Jhr
60'`
116"
I.00"(4r
q0'`
110
,064
I.4inJhr
70"
10"
TOTAL
3:�2it
1,84"
5.q"
2.91``
NDAA .Pv+1,on> 7
IDD Yti� 6-wt �,upklrt = 3.4V - I oic.. 2-60or Ib-Y n u�� ,�1,•;al
►00-yA J24--1„_ b f'M = 4.-78 aMC-it.Od CAA Tl\kA.6=ti4e�n 1o0-yea,.
Q=LTA A=8.1 AC. C.= ,65 C _CA>►.2s .bs g.l = 6,SS
I . VoIJMG (-ue,. Volume-
S 17,g63 1��gb3
10 _ 14-,015 31,401-1$ r_u
IS 11,64--7 ¢3,625
30 24,Q�2 6�, �Cvl per,
60 30j-7ct4 q�i, 2q 1
q0 2\�31c1 120, 6_►0 -
120 16 �582 13�� 191 �
APPENDIX C
I
[1'
1
C
r
1
' w
e
RAINFALL PERFORMANCE STANCARO EVALUATION
i---------------------------------------------------------------------
PROJECT: 1 2 `� `n1. vf,�.00 I STANDARD FORM A
ICOMPLETED BY: .�!:n „ r. �nr �inn DATE: 1{
I ----------------------
- ---------------- p------------------ =_ --
IOEVELOPEDIERODIBILITYI Asb I Lsb I Ssb I Lb I Sb I PS
ISUBBASIN I ZONE I (ac) i (ft) I (o) I(feet) I
I--------- ----------- ------- ------- I-------i------- I-------1-------
1ci,t0 1 16-75 i 8"�.0
<,
[I
-- -----------------------------
---------------------------
oI/SF-A:i9a9
�c t TAL 5. I
I
' ----EFFECTIVENESS CALCULATIONS
------------- ----------
I : o�I STANDARD FORM B
PROJECT 1�1c1Z Sw lemv4zf- 5ch
COMPLETED BY: 5 ,6Zo4cfs GATE: 6 2l e1 I �
Erosion Control
C-Factor
P-Factor
� Method
Value
Value
Comment �
C�a��.v� 9�as5
U pS
----_----
I.00
oFF-bro PAEA6
'
I 5C1.1n NlC{ Pun�l
).00
0.5-0
OcicL;T-00,! A2FI
I C7t�VC., *•'�'2J rJ
I-00
'b'13D
OvTLFTj
Rooa%\a t} bv-r—
1.00
D . Rio
I
t
!
I Govu1 crops
0.4-5
I. OD
oN 2.CYL or 5(TF ._ I
1
1
1
1
1
1
MAJOR
BASIN
A
SU
BASBIN
AREA
(Ac)
10
-------------- ---------------
-----i---------
CALCULATIONS
---------------------- ----------------------�
A,55vn�— �p;1vc-1 > � plus scuff -n rnt b �s,1
end roJt�tlene,,a 50"1 ;,
icl,lo
X ( q q �¢i+ I(q.2Gi�
F-PT: t`I- ,3gx,50x 10bno = 519-
A3d 4tmp . venae-;t-A,or\ lC,ove/ cops on
non- ConSl��c�'on 2Jc.x5
F_F1oo=81SO)o
----------------------------------------------------------------------,
DI/SF-8:1989
C0.1S 1'1-C"'_OV SEQUENCE
STANDARD FrRt1 C
SEQUENCE. FOR 19 q I ONLY COMPLETED BY: Cj. 2o�e c DATE: 6 1 I L G I
Indicate by use of a bar line or symbols when erosion control measures will be installed.
Maior modifications to an approved schedule may require submitting a new schedule for
approval by the City Engineer.
YEAR iqa I iaa2
-------------MONTH- I3UME I TUL I AU& ISEP 1 I OLT I No,/ I OEL I TAN I 1:F-0 I Matt I Are I MAY I
OVERLOT GRADING
WIND EROSION CONTROL
Soil Roughing
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
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/hats/Blankets
Other
i- -
----------------------------------------------------------------------------------------
STRUCTURES: INSTALLED BY
VEGETATION/,MULCHING CONTRACTOR
DATE SUBMITTED
HDI/SF-C:1989
MAINTAINED BY
APPROVED BY CITY OF FORT COLLINS ON
APPENDIX D
I
u
1
j
A,n, • 5•5 o
s IoPe Of. r+? r moAY = Z /o
ma2H* tiJ, PAy^.tT
coati 5s.o,
L-ao Po�ry
S4 t5'
7O'
of
�
a=
i
W
PRU ILE
Or C2EtK,
5,
5�
INbj f50��'y>� S0�
jNv � �INSoa�E = 5�.64�
.211E OEEJ' l'r3.W. ID, TJPw010TH' .
CAPFUT,1 O OITCN Q° L6S)�Zi3(i0)15)'IZ C�2 L7S
/ ,09
f'
J N t
Mn
ro
ce
6.
00 � CA nlF
N
J
\I
ffd
E
t
»7
000
.1
A
i
rr
it
O
T L
r
rID
J
rr
y
Cn
1
P.
CA
O �
✓
�
t
a.
tr
.
Ilk
L
'
V
L
S
NJ
I1
II
I1
Q I[
J
x
1
J
StA
w +
N
N
tr
oo +
O
S
w
+
� �Q•n�
t - p)
N � r
1
CWP�fJ
= N
(�l
1
' F M (-2E c K Q I -rr
ESTi�-�A'(-� IOO-yF� O_VE�. R���� TO I TAIL
-60 1.1-cc 'h-
r
wr
4•t
coo
T
a
Ta4,���
1.0 (6.4) (1.1)(190)
I100 = 2.2'���hr Qtoc� =�) = 20q c�5
Z
=
1
iiEc-
SEL. No. E-xIS 1. OtvELOPED
IDD
300 Q= 200 d= S4-•-74- 0=202 d = 54.-75
'
3z5 55.13
'
„ -
377S 0=20L d.=5-6>.0'7
r
5-DO Om 210 d = 5-6.41 0 = 210 d = 5-6 . Z 1 _
-
'
6qU 0=210 58.62 Q=210 c%= 58.62 -
i f
bic
'
7
0= 8x3=Z4-J.: EP Ma�.m,.,�:a Eq. �F- B.) AG PA OQD�,
?
(� = Sx 3 = 15 Lfs (��I ZnM of (F,i a . 42, /' cP A Qen�., .��•ua a�
heck �Q.aw gvCn N � JzJ-c- A � .ae-V _ 4. 5 :
Q=C�H3�z:; 21p-2p= 3,0(30) H312- H3h
' .
Elev = 54.5 ► 1.65 = 56.15 56.0'1 . G D5 Hae--2'.
. r. (_�D'ec
U^.G Cf
"I"
El_
61oPe— IVA.02 = ,36
EL_
36 = 5 4. 14
off- babe.% asp kxl4 ' 1.42
i
TOP
Or PipG cm1p)
M(N
SL_oP_ _ ,fV070
=%S'
INV
53.52 5IA
4+D(TT7 .an,
INY
,LL S
O(T�.H = 52.65 S'A
't0V
EX 6l I.Od�lo
J
GL
' l o ITC N SI. 6 1 6i A
64oD
EX &L .
= 55.15- STA
7+00
LowF-R v/S QI-rc H -o c rior,3
To 51.40'
L-ouick PIS DITCH SEC,Ttot.
To S1.00
1.R;rrrrr rf;f f;r;rf;wxx;wxfwwwwwwwwwwffwlffrt rf rlf f
WATER
»'FILES
'
'
1976
_SURF-CE
UPDATED .,...
!C24
•
IBM-PC-XT
:ERSiON AUGUST 1985
RUN DATE
•fwfffffYrxffxxffflffR1x11111ff
08-02.91 TIME 09:22:49
wtt•twf tfffwfffffflf
x
x
XXXXXXX
xxxxx
x
x
x
x x
'
x
x
x
x
xxxxxxx
xxxx
x
x
x
x
x
'
x
x
x
x x
x
x
xxxxxxx
xxxxx
1
02-91
09:22:49
RY••;;RY•fY•Rk#ff#t #f k###############f####ff######
�EC2 RELEASE DATED NOV 76 UPDATED MAY 1984
RROR CORR - 01,02,03,04,05,06
MODIFICATION - 50,51,52,53,54,55,56
�BM-PC-XT VERSION AUGUST 1985
1
SPLIT FLOW BEING PERFORMED
1
SFSPLIT FLOW OPTION FOR WEIR FLOW OVER HARMONY
J000-YEAR FREOUENCY
JP O 0 25 0 0
T'LOW ACROSS HARMONY ROAD BTWN. 100.300
WS 2 100 300 .1 3
1 0 52.29 200 54.51
TWFLOW ACROSS HARMONY ROAD BTWN. 300.500
W1 2 300 500 -1 3
W 0 54.51 200 56.79
TWFLOW ACROSS HARMONY ROAD BTWN. 500-690
W 2 500 690 -1 3
W 0 56.79 190 59.22
02-91 09:22:49
1
EXISTING CONDITIONS
MAIL CREEK DRAINAGE
0
fft#f ffffffwf ffffffflff#f #l11R;ra;f••wr
' U.S. ARMY CORPS OF ENGINEERS
• THE HYDROLOGIC ENGINEERING CENTER
• 609 SECOND STREET, SUITE D
' DAVIS, CALIFORNIA 95616
' (916) 440.2105 (FTS) 448.2105
f lfflffflff!#!lf lff if ff if lffff rlrwf rwr♦
THIS RUN EXECUTED 08.02.91
PAGE 1
PAGE 2
:!A'' CREEK -EXISTING CONDITIONS
100-YEAR FLOWS
a S E"O;.:EEniNG CORPORATION
04/17/91
PROJ.
X 6986.2DR
SURVEY ;LIFO BY CDS
ENGR. CORP.
SPLIT
FLOW OPTION
.,
' ICHECK ING N1NV
IDIR
STRT
METRIC
HVINS
0
WSEL F0
0. 0.
0.
0. .010000
.00
.0
210.
52.290 .000
' NPROF IPLOT PRFVS
XSECV
XSECH
FN
ALLDC
IBW
CHNIM (TRACE
-1.000 .000 -1.000
.000
.000 .000
.000
.000
.000 .000
NC .017 .040
.040
.100
.300
.000
.000
.000
.000
.000
100.000 5.000
.000
20.000
.000
.000
.000
.000
.000
.000
'
52.290 .000
51.930
4.000
50.460
10.000
53.900
20.000
54.000
64.000
300.000 5.000
.000
20.000
200.000
200.000
200.000
.000
.000
.000
54.510 .000
53.990
4.000
51.460
13.000
54.040
20.000
56.000
100.000
xi 500.000 6.000
.000
17.000
200.000
200.000
200.000
.000
.000
.000
' 56.790 .000
56.320
3.000
53.390
11.000
54.680
17.000
56.000
50.000
58.000 130.000
.000
.000
.000
.000
.000
.000
.000
.000
690.000 6.000
.000
28.000
190.000
190.000
190.000
.000
.000
.000
59.220 .000
58.750
4.000
56.810
9.000
58.450
28.000
58.000
125.000
60.000 175.000
.000
.000
.000
.000
.000
.000
.000
.000
EJ .000 .000
.000
.000
.000
.000
.000
.000
.000
.000
11.02.91
09:22:49
PAGE 3
' SECNO DEPTH CWSEL
CRIWS
WSELK
EG HV
HL
OLOSS BANK ELEV
0 GLOB OCH
OR08
ALOE
ACH AROB
VOL
TWA LEFT/RIGHT
TIME VLOB VCH
' SLOPE XLOBL XLCH
VROB
XLOSR
XNL
(TRIAL
XNCH XNR
IOC ICONT
WTN
CORAR
ELMIN
TOPWIO
SSTA
ENDST
1OF 1
CCHV= .100 CEHV= .300
CNO 100.000
0 CROSS SECTION 100.00
EXTENDED
.46
FEET
100.00 2.29 52.75
.00
52.29
52.99 .24
.00
.00
52.29
77. 0. 77.
0.
0.
20. 0.
0.
0.
53.90
.00 .00 3.95
.00
.017
.040 .040
.000
50.46
.00
.009903 0. 0.
0.
0
0 5
.00
16.66
16.66
J
*[NO 300.000
3280 CROSS SECTION 300.00
EXTENDED
.23 FEET
�00.00 3.28 54.74
.00
.00
55.14 .40
2.10
.05
54.51
200. 0. 181.
19.
0.
34. 10.
0.
0.
54.04
.01 .00 5.30
1.91
.017
.040 .040
.000
51.46
.00
�10751 200. 200.
1
200.
4
0 0
.00
48.61
48.61
'SECNO 500.000
3.03 56.42
.00
.00
56.59 .17
1.43
.02
56.79
�00.00
210. 0. 105.
105.
0.
27. 40.
0.
0.
54.68
.03 .00 3.89
2.65
.017
.040 .040
.000
53.39
2.30
�05164 200. 200.
200.
2
0 0
.00
64.86
67.17
_c:C 590.000
tJ
£•5 M:NT:!UI4 SPEC!FIC
ENERGY
3720 C..3IT[CAL CEPTN ASSUMED
'690.00 1.81
210. 0.
58.62
105.
58.62
105.
.00
0.
58.82 .21
23. 43.
1.60
1.
.01
1.
59.22
58.45
.04 .00
4.56
2.47
.017
.040 .040
.000
56.81
4.35
.016061 190.
190.
190.
3
15 0
.00
136.04
140.39
08.02.91 09:22:49
�WFLOW ACROSS HARMONY
ROAD BTWN. 100-300
ASO OCOMP
ERRAC
TASO
TCO
TABER NITER
DSWS
USWS DSSNO USSNO
122.68 123.55
.71
122.68
123.55
.71
11
52.750
54.741 100.000 300.000
TWFLOW ACROSS HARMONY ROAD BTWN. 300-500
' ASO OCOMP ERRAC TASO TCO TABER NITER DSWS USWS DSSNO USSNO
10.27 10.19 .79 132.95 133.74 .59 11 54.741 56.420 300.000 500.000
tFLOW ACROSS HARMONY ROAD BTWN. 500-690
' ASO OCOMP ERRAC TASO TCO TABER NITER DSWS USWS DSSNO USSNO
.00 .00 .00 132.95 133.74 .59 11 56.420 58.616 500.000 690.000
1
02.91 09:22:49
THIS RUN EXECUTED 08-02-91
#r.r#rrr#rr###r###w############w#wwtwwttttttttw#tw
EC2 RELEASE DATED NOV 76 UPDATED MAY 1984
RROR CORR - 01,02,03,04,05,06
MODIFICATION - 50,51,52,53,54,55,56
BM-PC-XT VERSION AUGUST 1985
wawwaaawwwwrww♦wwt wrrrrrrr#rtw wwww##########ww
r�E- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN
SUMMARY OF
ERRORS LIST
S,VEY INFO BY COS ENGR. '
SUMMARY PRINTOUT TABLE 150
SECNO XLCH ELTRD ELLC ELMIN
0
CWSEL
CRIWS
EG
100.000 .00 .00 .00 50.46
77.05
52.75
.00
52.99
300.010 200,00 .00 .00 51,46
199.73
54.74
00
55,14
'
500.000 200.00 .00 .00 53.39
210.00
56.42
.00
56.59
1
PAGE 4
PAGE 5
10K*S
VCH
AREA
.01K
99.03
3.95
19.52
7.74
107.51
5.30
44.07
19.26
51.64
3.89
66.62
29.22
18.02.91 09:22:0
'RVEY INFO BY CDS ENGR.
MMARY PRINTOUT TABLE 150
SECNO 0 CWSEL DIFWSP DIFWSX
DIFKWS
' 100.000 77.05 52.75
.00 .00
.46
' 300.000 199.73 54.74
.00 1.99
.00
500.000 210.00 56.42
.00 1.68
.00
' 690.000 210.00 58.62
.00 2.20
.00
1 02.91 09:22:49
IMMARY
OF ERRORS AND SPECIAL NOTES
ITION SECNO= 690.000 PROFILE= 1
CRITICAL DEPTH
ASSUMED
CAUTION SECNO= 690.000 PROFILE= 1
MINIMUM SPECIFIC ENERGY
1 1-02-91
09:22:59
i******:*.*;;**
tf•1###ti##*#4##*EC2
REEASE DAD NOV 76 UPDATED MAY
1984
ERROR CORR - 01,02,03,04,05,06
CODIFICATION - 50,51,52,53,54,55,56
BM-PC-XT VERSION AUGUST 1985
}lttf#f*f#11t1tt11#rltr}}rt}t##}#rrti##*#tfi*##**}
TOPWID XLCH
16.66 .00
48.61 200.00
64.86 200.00
136.04 190.00
THIS RUN EXECUTED 08-02.91
PAGE 6
PAGE 7
PAGE 1
••••.••..........•#f♦#YYR#1#YffYlYY!llflf if Yfflf!
f,• .T=.. SURF;.CC PROF 1_ES `
:ERS:C:: OF ::C'JEMSER 1976 '
• UPDATED MAY 1984 '
IBM-PC-XT VERSION AUGUST 1985
RUN DATE 08.02-91 TIME 09:29:08
♦f Yf111f Yf 1f Yf1f YY 1ff 1•f lffYffffffff1ff11f1f 1ff111ff11
x X
xXXXXXX
xXXXx
'
x x
x
x x
x x
x
x
'
xxxxxxx
x x
xxxx
x
x
x
x x
x
x x
x x
xxxxxxx
xxxxx
1
-02.91 09:29:08
+++lfaflflf+wwffrf+f+++++++#lrlrtlflffflflrfwff
EC2 RELEASE DATED NOV 76 UPDATED MAY 1984
ERROR CORR - 01,02,03,04,05,06
CODIFICATION - 50,51,52,53,54,55,56
BM-PC-XT VERSION AUGUST 1985
f lrlffrlrf.f+w}tf++f if r+++!!!lf++lrrffwfi11f1rlf!#
1
IIT FLOW BEING PERFORMED
IPLIT FLOW OPTION FOR WEIR FLOW OVER HARMONY
JC100-YEAR FREQUENCY
1 0 0 25 0 0
TWFLOW ACROSS HARMONY ROAD BTWN. 100-300
2 100 300 .1 3
0 52.29 200 54.51
TLOW ACROSS HARMONY ROAD BTWN. 300-500
2 300 500 -1 3
W 0 54.51 200 56.79
T LOW ACROSS HARMONY ROAD BTWN. 500.690
W 2 500 690 .1 3
WC 0 56.79 190 59.22
1.02.91 09:29:08
PROPOSED CONDITIONS
MAIL CREEK DRAINAGE
1ki}f Yf iYif i#\\f}f}}}r}Y\tf tff •\1f••f .Y
" U.S. ARMY CORPS OF ENGINEERS
• THE HYDROLOGIC ENGINEERING CENTER
• 609 SECOND STREET, SUITE D
* DAVIS, CALIFORNIA 95616
• (916) 440.2105 (FTS) 448-2105
11•ffff•1f 111111111.11111f 11111111111f♦
THIS RUN EXECUTED 08-02.91
PAGE
PAGE
TI MA!L CREEK
-PROPOSED CONDITIONS
GS E:iG:::EERING
CORPORATION
04/17/91
SliR'iE iNF0
5'r CDS
ENGR. CORP.
Ji ICHECK 140
NINV IDIR STRT
' 0. 0.
0.
0. .010000
NPROF IPLOT
PRFVS
XSECV
XSECH
-1.000 .000 -1.000
.000 .000
.017
.040
.040
.100
x1 100.000
5.000
.000
20.000
t52.290
.000
51.930
4.000 5
x1 300.000
5.000
.000
20.000 20
54.510
.000
53.990
4.000 5
325.000
.000
.000
.000 2
X3 10.000
.000
.000
.000
1.050
1.600
3.000
30.000
xi 375.000
.000
.000
.000 5
000
.000
1.000
52.810 5
'
10.000
.000
.000
.000
500.000
6.000
.000
17.000 12
100-YEAR FLOWS
PROD. 9 6986.2DR
SPLIT FLOW OPTION
5
3
0
6
METRIC HVINS 0 WSEL FO
.00 .0 210. 52.290 .000
FN ALLOC IBW CHNIM ITRACE
.000 .000 .000 .000 .000
.300 .000 .000 .000 .000 .000
.000 .000 .000 .000 .000 .000
0.460 10.000 53.900 20.000 54.000 64.000
0.000 200.000 200.000 .000 .000 .000
1.460 13.000 54.040 20.000 56.000 100.000
5.000 25.000 25.000 .000 .060 .000
.000 .000 .000 .000 .000 .000
6.750 1.000 5.400 .000 51.640 .000
0.000 50.000 50.000 .000 .140 .000
4.590 .000 .000 .000 .000 .000
.000 .000 .000 .000 .000 .000
.000 125.000 125.000 .000 .000 .000
.390 11.000 54.680 17.000 56.000 50.000
.000 .000 .000 .000 .000 .000
.000 190.000 190.000 .000 .000 .000
.810 9.000 58.450 28.000 58.000 125.000
.000 .000 .000 .000 .000 .000
.000 .000 .000 .000 .000 .000
HV HL OLOSS BANK ELEV
AROB VOL TWA LEFT/RIGHT
XNR WTN ELMIN SSTA
ICONT CORAR TOPWID ENDST
.24 .00 .00 52.29
0. 0. 0. 53.90
040 .000 50.46 .00
5 .00 16.66 16.66
.40 2.11 .05 54.51
10. 0. 0. 54.04
PAGE 3
HV HL OLOSS BANK ELEV
AROB VOL TWA LEFT/RIGHT
XNR WTN ELMIN SSTA
ICONT CORAR TOPWID ENDST
.24 .00 .00 52.29
0. 0. 0. 53.90
040 .000 50.46 .00
5 .00 16.66 16.66
.40 2.11 .05 54.51
10. 0. 0. 54.04
PAGE 3
.24 .00 .00 52.29
0. 0. 0. 53.90
040 .000 50.46 .00
5 .00 16.66 16.66
.40 2.11 .05 54.51
10. 0. 0. 54.04
PAGE 3
.40 2.11 .05 54.51
10. 0. 0. 54.04
PAGE 3
.01 .00 5.33 1.93 .017 .04C
.010816 200. 200. 200. 4 C
OCNO 325.000
3250 CROSS SECTION 325.00 EXTENDED .55 FEET
325.00 3.61 55.13 .00 .00 55.35
202. 0. 165. 37. 0. 40.
01 .00 4.08 1.71 .017 .040
.005163 25. 25. 25. 3 0
0
'ECIAL BRIDGE
SB XK XKOR COFO RDLEN B11C
' 1.05 1.60 3.00 30.00 6.75
`SECNO 375.000
10 CROSS SECTION 375.00 EXTENDED 1.36 FEET
SSURE AND WEIR FLOW
1L-02.91 09:29:08
' SECNO DEPTH CWSEL CRIWS WSELK EG
0 OLOB OCH OROB ALOB ACH
TIME VLOB VCH VROB XNL XNCH
' SLOPE XLOBL XLCH XLOBR ITRIAL IDC
040 .000 51.46 .00
0 .00 48.87 48.87
.22
.18
.02
54.57
21.
0.
0.
54.10
.040
.000
51.52
.00
0
.00
61.78
61.78
BWP BAREA SS ELCHU
1.00 5.40 .00 51.64
HV
HL
OLOSS
BANK ELEV
AROB
VOL
TWA
LEFT/RIGHT
XNR
WTN
ELMIN
SSTA
ICONT
CORAR
TOPWID
ENDST
PRS EGLWC H3 OWEIR CPR BAREA TRAPEZOID
AREA
89.87 55.39 .04 169. 34. 5. 7.
4.41
56.07
.00
.00
56.13
'375.00
202.
0.
125.
77.
0.
57.
.02
.00
2.21
1.12
.000
.040
.001018
50.
50.
50.
2
0
J
CNO 500.000
500.00
2.82
56.21
.00
.00
56.48
210,
0,
117.
93,
0.
24.
.03
.00
4.90
3.11
.017
.040
.008763
125.
125.
125.
3
0
J
` CNO 690.000
5 MINIMUM
SPECIFIC
ENERGY
3720 CRITICAL
DEPTH ASSUMED
1.81
58.62
58.62
.00
58.82
�90.00
210.
0.
105.
105.
0.
23.
.04
.00
4.56
2.48
.017
.040
190.
190.
190.
4
21
�016079
l
'
03-02.91
09:29:08
ELLC ELTRD
52.81 54.59
.05
.78
.00
54.71
68.
0.
0.
54.24
.040
.000
51.66
.00
6
.00
94.77
94.77
.27
.29
.07
56.79
30.
1.
0.
54.68
.040
.000
53.39
3.29
0
.00
55.32
58.61
.21
2.20
.01
59.22
43.
1.
1.
58.45
.040
.000
56.81
4.35
0
.00
136.04
140.39
ELCHD
.00
PAGE 4
PAGE 5
TWFLCW ACROSS HARMONY ROAD BTNN. 100-300
' ASD Ci w;P E..RAC TASO TCO TABER NITER DS4S USUS DSSNO USSNO
12t.ct ;25.08 .13 124.91 125.08 .13 12 52.750 54.747 100.000 300.000
'UFL04 ACROSS HARMONY ROAD BTLIN. 300-500
' ASO OCOMP ERRAC TASO TCO TABER NITER OSNS USUS DSSNO USSNO
8.07 8.00 .87 132.99 133.08 .07 12 54.747 56.207 300.000 500.000
�FLOW ACROSS HARMONY ROAD BTHN. 500-690
ASO OCOMP ERRAC TASO TCO TABER NITER DSYS USWS DSSNO USSNO
' 00 .00 .00 132.99 133.08 .07 12 56.207 58.615 500.000 690.000
1
02.91 09:29:08 PAGE 6
THIS RUN EXECUTED 08.02-91
r rrrrrrwrr raawrswrrw wrrrrwwrwwwrwrwwrrr•rawwrwwwwr
EC2 RELEASE DATED NOV 76 UPDATED MAY 1984
RROR CORR - 01,02,03,04,05,06
ODIFICATION - 50,51,52,53,54,55,56
IBM-PC-XT VERSION AUGUST 1985
�xrrrxaxxaxrw arxrrrrtwtrtrrrrrrrrwrwrrttrtwrxxwt
�E- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST
VEY INFO BY COS ENGR.
MARY PRINTOUT TABLE 150
' SECNO XLCH ELTRO ELLC ELMIN 0 CNSEL CRIWS EG 1OK*S VCH AREA .01K
' 100.000 .00 .00 .00 50.46 77.01 52.75 .00 52.99 99.03 3.95 19.51 7.74
300.000 200.00 .00 .00 51.46 201.93 54.75 .00 55.15 108.16 5.33 44.38 19.42
' 325.000 25.00 .00 .00 51.52 201.93 55.13 .00 55.35 51.63 4.08 61.88 28.10
375.000 50.00 54.59 52.81 51.66 201.93 56.07 .00 56.13 10.18 2.21 125.14 63.29
500.000 125.00 .00 .00 53.39 210.00 56.21 .00 56.48 87.63 4.90 53.79 22.43
*' 690.000 190.00 .00 .00 56.81 210.00 58.62 58.62 58.82 160.79 4.56 65.53 16.56
08-02-91 09:29:08 PAGE 7
SURVEY INFO BY CDS ENGR.
SIARY PRINTOUT TABLE 150
0 C'WSEL DIFVSP DIF4SX
DIFK'JS
100.000
77.01 52.75
.00
.00
.41
' 300.000
201.93 54.75
.00
2.00
.0(
325.000
201.93 55.13
.00
.38
O(
375.000
201.93 56.07
.00
.94
O(
' 500.000
210.00 56.21
.00
.13
OC
* 690.000
210.00 58.62
.00
2.41
OC
1
8.02.91
09:29:08
�MMARY OF ERRORS
AND SPECIAL NOTES
CAUTION SECNO=
690.000 PROFILE= 1
CRITICAL
DEPTH ASSUMED
�TION SECNO=
690.000 PROFILE= 1
MINIMUM
SPECIFIC
ENERGY
1
02-91
09:29:22
•+•rrrrrrer+x xrxtxx*rtrrrrrrrrtwwwwxwtxxtxxrtwrxrw
EC2 RELEASE
DATED NOV 76 UPDATED MAY
1984
RROR CORR •
01,02,03,04,05,06
MODIFICATION
. 50,51,52,53,54,55,56
VERSION
AUGUST 1985
�SM•PC-XT
x+xrwrrrrrr
rrrrrrrrrr++rrrttwwwftxrxrr+rrrrrtrw
TOP4ID XLCH
16.66 .00
48.87 200.00
61.78 25.00
94.77 50.00
55.32 125.00
136.04 190.00
THIS RUN EXECUTED 08.02.91
PAGE 8
PAGE 1
'2
o
Lit
O
71
kit to
kit
CIE
LLI
F
III I j cl
Zn
ko
009)
sp
� II jl
L7"
Or
-lot
4u.
c
now '-v
low-
111:311
It
,57T740MA,
of
•ia• .R
v !!-
UtZl.
; IN4
pr
APPENDIX E
I
1
1
CHART
2
180
10.000
168
8.000 EXAMPLE (1)
(2)
(3)
156
0•42 inches (3.5 feet)
6.000
6.
6.
6...
0.120 cle
5,000
144
4,000 rr' nw
6•
S.
132
0 feet
4
3.000
(1) z.s eve
S.
a.
120
(2) 2.1 7.4
2,000 (3) 2.2 7.7
4•
3.
108
'0
3'
IN feet
96
1.000
3'
800
84
600
_
2
2
/
500 /
72
400
2.
=
300 E* / =
I.S
I.S
z
N
K
1.5
60 p
200 / H
z
z_
W
o
54
Q
w
O
48 �W
t00
Cr80
J
Q
_
c3
x
42
60 W
1.0
1.0
SO H W ENTRANCE 0
c
SCALE
40 p TYPE w
l0
X
f-
36
30 (1) Severe edge with .4
9
.9
UJ
headwall 0
.9
Q
33
20 (2) Ween end with Q
30
headwall 2
•g
.8
13) Groove end
.8
27
Projecting
10
8
7
7-
24
.7
6 To use scale (2) or (3) project
2 1
S horizontally to scab (1).1heh
4 us• straight inclined line through
D and 0 scales, or reverse as
.6
3 illustrated.
6
.6
18
2
IS
1.0 .S
.S
S
U
L 12 HEADWATER DEPTH FOR
HEADWATER SCALES 253. CONCRETE PIPE CULVERTS
REVISED MAY1964 WITH INLET CONTROL
BUREAU Of ►U9LIC ROAD$ JAK 1963
5-22
1000
Soo
600
500
400
300
200
U)
U.
U
Z
100
w
¢ 80i
Q �
x
v 60
SO
40
30
20
u
_Z
2
F
120
108
96
84
72
66
60
54
N 0.4E
W 48-7
2 /
U %
Z 42
/_
36
1z 3 3
w
1`
w 30
Q
0 27
24
21
I8,
CHART 9
r I N
Met! 1
n0
1 1
4
IJ �CC.11lCCYR Slope SOS
Z SUBMERGED OUTLET CULVERT rLOwl4r FULL
,5
Met . M. M —LSe
for puller CM-1 001 Wplwetded. colMpyte Mw by
.6
Method, described in the 409.90 procedure
.
8
10
15
8
6 12
5
4
BUREAU Of ►UBLIC 'ROADS JAN 190
Art>`E�hO C� F
WUJ
2
U-
/ O r z
e'. 0.5 3
w 4
x
,00 A00 5
q00 500 6
500 * 8
s •.
O
s 'a 10
20
HEAD FOR
CONCRETE PIPE CULVERTS
FLOWING FULL
n = 0.012
I
�4, , �a"a- � oul
�
C � y..tr? fM1♦ � Ij. '� 1 tf. � 4�J��1 ci t.. 1
�•-� . � r
._ .a;? =
l; "'='
..,,
�#
Y'
No Text
CRAINAGE CRITERIA MANUAL
RUNOFF
1
1
1
1
1
3(
H 2C
z
w
(J
cc
w
°' 10
z
w
a
O 5
rn
w
c 3
O
LU 2
C
w
1—
C
t;
1
5
.1
.2 .3 .5 1 2 3 5 10 20
VELOCITY IN FEET PER SECOND
FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
*MOST FREQUENTLY OCCURRING "UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE: -Urban Hydrology For Small Watersheds" Technical
Release No. 55. USDA. SCS Jan. 1975.
5 -1-84
URBAN DRAINAGE 3 FLOOD CONTROL DISTRICT
EXHIBITS
EXHIBIT A - GRADING PLAN
EXHIBIT B - BASIN BOUNDARY MAP
EXHIBIT C - EROSION CONTROL PLAN
11
I
I
I
CONCRETE ENO SECNONS
COWNS-SEE SHEkET SD-13 I I
!A
F_�
COY OF ACE OF S W00
LID IN PLACE DRIVE -
SEE SHEET ]0-1-1] —
CLARENDON HILLS 3RD FILING
731-91 Mx.45¢ OIw/GN
6 OF 241 RCP
NRNEO DOWN
T�
m
DRAINAGE EASEMENT
0
IXISTXE INtlGTN1N DIICX�—„—.. _.. _..—.
r----------�
I I
I I
I I_I I I I
LI I I I I
I I I I I
I II j
�L.— ---- -J 1 III—
2'xlO' GFUNIMEL AT THE SOUTH
END
Of
PARKING LOT.
FINISH FLOOR
ELEV. _ 4062a00-
5061.50
SEE NOTE AT SIGHT+"
� It
Y COHOR Pµ 'MM
µRY FARIHFH
BERM
SIR m-1}]'SIDE I , E
I I ED I I 1 1: I I
I Pi2O.P06E0 ErENT10N POND \
y�l AREA.- 1 000 SOFT
A 1 L DE 3.4 i7 I .
IF I I IN✓.N9.
-------
C—____—__ __—__ __—__ 2- C0NC. MINN. IF THICK
�SJA FA INLET MEET, D-9 WIN JOINTS O RP- F O.C.
REIS2 µ0 REPLACE 5 IE OF 1C PUSRC PIPE CHY OF FI.WWNS SOUO PRONDE C SIONE BEDDING.
EYJp. PIPE TWS AAFA DD IN PLACE OF MOM-
GRADING PLAN
SCAIf:I'_ 10 ' j�T
BROOKWOOD ESTATES
SPyy4e a`� `I(
�eY
rr
�Ob
Nab MBO
n
g0
I
I O
1
I �
I
C� a
Q o
/ \ V R^D, PIPE N Q 15
/i t//C iXICN SIEOBE WLE PLATE U IW4
- � O
r _
Z
l�yK. MINI T., -J
lul lul V i O v
I U
of - ?Ly
-ATE DETAIL —
In Qf
O
IL
NOTE THE SCHOC ..: AND ASSOCIATED PARKING
AREAS, S CRA7 T NTION POND SHALL BE I
CONSTRUC"ED SIX i 00.50 FT) LOWER THAN SHOWN * Oinl
N/ rl
Of. THIS GR 9DIM s ! .^ NISHEC FLOOR Sr:,lLl BE 1
C0NSTR7:'TED TO 508 -' '
I' ANSITICNS WITH .' JP DI UiI TING GCOL 0AND .y V ��
'I DRAINACE MAYS TC _ �.',^-i:. ? QY
.I I
500 sIQR OF t" TNI..R RAP TO
GGGtl COWJIjTON WCN 1? In.FE A'
&50 04 VMMOEVT SPWW.. C CA_
FOR DCA-i.
w YF OF 10 PVC
CREST
EXIST •s -S_--
3o wiur s wwrucEr X T .:3 N0.9912
VSEYFNT L 2DY ELTIT •R'.n... �I� H I� r • �O
.AWN BY: DW
CHECKED BY: BMH
-SINCHM % CHISELED SOIIµE ON TOP EP REVISION: NLY 31, 1991
GN. NORTH SI OF FRMROLE WRH TRAFFIC
140 NCNN sIOF OF IWSDALE MD. (A^PROx.
HORN aF PROPOSED NirvsouE DR IMFR- DATE: MAY 10, 199I
sEcnx) ELEv._wss.xa
GP.ADIW4 PLAN
f7m.wr) Englneering
--'- Corporatlon J S-
�C
+L!:.
��71 CONCRETE END SE
DETAIL 0-15 CITY
COWNS-SEE SXEF
HEII01i DETUL t
CITY OF FTCOWN'.
S V I SD-13--
MA
I — — — :Lj
I ct.Roio"a" a �m.u." .....a"1 mac.. e. at m`mag.
wnron n1«" f Y 1 p
5.
itl
ld
ldaP
y/� _ ._..__.. IXISTNG IRNWTpN OIICX =.. L.._ —., m nIto"'wn. rctm"a„ •1111 ma• anam lot.
m^` � "�. �a_ 1 uc .n Pile t c.
_..
4 /n
� Rv'V r
` µ. n' wdtiANKad .�i _E.r-- 1 .Mil. h Jut own JwM Ilan, �.�t".Yta"tr"c
' I t i Il"t onto to 11
ttiricationg = a .o i
:I t I Till I ________ _ _ _______
I 1` —�
Orr2_-�i'90q 1 �I I - 4w.�..T
I I I I I
<�rrII -:,�. ra-B�.r. n-s�;&-s-sa-twp#s wilana-u� nalannalwalliniiaa-E�Em-:a
I
�.. h
a w
I
\.I _ 1i ON3 i
/ 51 S'DEVI ORNHALE CHINNEIS I D
-�1J WM a VERrICK CURB. A' CONCRETE
BOTTOM BEDDED ON C SOME (4 REDUIRED) I Ajf'
10' CRPNNEL AT ME SOU NI END OF
PANI LOT. y
`/ R T ■ Y WHOM PNI WITH
M1 I Yi APYCEM r WHHEN
_ - ' BERM —
1 —
�P,a,,,.r,, FINISH FLOOR
IdS
�4 Z,tFJmew, e. q . I, .. bu
SAND ARE
0) ilk
c� �K SAND AREA I!
\i I ON2 ....... 1,
ONE A)
-.507C
AN INLET oETUU, 9
CITY OF Fr 00aC T SDUO
UO IN PIACE OF GRIki
SEE SHEET Mi —
Cl-ARENDON HILLS 3RD FILING
7`31 S, RG.NCE 3T0. D-LS Ni D-S5, REV. SEED
An,xrvcE owei— GNL/dN
L
5 LF 0!' Uf PIMT:C
all kN CONTROL PLAN
srwlE I•-w
�YPF, I TEAP A-ARY Si
TCONC. JAN. III TXCK 5 L IN MI I.- PRWOSED
ANN XINTS 0 3P P OC - FYININ none. PR?1Li
PRONDE C MINE Bu pND. GR YF1 FILTER At OUE i
BROOKWOOD ESTATES
I
2:1 MA%.�/_r
TEMPORARY SECTION
ON
SWALE SECTION
IRS
L
Y-_o
LEGEND
-e III '4
06 �D
C,tIgr 2a`
000
at tl, good,
W,
F r, view 4
H
60 Fp
Will 1
YCT.ON A -A (I
I CITY of PDX, COLTER TILITY AAoo — � 4
—_ D t
k
to
to
-..IplhIll Ti
r FDRic ( ('01
RTa 1
L ZZ w
o z p
AP,l dirt
1 a 41 ia. iJ i
rtl xpl 1991.
o Q
ram ,almi strat,l I • nte•a arrel Irani is dilettanti adIs
.ayn« a e r.wrorn i
Y" •,at 11 acgrltlwlau n ILlimm 141 ate son
dent. E
tiow ^. mail .,,fall M61 no r>.wV,.".d nrb,r "li
w°i<n 1 1 1 y IImil. Y113 v
r — 111
0 Y-
r X .1
LXST.
18-LN
CyGY CL 3Nr
Tieddir
al
SNAIE
SOB -BASIN or I .Y
DIRECTION OF
2^- BASIN IDENTIF.: jCt:
1.3 AREA OF BASIN
10-YEAR FLLI&
ME:
100-YEAR FL(,,
DRAWN BY: pW
jwi - LF.MBG P.M, SHEET SL-3 CHECKED BY. BMH
=x FINAL a¢Aaxc.
BENo V.- aD SOUME ON TOP OF RENSION: JU LY 31, :SV
-EJR. 'A .,;T �F ucini WITN T UFFIC
XILn .ir:.?VI SIDE OF NMMONY RD. QUNMRJX.
OM OF PROPOSED HINSDUI DR IMER- DATE: MAT 10, 1991
SECTION) EIEV..51)ei
EROSION CONTROL
Engineering PLAN
Ffl IT'C""�
°.: 1 _
/
I