HomeMy WebLinkAboutDrainage Reports - 12/15/1995*#AAMs COLLINs mnml,�.."
ADDENDUM NO. 29
OUTFALL SWALE DESIGN
FOR THE WINDTRAIL P.U.D.
LIDSTONE & ANDERSON, INC.
Water Resources and Environmental Consultants
736 Whalers Way, Suite F-200
Fort Collins, Colorado 80525
(970) 226-0120
August 7, 1995
Mr. Basil Hamdan
City of Fort Collins
Stormwater Utility
235 Mathews Street
Fort Collins, CO 80524
Re: Addendum No. 2, Outfall Swale Design for the Windtrail P.U.D.
(LA Project No. COWC01)
Dear Basil:
Lidstone & Anderson, Inc. (LA) is pleased to submit the second addendum for the design of the
Windtrail outfall swale. The plan documented herein includes grading changes to make better
use of the existing drainage path while mitigating wetland disturbance and enhancing riparian
habitat. Also included in the plan is the lowering of the double box culvert which would serve
as the swale's outlet to Spring Creek.
The 100-year floodplain boundary is delineated on the enclosed Sheet 3. An additional feature,
which has been termed the freeboard boundary, is also shown on Sheet 3. Due to the
significantly natural appearance of the proposed swale, the 100-year flow will not be contained
within a definable channel. Consequently, a hydraulic analysis of the 100-year discharge plus
one-third was made to determine the corridor required to pass the extra (freeboard) flow.
Therefore, the freeboard boundary indicates the minimum drainage path required to pass the
100-year event plus freeboard.
If you have any questions regarding the procedures and results given in this report, please do
not hesitate to call us.
Sincerely,
LIDSTONE ANDER ON, INC.
ze
GWior
. Koch, P.E.
Segineer
GMtlt
Attachment
Branch Office: Box 27, Savery, Wyoming 82332
TABLE OF CONTENTS
I. INTRODUCTION ....................................... 1
1.1 Background ....................................... 1
1.2 Purpose and Scope of Study ............................. 2
II. HYDROLOGIC ANALYSES ................................. 3
2.1 Pre -Development Hydrologic Analysis ....................... 3
2.2 Post -Development Hydrologic Analysis ...................... 3
III. HYDRAULIC ANALYSIS/SWALE DESIGN ....................... 6
3.1 Discharge Profile Definition ............................. 6
3.2 Hydraulic Analysis ................................... 7
TABLES/TECHNICAL APPENDIX/SHEETS
TABLES
Table 2.1. Summary of the 100-Year Hydrologic Analysis
for Post-Windrtail Development Conditions . ................... 5
Table 3.1. Design Discharge Profile (100-Year Event)
for the Windtrail Outfall Swale . ............... .......... 7
TECHNICAL APPENDIX
Appendix A: Pre -Development Hydrologic Calculations
Appendix B: Hydrologic Analysis For Swale Design (Post-Windtrail Development)
Appendix C: Swale Discharge Profile Definition
Appendix D: Hydraulic Analysis
SHEETS
Sheet 1: Revised Grading and Erosion Control Plan
Sheet 2: Revised Grading and Drainage Plan
' Sheet 3: Outfall Swale Floodplain Map
' i
I. INTRODUCTION
1.1 Background
The Windtrail P.U.D. is a proposed residential development located in the northwest
quarter of Section 23, Township 7 North, Range 69 West, in the City of Fort Collins, Colorado.
This development is being phased with construction currently underway on two approved tracts,
Windtrail Townhomes and Windtrail on Spring Creek (a single-family site); with a third tract,
Windtrail Park currently being designed.
The Windtrail area encompasses a natural drainage path which collects runoff and directs
it from southwest to northeast between Shields Street and Arthur's Ditch. The necessity for an
engineered drainageway was identified in the "Preliminary Drainage Report for the Windtrail
P.U.D." [LA, January 1994]. In that report, an alignment for a major outfall swale was
proposed (which essentially followed the existing drainage path); cross sections were also defined
as part of the preliminary swale design. This swale is necessary for providing runoff
conveyance for the entire Windtrail area, as well as a significant upland area south of Windtrail
and north of Larimer County Canal No. 2. Consequently, a final design for the outfall swale
was proposed as part of the first Windtrail tract -- Windtrail Townhomes. A finalized swale
design was documented in the, "Final Drainage Report for the Windtrail P.U.D., Townhomes
Site" [LA, February 1994]. This report was approved by the.Stormwater Utility in June 1994.
The Colorado State University Research Foundation (CSURF) is the major landowner
of the upland area south of Windtrail which would be served by the outfall swale. Subsequent
to the Stormwater Utility's approval but before the outfall swale was fully constructed, CSURF
objected to the approved swale alignment. Since the Windtrail Limited Liability Corporation
(LLC) and CSURF are attempting to coordinate efforts to develop this area, the Windtrail LLC
agreed to redesign the swale given the significantly -altered alignment requested by CSURF's
consulting engineer Mr. Patrick Mulhern of Mulhern MRE, Inc. Mr. Mulhern also requested
that the downstream -most 400 feet of the swale be oversized to accommodate additional runoff
from the upland area. The requisite changes to the Swale were documented in the, "Addendum
to the Final Drainage Report for the Windtrail P.U.D., Townhomes Site" [LA, March 1995].
This report was approved by the Stormwater Utility in April 1995; engineering drawings
1
' associated with the revised swale design (prepared by TST, Inc.) were also approved and
construction of the revised swale commenced.
' Motivated by complaints lodged by neighbors of the Windtrail area, the City of Fort
' Collins Department of Natural Resources halted construction of the swale citing destruction of
wetland, lack of conformity to the natural drainage path, and other issues. Seeking to
' incorporate all beneficial and prudent natural features in the swale design, the Windtrail LLC
engaged Lidstone & Anderson, Inc. (LA) to redesign the Swale in accordance with the requests
' of the Department of Natural Resources. The revised outfall swale design documented herein
is the result of these efforts by LA and the Windtrail LLC.
1.2 Purpose and Scope of Study
' The purpose of this study was the redesign of the major outfall Swale for the Windtrail
P.U.D. to meet the approval of the Department of Natural Resources by minimizing the
' destruction of wetland, including as much of the existing wetland as possible in the swale,
following the existing drainage path to the extent practicable, and incorporating other riparian
' enhancements.
The scope of this study was limited to the analyses required to redesign the major outfall
swale. The information and design features presented herein focus on the major outfall swale.
All other drainage features required for the Windtrail area have been designed and documented
' in previous reports by LA; their designs do not require revisions in conjunction with this major
swale redesign.
' 2
' H. HYDROLOGIC ANALYSES
' 2.1 Pre -Development Hydrologic Analysis
' As part of the current study, runoff patterns prior to development of the Windtrail area
' were evaluated and analyzed. Sheet 1 from the preliminary drainage report (LA, January 1994]
reflects the pre-Windtrail development condition; upon review of the Sheet 1 topography, it was
' determined that runoff from Basins A through J was directed, in its entirety, to Arthur's Ditch.
Sheet 1 from the preliminary report is enclosed herein as part of Appendix A. An existing berm
located along the south side of the Spring Creek Trail precluded runoff from entering Spring
Creek. The pre-Windtrail topography shown on preliminary Sheet 1 supports the conclusion that
' the 80.7 acres identified as Basins A through J were tributary to Arthur's Ditch.
The hydrologic analysis, conducted using the Rational Method, for the preliminary
' drainage report assumed current development conditions in the Hill Pond, Sundering, and
Wilderland areas (Basins B, C and D). That hydrologic analysis also assumed fully -developed
' conditions for the Windtrail on Spring Creek and Windtrail Townhomes developments. In order
to estimate the pre-Windtrail development runoff to Arthur's Ditch, the preliminary Rational
Method analysis was revised for the current study assuming no development of the Windtrail
areas. The revised Rational Method analysis is documented in Appendix A. The results of this
analysis indicate that the pre-Windtrail development runoff to Arthur's Ditch was 29 and 107
cfs for the 2- and 100-year events, respectively.
2.2 Post -Development Hydrologic Analysis
Given the latest grading plan for the outfall swale, shown on Sheet 1 for the current
study, the post-Windtrail development hydrologic analysis was revised. The grading plan shown
' on Sheet 1 dictated the addition of basins and re -delineation of existing basin boundaries used
in the Rational Method analysis; the revised basin boundaries are shown on Sheet 2. Inherent
' in the current hydrologic analysis are two assumptions: (a) although a portion of the runoff from
Basins H and I will actually be diverted to Spring Creek via the proposed 27-inch RCP shown
iG'
on Sheet 1, it was conservatively assumed that Basins H and I contribute their entire runoff to
the outfall swale at the east end of Gilgalad Way; and (b) Basin A, which encompasses much
of the proposed Windtrail Park development, was assumed to be entirely undeveloped. The
effect of the proposed Windtraii Park site was considered in conjunction with the definition of
the discharge profile for the swale, as described in Section 3.1.
With the exception of Basin G, Basins A through L are tributary to the outfall swale (see
Sheet 2). Runoff from Basins G and M is still directed to Arthur's Ditch. In order to estimate
the 100-year discharge which would enter the ditch in the proposed condition, the runoff from
Basins G and M was combined at Design Point 11 (DP 11). The hydrologic analysis conducted
for the post-Windtrail development condition is documented in Appendix B. The results of the
analysis are summarized in Table 2.1. As indicated in the table, Arthur's Ditch would receive
13 cfs from the site during the 100-year event; this represents a reduction of 94 cfs compared
to pre-Windtrail conditions. It is noted that not all design points indicated on Sheet 2 are
represented in the table. Those design points which do not impact the swale design discharges
were not included in this analysis.
4
Table 2. 1. Summary of the 100-Year Hydrologic Analysis for Post-Windrtail Development
Conditions.
............. ........ ..
...... . ........ T66i
Contributing......
RunoDesign. Coefficients
. ......
Concentration
Rainfall
Area x
ise arge
Point
asn
(min)y
Intensit
........
Oct.
.. .............
- - -----
3a
A
0.20
1.25
37.7
3.65
22.5
20.5
1
B
0.60
1.25
17.9
5.5
12.3
50.7
2
C
0.60
1.25
11.6
6.7
4.5
22.6
3b
D
0.71
1.25
10.3
7.0
2.0
12.5
3b
B, C & D
0.61
1 1.25
17.9 1
5.5
18.8
78.9
3
A-D
0.39
1.25
37.7
3.65
41.3
73.3
4a
E
0.60
1.25
15.6
5.95
4.2
18.7
4b
F
0.22
1.25
24.0
4.7
7.5
9.7
4b
A-D & F
0.36
1.25
37.7
3.65
48.8
80.2
4
A-F
0.38
1.25
37.7
3.65
53.0
91.9
9
K
0.27
1.25
17.6
5.6
1.8
3.4
9
A-F & K
0.38
1.25
37.7
3.65
54.8
95.0
5
L
0.27
1.25
18.2
5.45
2.1
3.9
5
A-F, K & L
0.37
1.25
37.7
3.65
56.9
96.1
6
H
0.30
1.25
21.5
5.0
3.6
6.8
7
1
0.50
1.25
9.2
7.0
4.7
20.6
7
H & I
0.41
1.25
21.5
5.0
8.3
21.3
8a
1
0.50
1.25
15.1
6.0
6.5
24.4
8a
H, I &J
0.45
1.25
21.5
5.0
14.8
41.6
8
A-F & H-L
0.39
1.25
37.7
3.65
71.7
127.6
10
G
0.20
1.25
23.0
5.85
8.7
12.7
11
M
0.20
1.25
8.3
7.0
0.3
0.5
11
G & M
0.20
1.25
23.0
5.85
9.0
13.2
5
M. HYDRAULIC ANALYSIS/SWALE DESIGN
3.1 Discharge Profile Definition
The results of the hydrologic analysis presented in Section 2.2 were modified during the
process of defining the 100-year discharge profile for the outfall swale to account for the effect
of Windtrail Park. Although Windtrail Park is still in the process of being designed, much is
known of its hydrologic characteristics.
First, it intercepts and detains all Basin A runoff which is generated west of the Windtrail
Park property line. This leaves approximately 12.9 acres of the original Basin A to contribute
runoff directly to the swale. The contribution from the eastern portion of Basin A was
estimated, as documented in Appendix C, by an area ratio of the original Basin A 100-year
runoff.
Second, the latest site configuration for Windtrail Park included the design of a detention
pond to be located in the development's northeast corner which would release 27 cfs to the
outfall swale. Due to site changes which are currently being evaluated, the pond's release rate
may need to be increased slightly. Therefore, the 100-year release rate for the Windtrail Park
detention pond is hereby set at 30 cfs; any incremental increase in release rate requested by that
development would require an evaluation of the impact on the outfall swale.
Based on the conditions cited above, the 100-year discharge profile was defined for the
outfall swale. Documentation of this analysis is provided in Appendix C. The resulting
discharge profile is summarized under the heading "original discharges" in Table 3.1. It is
noted that the design points and cross. sections referenced in the table are indicated. on Sheets 2
and 3, respectively.
Pursuant to the previous request by CSURF to provide additional capacity in the
downstream reach of the swale, the discharge profile was adjusted to meet the requirements
specified by CSURF's consulting engineer. Details of the profile adjustment are documented
in Appendix C. The resulting discharge profile is summarized as the "adjusted discharges" in
Table 3.1. All future development must conform to the adjusted discharge profile given in Table
3.1 or provide on -site detention in order to avoid exceeding the capacity of the swale.
N
Table 3.1. Design Discharge Profile (100-Year Event) for the Windtrail Outfall Swale.
Ongnal
Adjusted'';
Freeboard
Design Pomt
Cross Section
Discharge
Discharge
Discharge'
8
1
128
211
281
5
250
96
179
238
9
800
95
95
126
4b
1107
80
80
106
3a
1450
42
42
56
Freeboard Discharge = 1.33 x Adjusted 100-Year Discharge
' It is noted that CSURF originally requested that the downstream -most 400 feet of the
swale be oversized. Due to the current swale configuration, which includes a berm along the
' swale's southeast perimeter, directing future runoff into the swale at Station 4+00 may be
problematic. Consequently, the current swale design has incorporated the requested over -sizing
' up to, but not including, Station 8+00 (Cross Section 800); for additional documentation,
reference is made to Appendix C.
' A "freeboard discharge" column is also given in the table. The freeboard discharge is
hereby defined as the adjusted 100-year discharge plus one-third. The freeboard discharge
' profile was used to define the required freeboard boundary associated with the outfall swale; that
is, the boundary which defines the areal limit required to pass 1.33 times the 100-year discharge.
' 3.2 Hydraulic Analysis
' In addition to the regrading necessary to revise the outfall swale design, the double
12'Wx4'H RCB culvert previously designed to provide the swale outlet to Spring Creek was,
as part of the current study, lowered 0.5 feet. The upstream and downstream invert elevations
for this culvert are now 4995.5 and 4995.0 ft, msl, respectively. The remaining culvert design
7
details are unchanged from those presented in the Windtrail Townhomes final drainage report
[LA, February 1994].
Pursuant to the modified discharge profile and the lowered box culvert outlet, the HY-8
analysis provided in the previous addendum [LA, March 1995] was revised. The culvert
analysis is included in Appendix D. The results of this analysis indicate that the headwater
elevation associated with the 100-year event would be 4997.47 ft, msl; the headwater elevation
for the "freeboard discharge" would be 4997.92 ft, msl. These elevations are lower than those
cited in the previous addendum by approximately 0.5 feet; they were taken to be the starting
water surface elevations for the subsequent HEC-2 analysis.
A multiple water surface profile analysis was conducted using HEC-2 for both the
adjusted 100-year and freeboard discharge profiles given in Table 3.1. The complete HEC-2
input and output is provided in Appendix D. The results of the HEC-2 analysis are shown on
Sheet 3 in the form of both 100-year floodplain and freeboard boundary delineations. Base flood
elevations are indicated for the 100-year event. As indicated on the floodplain map, none of the
private properties (individual lots) associated with either the Windtrail Townhomes or Windtrail
on Spring Creek developments would be impacted by the 100-year floodplain along the outfall
Swale. Regarding the currently undeveloped area south of the swale, a drainage easement is
currently being prepared by others which should encompass, at a minimum, the limits of the
freeboard boundary.
TECHNICAL APPENDIX
APPENDIX A
PRE -DEVELOPMENT HYDROLOGIC
CALCULATIONS
• Lidstone & Anderson. Inc.
�< lttG �TK- 8/z%9S Clr,.Jcz,I
FEATURE 1- CHECKED BY DATE SHEET OF
/'�LY'r'L�.� �+�.JDF-F To i\K `r"�RS A -1 tL
--CVIZD'I r'rC-� 'CJtitm� -re.P�, SCTT sJ -- -,t�-T
/CYA
( (1Z rt w Tb aF T:+r \,AlsGsTQfc\ t_. /cKa2Y1>
Trtra Pc.,�=LTU t�K7VtiL.� r\c-TZGlr1 I.S �•� ter, i%� /rn�14i �.`. F5 dDIh�CTT_"�
�.V�. LLAr ']�k�fuhit`I (`19'{7. �ar�I jTfC �fLtrirrmnlMt`/��
IS ETtC��SG�b'I -rHr-- Vk-77 aJ,tL r1tT FG
�rcEG XJIM�-rAVIsTL R0rW1 TtIC PMJ=--Urirtr ,�( l4�or�.
I oR T?� Ar lx-vz v� i �S,,,J 1Zur-1c>PF Y/tiR r rttsT�tS
S f�t-r 1 be 3 iT►(w Tir�oTz,�. Tt(� 3a��.s �+zc /tL: a r.1ew��•
yivE 'TT� 7�fc -Bsrzrl WHIel-1 5ct�ls zsF
T+fG SYlZl (� CRci-lc �TZML-j
-2"r.fa� FfL-�T�ri( �.t�rri3 �-'� C��R�l_tr� il•-h'Ft'/ 7�oTc+") Nc526 �'R�� Tc�
�7ZS-UI"7Z-f-i . �j,j Tiff F�'ST `C-VGZc�rjn�.'T Ca�.�;ITiOr\�./
1ZvtiiDr-F- �Rot��.T -T7+&T (-rws �G��i;T) \.,JILL Fly
IrJ'TG2-ac-"Q-T-L� Tt.,i TrfE �Z.a'r nsL� SL11trc .• �•-�ar.LEV��, T�tn� "Ta
.l.J�-vcsL7��i1�11 T7-#` �.tl'r1Z� TLVFIDG�� f-iz>^M �+Lai.JS % �-!!YR•c>z,rtr..Irt='I
i2c-T-o R.-->
It{>=. /En1rR,`(515 nr.l TF{Ts t=�-�t.11� 'P� rl55ur�•a-5 �t"i..IS BBC i F'
Iltc
a�„+rtL`ls1S c3„t�i•-rc-S � -rrfG
Coc7-Y�►Z Rv.-�P To
f��tr-rluxa
tet 1�
tia� -(a Tt Tc�Gta+ T.�i r
aF -rTFc l �t�Atu Atzc��
t� 167 ads
X-41-
IA
a/Z /96
CNN MwwN W �M�r1�wM QW�IW�
WNER—PROJECT
Winc{ F�c�
By
C LD
DATE
J C NO.
COM-16
FEa TURE
1�C(�0/1GI M�fdloc Cu<�Igo�S
CHECKED BY
DATE
9/74I9�
SHEET OF
1 13
?'-
S
=
Q
43?
M
<9
-RS
\
V
J
cn
Zo
M
kp
S
M
Vl
'9
N
z
7
�_
o_
Rs
a-
r
w
I
CIS
r
J
"
Z
a—
_9
o0
�Y
A
N_
�-
V
0
0
la�
IQ
C
c
C'g
c
lzs I
—
C't�`
°-
—
c�
r
N
r
o
VII
m
m
c�
I V
i
�,
s
O
v �
►
I
i
c=
; I
p
33
.9
ti
RT
pLl
cl5
��p
Clt
C6
G6
C6
�6
C
U
1
C1
0
rl)
0
rz)
a
r
c�
cts
a c
m
Q
O
I
—O
.� �
v�
�
�
o
►
I
a3
��,
i
�
>',
i i
8
�
, i
�
I
�
�n
v
f
W
\A-
P
w
No Text
No Text
' APPENDIX B
HYDROLOGIC ANALYSIS
' FOR SWALE DESIGN
(POST-WINDTRAIL DEVELOPMENT)
• Lldstone & Anderson. Inc.
II,AZ--rZ-'dL hlG ��L S�L/c75 ca4iC'-�
FEATURE CHECKED By DATE SHEET OF
tZa„oa�. M�.tri, i�.�rv��L 1 -2 1
�C+F1 L�.ihL f�6Ti•!GZ, r�.t..5.�1�t"�on15
(zz.5 ACRc, oq=-
k� I al�.t IL- ��e1L 15 �n�r.51 �-�z, r..l. �'ttc Zx�c�•ar� I.JcT1a,.1 a F 'T-rh_
s�,I,rLc � I:.CF{�Ai2BG �i� rl LC Cep � � cz1
Z, ALL -P-uj-. oP A,z<2:- , JC4A,.is.�M;D
A,� , Q, r, A=• Cap-„-ca '. o -� ,-r-� I A�.�vs�s
�U•�. CLA, �lTKVhn� 199`%�. Itr% vrT�Z 3g51.15 AIZC rno�,F1E�� �2
Aa2r�Ga / J SRbLJ 1 on1 774� PL.L0LJItS4. -i AaG.
�1 TTFr-1z. J- V-iF Firmer-�
L!•!
.� Aice, r }—a�GA�.Rv1�5 I^� �= l.JtlL TJVD �1�C-Lz`i "ra
St-z„J6 �iZCt It �, 1 _� [s -+gtS =e= b
(� �`n�c TLvrJo�
Tb ��jlyd� trLT � hT T}+� rc ��T C YvZ aF (aILG4Ll�j 1,1,f.
`� �,CSn1S G # ril c� rrTLBLr� TZOl-t PIF a fV-rFvlz'::r
dor�r31 PCr .tom. 11 To aivs iY-+� -TbT7 Tz-- IaF'f- D 1�tCs rrCSa
I. 1 rrc Tcs.,-LT✓ Pbz Tr+lz s tic Aiz` 5�,r1r�PSz1�� ! Iti Tt+t �tSQNfiz3C
I�ZaFiLc- � r�1�Knnti F tz Trr S (hLc ��. �ZS Qfi-�
2 I r- t T2v,.I0FF w H I c H k/oJL:b C7 iTt`�
��b�to i3G J3 CF-. , H,s 15 A TzzD-�a--nm>4 ac C)+QF;
Corer resp Tc PZc -III 2T�.t1� �c _ar rn dv.ar-ro.l ��ac �j. Al)
• Lidstone & Anderson. Inc.
OWNER -PROJECT
BY
DATE
PROJECT NO.
FEATURE
�A-FTpr.ihl f�CT1-IaT_ C1/tLC�vLlcT7anl
CHECKED BY
DATE
SHEET OF
?Z d
O
t'
-
N
(pcxesl
(eFs>
LIF
5(00>
C
�'•.i:�l
V
{t
(1)
3q
A
Soo
ZS
I0.70
l•7fi
2.6.7-
Izoo
1.0
!•L
/Z•5
37-7
3.(h
ZZ•5
20.5
100
Z•0
O.l.OI
S.Z
/300
0.[.
L7
j I771 I
17.9
5.5
Iz•3
50.-7
p)
Z
C
8o
1 7-0
10.t o
I �.(.
$ao
10.9
/.9 7.0 I
11.t,
61
i)
36
Z.o
I 0.11
�So
!, I
Z• 7.5
/0 3
7.o
I 7.0
(1)
B4O7D -
I -
I0.4,I
I -
-
-
- -
i
1-7
5.5
( 19.9
75.9
l
73 I
A
-
-
�0,39
-
-
I -
- I - 37-7
3.t,5
¢{.3
T3.3
Iz)
`ic i
, I /a,
/.o
0.400
4,5
Goo
0.4
I•I q.l /5•11
5.95
F II 3 75
S.0
I o.zz
I
115.v
: 5co
I o.5
(. ( 9.o I zoo
�}.7
I 7, 5
S•7
c� A-W? F I -
-
0.31.
-
-
-
- -
37 7
3.L5
I 48.8
SaZ
a i A-F
I -
I -
Io•30
-
-
-
-
-
37-1
3.`5
53.0
411.9
`j I K I 33o
14.Z
I o•z7
I�.I
fco
o.5
1.1 11.5
I
1-1,(.
5.to
371
3.&S
I 5+0
'75.0
5 I L (
So
I z•5
o•z7
I
�,�
580
I o.5
1.1 15.9
1S.7-
5.¢5
2.1
3.9
Izl
�j A -Flail
- I
-
0•3-11
I
(
-
-
-
-
-
37.7
3.L5 I
5L.9
9L.1
(0 1 N
r000
Z.S
0.3o.
I
z1.5
-
-
-
O j
74.5
rO,o
3.4e
L.$
z.o (
0.50
(0•3
45o
I.-1
Z.L
Z.9 I
`j.Z
7.0
4--1
2o.4.
-7 j N iT I
- I
-
0.41
-
-
-
-
- ;
21.5
Oro
(z�
Sq S
go
Z.o
0.50
I
L.3
900
0.(�
r•7
$.S
/5. I
(�.o
G.5 "
z'1'1 I
8a II,� i7
- I
-
o• 151
-
-
-
-
-
z1.5
5.0 I
1�•S
�I•�
zl
IA-Fi14-c
- (
-
o.�Sl
(
-
- I
-
- - I
37.7
3.[.5 I
71.1
I27.1,
/o G II
5.to
o.zo
I
Zo.1
clpU I
Z•5 I
z3 I 2.9 I
23.0
5.85
fzl
11 M 55
z.9
O.Zo
8•3 I
O
o I O I O
8.3
7 v
o•3
0•5
f/ G?M I - i
- Io.Zol
I
I - ' - i
- I - i - �I
z3.o
15.85
9.0
/3.z.
I
I I
I 11
�Tzk,
,�,'-�
I
(Ii D�2T'rl CA'tQUv�-{�a.�5 ntze Jn1eHAn16C-b �2or1 �rtE �T�2�'4.n,�tl�e.�l a�.�c,akAG 12WTVA�" CLA, 19947 &,JM -_M
(21 ��-71 � ChteuLnT o,.�.� K-RC rn per, Fly f,�R- Tri,S ���uM
No Text
DRAINAGE CRITERIA MANUAL
RUNOF/
51
3(
F- 2 C
z
W
U
cr
w
li 1 C
z
w
a
O 5
w
¢ 3
O Z 5�
U 2
oC
w
I-
3
1
FLOW \/LZTJC.IT/
raz recVIsc7t, EASI'1�
WA
FARFAIrm
I
WtlE//tttl
��ttlt�ttl�titl�t�
�I"MII
mI/mI
/�.�I
�������■
■�
2 .3 .5 1 2 3 5
VELOCITY IN FEET PEt� SECOND
I,Ipl-- Z1..3Fes
10 20
FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
*MOST FREQUENTLY OCCURRING "UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE: "Urban Hydrology For Small Watersheds' Technical
Release No. 55, USDA, SCS Jan. 1975.
5 -1-84
URBAN DRAINAGE & FLOOD CONTROL DISTRICT
APPENDIX C
SWALE DISCHARGE
PROFILE DEFINITION
• Lrdstone 8 Anderson.fnc.
NIL z -- I�IitiLruc.r� Sir v'7y- SI3�95 LlDr.IC[&I
FEATURE CHECKED BY DATE SHEET OF
T�"WL- IM?ne-r aF 1Jf.-Q:-I-r--alit- f''i`cR!L
r 77r c F,TFI-r=
1J .L�TzAaL t�u�.r Io l lNar�c-� S CLA, M"-aH 1195� R�F�ec�ec � tit r t�C
`ram A
�7-a 3� Z�avr-icT�b !,� A �I��. Tz�aT� �"TfhcS�� i=ot2 OaI�=LET,o�I
?es a-,��,! �-F� �a..(e� rP--Lb A,JD Tza-L't
RT A Tth i-G G3T �-7L - l4A l Tt!i /Z>C> rtrSTbTz(e/t- LZV�-L• PtR
!�- rtElll Du 5 CA St�r� b F 'rr!-6 Ic i �7izht L h-Kv'3L I Sr�Z I FIQ�RL / �r r-1 I,�(7tR`1
�znllhse-�-e1Ye�r F TrF; It�r�tatr� �1 .V•a. ALA mTt! fgq,,I) -r-eh� 15
/fLtAr..jti$l.� Rt�l�1� TYt*S 5,..(ft�F 1-IA`.. �JF-GIC1C�.1T ChYRQri^/.
C:>G W14b- Ariz- -1-i>\Jid <lCf =
A-T- Ai T2�C'rG aF Zi.'Z 6F J��.tCC 17hG
1 �inibrteh�� j�,z� PMta-LY.5f5 Is µor aoY!�..�c, T�FI,-!6 �iG A��.a�rtL�F T�z�rcz
r= r. -Tti+c dab -ro -gF 3a aF3.
�Ir�1DTr-,ti�� f�ic�K- I,1�-¢ems Zzvr-ta�1= rrcDl-t 'Rov6r4L:f Tl+£ ��t�.-1 }-{hti-F nF
`t74c A=
ARC of Z Iti arc DF -Pic e— r AA. _ /Z,`1 -ote.
Zo.5 nFs
vary 1z�nIoFF F�af� 2�1a A �Fzor� �.3z� = - a_91 eti;/nc
Zz.S.,a -
IA'
II.-? OF-
• Lidstone & Anderson,inc.
OWNER —PROJECT
BY
i DATE
PROJECT No.
Cl1L
Im(3/RS
Co'.-IC61
FEATURE
CHECKED BY
DATE
SHEET OF
ez �
L
�i toV.�c (ec'Y '' OtZ
r\\a�!
(QFS)
Cbrmr�TL� 5
('Sr ' Z)
(sr - 3)
8
1
l 70
5
25a
1.t A F I � � (tom• Zz i
I,.tr¢2I�e-vlPcrs Loere,-inti �
t11A
5ov
9tl
Ancar�orier� e5vtz� s s�F
9
4-6
1101
210
Islas A -a; F �.Bl
-3a
1460
4Z-
3oaFt' , �s �m�A. ' ll•-7 eF✓
• Lrdstone & Anderson. Inc.
d::�, 1 6 %3 l95
FEATURE CHECKED BY DATE SHEET OF
A� Z.oCVr�c-ij"TTc�j Ir5 Fc�, E'�,jb-ern -to-T'1-F� �iaht �tr�h6� �CT���
[LA, P946],
dSJzF HA-f, RCL7J A-zz -rla IAL CrA:PAa IT/ F-oD/!
of TYiE Sw,-,Le eN-s= aF -n+--
F/r�,� I I vriE'S s\\rm . 1.C-, r An- l-tic+.! f�, J-r= 5 Ala S � ear sZ ra�1�
=1. „+ - LA f}y� c��r t r ,�S �e c� r�src� Teri r C�SJRF
FOSZDuc sr6� -:bI7nQ(4-AYCE- aF IaS ^-ID ZIC� aFs ,rr-
D P.s 5 A?.0 S / vc-LY.
T,+0:Sc TZGZP_xe�e� IkL exec-�S aF TNC
�,SQH,ZZC , Ae:f- -rHxr -nr,�..G C F /aS A, -la 13(, a.FS p-r
rec-5?C-ZT,vEtY. Tr4c�G Ro�S lJ�2C �Jac� tnc3r-1n� 1,� , r�i r1K� TrcAi ,.1rK�G
7c-m*Pz,Tzti Foci --rtE rCsTxm �-J•D I o,-.t,.11-�w� S LcAI
Tr mem-F�em , T }h-r C5-;,'2F H Az
$3 Arrlt> 5C::> C+FS A-r tie 5 Arlb S 1 TzEJr z 1V�Y.
to srrlrZrF / T+� arse�kx�ea�l A�t, S3 o•F-5 AcT-
II+—rzci�QU rtrt �Fse.S 'jkWl-PAV.ecs Ar 1��.a Stew 8 stream I'19
A,.1D ZI ! CF5 ,
Q,-rH 1 H-r
rr,c�, i aF 7,)-t - -e�Rr,%
/tLa rSG -lTte� aF
MiC S1d/t�L 1
,T r1/f�I BC
�J Ir F,Cs•�T
-r-
e �,Fc^o.d
s}oo, j rr-e�arcc-,
�yr�.Ia
T-fc. %k I-, Z>,IAz 83 eFS
C/tme-t !
r}+=. vrsTv�nt�l
e-YL7
aF -Tr;s Rr�. Co�L v+ticas�l�
TrE
ol= 1-79eF
l+�c�,� 1Frza�crl Ceos> 5cz-�a�
ioOl
e;3 Cr-. rnvST 'EG I�i1•� Ta -rt•U� `tPub�r.
�o,Jr ern of ctec , ��-z-n goo.
• lidstone & Anderson. Inc.
OWNER —PROJECT BY DATE PROJECT NO.
d7,L_ S/31c)s (!_Jc4,1
FEATURE CHECKED BY DATE SHEET OF
Ca �
F �'T���:FCt-trnZ.OG �FiLE
-temiS.ti
e't'e65
�—Y�ap
1.33x �oo
Coe�Mr�
�
L
Zil
281
IZSeti=s (�.eZ� + 83 oF5
S
Z50
09
7_38
91— ar. (�,.et)+ 93eFS
/i1A
Sm
1-19
73S
9(,eF5(-T.cz�;83aFs
`1
95
416
1107
Sa
3,
4e-
5[,
5
' APPENDIX D
HYDRAULIC ANALYSIS
CULVERT ANALYSIS
1
CURRENT DATE: 08-03-1995 FILE DATE: 08-03-1995
�URRENT TIME: 15:59:30 FILE NAME: WINDTR6
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa66aaaaa6aaaaaaa6aaaaaaaaaaaaaaaaaaaaa
aaaaaaaaaaaaaaaaaaaaaaaaa FHWA CULVERT ANALYSIS aaaaaaaaaaaaaaaaaaaaaa6aaa
aaaaaaaaaaaaaaaaaaaaaaaaa HY-8, VERSION 4.0 aaaaaaaaaaaaaaaaaaaaaaaaaa
oaaadaaaaaaaaaaaaaaaaaaaaaaaaaa6aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
° C ° SITE DATA ° CULVERT SHAPE, MATERIAL, INLET °
U 06666aaaaaaaaaaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaar
L ° INLET OUTLET CULVERT BARRELS °
V ° ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET °
° (FT) (FT) (FT) MATERIAL (FT) (FT) n TYPE °
1 4995.50 4995.00 35.00 ° 2 RCB 12.00 4.00 .013 CONVENTIONAL°
' 2 ' ° °
' 3 0 0 0
4
0 5 0 ° o
6 ° ° o
aaaeaaaaaaaaaaaaaaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaa6a6aaaaaaaaaaaaaaa6aaaaaaaaaaal
H' -8 Acr�ysis
Pbv- -r"c
2- 1ikJV'�14
i
lJl-rb i7-tii� 5uintC o,mcT'
Fi k : w i.ttTTzL . At
aa6aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa6aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
'UM14ARY OF CULVERT FLOWS (CFS)
FILE: WINDTR6
DATE: 08-03-1995
ELEV (FT)
TOTAL
1
2
3
4
5
6 ROADWAY ITR
0
0
0
0
0
0
0 0 1
'4997.40
4997.51
28
28
0
0
0
0
0 0 1
4997.53
56
56
0
0
0
0
0 0 1
4997.56
84
84
0
0
0
0
0 0 1
'4997.51
112
112
0
0
0
0
0 0 1
4997.56
141
141
0
0
0
0
0 0 1
4997.65
169
169
0
0
0
0
0 0 1
'4997.75
197
197
0
0
0
0
0 0 1
�41 `�`n +l rr a° ZI I aF
4997.47
211
211
0
0
0
0
0 0 1
f
4997.75
253
253
0
0
0
0
0 0 1
�' 9 Z��
4997.92
281
281
0
0
0
0
0 0 1 �--
fj� I c1 N-
ZS� oF�
5001.50
898
898
0
0
0
0
0 OVERTOPPING
1.33# Q„o
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: WINDTR6 DATE: 08-03-1995
HEAD
HEAD
TOTAL
FLOW
% FLOW
'
ELEV(FT)
ERROR(FT)
FLOW(CFS)
ERROR(CFS)
ERROR
4997.40
0.00
0
0
0.00
4997.51
0.00
28
0
0.00
'
4997.53
0.00
56
0
0.00
4997.56
0.00
84
0
0.00
4997.51
0.00
112
0
0.00
4997.56
0.00
141
0
0.00
'
4997.65
0.00
169
0
0.00
4997.75
0.00
197
0
0.00
4997.47
0.00
211
0
0.00
4997.75
0.00
253
0
0.00
4997.92
0.00
281
0
0.00
<1> TOLERANCE (FT) = 0.010 <2> TOLERANCE (7.) = 1.000
t 2
�URRENT DATE: 08-03-1995 FILE DATE: 08-03-1995
URRENT TIME: 15:59:30 FILE NAME: WINDTR6
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
PERFORMANCE CURVE FOR CULVERT # 1 - 2 ( 12 BY 4 ) RCS
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER
FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH
(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft)
'0 4997.40 0.00 1.90 0-NF 0.00 0.00 0.00 0.00 0.00 2.40
28 4997.51 0.52 2.01 3-M1t 0.16 0.35 0.49 2.40 0.00 2.40
56 4997.53 0.82 2.03 3-Mlt 0.33 0.56 0.98 2.40 0.00 2.40
'84 4997.56 1.07 2.06 3-M1t 0.45 0.73 1.46 2.40 0.00 2.40
112 4997.51 1.30 2.01 3-M1t 0.53 0.88 1.95 2.40 0.00 2.40
141 4997.56 1.51 2.06 3-M1t 0.61 1.02 2.44 2.40 0.00 2.40
'169 4997,65 1.70 2.15 3-M1t 0.69 1.16 2.93 2.40 0.00 2.40
197 4997.75 1.88 2.25 3-M1t 0.77 1.28 3.42 2.40 0.00 2.40
211 4997.47 1.97 1.97 1-S2n 0.81 1.34 9.28 0.95 0.00 2.40
253 4997.75 2.25 2.25 1-S2n 0.90 1.51 9.73 1.08 0.00 2.40
281 4997.92 2.42 2.42 1-S2n 0.96 1.62 10.00 1.17 0.00 2.40
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
El. inlet face invert 4995.50 ft EL. outlet invert 4995.00 ft
El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
***** SITE DATA ***** CULVERT INVERT **************
' INLET STATION (FT)
0.00
INLET ELEVATION (FT)
4995.50
OUTLET STATION (FT)
35.00
OUTLET ELEVATION (FT)
4995.00
'
NUMBER OF BARRELS
2
SLOPE (V-FT/H-FT)
0.0143
CULVERT LENGTH ALONG
SLOPE (FT)
35.00
**** CULVERT DATA SUMMARY
•***********************
BARREL SHAPE
BOX
' BARREL SPAN
12.00 FT
BARREL RISE
4.00 FT
BARREL MATERIAL
CONCRETE
BARREL MANNING'S N
0.013
'
INLET TYPE
CONVENTIONAL
INLET EDGE AND WALL
1:1 BEVEL (45
DEG. FLARE)
INLET DEPRESSION
NONE
1 3
URRENT DATE: 08-03-1995 FILE DATE: 08-03-1995
URRENT TIME: 15:59:30 FILE NAME: WINDTR6
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
aaaaaaaaaaaaaaaaaaaaaaaaa TAILWATER aaaaaaaaaaaaaaaaaaaaaaaaaa
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
CONSTANT WATER SURFACE ELEVATION
4997.40 qe rj [,A
aaaaaaaaaaaaaaaaaaaaaaaaaa ROADWAY OVERTOPPING DATA aaaaaaaaaaaaaaaaaaaaaaaaaa
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH (FT) 35.00
CREST LENGTH (FT) 35.00
OVERTOPPING CREST ELEVATION (FT) 5001.50
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
SWALE ANALYSIS
'tfttfttftttrxxfxttrtr:ttxfxxtrtfrrtffftftf:f
* HEC-2 WATER SURFACE PROFILES
'f t
* Version 4.6.0; February 1991
f
'* RUN DATE 03AUG95 TIME 16:56:44
fxfwttttftttftfttrtt:frfwfxwtttr:ttfxwttwwww
HGC-Z Pot-P,>T
F=o tzT-F�T
x x xxxxxxx xxxxx xxxxx
' x x x x x x x
x x x x x
xxxxxxx xxxx x xxxxx xxxxx
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxxxxxx
r»wfrwrrrwfwwrterr•f•wrttwttrff.t►x•••
* U.S. ARMY CORPS OF ENGINEERS '
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET, SUITE D
* DAVIS, CALIFORNIA 95616-4687 '
* (916) 756-1104
tftttf•f•rtfrx•tftwrtttrrftttt•xttt•w*x
' 03AUG95 16:16:44
rrrrrrrrrrrrrrrrrrrr»rrrrrrrrrrrrrrr
HEC-2 WATER SURFACE PROFILES
Version 4.6.0; February 1991
rrrrrrrrrrrrrrrrrrrxrrrfrr:rrrrrrrrrr
HIS IS AN ARCHIVAL RUN ALL DATA AND RESULTS ARE SAVED ON UNIT 96
AC
1 WINDTRAIL PUD -- REVISED OUTFALL SWALE, FLOODPLAIN ANALYSIS
2 DISCHARGE FROM RATIONAL METHOD CALCULATIONS, SUPPLEMENTED BY CSURF ANALYSIS
3 WINDTRAIL SWALE 0100 FILE: WT_SWAL2 08-03-95 LA, INC.
PAGE 1
THIS RUN EXECUTED 03AUG95 16:56:44
�1
ICHECK
INa
NINV IDIR
STRT METRIC
HVINS'
C
WSEL
FO
0
2
0 0
0 0
0
0
4997.47
' 2
NPROF
IPLOT
PRFVS XSECV
XSECH FN
ALLDC
IBW
CHNIM
ITRACE
'
1
0
-t
J3
VARIABLE
CODES FOR
SUMMARY PRINTOUT
38
39
43 42
1 8
3
26
4 68
`C
0.060
0.060
0.060
0.1
0.3
2
211
281
�T
1
1
10
100
138
0
0
0
X3
101
126
R
5000
100
4995.5
101
4995.5
113
4999.5
113.1
4999.5
113.9
R
4995.5
114
4995.5
126
4996
128
4998
136
4998.6
138
O1
83
8
100
165
82
82
82
R
5000
100
4998
110
4996
115
4995.75
116
4995.75
158
GR
4996
159
4998
163
4998.7
165
X1
167
8
100
158
84
84
84
4999
100
4998
104
4997
107
4996
110
4996
150
'R
R
4997
153
4998
156
4998.8
158
I
'
03AUG95
16:56:44
'OT
2
179
238
x1
250
8
100
159
83
4999
100
4998
104
4997
'GR
GR
4997
153
4998
156
4999
,xi
333
9
100
159
83
GR
5000
100
4999
104
4998
GR
4996.5
152
4997
154
4998
e
X1
400
10
100
218
67
'X3
GR
5000
100
4999
104
4998
GR
4996.7
165
4996.7
189
4997
'0T
2
179
238
500
8
100
235
100
Ixi
GR
5000
100
4999
104
4998
GR
4998
227
4999
231
5000
lx1
600
8
100
215
100
5000
100
4999
104
4998
IGR
GR
4998
207
4999
211
5000
700
8
100
191
100
,x1
GR
5000
100
4999
104
4998
GR
4998
154
4999
179
5000
'QT
2
95
126
'xi
800
6
100
216
100
GR
5000
100
4999
104
4998
GR
5000
216
Ix1
928
11
100
134
128
5002
100
5001
104
5000
'GR
GR
4998.6
133
4999
134
5000
GR
5003
313
PAGE 2
83
83
107
4996.25
108
4996.25
152
159
83
83
108
4997
112
4996.5
114
157
4999.5
159
67
67
189
108
4997
111
4996.7
134
211
4998
214
5000
218
100
100
108
4997.1 116 4997.5 194
235
100
100
108
4997.5 118 4997.8 187
215
100
100
108
4997.8 111 4997.8 150
191
100 100
108 4998 128 4999 172
128 128
108 4999 112 4998.6 113
213 5001 271 5002 297
I
03AUG95
16:56:44
1T
2
80
106
X1
1107
20
100
166
179
R
5002
100
5001
104
5000
R
0
5000
134
5001
138
5002
R
5002
204
5001
230
5000
GR
5002
306
5003
311
5004
r
X1
1250
10
100
239
143
R
5004
100
5002
119
5001
R
5002
187
5003
202
5004
11
1328
10
100
243
78
R
5004
100
5002
108
5001
GR
5002
148
5003
170
5004
4T
2
42
56
A1
1450
9
100
210
122
R
5004
100
5003
106
5002
GR
5003
156
5004
167
5005
xi
1600
8
100
274
150
5006
100
5004
113
5003
tR
R
5004
200
5005
219
5006
OR1
1780
11
100
256
180
5008
100
5006
135
5005
GR
5002.9
175
5002.9
185
5003
'R
5006
256
1874
7
100
167
94
�1
R
5008
100
5006
121
5005
GR
5005
148
5006
167
PAGE 3
179
179
108
4999.5
110
4999.5
130
153
5003
166
5003
182
245
5000
267
5001
304
316
5005
321
5006
325
143
143
124
5000.3
134
5001
165
219
5005
232
5006
239
78
78
112
5000.8
118
5001
123
197
5005
221
5006
243
122
122
111
5001.8
122
5002
135
173
5006
210
150
150
131
5002.2
141
5003
170
274
180
180
164
5004
170
5003
174
186
5004
190
5005
194
94 94
125 5004 131 5004 141
1
03AUG95
16:16:14
'
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
O
GLOB
OCH
OROB
ALOB
ACH
ARDS
VOL
TWA
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
PROF 1 owCPC>-`%
F=�D41S
I
CCHV= .100
CEHV=
.300
1SECNO 1.000
3265 DIVIDED FLOW
4470 ENCROACHMENT STATIONS=
101.0
126.0 TYPE=
1 TARGET=
25.000
1.000
1.97
4997.47
.00
4997.47
4997.78
.31
.00
.00
100000.00
r 211.0
.0
211.0
.0
.0
47.4
.0
.0
.0
100000.00
.00
.00
4.45
.00
.000
.060
.000
.000
4995.50
101.00
.019063
0.
0.
0.
0
0
0
.00
24.10
126.00
r
*SECNO 83.000
1302 WARNING:
CONVEYANCE CHANGE
OUTSIDE
OF ACCEPTABLE RANGE,
KRATIO =
3.05
83.000
2.38
4998.13
.00
.00
4998.19
.05
.38
.03
5000.00
' 211.0
.0
211.0
.0
.0
115.0
.0
.2
.1
4998.70
.01
.00
1.83
.00
.000
.060
.000
.000
4995.75
109.32
.002054
82.
82.
82.
3
0
0
.00
54.06
163.39
I
*SELNO 167.000
167,000
2.32
4998.32
.00
.00
4998,38
06
.19
.00
4999,00
'
211.0
.0
211.0
.0
.0
108.5
.0
.4
.2
4998.80
.02
.00
1.94
.00
.000
.060
.000
.000
4996.00
102.75
.002475
84.
84.
84.
2
0
0
.00
54.03
156.78
*SECNO 250.000
2.26
4998.51
.00
.00
4998.55
.04
.18
.00
4999.00
'250.000
179.0
.0
179.0
.0
.0
110.0
.0
.6
.3
4999.00
.04
.00
1.63
.00
.000
.060
.000
.000
4996.25
101.98
.001779
1
83.
83.
83.
0
0
0
.00
55.54
157.52
*SECNO 333.000
333.000
2.17
4998.67
.00
.00
4998.72
.05
.17
.00
5000.00
179.0
.0
179.0
.0
.0
100.1
.0
.8
.4
4999.50
.05
.00
1.79
.00
.000
.060
.000
.000
4996.50
105.28
002253
83.
83.
83.
1
0
0
.00
52,63
157.91
PAGE 4
I
03AUG95
16:56:44
SECNO
DEPTH CWSEL
CRIWS
WSELK
EG
HV
HL
O
GLOB OCH
GROB
ALOB
ACH
ARDS
VOL
TIME
VLOB VCH
VROB
XNL
XNCH
XNR
WTN
SLOPE
XLOBL XLCH
XLOBR
]TRIAL
IDC
ICONT
CORAR
*SECNO 400.000
302 WARNING:
CONVEYANCE CHANGE
OUTSIDE
OF ACCEPTABLE RANGE,
KRATIO = 1.67
ENCROACHMENT STATIONS=
.0
189.0 TYPE= 1
TARGET=
t470
400.000
2.09 4998.79
.00
.00 4998.81
.02
179.0
.0 179.0
.0
.0 165.4
.0
07
.00 1.08
.00
.000 .060
.000
.000805
67. 67.
67.
1 0
0
'SECNO 500.000
GLOSS
L-BANK ELEV
TWA
R-BANK ELEV
ELMIN
SSTA
TOPWID
ENDST
188.999
.08 .00 5050.00
1.0 .5 100000.00
000 4996.70 104.80
.00 84.19 189.00
' 500.000 1.79 4998.89 .00 .00 4998.90 .02 .09 .00 5000.00
179.0
.0
179.0
.0
.0
175.2
.0
1.4
.7
5000.00
.00
1.02
.00
.000
.060
.000
.000
4997.10
104.45
'10
.001101
100.
100.
100.
2
0
0
.00
126.10
230.55
tSECNO 600.000
600.000
1.53
4999.03
.00
.00
4999.06
.03
.15
.00
5000.00
179.0
.0
179.0
.0
.0
134.6
.0
1.7
1.0
5000.00
.00
1.33
.00
.000
.060
.000
.000
4997.50
103.89
'12
.002134
100.
100.
100.
2
0
0
.00
107.22
211.11
ISECNO 700.000
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.66
700.000
1.52
4999.32
.00
.00
4999.37
.06
.31
.01
5000.00
179.0
.0
179.0
.0
.0
93.5
.0
2.0
1.2
5000.00
13
.00
1.91
.00
.000
.060
.000
.000
4997.80
102.73
.004868
100.
100.
100.
2
0
0
.00
80.06
182.80
�SECNO 800.000
800.000
1.66
4999.66
.00
.00
4999.67
.01
.30
.00
5000.00
95.0
.0
95.0
.0
.0
100.0
.0
2.2
1.4
5000.00
16
.00
.95
.00
.000
.060
.000
.000
4998.00
101.33
.001474
100.
100.
100.
0
0
0
.00
100.02
201.35
PAGE 5
I
1 03AUG95
16:56:44
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
0
GLOB
OCH
OROB
ALOE
ACH
AROB
VOL
TWA
R-BANK ELEV
1 TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
ISECNO 928.000
�302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.57
928.000
1.35
4999.95
.00
.00
4999.99
.04
.31
.01
5002.00
95.0
.0
58.7
36.3
.0
31.1
35.6
2.5
1.7
4999.00
1 .18
.00
1.89
1.02
.000
.060
.060
.000
4998.60
108.20
.004592
128.
128.
128.
2
0
0
.00
100.79
208.99
�SECNO 1107.000
�265 DIVIDED
FLOW
1107.000
1.22
5000.72
.00
.00
5000.75
.03
.76
.00
5002.00
80.0
.0
50.0
30.0
.0
32.3
29.2
2.7
2.1
5003.00
.22
1
.00
1.55
1.03
.000
.060
.060
.000
4999.50
105.13
003876
179
179
179.
3
0
0
.00
91.13
293.59
ISECNO 1250.000
1302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .63
1250.000
1.24
5001.54
.00
.00
5001.60
.06
.84
.01
5004.00
80.0
.0
80.0
.0
.0
40.3
.0
2.9
2.4
5006.00
'
.24
.00
1.99
.00
.000
.060
.000
.000
5000.30
121.31
009873
143
143.
143.
2
0
0
.00
55.52
176.83
�SECNO 1328.000
1328.000
1.47
5002.27
.00
.00
5002.34
.07
.74
.00
5004.00
80.0
.0
80.0
.0
.0
38.7
.0
3.0
2.4
5006.00
.25
.00
2.07
.00
.000
.060
.000
.000
5000.80
106.89
009134
78
78
78
2
0
0
.00
47.21
154.10
�SECNO 1450.000
1450.000
1.19
5002.99
.00
.00
5003.01
.02
.66
.00
5004.00
' 42.0
.0
42.0
.0
.0
38.9
.0
3.1
2.6
5006.00
.28
.00
1.08
.00
.000
.060
.000
.000
5001.80
106.05
nnocia
111
197
127_
3
0
0
.00
49.73
155.78
PAGE 6
' 03AUG95 16:16:44
SECNO DEPTH CWSEL
CRIWS
WSELK
EG
HV
HL
0 GLOB OCH
OROB
ALOB
ACH
ARDS
VOL
TIME VLOS VCH
VROB
XNL
XNCH
XNR
WTN
SLOPE XLOBL XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
SECNO 1600.000
OLOSS
L-BANK ELEV
TWA
R-BANK ELEV
ELMIN
SSTA
TOPWID
ENDST
1610,000
1.25
5003.41
.00
.00
1003,47
.02
.46
.00
1006.00
'
42.0
.0
42.0
.0
.0
38.2
.0
3.2
2.8
5006.00
.32
.00
1.10
.00
.000
.060
.000
.000
5002.20
122.83
003657
150
150
150
3
0
0
.00
60.77
183.61
*SECNO 1780.000
1780.000
1.35
5004.25
.00
.00
5004.30
.05
.82
.01
5008.00
'
42.0
.0
42.0
.0
.0
22.4
.0
3.3
2.9
5006.00
.35
.00
1.87
.00
.000
.060
.000
.000
5002.90
168.49
005843
180
180
180
1
0
0
.00
22.51
191.00
*SECNO 1874.000
1302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .64
1874.000
1.04
5005.04
.00
.00
5005.13
.09
.82
.01
5008.00
42.0
.0
42.0
.0
.0
17.5
.0
3.4
3.0
5006.00
.36
.00
2.40
.00
.000
.060
.000
.000
5004.00
124.83
014400
94
94
94.
1
0
0
.00
23.99
148.82
1
T1 WINDTRAIL PUD -- REVISED OUTFALL SWALE, FLOODPLAIN ANALYSIS
�2 DISCHARGE FROM RATIONAL METHOD CALCULATIONS, SUPPLEMENTED BY CSURF ANALYSIS
3 WNDTRAIL SWALE 1.33*0100 FILE: WT SWAL2 08-03-95 LA, INC.
�1 ICHECK INO NINV IDIR STRT METRIC HVINS 0 WSEL
0 3 0 0 0 0 0 0 4997.92
�2 NPROF 1PLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM
15 0 -1
1
1
FO
ITRACE
-bIvie
PAGE 7
1
03AUG95 16:56:44
c
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
'G GLOB OCH GROB ALOE ACH ARCS VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOSL XLCH XLOSR ITRIAL IDC ICONT CORAR TOPWID ENDST
PROF 2 !co-YR F�Lo%.I -.-, l'Jo :r-a-jn Tel 33
1
CCHV= .100 CEHV= .300
1SECNO 1.000
3265 DIVIDED FLOW
1470 ENCROACHMENT STATIONS= 101.0 126.0 TYPE= 1 TARGET= 25.000
1.000 2.42 4997.92 .00 4997.92 4998.28 .36 .00 .00 100000.00
' 281.0 .0 281.0 .0 .0 58.2 .0 .0 .0 100000.00
.00 .00 4.83 .00 .000 .060 .000 .000 4995.50 101.00
.018303 0. 0. 0. 0 0 0 .00 24.12 126.00
*SELNO 83.000
1302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 3.04
83.000 2.87 4998.62 .00 .00 4998.68 .06 .37 .03 5000.00
' 281.0 .0 281.0 .0 .0 142.0 .0 .2 .1 4998.70
.01 .00 1.98 .00 .000 .060 .000 .000 4995.75 106.91
.001975 82. 82. 82. 3 0 0 .00 57.86 164.77
ISECNO 167.000
167.000 2.79 4998.79 .00 .00 4998.86 .07 .18 .00 4999.00
' 281.0 .0 281.0 .0 .0 135.1 .0 .5 .2 4998.80
.02 .00 2.08 .00 .000 .060 .000 .000 4996.00 100.84
.002288 84. 84. 84. 2 0 0 .00 57.13 157.97
*SECNO 250.000
' 210,000 2.73 4998,98 .00 .00 4999,02 .05 .16 .00 4999.00
238.0 .0 238.0 .0 .0 136.4 .0 .7 .3 4999.00
.04 .00 1.75 .00 .000 .060 .000 .000 4996.25 100.13
.001657 83. 83. 83. 0 0 0 .00 58.78 158.90
*SECNO 333.000
'333.000 2.62 4999.12 .00 .00 4999.18 .06 .15 .00 5000.00
238.0 .0 238.0 .0 .0 124.3 .0 1.0 .4 4999.50
.05 .00 1.91 .00 .000 .060 .000 .000 4996.50 103.48
.102061 83, 83, 83. 1 0 0 .00 55.03 158.51
PAGE 8
1
03AUG95 16:56:44
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
'0 GLOB OCH OROB ALOB ACH ARCS VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENOST
ISECNo 400.000
�302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.67
�470 ENCROACHMENT STATIONS= .0 189.0 TYPE= 1 TARGET= 188.999
400.000 2.54 4999.24 .00 .00 4999.26 .02 .08 .00 5050.00
238.0 .0 238.0 .0 .0 203.5 .0 1.2 .5 100000.00
06 .00 1,17 .00 .000 .060 .000 .000 4996.70 103.01
.000738 67. 67. 67. 0 0 0 .00 85.99 189.00
�SECNO 500.000
500.000 2.22 4999.32 .00 .00 4999.34 .02 .08 .00 5000.00
238.0 .0 238.0 .0 .0 230.7 .0 1.7 .8 5000.00
09 .00 1.03 .00 .000 .060 .000 .000 4997.10 102.71
.000808 100. 100. 100. 2 0 0 .00 129.57 232.29
�SECNO 600.000
600.000 1.92 4999.42 .00 .00 4999.45 .03 .11 .00 5000.00
238.0 .0 238.0 .0 .0 177.6 .0 2.2 1.0 5000.00
11 .00 1.34 .00 .000 .060 .000 .000 4997.50 102.31
.001561 100. 100. 100. 2 0 0 .00 110.38 212.69
�SECNO 700.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .62
700.000 1.84 4999.64 .00 .00 4999.70 .06 .24 .01 5000.00
238.0 .0 238.0 .0 .0 120.1 .0 2.5 1.3 5000.00
'13 .00 1.98 .00 .000 .060 .000 .000 4997.80 101.45
.004069 100. 100. 100. 2 0 0 .00 85.20 186.65
�SECNO 800.000
800.000 1.94 4999.94 .00 .00 4999.96 .01 .25 .00 5000.00
126.0 .0 126.0 .0 .0 129.3 .0 2.8 1.5 5000.00
15 .00 .97 .00 .000 .060 .000 .000 4998.00 100.23
.001299 100. 100. 100. 2 0 0 .00 113.21 213.44
1
ig
PAGE 9
I
03AUG95
16:56:44
1
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
0
GLOB
OCH
OROS
ALOB
ACH
AROB
VOL
TWA
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
ISECNO 928.000
�302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.62
928.000
1.58
5000.18
.00
.00
5000.22
.03
.25
.01
5002.00
126.0
.0
66.0
60.0
.0
37.2
54.8
3.1
1.8
4999,00
'
.18
.00
1.77
1.10
.000
.060
.060
.000
4998.60
107.28
.003355
128.
128.
128.
2
0
0
.00
116.23
223.51
ISECNO 1107.000
�265 DIVIDED
FLOW
1107.000
1.35
5000.85
.00
.00
5000.88
.04
.66
.00
5002.00
106.0
.0
62.3
43.7
.0
36.4
37.2
3.5
2.3
5003,00
'
.21
.00
1.71
1.17
.000
.060
.060
.000
4999.50
104.62
004220
179
179
179.
2
0
0
.00
98.77
298.31
ISECNO 1250.000
1302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .66
1250.000
1.40
5001.69
.00
.00
5001.77
.07
.87
.01
5004.00
106.0
.0
106.0
.0
.0
49.5
.0
3.7
2.5
5016,00
.23
.00
2.14
.00
.000
.060
.000
.000
5000.30
120.51
009646
143
143.
143.
2
0
0
.00
59.83
180.34
ISECNO 1328.000
1328.000
1.64
5002.44
.00
.00
5002.52
.08
.75
.00
5004.00
106.0
.0
106.0
.0
.0
46.7
.0
3.8
2.6
5006.00
.24
.00
2.27
.00
.000
.060
.000
.000
5000.80
106.24
009583
78
78
78.
2
0
0
.00
51.45
157.69
ISECNO 1450.000
1450.000
1.37
5003.17
.00
.00
5003.19
.02
.66
.01
5004.00
56.0
.0
56.0
.0
.0
48.0
.0
3.9
2.8
5006.00
'
.27
.00
1.17
.00
.000
.060
.000
.000
5001.80
105.00
nrnS;,o
127
122_
122_
3
0
0
.00
52.85
157.84
b%
PAGE 10
' 03AUG95
16:16:44
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
' Q
OLDS
OCH
OROS
ALOB
ACH
TIME
VLOS
VCH
VROB
XNL
XNCH
SLOPE
XLOBL
XLCH
XLOSR
ITRIAL
IDC
1
*SECNO 1600.000
1600,000
1.41
5003,61
.00
.00
5003.63
56.0
.0
56.0
.0
.0
48.3
.31
.00
1.16
.00
.000
.060
.003480
150.
150.
150.
3
0
*SECNO 1780.000
1780.000
1.52
5004.42
.00
.00
5004.49
'
56.0
.0
56.0
.0
.0
26.4
.33
.00
2.12
.00
.000
.060
' 006679
180,
180.
180.
2
0
*SECNO 1874.000
1874.000
1.26
5005.26
.00
.00
5005.35
56.0
.0
56.0
.0
.0
23.0
.34
.00
2.43
.00
.000
.060
' .013089
1
1
94.
94.
94.
1
0
HV
HL
GLOSS
L-BANK ELEV
ARDS
VOL
TWA
R-BANK ELEV
XNR
WIN
ELMIN
SSTA
ICONT
CORAR
TOPWID
ENDST
.02
.44
.00
5006.00
.0
4.1
3.0
5006.00
.000
.000
5002.20
120.02
0
.00
68.27
188.30
.07
.85
.01
5008.00
.0
4.2
3.2
5006.00
.000
.000
5002.90
167.48
0
.00
24.19
191.68
.09
.85
.01
5008.00
.0
4.3
3.2
5006.00
000
.000
5004.00
123.99
0
.00
28.81
152.80
PAGE 11
03AUG95 16:56:44 PAGE 12
' THIS RUN EXECUTED 03AUG95 16:56:45
rwwwx...rxx..r.......xwx«w.fx..x...«w
HEC-2 WATER SURFACE PROFILES
' Version 4.6.0;
February 1991
«we..:rwr.w.......r:.rrr.x......r.rrr
NOTE- ASTERISK
(*) AT
LEFT OF CROSS-SECTION
NUMBER INDICATES
MESSAGE
IN
SUMMARY OF
ERRORS LIST
1
WINDTRAIL SWALE
Q100
IUMMARY PRINTOUT
' SECNO
XLCH
O
ELMIN
CWSEL
DEPTH
EG
VCH
TOPWID
1.000
.00
211.00
4995.50
4997.47
1.97
4997.78
4.45
24.10
' 1.000
.00
281.00
4995.50
4997.92
2.42
4998.28
4.83
24.12
* 83.000
82.00
211.00
4995.75
4998.13
2.38
4998.19
1.83
54.06
83.000
82.00
281.00
4995.75
4998.62
2.87
4998.68
1.98
57.86
167.000
84.00
211.00
4996.00
4998.32
2.32
4998.38
1.94
54.03
167.000
84.00
281.00
4996.00
4998.79
2.79
4998.86
2.08
57.13
' 250.000
83.00
179.00
4996.25
4998.51
2.26
4998.55
1.63
55.54
250.000
83.00
238.00
4996.25
4998.98
2.73
4999.02
1.75
58.78
' 333.000
83.00
179.00
4996.50
4998.67
2.17
4998.72
1.79
52.63
333.000
83.00
238.00
4996.50
4999.12
2.62
4999.18
1.91
55.03
400.000
67.00
179.00
4996.70
4998.79
2.09
4998.81
1.08
84.19
400.000
67.00
238.00
4996.70
4999.24
2.54
4999.26
1.17
85.99
500.000
100.00
179.00
4997.10
4998.89
1.79
4998.90
1.02
126.10
'
500.000
100.00
238.00
4997.10
4999.32
2.22
4999.34
1.03
129.57
600.001
100.00
179.00
4997.50
4999,03
1.53
4999.06
1.33
107.22
'
600.000
100.00
238.00
4997.50
4999.42
1.92
4999.45
1.34
110.38
* 700.000
100.00
179.00
4997.80
4999.32
1.52
4999.37
1.91
80.06
700.000
100.00
238.00
4997.80
4999.64
1.84
4999.70
1.98
85.20
800.000
100.00
95.00
4998.00
4999.66
1.66
4999.67
.95
100.02
' 800.000
100.00
126.00
4998.00
4999.94
1.94
4999.96
.97
113.21
* 928.000
128.00
95.00
4998.60
4999.95
1.35
4999.99
1.89
100.79
* 928.000
128.00
126.00
4998.60
5000.18
1.58
5000.22
1.77
116.23
FRCH
.57
.56
.22
.22
.24
.24
.20
.20
.23
.22
.14
.13
.15
.14
.21
.19
.31
.29
.17
.16
.30
.27
1
03AUG95 16:56:44
1
SECNO XLCH 0 ELMIN CYSEL
' 1107.000 179.00 80.00 4999.50 5000.72
1107.000 179.00 106.00 4999.50 5000.85
1250.000 143.00 80.00 5000.30 5001.54
1250.000 143.00 106.00 5000.30 5001.69
'1328.000 78.00 80.00 5000.80 5002.27
1328.000 78.00 106.00 5000.80 5002.44
'1450.000 122.00 42.00 5001.80 5002.99
1450.000 122.00 56.00 5001.80 5003.17
1600.000 150.00 42.00 5002.20 5003.41
1600.000 150.00 56.00 5002.20 5003.61
1780.000 180.00 42.00 5002.90 5004.25
' 1780.000 180.00 56.00 5002.90 5004.42
* 1874.000 94.00 42.00 5004.00 5005.04
1874.000 94.00 56.00 5004.00 5005.26
t
DEPTH
EG
VCH
TOPNID
FRCH
1.22
5000.75
1.55
91.13
.38
1.35
5000.88
1.71
98.77
.39
1.24
5001.60
1.99
55.52
.41
1.40
5001.77
2.14
59.83
.41
1.47
5002.34
2.07
47.21
.40
1.64
5002.52
2.27
51.45
.42
1.19
5003.01
1.08
49.73
.22
1.37
5003.19
1.17
52.85
.22
1.25
5003.47
1.10
60.77
.24
1.41
5003.63
1.16
68.27
.24
1.35
5004.30
1.87
22.51
.33
1.52
5004.49
2.12
24.19
.36
1.04
5005.13
2.40
23.99
.49
1.26
5005.35
2.43
28.81
.48
PAGE 13
03AUG95 16:56:44
PAGE 14
SUMMARY OF ERRORS AND SPECIAL NOTES
SECNO=
83.000
PROFILE=
1
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE
RANGE
tARNING
ARNING
SECNO=
83.000
PROFILE=
2
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE
RANGE
SECNO=
400.000
PROFILE=
1
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE
RANGE
tARNING
ARNING
SECNO=
400.000
PROFILE=
2
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE
RANGE
FAARNING SECNO= 700.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
RNING SECNO= 700.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 928.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
ARNING SECNO= 928.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 1250.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
11WARNING SECNO= 1250.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 1874.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
1
.
SIMPOtWME9Es
Af
I
— I —ND— -- ..
ee�
SUNDER/NW�Atf'N ES
• . . - . .. . + • • vmaw.� star ciE/aLCw �I i -
— — — -__ --- —�_ WhOMMIL BOUNDARY
_ .i..y s...a.y. •1•.r= _-- _ _ _ _ _��. _ — — wevu cmaror lZ£1NLlM' — — — — — — — — — — — — — — — — — — — — — —
_— —
—
_ _ — � ,wmv dttrAa mxAo � 8
._ N01ES `.
- mr /NYrwncRs .taoCwmv swt
. _� •�. ` F $KY( CEMEALMi t iC1Y uwi[Nue'E [v nc nw�nxz �\
.. _ _ 1 50/T A/F EIYMENI FPP Rff SIYILF IYL d�
' .� 'AjO. �- WMO1Rv[ IDM:IK'MF�r uFEA'/r [r AC
CSU RES NDATION \
\- HILL POND. ON SPR/NC CREEK
I
vV--
�,w..-
�—
\\_SPRING CREEK I_ —
_ _ Q
N ' gyg
OPEN SPACE � �
III
1s 4v.,�11 ! , 11 / 73 `•n -� - »-~
I I
g / i
o ---1
so
33
34
11 o o
f I I
�,✓ �. a.I� I �I x 26 a Ij t
1 1 1
22
o _sgcc* _ I e
40
r
_ 2 FA
SHEET I
1 OF 3
ill POND ON SPRING CREEK
WILBERtJtNO-CBNBOS�-.` \ \ � �,� `•,�� -- - ---'� ---- —_ -- _. -- --'
I —
NC CREEK
N 8
SPR/
i
i OPEN aPnce
H2
SIM
®®®�
v
ovm
v��o0
W�
12 _ d
W
DP 6 $4 DIP
— — U N Z
I I I
�I 1 , 11 a z r Q
\�—T_
11 P
k, r co
jar - \ ;cc
mmw
-DP 9 LL
DP TO 1 o W
K co
uj
D< .11 MP. NIIY /YM' I Y - •"�
i
v I
It I / y/ _��` G
. .•'` _ 73 e SVLffi�SM /AfM1//fkM1XW \. aOp M 8o ; 12
SUNDER/NCf' �TF3�Y%✓ ES I'�, � (� _ .��. o .srresavN .wc� cwlmt W. s w cdi
�. t , \ •��� � •�- �. r,oIt ra. carte,
#DIP 3 OfSfM rmwr \�'�� 'av owe: m-za-ss
/ L — — — — ---� , _ ' / - - •' . `� rzar awecnuv woxar I \ -- I °'°'s�� oxc cxo
sw oNrn, GD
--_
• .��. • . m mrmx cavraa �, - \ } �cn<aae crc
• Mp9.SLD P?VRNM AI yu evwnna: n—z—as
N9ND)RAIt BOUNQ4Rr
NOT° FOR DELINEATION OF OFF -SITE _ i s- s. s..a. •u•_ —•_• • • •_ — — — — — — — — — —`�! — -- ie �c"o
.—._.—.—.—.—-------------�-- J
'EASIN-SOONDARIES, 8EE'FINAL .. — . . a ___. —. NOTES '_�- T
DRAINAGE REPORT FOR THE WINDTRAIL ® axovosm saOr ctEw�%vSHEET
TOWNHOMES•, SHEET 1 OF 3 [LA 19N]. A- --- — —�' ��a �' ' sror e�ca�xav - NSKY6L9F m. r a' n� ..
- � --�„mF GSTYEM, fRG 1iF SwUL Y#L BC 2 OF 3
SWA(E CENIfAY/NE N�V /S. P.V.O
2M CSI/ RESFARCIL-FF3t1NlJA7/ON
OEM
HU POND ON SPRING CREEK -� -
...........
11. ,�� j SPRING CREEK I—
OPEN SPACE ~1---- 3 •�---I` \�---�'�---X G__ I----------- ----'" -�
-
__ —
If
IA! _
1 .I _ I. 1 v I r—
f 5
IN
34
2026
���
r�
80i � I IyI I I 2e �@ 21 I Q
S ER
lag
gN
_- ow\,t L-1- L_L-
\ L16Ax: II• ALP. L SPM E26,dC ]> : � � �..\':
qIqw
V —
i
— EGEND
,� w rl oo LN
..rs o sevAr r
wnnW Nwl •,� �.. •- . ���• — — \cn-ruR sRceeawa � — _ \� _\\
— — — -SUNDER/N(��WN/i ES i \ •�.,I / . ./. .i j t __�"--_ rnSW Ca ro R
� -. RRovosEa covrouR 1 po
�' f now WRECRNA ow
----- — . - .
---- --- -� __— J .'... ....... ..® GAtlP0Y06 rEL H
_WINO/FAIL_9IN/N— —
i1931 S EX/SI1NC ShJr ELLYAIXM'
—.——._.—.—.—.— ---- & SWA(E CENCRUNE - NOTES. `
anLL/�Wawry�n�W►��n
• ' i -' 1� 1 WIIA '"'^" NE NOMCO[N U4WA X CY WE aw \•. \
�---� CROSS SECTION soiE acsvEx E T n WWE S+
Ina" U � `f (# RAT WE
r' ^DW&L Mmrms, PUO
_
a
I
• Z
I
a
1 0
LL
I LLI
i Q
I
I
J
j
LL
N
SHEET
3OF3
HU POND ON SPRING CREEK -� -
...........
11. ,�� j SPRING CREEK I—
OPEN SPACE ~1---- 3 •�---I` \�---�'�---X G__ I----------- ----'" -�
-
__ —
If
IA! _
1 .I _ I. 1 v I r—
f 5
IN
34
2026
���
r�
80i � I IyI I I 2e �@ 21 I Q
S ER
lag
gN
_- ow\,t L-1- L_L-
\ L16Ax: II• ALP. L SPM E26,dC ]> : � � �..\':
qIqw
V —
i
— EGEND
,� w rl oo LN
..rs o sevAr r
wnnW Nwl •,� �.. •- . ���• — — \cn-ruR sRceeawa � — _ \� _\\
— — — -SUNDER/N(��WN/i ES i \ •�.,I / . ./. .i j t __�"--_ rnSW Ca ro R
� -. RRovosEa covrouR 1 po
�' f now WRECRNA ow
----- — . - .
---- --- -� __— J .'... ....... ..® GAtlP0Y06 rEL H
_WINO/FAIL_9IN/N— —
i1931 S EX/SI1NC ShJr ELLYAIXM'
—.——._.—.—.—.— ---- & SWA(E CENCRUNE - NOTES. `
anLL/�Wawry�n�W►��n
• ' i -' 1� 1 WIIA '"'^" NE NOMCO[N U4WA X CY WE aw \•. \
�---� CROSS SECTION soiE acsvEx E T n WWE S+
Ina" U � `f (# RAT WE
r' ^DW&L Mmrms, PUO
_
a
I
• Z
I
a
1 0
LL
I LLI
i Q
I
I
J
j
LL
N
SHEET
3OF3