HomeMy WebLinkAboutDrainage Reports - 04/01/20051
1
1
1
1
1
1
December 7 2001
Mr Basil Harridan
City of Fort Collins
Stormwater Utility Department
P O Box 580
Fort Collins CO 80522-0580
Re Harmony Ridge P U D Second Filing
Project No 0927-010
Dear Mr Hamden
We are pleased to resubmit this Final Drainage Report for Harmony Ridge P U D
Second Filing This report was prepared based on current City of Fort Collins criteria
and we believe it meets the requirements for a final submittal
We look forward to your review and comments and will gladly answer any questions you
may have
Sincerely
TST INC CONS IN ENGINEERS
Mike R Ja son David B Lindsay P E
MRJ
TST, INC
Consulting Engineers
748 Whalers Way Building D
Fort Collins CO 80525
(970) 226 0557
Metro (303) 595 9103
Fax (970) 226 0204
Email mfo@tsunc com
www Wine com
TABLE OF CONTENTS
1
1
1
1
1
Page
10 Introduction
1 1 Scope and Purpose
1
12 Project Location and Description
1
13 Previous Studies
1
20 Historic Conditions
3
30 Developed Conditions Plan
4
31 Design Criteria
4-5
32 Drainage Plan Development
5-6
3 2 1 Street Capacity
9
3 2 2 Inlet Design
9
3 2 3 Storm Sewer and Swale Design
9
3 2 4 Riprap Design
9
33 Erosion Control
14
34 Water Quality Pond Design
14
Fi urea
Figure 1 Vicinity Map 2
Tables
Table 1 Hydrologic Calculations Worksheet
7
Table 2 - Summary of Attenuated Runoff
8
Table 3 Summary of Street Capacity Analysis
10
Table 4 Summary of Inlet Analysis and Design
11
Table 5 - Summary of Storm Sewer Design
12
Table 6 Summary of Riprap Design
13
Technical Appendices
Appendix A - Rational Method Analysis
Appendix B Street Capacity Analysis
Appendix C - Inlet Analysis and Design
Appendix D - Storm Sewer and Swale Design
Appendix E - Riprap Design
Appendix F — Erosion Control
Appendix G — Water Quality Pond Design
Appendix H — Open Space Easements and Trilby Lateral Approval
Sheets
Drainage & Erosion Control Plan
a
1
1.0
Introduction
1
F
1
1 1 Scope and Purpose
This report presents the results of a final drainage evaluation for the Harmony Ridge P U D
Filing Two A hydrologic analysis of the proposed development plan was completed to
determine the location and magnitude of the storm runoff The hydrologic data was then used
to evaluate conveyance and detention facilities based on City criteria
12 Project Location and Description
The Harmony Ridge P U D Filing Two is a proposed single family residential site The
property is located in the Northwest Quarter of Section 3 T6N, R69W of the 6th Principal
Mendian Lanmer County Colorado The site is bounded on the north by old Harmony Road
on the east by Harmony Ridge P U D and on the south and west by the Cathy Fromme
Praine A vicinity map illustrating the project location is provided in Figure 1
The Harmony Ridge P U D Filing Two consists of approximately 14 25 acres The
development will consist of 39 single family lots and 9 duplex lots both with walkout
basements
13 Previous Studies
The Final Drainage Report for the Harmony Ridge P U D (TST Inc, January 20 1999) was
reviewed prior to the preparation of this report Portions of the Preliminary Drainage Study for
the Overlook at Arapaho Farms P U D" (RBD Inc 1996) was reviewed for information
pertinent to this development
FIGURE 1
HORSETOOM ROAD
�ooQao
o
aQ�
DO c ��`
�a9 ��;
24
T
,APROJE
CATIO
HARMONY ROA
W
h
1 N
RE..3w
Rr:�<.,
�o
VICINITY MAP
SCALE 1" = 2000'
11
1
1 2,0
Historic Conditions
The site currently lies within the Fossil Creek Drainage Basin Vegetation is moderately dense
' consisting mostly of dryland native grasses shrubs and some cactus
The southern portion of the site is much steeper and has a major dramageway, which
' discharges to the Bums Tributary in the Cathy Fromme Praine open space The dramageway
is well defined and is steeper at the top than at the bottom This dramageway contains well
established grasses and some scattered rocks It meanders more at the bottom than at the
1 top and exhibits signs of past bank and bed erosion that has softened and revegetated over
time Currently the bed and banks appear to be stable
' An existing irrigation lateral flows east to west along the southern property limits of the site
This ditch is still in use by others and will remain in use after this development is completed It
is suspected that the ditch may leak and is contributing moisture to the downstream
dramageway
1
1
i
1
1
1
1
1
I
I
3.0
Developed Conditions Plan
31 Design Cntena
The drainage system presented in this report has been developed in accordance with the
criteria established by the City of Fort Collins Storm Drainage Design Criteria and Construction
Standards Manual (SDDC) dated May 1984 and revised in January 1997 Where applicable
design guidelines and information were also obtained from the Denver Regional Council of
Government Urban Storm Drainage Criteria Manual (USDCM)
Developed condition hydrology was evaluated based on the 2-year and 100-year storm
frequencies as dictated by Table 3-1 of the SDDC manual The development is within the
Fossil Creek Basin in which there is no requirement for detention so historic runoff
computations were not necessary for this site
Because of the limited size of the subbasins on the site the Rational Method was selected to
calculate runoff The Rational Method utilizes the SDDC manual equation
Q = CCfIA
where Q is the flow in cfs C is the runoff coefficient Cf is the storm frequency coefficient I is
the rainfall intensity in inches per hour and A is the total area of the basin in acres The runoff
coefficient C was calculated from Table 3-3 of the SDDC manual based on the proposed
developed condition land use A composite runoff coefficient was calculated for each sub -
basin based on the percentage of impervious surface (C = 0 95) and pervious surface (C =
0 25-0 35) Cf was taken from Table 3 4 of the SDDC manual and was determined to be 1 0
for the 2 year storm and 125 for the 100 year storm The appropriate rainfall intensity was
taken from the rainfall intensity duration curve in Figure 3 1 of the SDDC manual To obtain
the rainfall intensity the time of concentration had to be determined The following equation
was utilized to determine the time of concentration
tc = t, + tt
where tc is the time of concentration in minutes t, is the initial or overland flow time in minutes
and tt is the travel time in the gutter in minutes The initial or overland flow time was calculated
with the SDDC manual equation
t, = [1 87(1 1 - CCf)LOj/(S)o33
where L is the length of overland flow in feet (limited to a maximum of 500 feet) S is the
average basin slope in percent C is the composite runoff coefficient and Cf is the storm
4
I
frequency coefficient The formula limits the product of CCf to 1 0 and when the product
exceeds this value 1 0 is used in its place Gutter (or channel) travel times were determined by
' utilizing Figure 3-2 from the USDCM for the flow velocity within the conveyance element The
travel time was then determined by dividing the gutter flow length by the velocity This
procedure for computing time of concentration allows for overland flow as well as travel time
for runoff collected in streets gutters channels or ditches
After the peak runoff was calculated attenuated runoff was calculated This was done by
combining all contributing areas upstream of a given design point The time of concentration
for the design point was taken as the greatest time of all the contributing subbasins
32 Drainage Plan Development
The proposed drainage plan consists of a combination of overland flow and gutter flow The
runoff will sheet flow across landscaped yards and common areas, then concentrate at
proposed street low points or in a water quality/retention pond Gutter flow in streets will be
collected at low points via curb inlets and then conveyed to the swales via a storm sewer
system Subbasins were delineated based on proposed grading Final grading and basin
delineation are shown on the Drainage and Erosion Control Plan sheet which can be found in
the back of this report
The southern portion of the site lies within the study area of the Fossil Creek Basin Master
Plan (Simons &Li) Per this master plan no detention is required and we have confirmed that
no detention is required within this portion of the Burns Tributary which is tributary to Fossil
Creek Although detention is not required in the southern portion of the site storm water
quality is an important consideration because of the Cathy Fromme open space the site
discharges to Storm runoff from Basin A will be collected at a low point in the street and by a
back lot swale It is then routed through Water Quality Pond A The stormwater then flows
from Water Quality Pond A down a swale to an existing retention pond The upstream portion
of this existing outlet pipe (ST-11) needs to be increased from a 24" RCP to a 33° RCP to
accommodate a change in developed flows The existing outlet structure from this pond in
Subbasin Al was designed to reduce flow velocities so that the existing eastern dramageway
could be maintained in as natural a state as possible
Basin B also discharges to a minor existing dramageway in the Cathy Fromme open space
Runoff from this basin is collected from a low point in the street and conveyed to a Water
Quality Pond B via storm sewer The outlet to the water quality pond flows through a storm
sewer under the Trilby Lateral Ditch and then enters the existing dramageway The outlet was
designed to reduce the flow velocities to manageable levels again to provide as much
protection to the existing dramageway as possible
The results of the Rational Method Hydrologic Analysis can be found in Table 1 with the
' methodology of calculations shown in Appendix A Table 2 shows the results of the runoff
attenuation described previously
1 5
O.
C
n
vi
vi=lam
m-
..
riNN
o
o
N
>
z
,�E
nv..ia
ri
vrnm
Nri
an
o
0
Y
5 �:
O-
`�
ON
a Nae
n
n
o
NNNfiNN
O
OO
O
o
b♦
Na
O
N
o
N
.n
j � v
�1 3 r
1�1
pp
QQ
lP
v Q
CI
IV fV
N
N
(V
N
fl
(V
N
(V
fV
N
N
IV
N
T
s
0
aL"n
N
8888
888888888
r
r
8
S
8
c: W
:J
0
0 0
o
c
o
c
o
o
eo
c
c
o
c
o
a
r
r
g
N
w
M
ry
a
e
r
n
o
o
c
r
N m
b
a
N
�a
r
b
P
o
r
ry
a
y�
Q
G G
Q
W
fA
(A
G!
m
1S
W
S1
65
U
❑
W
H
H
W
Q
k
q
-
N r
Nrr
ory
Norv.-
c
m
�n
$Sm
n
mmmmemr.no
S
�
m
�'
ry N
N
N
N
ry
N
N
N
N
N
N
N
N
N
N
�d �u
m
NNri6'J
�ri6d
N
N
N�o'3
a-m
F'e
re
mma
FI
�
g
A��
6 .-�No
c-�c�N-�.•
oo
N
o
0
s:
N
r
N
N
a�2a
wmw�mmmmm
u
❑
W
'
6
G!
U
❑
W
s
ae
I
I
1
I
p?b",�mmr
[11
wT�V1
���vTt
ygjn=ppom
Tay(1M�NP0^W
T
rv}
.i
p T C
11P�nO
m2
&;
�.� qq
W NOOOma
yy
aa �
T9
V
N
T
p
N
L. >.y
WOw
qTT
py�y�N
YO
P P
P T
NN
P P
PNN�N�
O. a
a P
T P
-
P
�
q
r 2_
m 01
W
fG
OP P
P Q
O1 T
P P
P T
OP P
m
Q
P
01
{�
LS
J
p
p
n
nn
^
p
C. _
NNNNN
NNriry
riNrvNNNNNNN
N
N
N
Z
y
p T^
T
w<
V T
m T
V
V
r r
IV fV
O 'O
Y Vi
t O
Ili V
O
P O
.'• w
O N
V .-
T 0'"O
N
h
N
P
N
L�
W
O -
Mti
or�ri��
raa�n
non
.i<rmr
v�
wu"J.
"J "�"�
V
�V,
88888
8888888ii888888
8
8
8
W . r
O
x�
z:
x JQ
$
8i mvg
evrv+P��n�N
nma
n�v�i
vri
.N.
m
E,
a
c
aq
���q'a
m°aQm°�wQ�mmm
u
a
'm
pa
a
m
Z F
n6-rvT`oe
N'f�`hT��m�a
o
UUy�y�ajjjj
q�
mymy i+
N$�
U UN
oo C
Fpal
p a
� a
5
I
1 3 2 1 Street Capacity
Street encroachment criteria for the streets was taken from Table 4-1 (minor storm) and Table
4-2 (major storm) of the SDDC Capacity calculations for all of the roads were performed to
assure that the runoff does not exceed criteria All of the streets meet these requirements and
will function below the allowable capacities The results of the Street Capacity Analysis can be
found in Table 3 with supporting calculations presented in Appendix B
3 2 2 Inlet Analysis
All of the proposed inlets will be CDOT Type R curb inlets All of the inlets will be in sump
conditions and will intercept the 100 yr runoff The results of the inlet analysis and design can
be found in Table 4 with supporting calculations presented in Appendix C
' 3 2 3 Storm Sewer Design
Storm Lines ST 1 ST-2 and ST-4 will allow for most of the runoff from the site to be intercepted
and directed to an existing drainageway As indicated earlier the design of these outfalls was
to be such that outlet velocities would be reduced as much as possible to reduce the impact on
the existing drainageways Because of the amount of vertical relief across this site we
determined that the best way to flatten out the discharge pipes would be to use drop manholes
at the upstream side of the discharge pipe This would allow us to convey the runoff efficiently
over the length of most of the systems and then dissipate the energy to manageable levels at
the outlet pipe The lines were analyzed with UDSEWER and HY 8 and pipes sized such that
hydraulic grades remain below the flow line of the proposed inlets
Storm Line ST-11 from Harmony Ridge P U D (Phase One) was reanalyzed for the current
runoff condition For this line to function with the current pond height the upstream section of
pipe needs to be replaced with 33 RCP Calculations for this storm line have been included in
the appendix
The results of the Storm Sewer Analysis and Design can be found in Table 5 with supporting
calculations and model outputs presented in Appendix D
' 3 2 4 Riprap Design
The effects of developed flows from this site on the existing drainageways which discharge to
the Burns Tributary were analyzed as part of Harmony Ridge P U D (Phase One) Our results
show that the drainageway from Basin A & B will function adequately with only a pipe outlet
nprap blanket The vegetation in the drainageways is very well established and will likely
provide more stabilization than our analysis indicates
For this report the outfalls from the two proposed storm sewers were analyzed to determine
riprap requirements A summary of the nprap requirements for this site can be found in Table
6 Our analysis of the channels and spillways is presented in Appendix E
[_I
I
1 8
W
Uaav
O
tM�f
«
N
b
O�
h
vMN�on
„r
Q
t
a if
V
v�i
.M+
00
O
M
vni
a
h
tN+1
+v
I �
N
N
vl
N
o
n
N
O
O
Qaw`
v
00
a,
%0
°°
n
O
a
arnv%�o
ro-000ave
�
rmm�o%0w
°O
n
'- sod
o
m
O
w
0
O
m
o
w
0
0
m
0
n
n
%o
0
O
a
v1
M
0
�o
n
0
0
w
0
0
w
0
0
n
0
0
v
0
0
m
0
m
o
0
qQ
�
o
0
0
0
0
0 l4
F
.,p
O
V1
V1
01
O
VV
O�
�O
v1
v1
O�
O�
a�,
N
M
k
Qa"aka"
caz`ac
a
3
s
m
rc5$wg
m
m
ms
s
s
s
m
ms
s
s
C
pd
aav'v'ww
a
av'&a
g
w
w
_ t3
a
�aaw
Z
U
yoM
M
7
m
mo.nm�n�o0mmn�n
ri
Q
W
U
a
I
m
/tom
C4
\§�/
(q�
#)�rr,
j§§
§§
�
000
�
O �
CD
0
@�
7
#
[
[
2
/
2
\
§§
\
]
%00
�
�(2
\/
°�
/}\
�
§§
(
■%
�
��®
(
o®
R
§
<
_
a
1n
TABLE 5 SUMMARY OF STORM SEWER DESIGN
i7
I
I
H
I
I
I
I
r
I
I
I
.L(NX
FROM
MOWN $TUAM)
TO
(Up $T82A*
DESIGN
FLOW
mlI
DIAMVT%It
PIPE
9ATW L
ST 1
MH lE
SWALE A A
829
18
RCP
MH ID
MH 1 E
6219
42
RCP
MH IC
MH ID
62 19
36
RCP
WATER QUALITY POND B
MH 1C
6219
36
ADS
MH lE
INLET lA
2695
30
RCP
MH lE
INLET 113
2695
30
RCP
ST 2
MH 2A
WATER QUALITY POND B
6404
30
ADS
EXISTING DRAINAGE
MH 2A
6404
36
ADS
ST4
WATER QUALITY POND A
INLET 4A
5 08
15
RCP
TST, INC
CONSULTING
' ENGINEERS
12/7/2001
927 010_hydl xls
I
I
I
r
I
I
L
z
I
I
1
I
1
a
U3
O�
cn
�
W
cn
U
U
n �
�I M
w
K
r
N
N
� �
o
e
�
o
o
0
Q
.w�
M Q
M
Pl
M
y
!"Ra
eoo
O
00
�O
0
a
ig
la
Q
W
W
�
j
O
a
O
U
&n
cn
m
ra
A�
12
' 33 Erosion Control
Because the Cathy Fromme open space is downstream from the site sediment control will be
critical Most of the area from this site contributing runoff to the open space will either be
undisturbed or will pass through a series of water feature/quality ponds that will act as
sediment traps (Basin A & B) Sediments from other areas on the site will be trapped at inlet
filters or pond outlet pipe filters in perimeter silt fence or by straw bale check dams located in
the channels and drainageways Long term erosion protection will include reseeding of all
' disturbed areas channel bed stabilization and pipe outlet riprap The onsite measures and
the natural processes present in the existing drainageways should ensure no detrimental
effects to water quality in the Bums Tributary Erosion control calculations and the erosion
control cost estimate can be found in Appendix F
34 Water Quality Pond Design
' Basin A will discharge into a proposed water quality pond that was designed in accordance
with urban drainage criteria It will leave the water quality pond and enter a retention pond that
will also act as water quality to settle out sediments and dilute nuisance and minor stream
flows Basin B will discharge into a proposed water quality pond that was designed in
accordance with urban drainage criteria The analysis of the ponds with supporting
documentation is provided in Appendix G
I
I
I
I
I
1
13
I
I
I
I
1
I
I
I
I
APPENDIX A
RATIONAL METHOD ANALYSIS
I
1
1
1
1
1
1
1
1
1
1
1
1
1
1
W �
g
d
mry
P td
U
.a
W
�n
H
ii Q
Ih
gyp' T
P
nl
O
NI
M
1�1
v1
d
r
C
O
O
'.°aNm
`N°
NNNNN
NNa
N
N
r:s=
6 g
N N
N
(V
ti
-
--------
V
a_
WWW w
MAN
pppp
ppppppppp
p
p
p
b} 1:
W
a
o c
o
0
o
c
c
c
o
0
o
c
o
0
0
a
���
mww�wwmmw
u
5
w
Q
m
U
❑
W
R —
a-
F
S
B
-mmunIzg
-
;x
m
r
s
m
P
m
g
q
q
q
q
P
P
P
w
q
P
C.
W
ri �
N N
ri
N
N
ri
N
N
of
N
N
N
N
ri
N
N
4
O
��^o
bbnm
mNNm
dri
vid
�u
IV
N
U
O
C
N Y
O
V
O
N
b
N
r
v
w
q
y
l^
n
w
N
a0
k.
6.j
NN
.id
v�mdd
rri
6.n
vi
o
-•:
^i
��ri
�c
W
N66
ill-`X
V 1
L
p
i��a
wm^m5mwmww
u
a
w
s
<
m
I
ITT,
u
❑
w
1
I
1
1
1
1
1
1
1
Q
0.
v—
'�-:v^riorhNviNoN..
ni
JNj 1-1
m
m P
m w
m Q
P g
P P P
Q q q
Q
Q
Oi a
m
Q
a m
Q w
Q m
m
T
q
Q
Q
^ h
M
O W
N l—V
P O
Nm
N ONC
V V
N
ry
ONY N
nV P p
m
m
N
N
N
N N
CI N
N N
N N
N N
N N
N N
N N
N FI
fi
lY
N
Q V
m
�G FI
mof
�p FIN
<
N T
P PO
V V'
N v1
V N
N
N
W
Z'
O
V
O
I'+sy
�r
V{oo^
rd
PN
rvi
v��.i
.irdrvir
Fi
.:
ri
O� p
lV
(V (V
ri N
(V (i
F1, (V
N N
FI F1,
N IV
fl N
fi fV
fV
fV
fV
U�
88888
888888.88888888
8
8
8
J��S.
W N
a �+
U
O
ti
b
z „
qa
w
1
1
1
1
curve
JOB NO, 0927-010
PROJECT Harmony Ridge P U D Second Filing
CALCULATIONSFOR Runoff Coefficient
MAOEBy MRJ DATE 3/16/00
SHEET 1
OF 1
COMPOSITE RUNOFF COEFFICIENT (Based on values
from Table 3 3 SDDC)
% Impervious/Pervious based on proposed layout with
areas determined by Autocad
Assumes
each lot has 1500 s f building pad with 400 s If driveway
C = [(%PERV)(COEF PERV)+(%IMP)(COEF IMP)Y100
SUBBASIN
PERVIOUS AREA IMPERVIOUS AREA COMP C
SUBBASIN
PERVIOUS AREA
IMPERVIOUS AREA
COMP C
% COEF % COEF
%
COEF
%
COEF
Al
82 035 18 095 046
B5
31
025
69
095
073
A2
74 025 26 095 043
B6
18
025
82
095
082
A3
26 025 74 095 077
B7
50
025
50
095
060
A4
82 035 18 095 046
B8
50
025
50
095
060
B9
78
035
22
095
048
B1
88 035 12 095 042
B2
27 025 73 095 076
C1
0
N/A
100
095
095
B3
26 035 74 095 079
B4
32 025 68 095 073
D1
0
N/A
100
095
095
E1
79
035
21
095
048
DRAINAGE CRITERIA MANUAL
RUNOFF
50
30
t- 20
z
W
V
W
a 10
z
w
a
� 5
U)
W
DNc 3
O
UCM
2
W
a
3
1
milli
FAN
NONNI
MINE
1100111000001
�I
III
■►I
■'I
■■I//����■■■■�
z s 0 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 550 USDA, SCS Jan 1975
5 -1-84
URBAN DRAINAGE & FLOOD CONTROL DISTRICT
1
1
1
1
0
N
T
C)
r
9
A
O
tr
O
N
O
O O O O O O O O O O O O
eT- Q1 co f0 lCj s} N r p
(jy/ui) Apsuaauj
I
11
1
1
City of Fort Collins
Rainfall Intensity -Duration Frequency Table
for using the Rational Method
(5 minutes — 30 minutes)
Figure 3-1a
puration
(minutes)
2-year
Intensity
m/hr
10-year
Intensity
in/hr
100-year
Intensity
in/hr
500
285
487
995
600
267
456
931
700
252
431
880
800
240
410
838
900
230
393
803
1000
221
378
772
1100
213
363
742
1200
205
350
716
1300
198
339
692
1400
192
329
671
1500
187
319
652
1600
181
308
630
1700
175
299
610
1800
170
290
592
1900
1 fi5
282
575
2000
161
274
560
2100
156
267
546
2200
153
261
532
2300
149
265
620
2400
146
249
509
2500
143
244
498
2600
140
239
487
2700
137
234
478
2800
134
229
469
2900
132
225
460
3000
1 130
221
1 452
0
11
1
1
I
APPENDIX B
STREET CAPACITY ANALYSIS
I
I
J
1
L
a
� ^1
M
V
LV+
3 ^
Q] a "
aa��'Owwaaw
00
00
\O
\D
00
�
I�
�Y}
_ ` V
iy 1�
_
00
00
00
00
00
l�
�O
R
M
f'�
00
00
I�
7
00
�O
s
.^
O
O
N
V1
N
Vl
M
T
O
O
c
U
l-
\,O
O
v
N
V
M
OS
y
w
'D
N
�O
N^
O
M
Vl
O
M
1
a
o
AQAQQQ
�AQQ
5
q
m
9
y
y
q
y
.Q
7
q
y
C
"
-.00
0
W
5
w
C"
93
C
2aAA
C
8
E
CA
[./7fJAmv1
U3r/'
2
E
w
w
m
,O
��
`¢�
ma�iQma��;aNiQa�iQ�;QQ
A
Q
a
a
U
G
+ U s
O
8�
u
' TST, INC
Consulting Engineers
CLIENT JOB NO
PROJECT CALCULAnONSFOR
MADE BY 'y�1 * F DATE G /'S CHECKED BY DATE SHEET OF
' `oaay SrRtFT -
2V61c
_ e
839S 39
L
19t � 117'� 13, 83'
-Z &fL
70 91 -dl'— Srm,)
,OKv
d
1 _
Gz/
■ - P=9.9j F-'f--- - - -
' �= Gus KSdrjl--
3
TST INC
Consulting Engineers
CLIENT
NO
PROJECT JJt�� I�ltil y /U D FI1-/A'&7kMCALCULATIONSFOR '5Ti2KL7_ 1fAf1P,4u7l/
' MADEBY Mel- DATE 10 1 " CHECKED BY- DATE -$MEET OF
i
feorwMj PQA/Rit AM
C�
1
1
1
a- �CA2 � /ors -ycAQ
(ND 6U28 odr_,e-7apPr/v6 /m eawtIle CRs4E)
`1` ,
F e �13
a OXT 13 0
4= 4 A.15fy
p = 3/ 00 c4-
Q� o,aa
Q+ - o oBe (o A42/5 J s, (4 AI) = a 3a 07 �s
.f_— rUL L 5rR[t r
i
PRlJATt pR,JF—
/Q -YrAP- it �6o ycAie (NIP c r/J e17-AkR CAse)
1 - -- — -- - --; - top � COP -
-- ,
Ef E_!!�ou'
- - 21 y,
.2 y,3��y _
(411 f5 �� 63, = %I 45 5'near
p or 4
i
LL
9
a
7
3
2
0 2 4 6 a 10 12 14
SLOPE OF GUTTER (%)
Figure 4-2
REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACriY
Apply reduction factorfor applicable slope to the theoretical gutter capacity to obtain
allowable gutter capacrty
(From U S Dept of Commerce, Bureau of Public Roads 1965)
MAY 19H4
t
4-4
DESIGN CRITERIA
J
I
I
I
I
1
I
I
APPENDIX C
1
INLET ANALYSIS AND DESIGN
I
1
11
I
H H
z
w
h
�
v
v
N
Nil
N
W
O
r��I.
'1K'µ341 ti7 F�L
�''� irir2i (Ya
o
0
000
000
40
Ww'
o
000
oa
c v
WU
WU
a
U
H
aC
E33
ww
QL
v
v
�
co
p{
o0
O
M
e
N
ari
a
co
zv�
U E] W
z
Fz�
E0z
1
1
i
1
i
1
1
1
1
1
1
1
1
1
1
1
10
9
8
7
L
5
F-
W
u. 4
z
O
Z
z 3
W
IL
O
LL
0 25
F
z
0
W
x
rj
IFS
12
11 10
8
10 6
9 0 4 �.
LL
o= 3
8 W - ���Sj �i Z
IL
7 Po�ti� — L�
2�-�xle,—Part a 10-
Z
.j— 8— w
55
O
5 CD
Z 4
Z W x
45 z o 3 m
Li x
s o
v
2
O
0 = ~
2 F- •
0
35
W W
0 1 x
0 U.08
3 0
�- 0 06 0
x
0 U. z
25 = W 04 x
a W
03
a
H 3
a 02 0
Z � �
o.
of o
L U.
0
0
o a
15
I —1— 12
5
4
3
2
jo s l S
5
,110 ,I L
10
8
7
6
5
4
3
25
2
15
to
Figure 5-2
NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS DEPRESSION DEPTH 2
Adapted from Bureau of Public Roads Nomograph
m0i%4 5-10 DESIGN CRrrERW
I
I
I
I
I
I
I
I
1
n
I
I
APPENDIX D
STORM SEWER DESIGN
TABLE 5 SUMMARY OF STORM SEWER DESIGN
I
1
1
1
1
1
1
1
.CANE
FROM
{SOWN S AMj
TO
sill" $°Ta"orI)
D9SIGN
FLOW
(ef8)
PIPE
(h>)
mx
ST 1
MH lE
SWALE A A
829
18
RCP
MH ID
MH 1 E
62 19
42
RCP
MH IC
MH 1D
62 19
36
RCP
WATER QUALITY POND B
MH 1C
62 19
36
ADS
MH lE
INLET IA
2695
30
RCP
MH lE
INLET 1B
2695
30
RCP
ST 2
MH 2A
WATER QUALITY POND B
6404
30
ADS
EXISTING DRAINAGE
MH 2A
6404
36
ADS
ST 4
WATER QUALITY POND A
INLET 4A
5 08
15
RCP
TST INC
CONSULTING
' ENGINEERS
12/7/2001
927 010_hydl xis
' TST, INC
Consulting Engineers
CLIENT ,/ JOB NO
PROJECT f{I R 010W gfNair W.U,I> FIVA 6 70V CALCULATIONSFOR $'T'trkM SCWCje
' MADE BY �IQT DATE �% CHECKED BY DATE SHEET / OF
y
A \
o —
1 � y
>v �
' L
0o
to
Apo
o
N n1 3 c C' - 3bRLp `741
oft
oo h
_ pNJ IIA 0 00
o
—1C h C _ � � _ r .-0
4 ,fA
OD
-D
u
CD
vt Lot z '<' o fD '' �o
CD
CD
0
'in �I `1 vl � 0, � V%
rot
TA
/1� 98 i(D .2 5yX
t „
'CURRENT DATE 09-13-2001
CURRENT TIME 08 33 23
FHWA CULVERT ANALYS
HY-8, VERSION 4 0
C
SITE DATA
U--------------------------
INLET OUTLET CULVERT
'L
V
ELEV ELEV LENGTH
#
(FT) (FT) (FT)
1
--------------------------
5089 47 5089 00 93 34
2
3
'
6
LIA1E ST-) OUT LET PIPE 1
FILE DATE 11-16-2000
FILE NAME ST1
5EcrtotJ a3
S
CULVERT SHAPE, MATERIAL, INLET
-----------------------------------------------
BARRELS
SHAPE SPAN RISE MANNING INLET
MATERIAL (FT) (FT) n TYPE
-----------------------------------------------
1 aP- 3 00 3 00 012 CONVENTIONAL
/ -36" AD5
FILE ST1
CULVERT HEADWATER
ELEVATION
(FT)
DATE
11-16-2000
'
DISCHARGE
1
2
3
4
5
6
R
Y
0
5089
47
0
00
0
00
0
00
0
00
0
00
095
6
7
5090
49
0
00
0
00
0
00
0
00
0
00
5097
27
13
5091
07
0
00
0
00
0
00
0
00
0
00
5098
24
20
5091
53
0
00
0
00
0
00
0
00
0
00
5099
05
26
5091
93
0
00
0
00
0
00
0
00
0
00
5099
77
33
5092
31
0
00
0
00
0
00
0
00
0
00
5100
43
'
39
5092
70
0
00
0
00
0
00
0
00
0
00
5101
05
46
5093
24
0
00
0
00
0
00
0
00
0
00
5101
64
52
5093
62
0
00
0
00
0
00
0
00
0
00
5102
20
'
59
5094
18
0
00
0
00
0
00
0
00
0
00
5102
74
—� 62
094 52
0
00
0
00
0
00
0
00
0
00
5103
03
124
5103
77
0
00
0
00
0
00
0
00
0
00
0
00
'
The above Q
and HW
are
for
a point
above the
roadway
i+tADWATCP- )S i3EtOUJ
u S TNQI9r JN M, N,
I
I
I
I
TNIIER.T EL N
(A N 1 G
I
2
kURRENT DATE 09-13-2001 FILE DATE 11-16-2000
CURRENT TIME 08 33 23 FILE NAME ST1
PERFORMANCE CURVE FOR
CULVERT #
1
- 1 (
3 BY 3
)
RCP
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
5089 47 0 00 0 00
O-NF
0
00
0
00
0
00
0 00
0 00
0
00
7
5090 49 1 02 1 02
1-S2n
0
71
0
79
5
06
0 71
2 05
0
41
13
5091 07 1 60 1 60
1-S2n
1
02
1
14
6
10
1 02
2 55
0
61
20
5091 53 2 06 2 06
1-S2n
1
28
1
41
6
79
1 28
2 87
0
75
26
5091 93 2 46 2 46
1-S2n
1
51
1
64
7
29
1 51
3 12
0
88
33
5092 31 2 84 2 84
1-S2n
1
73
1
85
7
70
1 73
3 32
0
98
'
39
5092 70 3 23 3 23
5-S2n
1
96
2
03
7
99
1 96
3 50
1
08
46
5093 24 3 66 3 77
2-M2c
2
20
2
19
8
25
2 19
3 65
1
17
52
5093 62 4 15 4 10
2-M2c
2
52
2
34
8
81
2 34
3 79
1
25
'
59
5094 18 4 71 4 46
6-FFn
3
00
2
46
8
28
3 00
3 91
1
33
--�o 62
5094 52 5 05 4 78
6-FFn
3
00
2
52
80
3 00
3 97
1
37
E1 inlet face invert
5089
47
ft
E1
outlet
i vert
5089
00
ft
'
E1 inlet throat invert
0
00
ft
E1
inlet
c
st
T
0
00
ft
SITE DATA ***** CULVERT
INVERT
4 OUTLET RiPRAP
INLET STATION (FT)
93
34
REQp
INLET ELEVATION (FT)
5089
47
'
OUTLET STATION (FT)
0
00
OUTLET ELEVATION (FT)
5089
00
NUMBER OF BARRELS
1
SLOPE (V-FT/H-FT)
0
0050
'
CULVERT LENGTH ALONG SLOPE
(FT)
93
34
CULVERT DATA SUMMARY
************************
BARREL SHAPE
CIRCULAR
BARREL DIAMETER
3 00 FT
BARREL MATERIAL
CONCRETE
'
BARREL MANNING'S N
0 012
INLET TYPE
CONVENTIONAL
INLET EDGE AND WALL
SQUARE EDGE WITH HEADWALL
'
INLET DEPRESSION
NONE
1
i
i
1
I
'CURRENT DATE
'CURRENT TIME
09-13-2001
08 33 23
TAILWATER
3
FILE DATE 11-16-2000
FILE NAME ST1
*******
REGULAR
CHANNEL CROSS SECTION ****************
'
BOTTOM WIDTH (FT)
SIDE SLOPE H/V (X 1)
6
4
00
0
CHANNEL
SLOPE V/H (FT/FT)
0
010
MANNING'S
N ( 01-0 1)
0
035
'
CHANNEL
INVERT ELEVATION (FT)
5089
00
CULVERT NO 1 OUTLET INVERT ELEVATION 5089 00 FT
'******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL
FLOW
W S
E
FROUDE
DEPTH
VEL
SHEAR
(CFS)
(FT)
NUMBER
(FT)
(FPS)
(PSF)
'
0
00
5089
00
0
000
0
00
0
00
0
00
6
50
5089
41
0
563
0
41
2
05
0
26
13
00
5089
61
0
576
0
61
2
55
0
38
19
50
5089
75
0
583
0
75
2
87
0
47
26
00
5089
88
0
587
0
88
3
12
0
55
32
50
5089
98
0
590
0
98
3
32
0
61
39
00
5090
08
0
593
1
08
3
50
0
67
'
45
50
5090
17
0
595
1
17
3
65
0
73
52
00
5090
25
0
597
1
25
3
79
0
78
58
50
5090
33
0
598
1
33
3
91
0
83
'
62
19
5090
37
0
599
1
37
3
97
0
85
' ROADWAY OVERTOPPING DATA
' ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH (FT) 1 00
CREST LENGTH (FT) 1 00
OVERTOPPING CREST ELEVATION (FT) 5095 64
11
t
11
LI
[1
1
414%E Sr - /
------------------------------------------------------------------------------
------------------------------------------------------------------------------
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Dr James Guo Civil Eng Dept U of Colorado at Denver
Metro Denver Cities/Counties & UDFCD Pool Fund Study
------------------------------------------------------------------------------
------------------------------------------------------------------------------
USER TST Inc Consulting Engineers
ON DATA 12-07-2001 AT TIME 14 04 34 VERSION=07-17-1995
*** PROJECT TITLE HARMONY RIDGE P U D FILING TWO LINE ST-1
*** RETURN PERIOD OF FLOOD IS 100 YEARS
*** SUMMARY OF HYDRAULICS AT MANHOLES
-------------------------------------------------------------------------------
MANHOLE CNTRBTING
RAINFALL
RAINFALL
DESIGN
GROUND
WATER
COMMENTS
ID NUMBER
AREA *
C
DURATION
INTENSITY
PEAK FLOW
ELEVATION
ELEVATION
INCH/HR------CFS-----
FEET
--------------------
3
00
0
00
--MINUTES
0
-------------
00
0 00
62
19
5102
------FEET
00
5094
------
52
----
OKAO-- &ATi-p
4
00
72
49
122
31
0 86
62
19
5121
85
5116
23
OK
5
00
58
72
91
20
1 06
62
19
5120
65
5118
50
OK
6
00
36
36
704
07
0 23
8
29
5121
37
5119
98
OK
7
00
23
53
400
58
0 35
8
29
5124
34
5121
97
OK
8
00
13
77
197
61
0 60
8
29
5123
00
5124
12
NoDoro`
9
00
12
82
179
65
0 65
8
29
5123
00
5124
51
NO((CC 5 �
10
00
10
71
23
65
2 52
26
95
5120
46
5119
17
OK
11
00
0
94
5
00
28 52
26
95
5120
46
5119
29
OK�
12
00
10
71
23
65
2 52
26
95
5120
46
5119
26
SN�CrS ON
OK
13
00
0
94
5
00
28 52
26
95
5120
46
5119
38
4)" WAY
OK
OK MEANS
WATER
ELEVATION
IS
LOWER THAN GROUND ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
NOTE
THE
GIVEN FLOW
DEPTH -TO -SEWER SIZE RATIO=
85
--------------------------
SEWER
MAMHOLE
NUMBER
-----
----------------------------------------------
SEWER
REQUIRED
SUGGESTED
EXISTING
ID NUMBER
UPSTREAM
DNSTREAM
SHAPE
DIA(RISE)
DIA(RISE)
DIA(RISE)
WIDTH
--------------------------
ID
NO
ID
NO
----------------------------------------------------
(IN)
(FT)
(IN)
(FT)
(IN)
(FT)
(FT)
34
00
4
00
3
00
ROUND
21
91
24
00
36
00
0
00
45
00
5
00
4
00
ROUND
38
60
42
00
42
00
0
00
56
00
6
00
5
00
ROUND
14
25
15
00
18
00
0
00
67
00
7
00
6
00
ROUND
14
16
15
00
18
00
0
00
78
00
8
00
7
00
ROUND
11
72
15
00
18
00
0
00
89
00
9
00
8
00
ROUND
18
00
18
00
18
00
0
00
510
00
10
00
5
00
ROUND
22
51
24
00
30
00
0
00
1011
00
11
00
10
00
ROUND
30
00
30
00
30
00
0
00
512
00
12
00
5
00
ROUND
22
51
24
00
30
00
0
00
1213
00
13
00
12
00
ROUND
30
00
30
00
30
00
0
00
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE
FOR A NEW SEWER FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE OTHERWISE,
EXISITNG SIZE WAS USED
---------- -------------------------------------------------------------------
SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT
ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO
NUMBER
CFS
CFS
FEET
FPS
FEET
FPS
FPS
-------------------------------------------------------------------------------
34 0
62
2
234
6
1 05
28
03
2 52
9 80
8
80 5
61
V-HI
45 0
62
2
78
1
2 36
9
02
2 48
8 54
6
46 1
10
V-OK
56 0
8
3
15
5
0 78
8
93
1 12
5 88
4
69 2
00
V-OK
67 0
8
3
15
8
0 77
9
04
1 12
5 88
4
69 2
04
V-OK
'
78 0
8
3
26
1
0 58
13
11
1 12
5 88
4
69 3
51
V-OK
89 0
8
3
8
3
1 50
4
69
1 12
5 88
4
69 0
00
V-OK
510 0
27
0
58
2
1 20
11
62
1 77
7 25
5
49 2
12
V-OK
1011 0
27
0
27
0
2 50
5
49
1 77
7 25
5
49 0
00
V-OK
'
512 0
27
0
58
2
1 20
11
62
1 77
7 25
5
49 2
12
V-OK
1213 0
27
0
27
0
2 50
5
49
1 77
7 25
5
49 0
00
V-OK
FROUDE NUMBER=O
INDICATES
THAT A
PRESSURED
FLOW OCCURS
----------------------------------------------------------------------
Di5e-HA,e&t57 ia70
De-eP IK N
SEWER
SLOPE
INVERT
ELEVATION
BURIED
DEPTH
COMMENTS
ID NUMBER
UPSTREAM DNSTREAM
UPSTREAM
DNSTREAM
96
(FT)
(FT)
(FT)
(FT)
----------------------------------------------------------------------
34
00
12
30
5113
71
5095
59
5 14
3
41
OK
45
00
0
60
5116
00
5115
53
1 15
2
82
OK
56
00
2
17
5118
09
5116
00
1 78
3
15
OK
67
00
2
24
5120
85
5118
10
1 99
1
77
OK
'
78
89
00
00
6
0
14
00
5123
5123
00
00
5120
5123
85
00
-1 50
-1 50
1
-1
99
50
NO
NO
510
00
2
00
5116
11
5116
00
1 85
2
15
OK
1011
00
0
00
5116
11
5116
11
1 85
1
85
OK
512
00
2
00
5116
51
5116
00
1 45
2
15
OK
1213
00
0
00
5116
51
5116
51
1 45
1
45
OK
OK MEANS
BURIED
DEPTH
IS GREATER
THAN
REQUIRED SOIL
COVER
OF
1 FEET
' *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
SEWER
SEWER
SURCHARGED
CROWN
ELEVATION
WATER
ELEVATION
FLOW
'
ID NUMBER
LENGTH
LENGTH
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM CONDITION
FEET
FEET
FEET
FEET
FEET
FEET
---------------------------------------------------------------
34
00
147
31
0
00
5116
71
5098
59
5116
23
---------------
5094
52
JUMP
'
45
00
79
12
0
00
5119
50
5119
03
5118
50
5116
23
JUMP
56
00
96
50
96
50
5119
59
5117
50
5119
98
5118
50
PRSS'ED
67
00
122
98
44
98
5122
35
5119
60
5121
97
5119
98
JUMP
'
78
00
35
00
0
00
5124
50
5122
35
5124
12
5121
97
JUMP
89
00
1
00
1
00
5124
50
5124
50
5124
51
5124
12
PRSS ED
510
00
5
67
5
67
5118
61
5118
50
5119
17
5118
50
PRSS'ED
'
1011
512
00
00
1
25
00
67
1
25
00
67
5118
5119
61
01
5118
5118
61
50
5119
5119
29
26
5119
5118
17
50
PRSS'ED
PRSS'ED
1213
00
1
00
1
00
5119
01
5119
01
5119
38
5119
26
PRSS ED
' PRSS'ED=PRESSURED FLOW JUMP=POSSIBLE HYDRAULIC JUMP SUBCR=SUBCRITICAL FLOW
*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY
ID NO ID NO ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT
-------------------------------------------------------------------------------
1 C.
C
34
0
4
00
5117
72
23
20
0
05
0
00
0
00
0
00
3
00
5094
52
45
0
5
00
5119
15
0
77
1
00
0
65
0
00
0
00
4
00
5117
72
56
0
6
00
5120
32
0
60
0
05
0
02
0
25
0
56
5
00
5119
15
67
0
7
00
5122
50
1
84
1
00
0
34
0
00
0
00
6
00
5120
32
78
0
8
00
5124
65
1
81
1
00
0
34
0
00
0
00
7
00
5122
50
89
0
9
00
5124
85
0
11
0
25
0
09
0
00
0
00
8
00
5124
65
510
0
10
00
5119
64
0
02
1
00
0
47
0
00
0
00
5
00
5119
15
1011
0
11
00
5119
76
0
00
0
25
0
12
0
00
0
00
10
00
5119
64
512
0
12
00
5119
72
0
11
1
00
0
47
0
00
0
00
5
00
5119
15
1213
0
13
00
5119
85
0
00
0
25
0
12
0
00
0
00
12
00
5119
72
I
H
1
11
1
1
1
HARMONY RIDGE P U D FILING TWO
MRJ LINE ST-1 12-7-01
1 15 20 2 2 1 85 500 500 2 N
1 100
1 4 28 5 10 786
11
3 5102 0 1 34 0 0 0
62 19 0 30 6 45 0 0 0 0 0
4 5121 85 34 1 45 0 0 0
62 19 0 30 6 45 0 0, 0 0 0
5 5120 65 45 3 56 510 512 0
62 19 0 2 1 45 0 0 0 0 0
6 5121 37 56 1 67 0 0, 0
8 29 0 28 5 45 0 0 0 0 0
7 5124 34 67 1 78 0 0 0
8 29 0 21 7 45 0 0 0 0 0
8 5123 78 1 89 0, 0 0
8 29 , 0 2 1 45 0 0 0 0 0
9 5123 89 0 0 0 0 0
8 29 , 0 28 5 45 0 0, 0, 0 0
10 5120 46 510 1 1011 0 0 0
26 95 0 21 7 45 0 0 0 0 0
11 5120 46 1011 0 0 0 0 0
26 95 0 2 1 45 0 0 0 0 0
12 5120 46 512 1 1213 0 0 0
26 95 0 21 7 45 0 0 0 0 0
13 5120 46 1213 0 0 0 0 0
26 95 0 2 1 45 0 0 0 0 0
10
34 147 31 12 3 5116 71 013 05 0 1 36 0
45 79 12 6 5119 5 013 , 1 0 1 42 0
56 96 5 2 17 5119 59 013 05 25 1 18 0
67 122 98 2 24 5122 35 013 1 0 1 18 0
78 35 6 14 , 5124 5 013 1 0 1 18 0
89 1 0 5124 5 013 25 0 1 18 0
510 5 67 2 5118 61 013 1 0 1 30 0
1011 1 0 5118 61 013 25 0 1 30 0
512 25 67 2 5119 01 013 1 , 0 1 30 0
1213 1 0 5119 01 013 25 0 1 30 0
' TST, INC
Consulting Engineers )9
CLIENT JOB NO �A7-0/0
PROJECT AW MM 090 1L17 Q CALCULATIONS FOR S' � gf cor e
MADE BY ���� DATE %� OU CHECKED BY DATE SHEET OF .Z
r �
tt 1t W
N
_- J
v
O N
1 w tl 11
o' 0D
W J
' O V 0 0
1 �w -
i
1 _
�o +•w 0 jj
0 0
o
o�
c
� w
I.
1 - --- —0
co-
w
L z
r
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
'
Developed by Dr James Guo Civil Eng Dept U of Colorado at Denver
Metro Denver Cities/Counties & UDFCD Pool Fund Study
'
------------------------------------------------------------------------------
USER TST Inc Consulting Engineers
ON DATA 12-07-2001 AT TIME 11 33 16 VERSION=07-17-1995
*** PROJECT TITLE HARMONY RIDGE P U D FILING TWO LINE ST-2
'
*** RETURN PERIOD OF FLOOD IS 100 YEARS
*** SUMMARY OF HYDRAULICS AT MANHOLES
i--------------------------------------------------------------------------
MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER
COMMENTS
ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION
r
MINUTES INCH/HR FEET
-----CFS------FEET--
----------------------------------------- ------------------
1 00 0 00 0 00 0 00 64 04 5082 30 5084 30
NO f--- duTL[ T
2 00 24 48 22 03 2 62 64 04 5090 00 5086 00
OK
'
3 00 10 71 5 00 5 98 64 04 5087 50 5089 87
NOt�.�Lt_T'
4 00 0 94 5 00 67 77 64 04 5087 50 5090 66
NO1! DOES
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
NoT d�tRTo
WkTfR_ QIMU
r***
SUMMARY OF SEWER HYDRAULICS
POAJQ
NOTE THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 85
----------------------------------------------------------------------------
SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING
ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE)
WIDTH
ID NO ID NO (IN) (FT) (IN) (FT) (IN) (FT)
(FT)
12 00 2 00 1 00 ROUND 39 19 42 00 36 00
0 00
23 00 3 00 2 00 ROUND 24 27 27 00 30 00
0 00
34 00 4 00 3 00 ROUND 30 00 30 00 30 00
0 00
'
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE
FOR A NEW SEWER FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE OTHERWISE
EXISITNG SIZE WAS USED
---- --------------------------------- ---------------------------------
SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT
ID
FLOW
Q FULL Q
DEPTH
VLCITY
DEPTH VLCITY VLCITY NO
NUMBER
CFS
CFS
FEET
FPS
FEET FPS
FPS
r
------------
12 0
---
64
-------------
0 51 2
--------
3 00
--------------------------
9 06 2 55 9 99 9
-----------------
06 0 00 V-OK
23 0
64
0 113 1
1 35
23 75
2 37 13 30 13
05 4 02 V-HI
34 0
64
0 64 0
2 50
13 05
2 37 13 30 13
05 0 00 V-OK
'
FROUDE NUMBER=0
INDICATES
THAT A
PRESSURE
FLOW OCCURS
R�P2Ap RF.Qb
---------------------------------------------------
SEWER
SLOPE INVERT ELEVATION
-----------------
BURIED DEPTH
COMMENTS
ID NUMBER
UPSTREAM DNSTREAM
UPSTREAM DNSTREAM
96
(FT)
(FT)
(FT) (FT)
1
----------------------------------------------------------------------
L
1 12 00 0 50 5082 75 5082 30 4 25 -3 00 NO
23 00 6 44 5087 50
5082 75 -2 50
4 75
NO
'
34 00 0 00 5087 50
OK MEANS BURIED DEPTH IS GREATER
5087 50 -2 50
THAN REQUIRED SOIL
-2 50
COVER OF
NO
1 FEET
t
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
--- -------- --- ---------- --------- ----- -----------------
-----------------------
SEWER SEWER SURCHARGED
CROWN ELEVATION
WATER ELEVATION
FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM
UPSTREAM
DNSTREAM CONDITION
'
FEET FEET
FEET FEET
FEET
FEET
----------------------------------
12 00 89 31 89 31
--------------------------------------------
5085 75 5085 30
5086 00
5084 30
PRSS'ED
23 00 73 78 2 83
5090 00 5085 25
5089 87
5086 00
JUMP
'
34 00 1 00 1 00
5090 00 5090 00
5090 66
5089 87
PRSS'ED
PRSS'ED=PRESSURED FLOW JUMP=POSSIBLE HYDRAULIC JUMP
SUBCR=SUBCRITICAL
FLOW
*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
'
UPST MANHOLE SEWER
JUNCTURE
LOSSES
DOWNST
MANHOLE
SEWER MANHOLE ENERGY FRCTION
BEND BEND LATERAL LATERAL MANHOLE
ENERGY
ID NO ID NO ELEV FT FT
K COEF LOSS FT K
COEF LOSS
FT ID
FT
12 0 2 00 5087 28 2 98
0 50 0 00
0 00 0
00 1 00
5084 30
23 0 3-0-0-5-0-9-2 62 4 60
0 28 0 74
0 00 0
00 2 00-5-0-8-7-2-8-
34 0 4 00 5093 30 0 02
0 25 0 66
0 00 0
00 3 00
5092 62
1
11
C
1
LJ
11
HARMONY RIDGE P U D FILING TWO
MRJ
LINE
ST-2
12-7-00
'
1
1
15
100
20
2
2 1
85
500
500 2 N
1 4
28
5
10
786
4
1
5082
3
0
1 12
0
0
0
64
04
0
30 6
45
0
0
0 0
0
2
5090
12
1
23
0
0
0
64
04
0
30 6
45
0
0
0 0
0
3
5087
5
23
1 34
0 0
0
64
04
0
21 7
45
0
0,
0 0,
0
4
5087
5
34
0 0
0
0
0
64
04
0
2 1
45 0
0
0 0
0
3
'
12
89
31
5
SOBS 75
012
5
0 1 36 0
23
73
78
6 44
5090
012
28
0 1 30 0
34
1
0
5090
012
,
25
0 1
, 30 0
J
1
H
I
I
I
InTST INC
Consulting Engineers
CLIENT
JOB NO
C
t
PROJECT f414AFt f� )2 J 019 OF
P u D
It�<=BUG 760V CALCULATIONS FOR
7T K,l S LCi>�.le
'
MADE BY M� J DATE Z� 7 0 1
CHECKED BY DATE
SHEET OF
"1
rn
0
I�
- -, -
a.
�j
-
4
`
e
00
O
I
I
r
L
11
I
1
1
1
Lrti� 5r y
-------------------------------- ----- -- -
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Dr James Guo Civil Eng Dept U of Colorado at Denver
Metro Denver Cities/Counties & UDFCD Pool Fund Study
---------------------------------------- -
USER TST Inc Consulting Engineers
ON DATA 12-07-2001 AT TIME 15 24 28 VERSION=07-17-1995
*** PROJECT TITLE HARMONY RIDGE P U D FILING TWO LINE ST-4
*** RETURN PERIOD OF FLOOD IS 100 YEARS
*** SUMMARY OF HYDRAULICS AT MANHOLES
--------------------------------------------------------
MANHOLE CNTRBTING
RAINFALL
RAINFALL
DESIGN
----------------------
GROUND
WATER
COMMENTS
ID NUMBER AREA
* C
DURATION
INTENSITY
PEAK FLOW
ELEVATION
ELEVATION
MINUTES
INCH/HR
CFS
FEET
FEET
1 00
0 00
0 00
0 00
5 08
-- -- -----
5121 00
5121 83
NOf Be•T&c7-
2 00
23 53
755 60
0 22
5 08
5125 70
5122 41
OK
3 00
9 77
240 00
0 52
5 08
5125 70
5122 48
OK(5��! r
OK MEANS WATER
ELEVATION
IS LOWER THAN GROUND ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
NOTE
THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 85
---------------------------------------------------------------------------
SEWER
MAMHOLE NUMBER
SEWER
REQUIRED
SUGGESTED
---
EXISTING
ID NUMBER
UPSTREAM DNSTREAM
SHAPE
DIA(RISE)
DIA(RISE)
DIA(RISE)
WIDTH
ID NO ID NO
(IN) (FT)
(IN) (FT)
(IN) (FT)
(FT)
-------------------------------------------------------------------------------
12 00
2 00 1 00
ROUND
15 61
18 00
15 00
0 00
23 00
3 00 2 00
ROUND
15 00
15 00
15 00
0 00
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE
FOR A NEW SEWER FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE OTHERWISE
EXISITNG SIZE WAS USED
-------------------------------------------------------------------------------
SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT
ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO
NUMBER CFS CFS FEET FPS FEET FPS FPS
-----------------------------------------------------------------------------
12 0 5 1 4 6 1 25 1 0 89 5 47 4 14 0 00 V-OK
23 0 5 1 5 1 1 25 4 14 L0089 5 47 4 14 0 00 V-OK
FROUDE NUMBER=O INDICATES THAT A PRESSUREW OCCURS
SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS
ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM
% (FT) (FT) (FT) (FT)
12 00 0 50 5121 13 5121 00 3 32 -1 25 NO
23 00 0 00 5121 13 5121 13 3 32 3 32 OK
OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET
1
1
1
1
1
i
I
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS i
----------------------------------------------------- -------------------------
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
FEET FEET FEET ------------------- -------------FEET------FEET FEET ---
----------------
12 00 25 18 25 18 5122 38 5122 25 5122 41 5121 83 PRSS ED
23 00 1 00 1 00 5122 38 5122 38 5122 48 5122 41 PRSS ED
PRSS'ED=PRESSURED FLOW JUMP=POSSIBLE HYDRAULIC JUMP SUBCR=SUBCRITICAL FLOW
*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------- ----------------
UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY
ID NO ID NO ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT
-------------------------------------------------------------------------------
12 0 2 00 5122 67 0 84 0 50 0 00 0 00 0 00 1 00 5121 83
23 0 3 00 5122 75 0 01 0 25 0 07 0 00 0 00 2 00 5122 67
HARMONY RIDGE P U D FILING TWO
MRJ LINE ST-4 12-7-00
1 15 20 2 2 1 85 500 500 2 N
1 100
1 4 28 5 10 786
3
1 5121 0 1 12 0 0 0
5 08 0 30 6 45 0 0 0 0 0
2 5125 7 12 1 23 0 0 0
5 08 0 30 6 45 0 0 0 0 0
3 5125 7 23 0 0 0 0 0
5 08 0 21 7 45 0 0 0 0 0
2
12 25 18 5 5122 38 013 5 0 1 15
23 1 0 5122 38 013 25 0 1 15 0
I
rt'
0
I
* .w
' TST INC
Consulting Engineers
CLIENT nn n JOB NO dial
PROJECT i4��'bx)�' KrQ6Y YvO FOAJ(rTrTO CALCULATIONSFOR 5To+eAk SF_Qtf2 /
MADEBY DATE ��^ �S -B CHECKED BY DATE SHEET OF /
1
1
1
1
1
1
1
1-
1
1
1
vr?fr_tpi$k $a OrF L/N& '5 -tI t-K&m trA;Q/JtorU/ RfD&Z Gu
A) D5 -ro -BE To PASS 69eA-TtR_ FLo,.Lss'�
t4xRp-A.an,/
AiDGt
P A,D
- 5r--/
/ Q= ao
8.1 -s
f,+AtA _Y
arc>(,IL
P(jo
Ffu.()G
Two -s7-11
a/.,, - 30 03��s
aEa- viiP_cP A)A-5 Fo 33(I&P WIT14 A)e WA-Ft/Z
SJkF�rcb ai2 U2LoCr7-y cNaAJC-Z_s
8
i Zn1J_So'79 So i �Ms93 6D /uA� (�15 = %/ oe
_ INj rtj = 87 OD emu✓= BS ea
- zed ou r J �9 7.X
Ae m,45 r s AWA` St s
14(.c =Ba 98
I
�Q„, = 30 03 C4s
I
'CURRENT DATE 09-13-2001
CURRENT TIME 08 43 04
LINE '5T-11 011TbET PIPE 1
FILE DATE 07-09-1997
FILE NAME ST-11
' FHWA CULVERT ANALYSIS
HY-8, VERSION 4 0
C
SITE DATA
U--------------------------
INLET OUTLET CULVERT
'L
V
ELEV ELEV LENGTH
#
(FT) (FT) (FT)
1
--------------------------
79 72 79 50 52 00
2
4
6
CULVERT SHAPE, MATERIAL, INLET
-----------------------------------------------
BARRELS
SHAPE SPAN RISE MANNING INLET
MATERIAL (FT) (FT) n TYPE
-----------------------------------------------
1 RCP 2 50 2 50 013 CONVENTIONAL
1- 3o" Rc.P
FILE ST-11 CULVERT HEADWATER ELEVATION (FT) DATE 07-09-1997
DISCHARGE 1
0
79 72
0
3
6
80 44
80 85
0
0
10
81 34
0
13
81 62
0
16
81 87
0
19
82 10
0
22
82 34
0
26
82 58
0
'
29
82 7
0
—030
2 88
0
81
The above
92 24
Q and HW
0
are
I
I
2
3
4
5
6
ROADWAY
00
0
00
0
00
0
00
0
00
00
0
00
0
00
0
00
0
00
00
0
00
0
00
0
00
0
00
r89
00
0
00
0
00
0
00
0
00
00
0
00
0
00
0
00
0
00
00
0
00
0
00
0
00
0
00
89
99
00
0
00
0
00
0
00
0
00
90
38
00
0
00
0
00
0
00
0
00
90
74
00
0
00
0
00
0
00
0
00
91
09
00
0
00
0
00
0
00
0
00
91
42
00
0
00
0
00
0
00
0
00
91
55
00
0
00
0
00
0
00
0
00
0
00
for a point above the roadway
ttEAV WArTCR 15 $t40-0
u%S 2N0EQr 1n1 /h 0
2AuUecr CLIO
@ M d ►1-A
2
'CURRENT DATE 09-13-2001 FILE DATE 07-09-1997
CURRENT TIME 08 43 04 FILE NAME ST-11
PERFORMANCE CURVE FOR
CULVERT #
1
- 1 (
2 5
BY 2
5 ) RCP
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
79 72 0 00 0 00
0-NF
0
00
0
00
0 00
0 00
0 00
0
00
3
80 44 0 72 0 72
1-S2n
0
57
0
58
3 72
0 57
2 89
0
19
6
80 85 1 13 1 13
1-S2n
0
83
0
83
4 50
0 83
3 65
0
29
10
81 34 1 47 1 62
2-M2c
1
03
1
03
5 03
1 03
4 16
0
36
13
81 62 1 76 1 90
2-M2c
1
22
1
20
5 51
1 20
4 55
0
42
16
81 87 2 01 2 15
2-M2c
1
39
1
35
5 94
1 35
4 87
0
48
'
19
82 10 2 26 2 38
2-M2c
1
57
1
48
6 32
1 48
5 15
0
53
22
82 34 2 51 2 62
2-M2c
1
75
1
60
6 74
1 60
5 39
0
57
26
82 58 2 77 2 86
2-M2c
1
96
1
72
7 10
1 72
5 61
0
61
'
29
82 77 3 05 3 00
6-FFn
2
50
1
82
5_1Z
2 50
5 80
0
65
--;>30
82 88 3 16 3 it
6-FFn
2
50
1
86
6 12
2 50
5 87
0
67
E1 inlet face invert
79
72
ft
El
outlet
nvert
79
50
ft
E1 inlet throat invert
0
00
ft
E1
inlet
est
0
00
ft
0wTI-17' RIPRAP
REQp
SITE DATA CULVERT
INVERT
I)
INLET STATION (FT)
52
00
tN
LkSF
INLET ELEVATION (FT)
79
72
�I
OUTLET STATION (FT)
0
00
OUTLET ELEVATION (FT)
79
50
NUMBER OF BARRELS
1
SLOPE (V-FT/H-FT)
0
0042
CULVERT LENGTH ALONG SLOPE
(FT)
52
00
***** CULVERT DATA SUMMARY ************************
BARREL SHAPE CIRCULAR
BARREL DIAMETER 2 50 FT
BARREL MATERIAL CONCRETE
' BARREL MANNING'S N 0 013
INLET TYPE CONVENTIONAL
INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL
tINLET DEPRESSION NONE
I
CURRENT DATE
CURRENT TIME
1
09-13-2001
08 43 04
TAILWATER
3
FILE DATE 07-09-1997
FILE NAME ST-11
*******
REGULAR
CHANNEL CROSS SECTION
****************
BOTTOM WIDTH
(FT)
5 00
1
SIDE SLOPE H/V (X 1)
4 0
CHANNEL
SLOPE
V/H (FT/FT)
0 050
MANNING'S
N (
01-0 1)
0 035
CHANNEL
INVERT ELEVATION
(FT)
79 50
CULVERT
NO 1
OUTLET INVERT ELEVATION
79 50 FT
UNIFORM
FLOW
RATING CURVE
FOR DOWNSTREAM
CHANNEL
FLOW
W S
E FROUDE
DEPTH
VEL
SHEAR
(CFS)
(FT) NUMBER
(FT)
(FPS)
(PSF)
'
0 00
79
50 0 000
0
00
0
00
0 00
3 20
79
69 1 162
0
19
2
89
0 60
6 40
79
79 1 203
0
29
3
65
0 89
9 60
79
86 1 224
0
36
4
16
1 12
'
12 80
79
92 1 236
0
42
4
55
1 31
16 00
79
98 1 245
0
48
4
87
1 48
19 20
80
03 1 252
0
53
5
15
1 64
'
22 40
80
07 1 258
0
57
5
39
1 78
25 60
80
11 1 262
0
61
5
61
1 91
28 80
80
15 1 266
0
65
5
80
2 04
30 03
80
17 1 268
0
67
5
87
2 08
ROADWAY OVERTOPPING DATA
ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH (FT) 1 00
CREST LENGTH (FT) 1 00
OVERTOPPING CREST ELEVATION (FT) 87 00
1
I
I
'CURRENT DATE 09-13-2001
CURRENT TIME 08 45 41
LINE ST- I 1 /10Lf r pipe 1
FILE DATE 07-09-1997
FILE NAME ST-11 IN
FHWA CULVERT ANALYSIS
HY-8, VERSION 4 0
■
C
SITE DATA
U--------------------------
L
INLET
OUTLET
CULVERT
V
ELEV
ELEV
LENGTH
#
(FT)
(FT)
(FT)
--------------------------
88 00
87 00
15 03
'1
2
'4
6
CULVERT SHAPE, MATEKlAL, INLET
-----------------------------------------------
BARRELS
SHAPE SPAN RISE MANNING INLET
MATERIAL (FT) (FT) n TYPE
-----------------------------------------------
1 RCP 2 75 2 75 013 CONVENTIONAL
(- 33" l.c9
1
FILE ST-11 IN CULVERT HEADWATER ELEVATION (FT) DATE 07-09-1997
DISCHARGE 1
0
89 00
'
3
6
89 15
91 52
10
89 30
13
89 58
'
16
89 83
19
90 06
22
90 27
26
90 48
'
29
90 70
--g>30
0 78
72
95 60
'
The above
Q and
F
J
1
1
2
3
4
5
6
RO
0
00
0
00
0
00
0
00
0
00
1
00
0
00
0
00
0
00
0
00
0
00
92
02
0
00
0
00
0
00
0
00
0
00
92
62
0
00
0
00
0
00
0
00
0
00
93
13
0
00
0
00
0
00
0
00
0
00
93
57
0
00
0
00
0
00
0
00
0
00
93
99
0
00
0
00
0
00
0
00
0
00
94
38
0
00
0
00
0
00
0
00
0
00
94
74
0
00
0
00
0
00
0
00
0
00
95
09
0
00
0
00
0
00
0
00
0
00
95
42
0
00
0
00
0
00
0
00
0
00
95
55
0
00
0
00
0
00
0
00
0
00
0
00
are
for
a point above
the
roadway
ND PPIM 00(970PPIO& MN 41-LOuJAgLr-
POND("& ELEU
2
kURRENT DATE 09-13-2001 FILE DATE 07-09-1997
CURRENT TIME 08 45 41 FILE NAME ST-11_IN
0 PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( 2 75 BY 2 75 ) RCP
HEAD-
INLET
OUTLET
'DIS-
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
89
00
0
00
1
00
0-NF
0
00
0
00
0
00
0
00
0
00
2
00
3
89
15
0
60
1
15
3-Mlt
0
29
0
57
0
69
2
00
0
00
2
00
6
91
52
0
98
3
52
5-Mlt
0
38
0
81
1
39
2
00
0
00
2
00
'
10
89
30
1
30
1
30
1-S2n
0
48
1
00
9
82
0
61
0
00
2
00
13
89
58
1
58
1
58
1-S2n
0
57
1
16
10
31
0
72
0
00
2
00
16
89
83
1
83
1
83
1-S2n
0
62
1
31
10
66
0
83
0
00
2
00
'
19
90
06
2
06
2
06
1-S2n
0
68
1
44
11
01
0
92
0
00
2
00
22
90
27
2
27
2
27
1-S2n
0
74
1
56
11
30
1
01
0
00
2
00
26
90
48
2
48
2
48
1-S2n
0
80
1
68
11
57
1
10
0
00
2
00
29
90
70
2
70
2
70
1-S2n
0
85
1
78
11
84
1
18
0
00
2
00
___0 30
90
78
2
78
2
78
5-S2n
0
87
1
82
1 95 1
21
0
00
2
00
-_J
El inlet face invert 88 00 ft El outlet *vert 87 00 ft
E1 inlet throat invert 0 00 ft E1 inlet c,Iest 0 00 ft
SITE DATA ***** CULVERT INVERT **************
INLET STATION (FT)
15
00
INLET ELEVATION (FT)
88
00
OUTLET STATION (FT)
0
00
OUTLET ELEVATION (FT)
87
00
NUMBER OF BARRELS
1
SLOPE (V-FT/H-FT)
0
0667
CULVERT LENGTH ALONG SLOPE (FT)
15
03
CULVERT DATA SUMMARY
BARREL SHAPE
BARREL DIAMETER
BARREL MATERIAL
BARREL MANNING'S N
INLET TYPE
INLET EDGE AND WALL
INLET DEPRESSION
************************
CIRCULAR
2 75 FT
CONCRETE
0 013
CONVENTIONAL
SQUARE EDGE WITH HEADWALL
NONE
'D)5C.NAIZ6.E5 TO
DRop m N
3
'CURRENT DATE 09-13-2001 FILE DATE 07-09-1997
CURRENT TIME 08 45 41 FILE NAME ST-11_IN
TAILWATER
CONSTANT WATER SURFACE ELEVATION
'
89 00 *- PIPE Fuu, 905
091.-1a]A, •i
' ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH (FT) 1 00
CREST LENGTH (FT) 1 00
' OVERTOPPING CREST ELEVATION (FT) 91 00
H
1
11
11
1
1
' CURRENT DATE
CURRENT TIME
C
U
L
V
1
2
4
6
09-13-2001
08 47 21
FHWA CULVERT ANALYS
NY-8, VERSION 4 0
SITE DATA
--------------------------
INLET OUTLET CULVERT
ELEV ELEV LENGTH
(FT) (FT) (FT)
--------------------------
5116 00 5115 00 35 40
FILE DATE 03-19-2001
FILE NAME ST-3
CULVERT SHAPE, MATERIAL, INLET
-----------------------------------------------
BARRELS
SHAPE SPAN RISE MANNING INLET
MATERIAL (FT) (FT) n TYPE
-----------------------------------------------
-1-Gs 2 00 2 00 012 CONVENTIONAL
1 - ay'+ab5
SUMMARY OF CULVERT FLOWS (CFS) FILE ST-3 DATE 03-19-2001
ELEV (FT) TOTAL 1 2 3 4 5 6 ROADWAY ITR
5116
00
0
0 0
65
2
2 0
'5116
5116
94
4
4 0
5117
20
6
6 0
5117
43
8
8 0
'5117
65
10
10 0
5117
87
12
12 0
5118
09
14
14 0
5118
34
16
16 0
5118
59
18
18 0
5118
89
20
20 0
5121
00
31
31 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
1
0
1
0
1
0
1
0
1
0
1
0
1
0
1
0
1
0
1
OVERTOPPING
' SUMMARY OF ITERATIVE SOLUTION ERRORS FILE ST-3 DATE 03-19-2001
HEAD
HEAD
TOTAL
FLOW
FLOW
ELEV(FT)
ERROR(FT)
FLOW(CFS)
ERROR(CFS)
ERROR
'
5116 00
0 00
0
0
0 00
5116 65
0 00
2
0
0 00
5116 94
0 00
4
0
0 00
'
5117 20
0 00
6
0
0 00
5117 43
0 00
8
0
0 00
5117 65
0 00
10
0
0 00
5117 87
0 00
12
0
0 00
'
5118 09
0 00
14
0
0 00
5118 34
0 00
16
0
0 00
5118 59
5118 89
0 00
0 00
18
20
0
0
0 00
0 00
<1> TOLERANCE (FT)
= 0 010
<2> TOLERANCE
1 000
rl
2
'CURRENT DATE 09-13-2001 FILE DATE 03-19-2001
CURRENT TIME 08 47 21 FILE NAME ST-3
' PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( 2 BY 2 ) CSP
HEAD-
INLET
OUTLET
'DIS-
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
5116
00
0
00
0
00
0-NF
0
00
0
00
0
00
0
00
0
00
0
00
2
5116
65
0
65
0
65
1-S2n
0
28
0
48
7
12
0
28
4
61
0
22
4
5116
94
0
94
0
94
1-S2n
0
42
0
69
7
73
0
45
5
49
0
29
'
6
5117
20
1
20
1
20
1-S2n
0
51
0
86
8
55
0
55
6
07
0
33
8
5117
43
1
43
1
43
1-S2n
0
60
1
01
8
99
0
65
6
53
0
37
'
10
12
5117
5117
65
87
1
1
65
87
1
1
65
87
1-S2n
1-S2n
0
0
67
73
1
1
13
24
9
9
40
80
0
0
74
83
6
7
90
22
0
0
40
43
14
5118
09
2
09
2
09
5-S2n
0
80
1
34
10
09
0
91
7
51
0
46
16
5118
34
2
34
2
34
5-S2n
0
86
1
44
10 7
0
99
7
76
0
48
'
-418
5118
59
2
59
2
59
5-S2n
0
92
1
52
0
6
1
06
7
99
0
50
20
5118
89
2
89
2
89
5-S2n
0
98
1
60
10
90
1
13
8
20
0
52
E1 inlet face invert 5116
00 ft E1
outlet
nvert 5115 00 ft
'
E1 inlet throat invert 0
00 ft E1
inlet c
est 0 00 ft
SITE DATA ***** CULVERT INVERT
**************
RIPRAP READ
INLET STATION (FT)
35
39
INLET ELEVATION (FT)
5116
00
OUTLET STATION (FT)
0
00
'
OUTLET ELEVATION (FT)
5115
00
NUMBER OF BARRELS
1
SLOPE (V-FT/H-FT)
0
0283
'
CULVERT LENGTH ALONG SLOPE (FT)
35
40
***** CULVERT DATA SUMMARY ************************
'
BARREL SHAPE
BARREL DIAMETER
BARREL MATERIAL
BARREL MANNING'S N
'
INLET TYPE
INLET EDGE AND WALL
'
INLET DEPRESSION
CIRCULAR
2 00 FT
CORRUGATED STEEL
0 012
CONVENTIONAL
SQUARE EDGE WITH HEADWALL
NONE
1
3
'CURRENT DATE 09-13-2001 FILE DATE 03-19-2001
CURRENT TIME 08 47 21 FILE NAME ST-3
1
TAILWATER
******* REGULAR CHANNEL CROSS SECTION ****************
' SIDE SLOPE H/V (X 1) 9 0
CHANNEL SLOPE V/H (FT/FT) 0 227
MANNING'S N ( 01-0 1) 0 035
CHANNEL INVERT ELEVATION (FT) 5115 00
' CULVERT NO 1 OUTLET INVERT ELEVATION 5115 00 FT
******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL
FLOW
W S
E
FROUDE
DEPTH
VEL
SHEAR
(CFS)
(FT)
NUMBER
(FT)
(FPS)
(PSF)
0
00
5115
00
0
000
0
00
0
00
0
00
'
2
00
5115
22
1
735
0
22
4
61
3
11
4
00
5115
29
1
813
0
29
5
49
4
03
6
00
5115
33
1
858
0
33
6
07
4
69
8
00
5115
37
1
893
0
37
6
53
5
23
10
00
5115
40
1
920
0
40
6
90
5
68
12
00
5115
43
1
942
0
43
7
22
6
09
'
14
16
00
00
5115
5115
46
48
1
1
961
977
0
0
46
48
7
7
51
76
6
6
45
78
17
94
5115
50
1
991
0
50
7
99
7
08
20
00
5115
52
2
003
0
52
8
20
7
37
ROADWAY OVERTOPPING DATA
' ROADWAY SURFACE GRAVEL
EMBANKMENT TOP WIDTH (FT) 4 00
CREST LENGTH (FT) 100 00
OVERTOPPING CREST ELEVATION (FT) 5121 00
1
1
SECTION A -A
INPUT DATA
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS
NORMAL DEPTH =
FLOW VELOCITY =
HYDR DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
INPUT DATA
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS
NORMAL DEPTH =
FLOW VELOCITY =
HYDR DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
1 810000 CFS
0 000000E+00 FT
2 500000E-02 FT/FT
4 000000
6 000000E-02
5 334365E-01 FT
1 589949 FPS
2 667612E-01 FT
4 267492 FT
5 424926E-01
5 726902E-01 FT
8 290000 CFS
0 000000E+00 FT
2 500000E-02 FT/FT
4 000000
3 500000E-02
7 711366E-01 FT
3 484756 FPS
3 856212E-01 FT
6 169093 FT
9 889263E-01
9 597006E-01 FT
SECTION B-B
INPUT DATA ^a Y4
DISCHARGE =
1 960000
CFS
BOTTOM WIDTH =
0
000000E+00
FT
BED SLOPE =
1
200000E-02
FT/FT
SIDE SLOPE =
4 000000
MANNINGS N =
6
000000E-02
RESULTS
NORMAL DEPTH =
6
306801E-01
FT
FLOW VELOCITY =
1 231539
FPS
HYDR DEPTH =
3
154341E-01
FT
TOP WIDTH =
5 045441
FT
FROUDE NUMBER =
3
864258E-01
SPECIFIC ENERGY=
6
542312E-01
FT
INPUT DATA -I Qp YR
DISCHARGE =
8 990000
CFS
BOTTOM WIDTH =
0
000000E+00
FT
BED SLOPE =
1
200000E-02
FT/FT
SIDE SLOPE =
4 000000
MANNINGS N =
3
500000E-02
RESULTS
NORMAL DEPTH =
9
122236E-01
FT
FLOW VELOCITY =
2 700497
FPS
HYDR DEPTH =
4
561678E-01
FT
TOP WIDTH =
7 297789
FT
FROUDE NUMBER =
7
046176E-01
SPECIFIC ENERGY=
1 025464
FT
SECTION C-C
INPUT DATA bZ Yiz
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS
NORMAL DEPTH =
FLOW VELOCITY =
HYDR DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
INPUT DATA
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS
NORMAL DEPTH =
FLOW VELOCITY =
HYDR DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
1 810000 CFS
0 000000E+00 FT
2 500000E-02 FT/FT
20 000000
6 000000E-02
2 895936E-01 FT
1 078463 FPS
1 448853E-01 FT
11 583750 FT
4 993042E-01
3 076539E-01 FT
8 290000 CFS
0 000000E+00 FT
2 500000E-02 FT/FT
20 000000
3 500000E-02
4 186527E-01 FT
2 364241 FPS
2 093866E-01 FT
16 746110 FT
9 105199E-01
5 054483E-01 FT
SECTION D-D
INPUT DATA
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS
NORMAL DEPTH =
FLOW VELOCITY =
HYDR DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
INPUT DATA - 1C)o tIQ
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS
NORMAL, DEPTH =
FLOW VELOCITY =
HYDR DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
1 810000 CFS
0 000000E+00 FT
5 000000E-02 FT/FT
16 000000
6 000000E-02
2 765414E-01 FT
1 478252 FPS
1 383630E-01 FT
8 849325 FT
7 003426E-01
3 104735E-01 FT
8 290000 CFS
0 000000E+00 FT
5 000000E-02 FT/FT
16 000000
3 500000E-02
3 997849E-01 FT
3 240735 FPS
1 999561E-01 FT
12 793120 FT
1 277168
5 628651E-01 FT
SECTION E-E
INPUT DATA
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS
NORMAL DEPTH =
FLOW VELOCITY =
HYDR DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
INPUT DATA - /Qrj YK
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS
NORMAL DEPTH =
FLOW VELOCITY =
HYDR DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
3 790000 CFS
0 000000E+00 FT
2 270000E-01 FT/FT
9 000000
6 000000E-02
3 412661E-01 FT
3 614249 FPS
1 707086E-01 FT
6 142790 FT
1 541567
5 441045E-01 FT
17 940000 CFS
0 000000E+00 FT
2 270000E-01 FT/FT
9 000000
3 500000E-02
4 994814E-01 FT
7 988375 FPS
2 497884E-01 FT
8 990665 FT
2 816725
1 490384 FT
SECTION F-F
INPUT DATA - A iQ
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS
NORMAL DEPTH =
FLOW VELOCITY =
HYDR DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
INPUT DATA
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS
NORMAL DEPTH =
FLOW VELOCITY =
HYDR DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
2 090000 CFS
0 000000E+00 FT
1 020000E-01 FT/FT
4 000000
6 000000E-02
4 325174E-01 FT
2 792305 FPS
2 163166E-01 FT
3 460139 FT
1 058011
5 535883E-01 FT
9 140000 CFS
0 000000E+00 FT
1 020000E-01 FT/FT
4 000000
3 500000E-02
6 144964E-01 FT
6 049327 FPS
3 073476E-01 FT
4 915971 FT
1 922933
1 182732 FT
SECTION G-G
INPUT DATA
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS
NORMAL DEPTH =
FLOW VELOCITY =
HYDR DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
INPUT DATA - /Qp y)Q
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS
NORMAL DEPTH =
FLOW VELOCITY =
HYDR DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
11 570000 CFS
45 000000 FT
3 330000E-01 FT/FT
3 000000
6 000000E-02
8 964602E-02 FT
2 849783 FPS
8 915564E-02 FT
45 537880 FT
1 681936
2 157526E-01 FT
53 890000 CFS
45 000000 FT
3 330000E-01 FT/FT
3 000000
6 000000E-02
2 253304E-01 FT
5 234623 FPS
2 221030E-01 FT
46 351980 FT
1 957403
6 508161E-01 FT
1
1
1
1
1
i
1
i
1
1
1
1
1
1
1
SECTION H-H
INPUT DATA - y�
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS
NORMAL DEPTH =
FLOW VELOCITY =
HYDR DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
INPUT DATA -/ oc
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS
NORMAL DEPTH =
FLOW VELOCITY =
HYDR DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
1 810000 CFS
6 000000 FT
2 000000E-02 FT/FT
4 000000
6 000000E-02
2 225018E-01 FT
1 180357 FPS
1 970991E-01 FT
7 780015 FT
4 685363E-01
2 441360E-01 FT
8 290000 CFS
6 000000 FT
2 000000E-02 FT/FT
4 000000
6 000000E-02
5 266366E-01 FT
1 941633 FPS
4 180519E-01 FT
10 213090 FT
5 292051E-01
5 851760E-01 FT
I
APPENDIX E
RIPRAP DESIGN
�
I
@
I
q
11
E
I
I
I
I
@
$
cn
En
2 §
2 -
}
j
/\
7—
2-
Q
\
\
}0
% *
-
%®
§\$
§
\ § k
m
m
y§ g
o
§
§ s #
>
�
t
w
\
\
/
Q
W
u
�
§
�
=
m
@
CLIENT JOB NO 0927 010
PROJECT Harmony Ridge P U D Filing Two CALCULATIONS FOR Riprap
MADE BY MRJ DATE 12/7/01 SHEET 1 OF 1
EXTENTS OF RIPRAP PROTECTION (Per Urban Drainage Criteria)
L=(1/2Tan6)(AtfYt w) (EQ 5 9 USDCM)
where L = Length of Riprap Protection (3D <_ L <_ 10D)
At = QN for V=5 5 fps for erosive sod
Yt = Tailwater Depth (ft)
w = Pipe Diam
1/2Tan6 = Expansion factor from Fig 5 9 USDCM
100 yr
PIPE
DESIGN
100 yr
'RIPRAP
LINE
DIAM
FLOW
VELOCITY
Yt
DESIGN CONTROLS
L (Eq 5 9)
Req L
in)
(cfs)
(f s
(ft
Yt/D Q/D15
1/2Tan6
(ft)
(ft
ST 1
36
6219
88
3
100 399
675
435
9
ST 2
36
6404
906
2
067 411
675
361
9
ST-4
15
508
414
083
066 291
675
1 54
375
1
I
1
1
t �
1
1
DRAINAGE CRITERIA MANUAL
RIPRAP
MEMO"
mom
'-F'
Mom
.
BINNAM
r_
"
■■
�i
2110
_
O 2 4 Yt /D 6 8 10
(tip Yr1n,sfy tp g MRA.uLca. Tt.,h%p
Use Do instead of D whenever flow Is supercritical In the barrel
*# Use Type L for a distance of 3D downstream
FIGURE 5-7 RIPRAP EROSION PROTECTION AT CIRCULAR
CONDUIT OUTLET
11-15-82
URBAN DRAINAGES FLOOD CONTROL DISTRICT
P'
I
I
fl
I
I
I
1
I
DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE
14Rx4p f�R,4i�1�GE
Table 5-1 �PrziFP �jRADAnu,�
CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP
Riprap
% Smaller Than
Intermediate Rock
d50*
Designation
Given Size
Dimension
By Weight
(Inches)
Inches)
Type VL
70-100
12
50-70
9
35-50
6
6**
2-10
2
Type L
70-100
15
50-70
12
35-50
9
9**
2-10
3
Type M
70-100
21
50-70
18
35-50
12
12
2-10
4
Type H
100
30
50-70
24
35-50
18
18
2-10
6
Type VH
100
42
50-70
33
35-50
24
24
2-10
9
*d50 = Mean particle size
** Bury types VL and L with native top soil and revegetate to protect
from vandalism
5 2 Wire Enclosed Rock
Wire enclosed rock refers to rocks that are bound together in a
wire basket so that they act as a single unit One of the major
advantages of wire enclosed rock is that it provides an alternative in
situations where available rock sizes are too small for ordinary
riprap Another advantage is the versatility that results from the
regular geometric shapes of wire enclosed rock The rectangular
blocks and mats can be fashioned into almost any shape that can be
I
11-15-82
Table 8-1 lots several gradations of nprap The minimum average size design on for loose nprap
shall be 12 inches Smaller sizes of nprap shall be either buned on slopes which can be easily
maintained (4 to 1 minimum side slopes) or grouted If slopes are steeper Grouted nprap should meet
all the requirements for regular nprap except that the smallest
rock fraction (smaller than the 10 per-
cent size) should be eliminated from the gradation A reduction
of nprap size by one size designation
(from 18 Inches to 12 Inches or from 24 Inches to 18 Inches) is for
permitted grouted nprap
Table B-1 11;�r �a�iNs /P,,PRAi3
CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP 6 PAAAT+ajO
%ofTotalweO t
'
�p�9n�rr ,Cimste Stone Sae
rm pa"U%) ( )
70-100 85
Class 6 tt 50-70 35
35-50 10 6
210 <1
70-100 440
Class 12 5D-70 275
3S-60 85 12
2-10 3
100 1275
Class 18 50-70 655
35-50 275 18
2-10 10
100 3500
Class 24 50-70 1700
35-50 655 24
210 35
1t Bury on to 1 y�ee Sae At least 50 percei of om rtass styli be a t, equal to or larger that 1Hs
slopes or grout rock d slopes are steeper
I
�J
,t
I
E
Table 8-2 summarizes nprap requirements for a stable channel lining based on the following
relationship
VS01
In which, V= Mean channel velocity In feet per second
S = Longitudinal channel slope to feet per foot
S. = Specific gravity of rock (aunurtum %= 2-50)
dso = Rock size in feet for which 50 Wment of the nprap by weight is smaller
The rock smug requirements in Table 8-2 are based on the rock having a speafic gravity of 2.5 or
more Also, the rock sae does not need to be Increased for steeper channel side slopes, provided the
side slopes
recommended a no steeper thari 2h I Rode lined side slopes steeper than 21h I are not
Table 8.2
RIP�RAP REGUIRB"M FOR CHANNEL LININGS tt
y
Oto14
15to40
41to58
59to71
72 to 82
Class 6 Riptap
Class 12 Riprap
Class 18 Riprap
Class 24 Riprap
t Use S, = 25 unless the source of rock and its dermhes are knmri at the time of design.
1t Table valid only for Froude number of 08 or less and side stapes no steeper Ckan 2h1v
MAY iss4 B-18 DESIGN CRITERIA
DRAINAGE CRITERIA MANUAL
A = Expansion Angle
Emm-
0
Waves
MAN
mmmu
mum
NUNN
ONE
NWrAl
MENEM
ME
TAILWATER DEPTH/CONDUIT HEIGHT, Yt/D
RIPRAP
FIGURE 5-9 EXPANSION FACTOR FOR CIRCULAR CONDUITS
L
11-15-82
URBAN DRAINAGE 6 FLOOD CONTROL DISTRICT
IJ
I
I
I
I
Fl
I
I
1
APPENDIX F
EROSION CONTROL
I
11
I
I
I
I
h
I
I
I
I
r
n
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT 3/44H mvV K/D6¢ Poo riunl6 Two STANDARD FORM A
COMPLETED BY. AeT DATE //-/7 - o o
DEVELOPED
ERODIBILITY
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBMIN
ZONE
(ac)
(ft)
(t)
(feet)
M
(4;)
A
PjePTf,
3 V8
5'20
9 3
/ 7,7
300
p sY
19-5,1)
a o
.zo 0
368 _
Aa
8y o
S7'f
67
160
�JooEBA>I
(3
O 53
y/o
y y
/ 0f/
3.20
4 7
0 /0
3 60
3 �
6ro
y3
/ o l
'/3 0
3 7
0 6A
3110
•Z 9
/ 60
/$0
a y
/ AS
sos
q 3
9 y3
3a°/
7
a
C
McDtRHTc-
0 7(c
650
p
/Koaf�ATE
0 /.S
/ 3 0
317
/30
MARCH 1991
8 14 DESIGN CRRERIA
I
1
t
1
1
1
1
n
EFFECTIVENESS CALCULATIONS
PROJECT: /..4,eM Y R(D i f P u D F/L/ N6 Tw D STANDARD FORM B
COMPLETED BY MRJ DATE //-, 7 0 o
Erosion Control C-Factor P-Factor
Method Value Value Comment
S+: D/Mcnlr Tch P/SKI fGKL / o 0 So
5rRAw gftt DAMS / O o 8o
694u tL FI,_Tt R / 0 D $ o
PAUE►AEASf D O/ / o
ESrA6L15141tb 6KASS 0 06 / o
QcSHvo/mu6Ca 0 06 / O
MAJOR
PS
SUB
AREA
BASIN
($)
BASIN
(Ac)
CALCULATIONS
tc(,,w44 T, y,
/DOS/° �g�o6 Gr°..ss/�eSeed
Wt
so)� K /,r-o = 97 �d
/Op%O
AZ
/72
/0070 £s��6 y•dss�rz�sttd
1q3
SY
/oo % &--lat
Cs4i s%a,le"«d
er F� —(k 0Z5)3�-06 98 z
96 6
' MARCH 7881 8-15 DESIGN CRITERIA
I
1
1
1
1
11
1
1
I
1
i
1
1
1
I
1
EFFECTIVENESS CALCULATIONS
PROJECT: 14,4,eA,%mVV Xeoof P v D FiuvG 7wv STANDARD FORM B
COMPLETED BY M eT- DATE 20 -0'0
Erosion Control C-Factor P-Factor
Method Value Value Comment
AS
S
f%r
�
MAJOR
PS
SUB
AREA
BASIN
($)
BASIN
(Ac)
CALCULATIONS
l
i17
�t7o�o Es}al G/assl�scrcQ
W+ C- 1o� _ o oil
P-� - 9 5o
s'1), K /ate = 9776
L32
0 53
/Do°Io 9i..e 1 l ik- ' ----
3s'Ay•fstl/bsaeq#
ds/i (aJGanMt
4>� - C-� = (obX 3s) r�aX 45) _ , o z6
P-4.4'r s O $0
CIPF.0 _(toxbm)] K,ov = 97 8I,
SS'/o e��6 9'�sr/ies.ec�
10
-(Rt; oON)�A ro„ _ 97 D%
0
a�
O yo
0a% (p..sl 4 lke-
3S%s �sd� ��•sS l�iteeci
Lc = 97 8y
1 MARCH 1991 8 15 DESIGN CRTrER1A
I
1
1
11
1
1
1
I
1
1
EFFECTIVENESS CALCULATIONS
PROJECT dt'1tA&Y Q,aa£ PuD Ffc.h0a TW° STANDARD FORM B
COMPLETED BY W,2S DATE 11 Zr -a 0
Erosion Control C-Factor P-Factoi
Method Value Value Comment
sML
45
Sy
T
/
MAJOR
PS
SUB
AREA
BASIN
{$)
BASIN
(Ac)
CALCULATIONS
r?
65
/ 3
5-o9e [s` G��ts/iCesec�
Sd%
CJ� Cp ��.c _ (o�i� soX o�x sa� s D35
//o�•-
%O?o lwtr�o,,.+
a(e/)(7e)
87
o c
So'% e54-4 f1"v 1,rG ved
°(.� 5jr(o1x0 95
-(I ox a3S)3Ktop -
i1PZSS/crec �_-- -- - -
B$
l GO
So' P.4,,e.k.." 4
(SmK.e- ae 8-7)
' MARCH 1991 815 i DESIGN CRRERIA
I
1
I
I
I
1
1
I
I
11
I
I
I
I
I
I
EFFECTIVENESS CALCULATIONS
PROJECT- /, A,e*,OjA� RJO6,t STANDARD FORM B
COMPLETED BY 9-t KT DATE
Erosion Control C-Factor P-Factor
Method Value Value Comment
4,� SH
T /
MAJOR
PS
SUB
AREA
BASIN
($)
BASIN
(AC)
CALCULATIONS
B
a9
�,zs
/00%
C5APA� A z = ! s z •�o
' MARCH 1SS1 S 15 I DESIGN CRITERIA
11
1
L
TST, INC
Consulting Engineers OPINION OF COST
Job No
Project Harmony Ridge P U D Fdmg Two
0927-010 11/22/00
By M R J
No
Item
Units
Urut Cost
Total
Comments
1 EROSION CONTROL (Developer)
Reseed/Mulch
1431
AC
1 $615 00
$8 763 75
Gravel Inlet Filter
31
EA
1 $235 00
1 $705 00
Silt Fence
1 1 8501
L F
1 $3 00
1 $5 550 00
Erosion Control Subtotal
150% Subtotal
$15, 018 75
$22,52813
1 EROSION CONTROL (City)
Reseed/Mulch
1 1431
AC
1 $615 00
1 $8 763 75
Erosion Control Subtotal
150% Subtotal
$8,763 75
$13,145 63
EROSION CONTROL ESCROW AMOUNT
$229528 13
TABLE 5-3 CONSTRUCTION SEQUENCE FOR CONSTRUCTION
PROJECT HARMONY RIDGE P U D PHASE TWO STANDARD FORM C
SEQUENCE FOR CONSTRUCTION COMPLETED BY EMF DATE JUNE 2000
Indicate by use of bar line or symbols when erosion control measures will be installed Major
modifications to an approved schedule may require submitting a new schedule for approval by the
City Engineer
MONTH
1
2
3
4
5
6
OVERLOT GRADING
WIND EROSION CONTROL
Sod Roughing
Perimeter Barrier
Additional Barriers
Vegetative Methods
Sod Sealant
Other
RAINFALL EROSION CONTROL
STRUCTURAL
Sediment Trap/Basin
Inlet Filters
Silt Fence Barriers
Sand Bags
Bare Sod Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other
VEGETATIVE
Permanent Seed Planting
Mulching/Sealant
Temp Seed Planting
Sod Installation
N ett i ng s/Mats/B I a n kets
Other
STRUCTURES INSTALLED BY CONTRACTOR MAINTAINED BY CONTRACTOR
VEGETATION/MULCHING CONTRACTOR TO BE DECIDED BY BID
DATE SUBMITTED 6/20/00 APPROVED BY CITY OF FORT COLLINS ON
[1
I
11
1
APPENDIX G
WATER QUALITY POND DESIGN
' TST, INC
Consulting Engineers
CLIENT ,/ jJOB NO D4Z7
' PROJECT IIAIO#�U�u
i � O D F1-W& T+yO CALCULATIONSFOR �A'T#g Q VA-c/Ty 44RrrRE VOLUME
1
ri
H
MADE BY /QT DATE ��-�1 -�� CHECKED BY DATE SHEET OF
Si�� 2rkOc2 ✓� a-ws Ness
�Is�r/�cr/Coag � 6urrrR�SivcaAcK/N�St,/GARA46�%pe�rruay -� s,/9 A�
%oft A4,4
/o t�tvCk'�iws = 5-
�RI��C Job UMW
Fgavvh Ure'04d DkAiNAeG -( )w-LCoD Cv>UT,Po4 111AANAL r--e6uRE f /
Re04kiiieei) ST'o,PAGt = =0,/(657in
I
wacv = ��LGyIQED STo-RAG(AKta)
iA
00�c) = D =APr,
�—
I i
gA5ou 8 O lroSin
,9y5a�)
/�
a
Il
15
' TST, INC
Consulting Engineers !J 2 0
CLIENT � '- ` JOB NO Dlit 7-01(J
' w�/ JfZU6./I T
PROJECT �/AK�o,uy ftbt DUD PI-1 6- TWO CALCULATIONS FOR RGKF)C /CMC �'�`S� SG%Cot^
MADE BY DATE I 1 S -00 CHECKED BY DATE SHEET / OF
ASi (3
Peg uk54_� DRAiN4G�
)eMotiet:D AkEA PIA Row(m?-) Fecm, 96., 5-3 (uDFe-6)
AReA = 6 17 mYROW
Fiem Fi G S tL� . l Row W t TN '7//t,1t No t-ES
7RASN '5cKefN
wcowc- = 3 n
N A
uSt r�J 7IC C17Y OF FVPa' C011,W T 57-09eA ORAINAOt
Df r 64 C K t"r Cif/Al M4A)UAt-
joow ,�Wro TNiE,T pfp Asa FT
%oTAL AerA = 6H vV /3 S = !�•'JO 00 �F Z
-
1 Q �
flow pE12 5Q -�r 3-5'C%5
' 7>4,- A44 17,gYI3-5- = 5113 r-rL Des,b„1 ,Z. 57 0 F7Z
L- -- --_ `
1
1
1
1
1
1
1
1
1
DRAINAGE CRITERIA MANUAL (V 3)
91 1992
UDFCD
0!
0•
R
3
m
ro
0 0
ra
Cr
m
tr
0
STORMWATER QUALITY MANAGEMENT
--xtenc
0 Hot
ed De
r Drai
entior
time
Bash
(Dry)
I
D,
12
ktentic
Hour
n Pon
Drain
Is (W(
me
t)
I
I
0 10 20 30 040 50 60 70 80 90 100
Percent Impervious Area in Tributary Watershed
Source Urbanos Guo Tucker(1989)
Note Watershed Inches of runoff shall apply to the
entire watershed tributary to the Bu Facility
FIGURE 5-1 WATER QUALITY CAPTURE VOLUME (WQCV)
i
1
1
1
1
1
1
1
1
1
DRAINAGE CRITERIA MANUAL (V 3)
m 061
00 41
E
m
102
U
c
0(
0(
STRUCTURAL BMPs
WQCV - 21 acre feet INEVIANNAAMPA
Row - 175 in
mmm j
9A
FA 1AROA
VA IN
WAS
a
10
PA 111A
A pm, A
PA Ap
1p
PJA
d A
I
1AF
'F
virzAalp
®r
No
INN
I
VZONIN,
VAPAP'l
,IF
JA
'AIM
'A
MENIM11
01011mil
0 002 004 00& 010 pt� 020 040 060 10 20 40 60
°� Required Area per Row (In 2 )
Source Douglas County Storm Drainage and Technkal Criteria, 1966
FIGURE 5-3 WATER OUALITY OUTLET SIZING DRY EXTENDED DETENTION
BASIN WITH A 40-HOUR DRAIN TIME OF THE CAPTURE VOLUME
9 1 1992
UDFCD
n
I
I
I
i
I
I
I
I
I
I
I
I
I
I
I
i
I
Structural Steel Channel
Formed Into Concrete To
Span Width Of Structure
See Figures 6-0 6-b
A --OF--]
Orifice Perforation Details
4
W Plate = Wcanc. + 6 inches
conc (see below)
- HwOCv
l3
Permanent
Water Surface
2-4
nimum
1
Circular Openings Wconc Obtained From Table 6a-1
Rectangular Openings WCanc = width of rectangular perforation + 6
S, see S, see
figure 5 Figure 5
:0(0)
0 O O ° a 0 0
0 0 000 C�
o0000 00000 0 0 000 L�
0 O 0 000
0 0 ° ° 0 0° °000° I
00 0000a 0 00 0000° 00 0 0
Example Perforation Patterns
Note The goal in designing the outlet is to minimize the number of columns of perforations
that will drain the WQCV in the desired time Do not however Increase the diameter of
circular perforations or the height of the rectangular perforations beyond 2 inches Use the
allowed perforation shapes and configurations shown above along with Figure 5 to determine the
pattern that provides an area per row closest to that required without exceeding it
Urban Drainage and Figure 4
Flood Control District
Orifice Details for
Drainage Criteria Manual (V 3) Draining WQCV
FBe V3-0utlet OetoOe dwq
I
I
Orifice Plate Perforation Sizing
Circular Perforation Slzlng
Chart may be applied to orifice plate or vertical pipe outlet
.1P
—5)0
Hole Dia
(in)
Hole Dia
(in)
Min Sc
(in)
Area per Row (sq in)
n=1
n=2
n=3
1 /4
0 250
1
rTO5
010
015
5/16
0 313
2
008
015
023
3/8
0 375
2
Oil
0 22
033
7/16
0 438
2
0 15
030
045
1 /2
0 500
2
020
039
059
9/16
0 563
3
025
050
0 75
5/8
0 625
3
031
061
092
11 /16
0 688
3
037
0 74
1 11
3/4
0 750
3
044
088
1 33
7/8
0 875
3
060
1 20
1 80
1
1 1 000
4
079
1 57
1 236
1 1 /8
1 125
4
099
1 99
1 298
1 1 4
1 250
4
1 23
2 45
368
1 3/8
1 375
4
1 48
2 97
4 45
1 1 2
1 500
4
1 77
353
530
1 5 8
1 625
4
207
4 15
1 6 22
1 3 4
1 1 750
4
241
481
7 22
1 7 8
1 875
4
2 76
5 52
8 28
2
2000
4
314
6 28 ; 9 42
n = Number of columns of perforations
Minimum steel
plate thickness
1/4
5/16
3/8
Rectangular Perforation Sizing
Only one column of rectangular perforations allowed
Rectangular Height = 2 inches
Rectangular Width (inches) _ Req- red Area per Row (sq in)
2
Urban Drainage and
Flood Control District
Drainage Criteria Manual (V 3)
File v3-0a,aet oeaail&d.y
Rectangular
Hole Width
Min Steel
Thickness
$
1 4
6
1 4
7
5/32
8
5/16
9
11 /32
10
3/8
>10
1/2
Figure 5
WOCV Outlet Orifice
Perforation Sizing
I
it
I
I
1
Structural Stec
Formed Into
See Figures
WQCV Trash Racks
A�
A
Elevation
cs Steel Bolts
•mittant Welds
ures 6—o 6—b
H
ies 2 —0
D 6 —0
2-4
unimum)
I
I Well —screen trash rocks shall be stainless steel and shall be attached by intermittant
welds along the edge of the mounting frame
2 Bar grate trasn racks shall be aluminum and shall be bolted using stainless steel hardware
3 Trash Rack widths are for specified trash rack material Finer well —screen or mesh size
than specified is acceptable however trash rack dimensions need to be adjusted for
materials having a different open area/gross area ratio (R value)
4 Structural design of trash rack shall be based on full hydrostatic head with zero
head downstream of the rock
Overflow Trash Racks
1 All trash rocks shall be mounted using stainless steel hardware and provided with
hinged and lockable or boltable access panels
2 Trash racks shall be stainless steel aluminum or steel Steel trash racks shall be hot
dip galvanized and may be hot powder painted after galvanizing
3 Trash Racks shall be designed such that the diagonal dimension of each opening is
smaller than the diameter of the outlet pipe
4 Structural design of trash rack shall be based on full hydrostatic head with zero
head downstream of the rack
Urban Drainage and
Flood Control District
Drainage Criteria Manual (V 3)
Fla vs—auec oetab dxq
Figure 6
WQCV Outlet Standardized
Trash Rack Design
1
8
4-0
Bolt Down or
C8xl8 75 American Standard
Lack Down
Structural Steel Channel
Trash Rock Attached By Welding
Tubular
Trash Rack
WOCV Level
On 6
4 Centers
f Vol
3or4
tf—
Varies
2-0
U S Filter* Stainless C
C
Steel Perforated
to
Steel Well —Screen
Flow Control
6-0
or equal) Per Tables
Plate
6a-1 6o-2
Micro Pool W S
1
_
C8xl8 75 American
3 Minimum
Standard Structural
2 —4
Steel Channel Formed
Into Concrete Bottom
Minimum
And Sides Of Wc.=
Trash Rack Attached
By Intermittant Welds
4
Section A —A
From Figure 6 Circular Openings Only
Well —Screen Frame
Attached To Channel
By Intermittant Welds
Steel Perforated
Flow Control
Plate
Wc.
Trash Rack Attached 6
By Intermittant Min
Weldina All Around
Section B—B — Plan View
From Figure 6 Circular Openings Only
Limits for this Standardized Design
1 All outlet plate openings are circular
2 Maximum diameter of opening = 2 inches
"U S Filter St Paul Minnesota USA
8
Stainless Steel
Support Bars
No 93 Stainless
Steel (US Filter*
or Equal) Wires
Rack Swivel Hinge
Optional
Flow Control
Orifice Plate
Outlet Pipe 18 Min
---1-
Ff°YJ
0 139 0 090
Sec on C—C
From Figure 6 Cir ular Openings Only
R Value = (net open area)/(grass rack area)
= 060
Urban Drainage and Figure 6—a
Flood Control District
Standardordizec Trash Rack Design
Drainage Criteria Manual (V 3) For WQCV Outlets With
Flla V1-0uUat Delulla drq
Circular Openings
Table 6a I Standardized WQCV Outlet Design Using 2 Diameter Circular Openings
Minimum Width (W..,) of Concrete Opening for a Well Screen Type Trash Rack
See Figure 6-a for Explanation of Terms
Maximum Dia
Width of Trash Rack Open g (W,, �) Per Column of Holes as a Function of Water De th H
of Circular
Opening
(inches)
H=2 0
H=3 0
H=4 0
H=5 0
H=6 0
Maximum
Number of
Columns
<025
3m
3m
3m
3m
3m
14
<_0 50
3 in
C3 in
3 in
3 in
3 in
14
SO 75
3m
6m
6m
6m
6m
7
<100
6m
9in
9m
9m
9m
4
<125
9m
12m
12m
12m
15in
2
5150
12m
15m
18m
18m
18in
2
<175
18in
21m
21m
24 in
24 in
l
< 2 00
21 in
24 in
27 in
30 in
30 in
I
Table 6a 2 Standardized WQCV Outlet Design Using 2 Diameter Circular Openings
US FilterT"' Stainless Steel Well Screen' (or equal) Trash Rack Design Specifications
Max Width
of Opening
Screen #93 VEE
Wire Slot Opening
SupportRod
Type
Support Rod
On Center
S acm
Total Screen
Thickness
Carbon Steel Frame
Type
9
0 139
# 156 VEE
Y
031
'/, x 1 0 flat bar
18
0 139
TE 074 x 50
1
0 65)
'/, x 10 angle
24
0 139
TE 074 x 75
1
103
10 x I% angle
27
0 139
TE 074 x 75
1
103
1 0 x l'/2 angle
30
0 139
1 TE 074 x 1 0
I
1 155
1 '/ x I''/A angle
36
0 139
TE 074 x 1 0
1
I I»
l '/ x l'/ angle
42
0 139
TE 105 x 1 0
1
1 15)
l '/ x l'/ angle
' US Filter St Paul Minnesota USA
DESIGN EXAMPLE
Given A WQCV outlet with three columns of 5/8 inch (0 625 in) diameter openings
Water Depth H above the lowest opening of 3 5 feet
Find The dimensions for a well screen trash rack within the mounting frame
' Solution From Table 6a I with an outlet opening diameter of 0 75 inches (i a rounded up from 5/8 inch actual
diameter of the opening) and the Water Depth H = 4 feet (i a rounded up from 3 ) feet) The minimum width for
each column of openings is 6 inches Thus the total width is Wcooc = 3 6 = I inches The total height after adding
the 2 feet below the lowest row of openings and subtracting 2 inches for the flange of the top support channel is 64
inches Thus
' Trash rack dimensions within the mounting frame = 18 inches wide x 64 inches high
From Table 6a 2 select the ordering specifications for an 18 or less wide opening trash rack using US Filter (or
equal) stainless steel well screen with #93 VEE wire 0 139 openings between wires TE 074 x 50 support rods
on 1 0 on center spacing total rack thickness of 0 655 and x 10 welded carbon steel frame
I
' Sid Well Sceen Trash Rack clot
1
1
1
1
1
1
08
07
�06
EXAMPLE
Z05
a04
x
a 03
W
O
C7
Z_02
O
Z
O
a 0 1
00
I I I I I I I I 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 I l l-, I. l l l I. l l
0 1 2 3 4
FLOW INTO INLET PER SO FT OF OPEN AREA (CFS/FT2)
Figure S 3
CAPACITY OF GRATED INLET IN SUMP
(From Wright -McLaughlin Engineers 1969)
6
MAY 1984
5-11
0
DESIGN CRmIu►
Ll
APPENDIX H
' OPEN SPACE EASEMENTS AND TRILBY LATERAL APPROVAL
11
TEWART SSOCIATE
S 8� S
' Consulting Engineers and Surveyors
January 6, 1997
' Free Enterprises, Inc
1803 N Garfield Avenue
Loveland, CO 80537
Gentlemen
t The following are the legal descriptions of proposed easements for the benefit of Harmony Ridge
P U D in the parcel that will be deeded to the City of Fort Collins
EASEMENT "A" A 30 00 foot wide utility easement situated in the Northwest'/4 of Section 3,
Townslup 6 North, Range 69 West of the 6th P M , City of Fort Collms, County of Lamer, State of
Colorado which considering the North tine of the said Northwest '/4 as bearing N 89' 38' 45" E and with
' all bearings contained herem relative thereto is contained withm the boundary Imes which begin at a pomt
which bears N 89° 38' 45" E 417 60 feet and agam S 01' 07' 56" W 429 21 feet and again S 63° 14' 32"
E 70 00 feet from the Northwest comer of said Section 3, and run thence S 2 P 28' 00" W 275 00 feet,
thence S 61' 06' 00" E 30 25 feet, thence N 21° 2T 00" E 276 14 feet, thence N 63' 14' 32" W 30 12 feet
to the point of beginning
EASEMENT "B" A 100 00 foot wide drainage and utihty easement situated in the Northwest'/4 of
' Section 3, Township 6 North, Range 69 West of the 6th P M , City of Fort Collins, County of Lamer,
State of Colorado which considering the North line of the said Northwest'/4 as bearing N 89' 38' 45" E
t and with all bearings contained herem relative thereto is contained within the boundary lines winch begin
at a point which bears N 89' 38' 45" E 417 60 feet and again S 01' 07' 56" W 429 21 feet and again S
630 14' 32" E 164 11 feet and agam S 82' 21' 17" E 66 91 feet and again N 77' 31' 51" E 8 00 feet from
' the Northwest comer of said Section 3, and thence S 18' 20' 00" W 280 00 feet, thence S 29° 00' 00" W
205 00 feet, thence S 28' 41' 00" E 70 00 feet, thence S 77' 30' 00" E 42 60 feet, thence N 29' 00' 00" E
239 42 feet, thence N 180 20' 00" E 293 50 feet, thence N 10' 05' 35" W 47 85 feet, thence S 770 31' 51"
W 89 85 feet to the point ofbegmning
EASEMENT "C" A 30 00 foot wide utility easement situated m the Northwest '/4 of Section 3,
Township 6 North, Range 69 West of the 6th P M , City of Fort Collins, County of Lamer, State of
Colorado which considering the North line of the said Northwest r/4 as bearing N 89' 38' 45" E and with
all bearings contained herein relative thereto is contamed within the boundary Imes which begin at a point
' which bears N 89' 38' 45" E 417 60 feet and agam S 01' 07' 56" W 429 21 feet and again S 63° 14' 32"
E 164 11 feet and again S 82' 21' 17" E 66 91 feet and again N 77' 31' 51" E 97 85 feet and again S 10°
05' 35" E 69 28 feet and agam S 33' 01' 18" E 80 70 feet and agam S 54' 59' 11" E 63 18 feet from the
' Northwest comer of said Section 3, and run thence S 22' 30' 00" W 270 00 feet, thence S 61° 06' 00" E
30 19 feet, thence N 22' 30' 00" E 273 25 feet, thence N 67° 16' 46" W 30 00 feet to the point of
beginning
1
James H Stewa t
and Associates Inc
'
103 S Neldrum Street
P 0 Box 429
Ft Collins CO 80522
'
970/482 9331
Fax 970/482 9382
I
11
1
1
1
1
1
1
EASEMENT "D" A 30 00 foot wide drainage and utility easement situated in the Northwest'/4 of
Section 3, Township 6 North, Range 69 West of the 6th P M , City of Fort Collins, County of Larimer,
State of Colorado which considering the North line of the said Northwest'/4 as bearing N 89° 38' 45" E
and with all bearings contained herein relative thereto is contained within the boundary Imes which begin
at a point winch bears N 89' 38' 45" E 417 60 feet and again S 01' 07' 56" W 429 21 feet and again S
630 14' 32" E 164 11 feet and again S 820 21' 17" E 66 91 feet and again N 77' 31' 51" E 97 85 feet and
again S 10' 05' 35" E 69 28 feet and again S 33' 01' 18" E 80 70 feet and again S 54° 59' 11" E 63 18
feet and again S 67' 16' 46" E 49 47 feet and again S 75' 28' 54" E 49 01 feet and again S 18° 49' 56" E
57 81 feet and again S 33' 16' 55" E 49 95 feet and again S 58° 48' 10" E 50 24 feet and again S 70' 10'
53" E 58 94 feet and again S 75' 14' 24" E 80 00 feet from the Northwest comer of said Section 3, and
run thence S 170 00' 00" W 255 00 feet, thence S 61° 06' 00" E 15 00 feet, thence S 46' 00' 00" E 17 20
feet, thence N 17° 00' 00" E 267 07 feet, thence N 75' 14' 24" W 30 00 feet to the point of beginning
EASEMENT "E" A 100 00 foot wide drainage and utility easement situated in the Northwest'/4 of
Section 3, Township 6 North, Range 69 West of the 6th P M , City of Fort Collins, County of Lanmer,
State of Colorado which considering the North line of the said Northwest'/4 as bearing N 89' 38' 45" E
and with all bearings contained herem relative thereto is contained within the boundary lines which begin
at a point which bears N 89' 38' 45" E 417 60 feet and again S 01' 07' 56" W 429 21 feet and again S
630 14' 32" E 164 11 feet and again S 82° 21' 17" E 66 91 feet and again N 77' 31' 51" E 97 85 feet and
again S 10' 05' 35" E 69 28 feet and again S 330 0111811 E 80 70 feet and again S 54' 59' 11" E 63 18
feet and again S 67° 16' 46" E 49 47 feet and again S 75' 28' 54" E 49 01 feet and again S 18° 49' 56" E
57 81 feet and agam S 33' 16' 55" E 49 95 feet and again S 58' 48' 10" E 50 24 feet and again S 700 10'
53" E 58 94 feet and again S 75° 14' 24" E 12152 feet and again N 88' 54' 20" E 5145 feet and again N
730 04' 36" E 26 00 feet from the Northwest comer of said Section 3, and run thence S 04' 38' 00" W
330 00 feet, thence S 360 08' 00" W 230 00 feet, thence S 54' 48' 00" E 20 00 feet, thence N 730 50' 00"
E 50 00 feet, thence S 320 45' 00" E 52 98 feet, thence N 36' 08' 00" E 236 84 feet, thence N 04' 38' 00"
E 372 22 feet, thence N 59' 15' 12" W 32 53 feet, thence S 73' 04' 36" W 75 80 feet to the point of
beginning
EASEMENT "F" A 100 00 foot wide drainage and utility easement situated in the Northwest'/4 of
Section 3 Township 6 North, Range 69 West of the 6th P M , City of Fort Collins, County of Lanmer,
State of Colorado which considering the North line of the said Northwest'/4 as bearing N 89° 38' 45" E
and with all bearings contained herein relative thereto is contained within the boundary Imes which begin
at a point which bears N 89° 38' 45" E 417 60 feet and again S 01' 07' 56" W 429 21 feet and again S
630 14' 32" E 164 11 feet and again S 82' 21' 17" E 66 91 feet and again N 77' 31' 51" E 97 85 feet and
again S 10' 05' 35" E 69 28 feet and again S 330 O1' 18" E 80 70 feet and again S 54' 59' 11" E 63 18
feet and again S 67° 16' 46" E 49 47 feet and again S 75° 28' 54" E 49 01 feet and again S 18' 49' 56" E
57 81 feet and again S 330 1615511 E 49 95 feet and again S 58' 48' 10" E 50 24 feet and again S 70' 10'
53" E 58 94 feet and again S 75' 14' 24" E 12152 feet and again N 880 54' 20" E 5145 feet and again N
730 04' 36" E 10180 feet and again S 590 15' 12" E 94 79 feet from the Northwest comer of said Section
3 and run thence S 33' 38' 00" E 160 00 feet, thence S 12° 45' 00" E 155 00 feet, thence S 010 15' 00" E
320 00 feet, thence S 43° 32' 00" W 208 00 feet, thence S 38' 42' 00" E 70 00 feet, thence S 860 30' 00"
E 40 02 feet, thence N 430 32' 00" E 232 92 feet, thence N 010 15' 00" W 37127 feet thence N 120 45'
00" W 280 83 feet, thence S 87° 06' 03" W 126 88 feet, thence N 820 10' 20" W 34 21 feet to the point
of beginning
EASEMENT "G" A drainage and utility easement situated in the Northwest'/4 of Section 3, Township
6 North, Range 69 West of the 6th P M, City of Fort Collins, County of Larimer, State of Colorado
' which considering the North line of the said Northwest'/4 as bearing N 890 38' 45" E and with all
bearings contained herem relative thereto is contained within the boundary Imes which begin at a point
which bears N 89' 38' 45" E 417 60 feet and again S O10 0756" W 429 21 feet and again S 63° 14' 32"
' E 164 11 feet and again S 820 2111711 E 66 91 feet and again N 77' 31' 51" E 97 85 feet and again S 10'
0513511 E 69 28 feet and again S 33' 01' 18" E 80 70 feet and again S 54' 59' 11" E 63 18 feet and again
S 670 1646" E 49 47 feet and again S 75' 28' 54" E 49 01 feet and again S 18' 49' 56" E 57 81 feet and
' again S 33' 1655" E 49 95 feet and again S 58" 48' 10" E 50 24 feet and again S 70° 10' 53" E 58 94
feet and again S 75' 14' 24" E 12152 feet and again N 880 54' 20" E 5145 feet and again N 73' 04' 36"
' E 10180 feet and again S 590 15' 12" E 94 79 feet and again S 82° 10' 20" E 34 21 feet and again N 87'
06' 01" E 126 88 feet from the Northwest comer of said Section 3 and run thence S 12° 45, 00" E 138 00
feet, thence S 61° 2600" E 492 00 feet, thence S 21' 35' 00" W 605 00 feet, thence S 46' 00' 00" E
' 35 00 feet, thence N 280 50' 15" E 756 40 feet, thence N 72° 54' 37" W 3100 feet, thence S 50° 0756"
W 38 37 feet, thence S 730 22' 29" W 53 72 feet, thence N 75° 59' 11" W 30 44 feet, thence N 45' 04'
57" W 47 68 feet, thence N 70' 23' 40" W 146 64 feet, thence N 64' 46' 15" W 77 28 feet, thence N 48'
27' 29" W 79 93 feet, thence N 33° 41' 34" W 99 13 feet, thence N 530 35' 27" W 115 10 feet, thence S
870 06' 03" W 40 82 feet to the point of beginning
' EASEMENT "H" A drainage and utility easement situated in the Northwest''/4 of Section 3, Township
6 North, Range 69 West of the 6th P M , City of Fort Collins, County of Lanmer, State of Colorado
which considering the North line of the said Northwest'/4 as bearing N 89' 38' 45" E and with all
' bearings contained herein relative thereto is contained within the boundary Imes which begin at a point
winch bears N 89' 38' 45" E 417 60 feet and again S 01° 07' 56" W 429 21 feet and again S 63° 14' 32"
E 164 11 feet and again S 82' 21' 17" E 66 91 feet and again N 77' 31' 51" E 97 85 feet and again S 10'
' 05' 35" E 69 28 feet and again S 33101' 18" E 80 70 feet and again S 54° 59' 11" E 63 18 feet and again
S 670 16' 46" E 49 47 feet and again S 75° 28' 54" E 49 01 feet and again S 18' 49' 56" E 57 81 feet and
again S 33' 16' 55" E 49 95 feet and again S 58° 48' 10" E 50 24 feet and again S 70° 10' 53" E 58 94
' feet and again S 750 14' 24" E 12152 feet and again N 88° 54' 20" E 5145 feet and again N 730 04' 36"
E 101 80 feet and again S 59' 15' 12" E 94 79 feet and again S 82' 10' 20" E 34 21 feet and again N 87'
06' 01" E 167 70 feet and again S 53' 35' 27" E 115 10 feet and again S 33° 41' 34" E 99 13 feet and
again S 48" 27' 29" E 79 93 feet and again S 6414611511 E 77 28 feet and again S 700 23' 40" E 146 64
feet and again S 45' 04' 57" E 47 68 feet and again S 75' 59' 11" E 30 44 feet and again N 73° 22' 29" E
53 72 feet and agam N 500 07' 56" E 38 37 feet and again S 721 54' 37" E 3100 feet from the Northwest
comer of said Section 3 and run thence S 280 50' 15" W 70 00 feet, thence S 360 26' 00" E 90 00 feet,
thence S 22' 15' 00" W 170 00 feet, thence S 130 30' 00" W 510 00 feet, thence S 12' 00' 00" E 226 00
' feet, thence N 78' 00' 00" E 100 00 feet, thence N 12° 00' 00" W 203 37 feet, thence N 130 30' 00" E
479 72 feet, thence N 22° 15' 00" E 179 82 feet thence N 750 06' 00" E 88 95 feet, thence N 16' 41' 49"
W 80 00 feet, thence N 720 54' 37" W 190 25 feet to the point of beginning
SETTLING POND IN EASEMENT "H" A settling pond in Easement "H" situated in the Northwest
'/4 of Section 3, Township 6 North, Range 69 West of the 6th P M , City of Fort Collins, County of
' Lanmer, State of Colorado which considering the North hue of the said Northwest'/4 as bearing N 89'
38' 45" E and with all bearings contained herem relative thereto is contained within the boundary Ines
which begin at a point which bears N 89' 38' 45" E 417 60 feet and again S O1' 0756" W 429 21 feet
1
I
1
I
1
1
1
1
1
t
1
and again S 63' 14' 32" E 164 11 feet and again S 820 21' 17" E 66 91 feet and again N 77' 31' 5 1 " E
97 85 feet and again S 100 05' 35" E 69 28 feet and again S 330 01' 18" E 80 70 feet and again S 54° 59'
11" E 63 18 feet and again S 67' 16' 46" E 49 47 feet and again S 75' 28' 54" E 49 01 feet and again S
180 49' 56" E 57 81 feet and again S 33' 16' 55" E 49 95 feet and again S 58° 48' 10" E 50 24 feet and
again S 700 10' 53" E 58 94 feet and again S 75' 14' 24" E 12152 feet and again N 88° 54' 20" E 5145
feet and again N 73' 04' 36" E 10180 feet and again S 590 15' 12" E 94 79 feet and again S 82' 10' 20"
E 34 21 feet and again N 870 06' 01" E 167 70 feet and again S 53° 35' 27" E 115 10 feet and again S
330 41' 34" E 99 13 feet and again S 480 27' 29" E 79 93 feet and again S 64° 46' 15" E 77 28 feet and
again S 70' 23' 40" E 146 64 feet and again S 45' 04' 57" E 47 68 feet and again S 750 59' 11" E 30 44
feet and again N 730 22' 29" E 53 72 feet and again N 500 07' S6" E 38 37 feet and again S 72' 54' 37" E
3100 feet and again S 280 5011511 W 70 00 feet and again S 360 26' 00" E 90 00 feet from the Northwest
comer of said Section 3 and run thence N 22° 15' 00" E 100 00 feet, thence S 67° 45' 00" E 100 00 feet,
thence S 220 15' 00" W 100 00 feet, thence N 670 45' 00" W 100 00 feet to the point of beginning,
containing 0 2296 acres more or less
SETTLING POND IN EASEMENT "F" A settling pond in Easement'T" situated in the Northwest'/e
of Section 3, Township 6 North, Range 69 West of the 6th P M , City of Fort Collins, County of Lanmer,
State of Colorado which considering the North line of the said Northwest '/a as bearing N 89' 38' 45" E
and with all bearings contained herein relative thereto is contained within the boundary hoes which begin
at a point which bears N 89' 38' 45" E 417 60 feet and again S O1° 07' 56" W 429 21 feet and again S
630 14' 32" E 164 11 feet and again S 82° 21' 17" E 66 91 feet and again N 77' 31' 5 V E 97 85 feet and
again S 10° 05' 35" E 69 28 feet and again S 33' 01' 18" E 80 70 feet and again S 54° 59' 11" E 63 18
feet and again S 67° 16' 46" E 49 47 feet and again S 750 2T 54" E 49 01 feet and again S 18' 49' 56" E
57 81 feet and again S 33' 1615511 E 49 95 feet and again S 58° 48' 10" E 50 24 feet and again S 70' 10'
53" E 58 94 feet and again S 750 14' 24" E 12152 feet and again N 880 54' 20" E 5145 feet and again N
730 04' 36" E 10180 feet and again S 59' 15' 12" E 94 79 feet and again S 33° 38' 00" E 160 00 feet
from the Northwest comer of said Section 3, and run thence N 12' 45' 00" W 133 12 feet, thence N 87'
06' 03" E 10150 feet, thence S 120 45' 00" E 115 76 feet, thence S 770 15' 00" W 100 00 feet to the
point of beginning, containing 0 2857 acres more or less
Sincerely, •�.uu uA*„u
�o`Qp
-tsrE���%,��y
Richard A Rutherford, P E& L S 5023
rrc 9, ` .��
f 1%,kAO