HomeMy WebLinkAboutDrainage Reports - 12/16/20131
t
1
t
' This Drainage Report is consciously provided as a PDF.
Please consider the environment before printing this document in its entirety.
When a hard copy is absolutely necessary, we recommend double -sided printing.
City of Ft. CoNnve ber 2��? Plens
Approved By.
Date z'l b 13
FINAL DRAINAGE REPORT
PATEROS CREEK
Fort Collins, Colorado
Prepared for:
Bucking Horse, LLC
3702 Manhattan Ave., Suite 201
Fort Collins, CO 80526
Prepared by:
■� NORTHERN
ENGINEERING
200 South College Avenue, Suite 10
Fort Collins, Colorado 80524
Phi 970.221.4158 Fax: 970.221,4159
www.northemenginnuing.com
Project Number: 687-001
Northernlingineering.cons // 970.221.4158
i
H
1
1
i
1
00 e PHONE: 970.221.4158
2Coll
NORTHERN 00 S. College Ave. Suite 10 WEBSITE:
ENGINEERING Fort Collins, CO 80524 FAX: 970.221.4159 ww .northernengineering.com
November 26, 2013
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80521
RE: Final Drainage Report for
PATEROS CREEK
1 Dear Staff:
Northern Engineering is pleased to submit this Final Drainage Report for your review. This report
1 accompanies the Project Development Plan submittal for the proposed Pateros Creek
development.
1
1
1
1
1
1 ,
1
1
1
1
This report has been prepared in accordance to Fort Collins Stormwater Criteria Manual (FCSCM),
and serves to document the stormwater impacts associated with the proposed project. We
understand that review by the City is to assure general compliance with standardized criteria
contained in the FCSCM.
If you should have any questions as you review this report, please feel free to contact us.
ZRING SERVICES, INC.
NORTHERN
ENGINEERING
CIRTH
TABLE OF CONTENTS
I.
GENERAL LOCATION AND DESCRIPTION...................................................................
1
A.
Location.............................................................................................................................................1
B.
Description of Property.....................................................................................................................2
C.
Floodplain..........................................................................................................................................3
ll.
DRAINAGE BASINS AND SUB-BASINS.......................................................................
7
A.
Major Basin Description....................................................................................................................7
III.
DRAINAGE DESIGN CRITERIA...................................................................................
7
A.
Regulations........................................................................................................................................7
B.
Four Step Process..............................................................................................................................7
C.
Development Criteria Reference and Constraints............................................................................8
D.
Hydrological Criteria.........................................................................................................................9
E.
Hydraulic Criteria..............................................................................................................................9
F.
Floodplain Regulations Compliance..................................................................................................9
G.
Modifications of Criteria.................................................................................................................10
IV.
DRAINAGE FACILITY DESIGN..................................................................................
10
A.
General Concept.............................................................................................................................10
B.
Specific Details................................................................................................................................11
V.
CONCLUSIONS......................................................................................................12
A.
Compliance with Standards............................................................................................................12
B.
Drainage Concept............................................................................................................................12
References.......................................................................................................................
13
APPENDICES:
APPENDIX
A
— Hydrologic Computations
APPENDIX
B
— Hydraulic Computations
B.1
— Storm Sewers
B.2
— Inlets
B.3
— Swales
APPENDIX
C
— Detention and Water Quality Design Computations
APPENDIX
D
— Erosion Control Report
APPENDIX
E
— Supplemental Information: FEMA FIRMette, LOMR-F
Final Drainage Report
NORTHERN
ENGINEERING
LIST OF TABLES AND FIGURES:
Figure1 — Aerial Photograph................................................................................................
2
Figure 2— Proposed Site Plan................................................................................................3
Figure 3 — Existing Floodplains.............................................................................................
4
Figure 4 — Foundation Detail................................................................................................
5
Table1 — LOMR-F Summary ................................................................................................
6
Table 2 — Water Quality Pond Summary ...............................................................................
11
MAP POCKET:
Historic Drainage Exhibit
Offsite Basin Exhibit
Proposed Drainage Exhibit
Floodplain Exhibit
Final Drainage Report
(NORTHERN
ENGINEERING
I. GENERAL LOCATION AND DESCRIPTION
A. Location
1. Vicinity Map
LOCATION
Pateros Creek
2. The project site is located in the southwest quarter of Section 2, Township 7 North,
Range 69 West of the 6" Principal Meridian, City of Fort Collins, County of Larimer,
State of Colorado.
3. The project site is located on the south side of Wood Street, and just north City of Fort
Collins Utilities Building. The Cache La Poudre River runs just to the north of the
project site.
4. The project site lies within Old Town Master Basin (City of Fort Collins, July 2003).
The site will outfall to the Cache La Poudre River. Due to the project site proximity to
the river, no detention is required for onsite runoff.
5. Residential development exists to the south and west of the site.
6. Offsite flows from the south are routed through the site via an existing CMP pipe at
the southeast corner of the site. This pipe drains runoff and excess water from the
existing pond located along the southern boundary of the site, as seen in Figure 1.
The pipe passes flows into the existing onsite pond. The existing onsite pond drains
via an existing 24-inch pipe into a swale, which conveys flows northeast to the Cache
La Poudre River. Please see the Offsite Basin Exhibit provided in the back map
pocket of this report.
Final Drainage Report
1
I
1
1
1
N9RTHERN
ENGINEERING
B. Description of Property
1. The development area is roughly 9.3 net acres.
Figure 1 — Aerial Photograph
2. The subject property now consists of vacant ground. In 2012 the site was cleared of
a mobile home park that had existed for several decades on the property. The ground
cover generally consists of native seeding. Existing ground slopes are mild (i.e., 1 -
3±%) through the interior of the property. General topography slopes from southwest
to the northeast towards the Cache La Poudre River.
3. According to the United States Department of Agriculture (USDA) Natural Resources
Conservation Service (NRCS) Soil Survey website:
http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx,
the site consists of Paoli fine sandy loam and Table Mountain Loam, which fall into
Hydrologic Soil Group B; and Table Mountain Loam. More site -specific exploration
found varying materials including sandy clay with occasional sand layers and sandy
gravel. See the Geotechnical Engineering Report by Earth Engineering Consultants,
Inc. for additional information.
4. The proposed project will create a residential development. Associated roadways,
water and sewer lines will be constructed with the development. A water quality
forebay will be constructed near the southeast corner of the site. The existing wet
pond at the southeast corner of the site will be utilized for stacked detention.
[1
Final Drainage Report
W INORTHERN
ENGINEERING
1
1
1
1
1
Aw 1141 ,.
Figure 2— Proposed Site Plan
5. There are no irrigation ditches or related facilities in the vicinity of the project site.
6. The proposed land use is residential.
C. Floodplain
1. A portion of the subject property is encroached by the FEMA 100-year Floodplain
(Cache La Poudre River). Please see the Floodplain Exhibit provided in the back map
pocket of this report.
Final Drainage Report 3
I
1
1
1
1
1
L
1
1
1
1
1
1
1
1
1
1
1
W I NOMERN
ENGINEERING
Pateros Creek
Figure 3 — Existing Floodplains
2. No offsite improvements are proposed with the project.
3. FEMA FIRM Panel Number 977 for Larimer County, dated June 17, 2008 is
referenced in this study. A FIRMette of the area is provided in the appendix. A
LOMR-F was completed March 22, 2012 (FEMA case no. 12-08-0323A). A copy of
this LOMR-F is provided in the Appendix. All lots removed from the FEMA 100-year
flood zone are noted on the Floodplain Exhibit (please see back map pocket).
Regulatory Flood Protection Elevations and Base Flood Elevations are shown on this
exhibit. Additionally, requirements for the elevation of the lowest floor, HVAC and
electrical, the type of foundation for the LOMR-F lots, floodplain permit and CO
requirements, and no -rise certification requirements in the floodway are noted on the
Floodplain Exhibit. A foundation detail and LOMR-F summary table are provided
below.
' Final Drainage Report 4
W INORTHERN
ENGINEERING
LOWEST FLOOR
ELEVATION = C
REGULATORY FLOOD _
PROTECTION ELEVATION
BASE FLOOD ELEVATION N _
(BFE) = A
DETAIL
NTS
Figure 4 - Foundation Detail
Pateros Creek
MINIMUM HVAC EQUIPMENT
ELEVATION = B
a� BASE FLOOD ELEVATION
BFE A
Final Drainage Report
5
" 2
)§|
ro
.|�
§;
E||
--..,..
.�;
§E
`:<,,,_-@
;■®�::,);
§!
;
,
(
�(
§�(�
§�
|0
\S
Pateros «+
Final _« Report
|
NORTHERN
'
ENGINEERING
' 4. Base (100-year) flood elevations range from roughly 4973 at the east end of the site
to 4977 at the west end of the site. These elevations are referenced to the City of
Fort Collins NGVD 29.
5. The proposed structures are located outside of the 100-year floodplain; however some
of the proposed residential structures lie within the 500-year floodplain. Two lots are
shown within the West Vine Floodway (Lots 1 and 2). It has been noted on the
'
Floodplain Exhibit (please see back map pocket) that these lots cannot be developed
until the West Vine Floodway is removed. Lots 9 - 14 and Lots 31 — 33 were
'
removed from the floodplain via a LOMR-F.
6. The Cache La Poudre half -foot floodway is located outside of the development area.
No fill is proposed within the floodway
7. Stabilization measures are currently being proposed along the bend in the Cache La
Poudre River northwest of the project site. All stabilization design work is being
conducted by the City of Fort Collins.
'
8. It is noted that the vertical datum utilized for site survey work is the City of Fort
Collins Benchmark #10-00 (Elevation=4988.43, Ft. Collins Unadjusted NGVD 29).
'
II. DRAINAGE BASINS AND SUB
-BASINS
'
A. Major Basin Description
1. The project The project site lies within Old Town Master Basin (City of Fort Collins,
July 2003). The site will outfall to the Cache La Poudre River. Due to the project
'
site proximity to the river, no detention is required for onsite runoff.
B. Sub -Basin Description
'
2. The subject property historically drains overland towards the Cache La Poudre River,
which runs north of the site. A more detailed description of the project drainage
patterns follows in Section IV.A.4., below.
'
3. Flows from the pond just to the south of the site historically drain through the project
site. A 12-inch diameter pipe conveys flow from the offsite pond into the existing wet
pond at the southeast corner of the site. A 24-inch pipe drains the existing wet pond
'
into an offsite swale that runs northeast into the Cache La Poudre River. No
modifications are proposed to the 24-inch outlet pipe. Therefore, flows will continue
to pass through the existing onsite wet pond with the proposed development.
'
III. DRAINAGE DESIGN CRITERIA
' A. Regulations
There are no optional provisions outside of the FCSCM proposed with the proposed
' project.
B. Four Step Process
' The overall stormwater management strategy employed with the proposed project utilizes
the "Four Step Process" to minimize adverse impacts of urbanization on receiving waters.
' Final Drainage Report 7
.� NORTHERN
ENGINEERING
Pateros Creek
The following is a description of how the proposed development has incorporated each
step.
Step 1 — Employ Runoff Reduction Practices
Several techniques have been utilized with the proposed development to facilitate the
reduction of runoff peaks, volumes, and pollutant loads as the site is developed from the
current use by implementing multiple Low Impact Development (LID) strategies including:
' NO Conserving existing amenities in the site including the existing vegetated areas.
NI] Providing vegetated open areas throughout the site to reduce the overall impervious
area and to minimize directly connected impervious areas (MDCIA).
' Na Routing flows, to the extent feasible, through vegetated swales to increase time of
concentration, promote infiltration and provide initial water quality.
' Step 2 — Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with
Slow Release
The efforts taken in Step 1 will facilitate the reduction of runoff; however, urban
' development of this intensity will still generate stormwater runoff that will require
additional BMPs and water quality. The majority of stormwater runoff from the site will
ultimately be routed to the southeast corner of the site, where it will be intercepted and
treated in the main water quality forebay prior to entering the existing wet pond and then
' exiting the site.
Step 3 — Stabilize Drainageways
There are no major drainageways within the subject property. While this step may not
' seem applicable to proposed development, the project indirectly helps achieve stabilized
drainageways nonetheless. By providing water quality where none previously existed,
sediment with erosion potential is removed from the downstream drainageway systems
and Cache La Poudre River. Furthermore, this project will pay one-time stormwater
development fees, as well as ongoing monthly stormwater utility fees, both of which help
achieve City-wide drainageway stability.
Step 4 — Implement Site Specific and Other Source Control BMPs.
The proposed project will improve upon site specific source controls compared to historic
conditions:
NO Trash, waste products, etc. that were previously left exposed with the historic trailer
park will no longer be allowed to exposure to runoff and transport to the adjacent
Cache La Poudre River. The proposed development will eliminate these sources of
potential pollution.
C. Development Criteria Reference and Constraints
The subject property is surrounded by currently developed properties. Thus, several
constraints have been identified during the course of this analysis that will impact the
proposed drainage system including:
NO Existing elevations along the west and south property lines will be maintained.
NO As previously mentioned, overall drainage patterns of the existing site will be
maintained.
Na Elevations of existing downstream facilities that the subject property will release to
will be maintained.
Final Drainage Report
■� I NORTHERN
ENGINEERING
D. Hydrological Criteria
Pateros Creek
1. The City of Fort Collins Rainfall Intensity -Duration -Frequency Curves, as depicted in
Figure RA-16 of the FCSCM, serve as the source for all hydrologic computations
associated with the proposed development. Tabulated data contained in Table RA-7
has been utilized for Rational Method runoff calculations.
2. The Rational Method has been employed to compute stormwater runoff utilizing
coefficients contained in Tables RO-11 and RO-12 of the FCSCM.
3. Three separate design storms have been utilized to address distinct drainage
scenarios. A fourth design storm has also been computed for comparison purposes.
The first design storm considered is the 8Oth percentile rain event, which has been
employed to design the project's water quality features. The second event analyzed is
the "Minor," or "Initial" Storm, which has a 2-year recurrence interval. The third
event considered is the "Major Storm," which has a 100-year recurrence interval.
The fourth storm computed, for comparison purposes only, is the 10-year event.
4. No other assumptions or calculation methods have been used with this development
that are not referenced by current City of Fort Collins criteria.
E. Hydraulic Criteria
1. As previously noted, the subject property maintains historic drainage patterns.
2. All drainage facilities proposed with the project are designed in accordance with
criteria outlined in the FCSCM and/or the Urban Drainage and Flood Control District
(UDFCD) Urban Storm Drainage Criteria Manual.
3. As stated above, portions of the subject property is located in a FEMA regulatory
floodplain.
4. The proposed project does not propose to modify any natural drainageways.
F. Floodplain Regulations Compliance
The development will be in compliance with Chapter 10 of City Code. As previously
mentioned, all structures are located outside of the Cache La Poudre 100-year
floodplain, however the lots removed by LOMR-F are subject to the elevation
requirements. Extra care has been taken to ensure that neither existing nor proposed
structures will suffer damage during the 100-year storm as a result of the proposed
development.
2. Stabilization measures are currently being proposed along the bend in the Cache La
Poudre River northwest of the project site. All stabilization design work is being
conducted by the City of Fort Collins.
3. Critical facilities are prohibited within the 100-year and 500-year flood fringe.
4. A floodplain use permit must be obtained prior to any work to be done within the
floodplain prior to construction. A no -rise certification must be completed for any
work to be done within the floodway prior to construction. A floodplain use permit is
required for each house built in the LOMR-F area (Lots 9 — 14, and Lots 31 — 33)
5. No floatable items are proposed within the floodway. Any floatable items within the
floodway must be anchored to prevent flotation. All fencing within the floodway will
consist of a break -away design.
6. A FEMA elevation certificate must be reviewed and approved prior to issuance of a
Final Drainage Report 9
NORTHERN
ENGINENORT QRINO
1
1
1
certificate of occupancy (C.O.) for any homes built in the LOMR-F area.
7. A post -construction no -rise certification is required for any work in the floodway.
G. Modifications of Criteria
1. The proposed development is not requesting any modifications to criteria at this time.
IV. DRAINAGE FACILITY DESIGN
A. General Concept
1. The main objectives of the project drainage design are to maintain existing drainage
patterns, and to ensure no adverse impacts to any adjacent properties.
2. The existing pond to the south of the site historically drains through the project site.
Off -site drainage flows and patterns will be maintained and accounted for with the
proposed development.
3. A list of tables and figures used within this report can be found in the Table of
Contents at the front of the document. The tables and figures are located within the
sections to which the content best applies.
4. The drainage patterns anticipated for proposed drainage basins are described below.
Basin 1
'
Basin 1 consists of backs of proposed residential lots. This basin will be allowed to
sheet flow across a large natural vegetated buffer prior to entry into the Cache La
Poudre River, just to the north of this basin. Due to reduction in area draining directly
'
to the Cache La Poudre River, Historic 2-, 10-, and 100-year flows will be reduced.
2-yr Flow 10-yr Flow 100-yr Flow
'
(cfs) (cfs) (cfs)
Historic Cond. 1.01 1.72 4.53
'
Proposed Cond. 0.42 0.72 1.86
Basin 2
'
Basin 2 consists of residential lots and proposed street/sidewalk. This basin will drain
via street curb and gutter to a proposed storm sewer system and into the proposed
water quality forebay to be located just west (upstream) of the existing wet pond.
Basin 3
Basin 3 consists of residential lots and proposed street/sidewalk. This basin will drain
'
via street curb and gutter to a proposed storm sewer system and into the proposed
water quality forebay to be located just west (upstream) of the existing wet pond.
Basin 4
Basin 4 consists of backs of residential lots and an open area behind lots. This basin
will drain via swale and then via street curb and gutter to a proposed storm sewer
system and into the proposed water quality forebay to be located just west (upstream)
of the existing wet pond.
Final Drainage Report
10
I
1
1
NORTHERN
ENGINEERING
Pateros Creek
Basin 5
Basin 5 consists of residential lots and proposed street/sidewalk. This basin will drain
via street curb and gutter to a proposed storm sewer system and into the proposed
water quality forebay to be located just west (upstream) of the existing wet pond.
Basin 6
Basin 6 consists of residential lots and proposed street/sidewalk. This basin will drain
via street curb and gutter to a proposed storm sewer system and into the proposed
water quality forebay to be located just west (upstream) of the existing wet pond.
' Basin 7
Basin 7 consists of backs of residential lots. This basin will be allowed to sheet flow
across a large natural vegetated buffer area. The length of this area is sufficient that
' we believe all storm runoff will infiltrate or be captured in localized depressions prior
to entry into the Cache La Poudre River.
' Basin OS-1
Basin OS-1 has been created by the improvements to take place in Wood Street.
Wood Street will be paved, and a high point in the roadway will be created such that
there will now be a 0.10 acre basin that drains to an existing inlet on the west side of
' Wood Street (at the southwest corner of Basin OS-1). This area of 0.10 is
insignificant relative to the overall basin draining to the existing inlet, and will create
negligible impact to the existing inlet and receiving storm drain.
' A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of
this report.
' B. Specific Details
1. Water quality treatment is being provided for the proposed development in the form of
' a water quality forebay as previously described. This water quality forebay will
function as a constructed wetland. Please see calculation of water quality capture
volume for a constructed wetland (UDFCD procedures) in Appendix C.
' A final copy of the approved SOP manual shall be provided to City and must
be maintained on -site by the entity responsible for the facility maintenance.
Annual reports must also be prepared and submitted to the City discussing the
' results of the maintenance program (i.e. inspection dates, inspection
frequency, volume loss due to sedimentation, corrective actions taken, etc.).
' 2. Table 2, below, summarizes the water quality information for the proposed water
quality pond.
Table 2 —Water Quality Pond (Forebay) Summary
' Water Quality Water Quality Pond Spillway Top of Pond
Capture Volume
(Constructed Wetland) WSEL Elevation Elevation
' (AC -FT) (FT) (FT) (FT)
0.110 4970.54 N/A 4971.0+/-
' 3. Proper maintenance of the drainage facilities designed with the proposed
development is a critical component of their ongoing performance and effectiveness.
' Final Drainage Report 11
.V NORTHERN
' ENGINEERING
Pateros Creek
' The water quality forebay may be easily accessed by maintenance staff via the gentle
slope provided to the bottom of the pond.
4. The drainage features associated with the proposed project are all private facilities,
located on private property.
5. The proposed outfall for the majority of the site is the existing wet pond at the
southeast corner of the site. This wet pond has drains via an existing 24-inch pipe
into a swale, which conveys flows northeast to the Cache La Poudre River. Stacked
detention (detention over the permanent water surface elevation) within the existing
wet pond is proposed in order to maintain capacity within the receiving offsite swale.
' Calculations provided in Appendix C show a detention volume of 0.94 acre-feet with
a peak 100-year release rate of 1.30 cfs, and a water surface elevation of 4971.54.
This is naturally occurring detention, as the outfall for the pond (existing 24-inch pipe)
' limits oufflow. Detention is not a requirement due to the site's proximity to the river.
Therefore, we are not referring to this area as a "Detention Pond".
' V. CONCLUSIONS
A. Compliance with Standards
' 1. The drainage design proposed with the proposed project complies with the City of Fort
Collins' Stormwater Criteria Manual.
2. The drainage design proposed with this project complies with the Old Town Master
' Basin (City of Fort Collins, July 2003).
3. The drainage plan and stormwater management measures proposed with the
' proposed development are compliant with all applicable State and Federal regulations
governing stormwater discharge.
4. The proposed development is in compliance with Chapter 10 of City Code.
' B. Drainage Concept
1. The drainage design proposed with this project will effectively limit any potential
damage associated with its stormwater runoff by providing detention and a water
quality forebay.
2. The drainage concept for the proposed development is consistent with the Old Town
' Master Basin (City of Fort Collins, July 2003).
Final Drainage Report
12
1
1
1
1
1
NORTHERN
ENGINEERING
References
Pateros Creek
1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities,
November 5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services.
2. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No.
174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code.
3. Latimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and
Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007.
4. Soils Resource Report for Latimer County Area, Colorado, Natural Resources Conservation
Service, United States Department of Agriculture.
5. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control
District, Wright -McLaughlin Engineers, Denver, Colorado, Revised April 2008.
6. Preliminary Subsurface Exploration Reoort 912 Wood Street November 17 2011, Earth
Engineering Consultants, Inc.
Final Drainage Report
13
APPENDIX A
HYDROLOGIC COMPUTATIONS
�ƒ||§j
q
/
°
§§
°
§
:
(
° do
§
\E
LL.�`����
-
�2)
2-;
°
k
-
LEA
as
00
00
_
�
00
2
-
/
e
00
§
�. �
_
$-«°§
§
2
!
!>!»«
-
§
)
S
_
\(}00
ƒ
is
0
. /
Ly
2
/!
}
0
0
\ §
-
/�
��00--
�
3 S
N
n
LL CF
n
n
M
N
ti
3
O
V
� Q �
T r
e
u
A
tO
C 2
C
+
O
O
C
C
$
N
4
GYGYGY
NN
o
0 0
`O
q
V
G
=
0
LA
O
T Vyy
U
O
O
Zcc
S
u
o
C
O
Q
�i
�nn�6 ri
_
o E
0
O 2 0
e � E
a
.y
rNi
U
C
0
a
=
A i
lO
l0
LL
s
o �
O
� N
WL'
N
c
r
v
_
K R' ¢
t
U d°
m
o
N _
� d
A-� V
ti
p '-'
?`yC
.v n
Nlnmm�e
b W
n
1I1
N
in
Z
o
o E rc
o 0
0 0
0 0
0
0
Q
O m
^ U U
1m0¢ 6
d
J
ym-
YO
� NN't �
rbOf
ONmN
N
Y n
V
U �
a'
b
r
n l0
Ol O
N m
N
N
U
$
NE�i
vb
6000000
In
lqm
0
iz
U U
v c
_
d
01b
btTbO
n
Q q9
00000ti0
<
O
�9
A'o
a
n
`o ry
0000000
0
0000000
0
�uZ
0mamry
00E
A
o000000
0
a E
�
Qu`"'
o000000
0
01
�
�
Z�
1n
Of
in oleo
O
1n
1n
N
a
y1
A O Y
pro
mou°iim
m
y
,t,t
yam, y
00000
00
O O
O
O
v
Q m"
N
O O
N m
O O
N Q
O O
O
O
10
U
n
9 2^
momm
mloa
o
0
a
.g �''
0--000
o000000
0
0
^
0o
Inoo
00
1n
U)
A,cA
obm
00
olYoo
ry
y
a�'
0000000
4
�
g
E
o
v
V
c
°l vai
'm gminm
ry
p
=_
m
O
d
r
W
Q
A
a�
m
�
LU
i
cbumv
ro.n.
1°m
m
m c
m
m
Q i A
U
1y
N
U K 6 N
m
Q Q U' V
3
La
U NS
O
b
u
o
u
E
N
ti
O
E
N r
n o
E
z
z
z
m
z
z z
n
A
i<
<O
q
u
e>
LL
i
6
<<<
e
O<
6 6
A
N
A N
Z
Z
Z
O
Z
Z Z
$N
0
0
0
0
00
u
y
J
c
¢
'^.
in
¢
v
Iq o
E
z
of
z
w
of -.
c
'u
g
a
z
v
a a
o
>
0
O
LL>
C CC000,
00
OI�
C
U
N VI a
O
0
N
O
u0i
�
R r„
01010
O
O
00
gN9
2
a C
C1Jz
O
o
m,
u
a�
J
Z
V Of
m^
.m.
lAetl
o
r c
'o
v
a
m
m m
o
Q
e
o
Li
ui
Q
N o
O
z
c
'R
v
o
O1
N v
W
rvE
H e
O
O
O
O
000
f0
O
LL
9
Ly
O
C J�
a
a0
Q
N O
Z
O
J
N
O y
N
N
0
0
V 0
v
VOII
o000
0
0
T O
ti
`s
. ry
O' 'i
V
Lq
m
io
m
A
U II
0
0
0
0
0
0 0
w V
g
LT T O
n
b
Of
O
N
m N
L
0000000
mm0
b u x x
J
U U N O ti o
Win.
U (/�S OLL, >> }
J N
Z
Z
Z
Z
Z
Z Z
0
YW d
q
H
N
m
V
In
l0 n
00
3 oe r'-n
Of
N
W
M
N
n
N
LL
LL O +
O
M
O
p "
o O u
0
O
-•
-•
O
lmD Q Q
YT �
m
Y
^F
O C
N
O
N
O
al
N
N
LL Y
-
C
2
Y-
V
n
N
lD
Ol
lD
1p
N�
n
N
lO
N
_
C
U
m
N
01
N
m
M
l0
C
o
C
n
yy
m
bH M
O
N
0
N
0
n
0
M
0
n
0
V
00
ooye�
V
1
a
N
N
Ol
O
N
M
N
O
o
0
0
0
0
0
0
Z
.7
O
L
O o
u
•n+
a
Lq
O
llp
m
-N4
o
o
0
o
000
eg
W
p g g33 m
T
E
..
a z o
5. c
N
DJ
V
M
N
u'J
-
cam'@
V
glT
N
N
C—
M
N
E
N
E
O
-y
ONO
C
O =
C ^ ^ V
O
q
W = t
m
y Y
m�
o a
1
1
1
1
i
1
1
1
1
1
1
1
1
1
/
Tom-
UAkll11J ///
SS- -.ALL -11/Il�ifi > _ U)
f/
ao oz�
?071n
0
(S31HVA MOH)
»v 10 nnnnn O
APPENDIX B
HYDRAULIC COMPUTATIONS
B.1 — Storm Sewers
B.2 — Inlets
8.3 - Swales
APPENDIX B.1
STORM SEWERS
I
I
I
I
1
LIN
M
O
N
N
Cb
O
V
N
N
C
J
O
Z
x
N
N
to
Z
E
E
N
N
11
U
N
.Q
9
x
Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
No.
rate
size
length
EL Dn
EL Up
slope
down
up
loss
Junct
line
Mal
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
1
Pipe - (20)
7.90
18 c
39.8
4969.60
4969.78
0.451
4970.67
4971.04
0.19
4971.23
End
2
Pipe - (21)
7.90
18 c
75.0
4969.78
4970.12
0.454
4971.31
4971.62
0.25
4971.87
1
3
Pipe - (22)
7.90
18 c
86.5
4970.12
4970.51
0.450
4971.87'
4972.28'
0.10
4972.38
2
4
Pipe - (23)
3.60
15 c
38.0
4970.51
4970.68
0.449
4972.56'
r
4972.66'
0.13
4972.80
3
Project File: stml.stm
Number of lines: 4
Run Date: 08-26-2013
NOTES: c = cir; e = ellip; b = box; Return period = 10 Yrs. ;'Surcharged (HGL above crown).
Hydmflow Storm Sewers 2005
' m
1
I
[1
10
20
O N
C N
m N O
p Y
voi m cN'� o
T
W N
coo
N m r
N m O
N M <
N
N
Y
L
U
! N e
N r aND N
O
N
O O O O
p
m m m m
C
K
(O e
V O R N
O O O O
J!
M M O O
V m m m
f7 m ^
W m�
[V N
m rn rn m
a a a a
WE
M 7 7
O O O O
V
N
m r r M
m
N
d
_
O
E
L
Z
G
J!
O m N m
a v v a
! x
c fi
m rn rn m
c
J S
m o m o
Of YI (O c0
M r m M
a
N N N
m < V N
J !
O N m M
N m m
m rn rn m
v a e a
a
L
O O O C
m
m e e m
m
in
m r
m r r M
p
L
o
J
(r0 M anD h
v a a a
o m N
c m�
m rn m m
E
Q
O O O O
m m rn m
p
N C
N
N
-
V
d
d
C
�
APPENDIX B.2
INLETS
INLET CAPACITY SUMMARY
Project:
687-001
By:
ATC
Date:
8/15/2013
Inlet
Inlet
Inlet
Design
Design
ID
Type
Condition
Storm
Flow
Inlet Capacity
(CFS)
(CF5)
1-3
Single Combination
Sump
10- r
4.30
8.70
1-4
Single Combination
Sump
10- r
3.60
8.70
INLET IN A SUMP OR SAG LOCATION
Pm)M • Combination Inlet Capacity
total ID = Single Combination Inlet - Sump Condition
{—lo (C)�
H-Corp H-Vane
Wd
Wp
W
to lG)
in Morm•Ibn thei
of Win
INat Type =
Depression (addMonaitocotirtwln gutter depression'a'train n-AOOW)
ew,r
er of Unit IN. (Grate or C. OPoNn,)
No -
Denton at RoWale (oLLeba of but depression)
Fbw Depin
bformalbn
Hof a Unit G.
4 (G)-
of a UM Grale
W.=
Diem, Ratio for a Grate(ypcel vales 0.15 W)
A—
in, Fr for o Single Grate (ypul vole 05D- D.TO)
CG (G)=
Weir Caetfdart (ypcal vale 2,15-3.W)
C. (G)=
Odtlw Coettldan (typical value n60.0AD)
C. (G)'
Opening Information
IOf a UNI Curb Otamrg
4 (C)=
1 of Vanua' cure OWNlg In Inct
H.
t at Cure Orifice Throat in loons
Ha..•=
of Throot (see USDCM Fr,se STS)
Tirana=
,eh far Daprasbn Pant al,* Net X. wbp of 2 feet)
Wa-
in, Fetlor far a SYgk C. Opener, (ly(Yal. GAG)
CI (C)=
Diener, War CoalrnM(trpiul vale 2.".6)
C.(C)=
3pamn, Ordioa Coefficient (ypcal vale 0 so.0.70)
C. (C)=
A Inlet Interception Capacity (assumes clogged condition)
Q.
VWG: Inlet CapacXy Was then O Peak for Manor and Major Stoma
Oseynasouaeo'
MINOR MAJOR
Denier No. 16 COmlamat,an
zoo
200
Ii-No
1
I
IrcFes
6e
1z0
MINOR MAJOR
3.00 3W
feel
1]3
173 ee
0,31
0.31
0.50
0.50
3.60 3On
0B0 060
MINOR MAJOR
3.00
Soo
6.W
650
525
525
DOW
000
zip
zoo
0,10
0.10
3.70
370
o 66
066
fare
miles
wiles
degrees
feel
UD Inlet 3. 1 ranbolnletaingle, Inlet In Sump
7I26I2013, 1:51 PM
APPENDIX B.3
SWALES
I� RATING CURVE FOR TRAPEZOIDAL CHANNEL �I
o.W v.. rmw
zw -
z.
>g
aw
n.ro
a ,o w zon zso zoo zco ,uo�la.l
Bottom Width
Left Side Slope
Right Side Slope
Manning's n or SCS Retardance Curve
Longitudinal Slope
B =
0.00
feet
Z1 =
15.00
ft/ft
Z2 =
15.00
ft/ft
n =
0.035
S =
0.0125
ft/ft
Flow
Depth
Y
(ft)
Manning's
Roughness
n
Flow
Area
A
(sq ft)
Wetted
Perimeter
P
(ft)
Hydraulic
Radius
R
(ft)
Flow
Velocity
V
(fps)
Flow
rate
Q
(cfs)
Froude
Number
Fr
0.10
0.0350
0.15
3.01
0.05
0.6
0.1
0.51
0.20
0.0350
0.60
6.01
0.10
1.0
0.6
0.57
0.30
0.03501
1.35
9.02
0.15
1.31
1.8
0.61
0.40
0.0350
2.40
12.03
0.20
1.6
3.9
0.64
0.50
0.0350
3.75
15.03
0.25
1.9
7.1
0.66
0.60
0.0350
5.40
18.04
0.30
2.1
11.5
0.68
0.70
0.0350
7.35
21.05
0.35
2.4
17.3
0.70
0.80
0.0350
9.60
24.05
0.40
2.6
24.7
0.72
0.90
0.0350
12.15
27.06
0.45
2.8
33.8
0.73
1.00
0.0350
15.00
30.07
0.50
3.0
44.8
0.74
1.10
0.0350
18.15
33.07
0.55
3.2
57.7
0.76
1.20
0.0350
21.60
36.08
0.60
3.4
72.8
0.77
1.30
0.0350
25.35
39.09
0.65
3.6
90.2
0.78
1.40
0.0350
29.40
42.09
0.70
3.7
109.9
0.79
1.50
0.0350
33.75
45.10
0.75
3.9
132.1
0.80
1.60
0.0350
38.40
48.11
0.80
4.1
156.9
0.80
1.70
0.0350
43.35
51.11
0.85
4.3
184.4
0.81
1.80
0.0350
48.60
54.12
0.90
4.4
214.7
0.82
1.90
0.0350
54.15
57.13
0.95
4.6
248.0
0.83
2.00
0.0350
60.00
60.13
1.00
4.71
284.4
0.84
2.10
0.0350
66.151
63.14
1.05
4.91
323.9
0.84
SWALE 1:
Q100=12.9 cfs --> d=0.65'
0100'1.33=17.2 cfs --> d=0.70'
UD-Channels_v1.04-swale 1, Rating 8/27/2013, 1:34 PM
0
6.0
a 5.0
E
z
z 4.0
m
�o
LL
3.0
19
- 2.0
0 1.0
m
0.0
0.00
0
6.0
6 5.0
z
m
v
p
4.0
U.
wa 3.0
T
0 2.0
d
1.0
0.0 IN
0
RATING CURVE FOR TRAPEZOIDAL CHANNEL
Velocity, Froude Number, & Manning's n vs. Flow Depth
VR Product
1 2 3 4 5
0.50 1.00 1.50 2.00
Flow Dapth (R)
�Veloclty(fps)-0--Froude Number-t-Manning'sn
Velocity, Flow Depth, Froude Number & Manning's n vs. Discharge
VR Product
1 2 3 4 5
50 100 150 200 250 300
Flow Rate In e1s
Flow Depth -+-Velocity -w-Froude No.-t-Manning's n
6
0.040
0.035
0.030
0,025 L]c
0.020
0.015
0.010
0.005
0.000
2.50
6
0.040
0.035
0.030
0,025 c
p
0,020
c
C
0.015
0.010
0.005
0.000
350
UD-Channels_0.04-swale 1, Rating 8/27/2013, 1:34 PM
APPENDIX C
DETENTION AND WATER QUALITY DESIGN COMPUTATIONS
I
1
1
1
1
I
1
11
DETENTION POND CALCULATION; FAA METHOD
Project Number 687-001
Project Name Pateros Creek
Project Location Fort Collins
Calculations By: ATC
Pond No : Exist. Wet Pond
Input Variables Results
Design Point Overall
Design Storm 100-yr
Developed "C" = 0.52
Area(A)= 7.32 acres
Max Release Rate = 1.30 cfs
Required Detention Volume
41067 ft'
0.94 ac-ft
Time
Time
100-yr
Intensity
Q100
Inflow
(Runoff)
Volume
Outflow
(Release)
Volume
Storage
Detention
Volume
mins
secs
in/hr
cfs
(ft)
(ft)
I (ft )
5
300
9.950
37.87
11362
390.0
10972.1
10
600
7.720
29.39
17631
780.0
16851.2
15
900
6.520
24.82
22336
1170.0
21166.0
20
1200
5.600
21.32
25579
1560.0
24019.0
25
1500
4.980
18.96
28434
1950.0
26483.8
30
1800
4.520
17.20
30969
2340.0
28628.9
35
2100
4.080
15.53
32613
2730.0
29883.2
40
2400
3.740
14.24
34166
3120.0
31046.2
45
2700
3.460
13.17
35559
3510.0
32049.4
50
3000
3.230
12.29
36884
3900.0
32984.0
55
3300
3.030
11.53
38060
4290.0
33770.2
60
3600
2.860
10.89
39191
4680.0
34510.7
65
3900
2.720
10.35
40378
5070.0
35308.3
70
4200
2.590
9.86
41406
5460.0
35946.0
75
4500
2.480
9.44
42479
5850.0
36629.4
80
4800
2.380
9.06
43484
6240.0
37244.3
85
5100
2.290
8.72
44455
6630.0
37824.9
90
5400
2.210
8.41
45426
7020.0
38405.6
95
5700
2.130
8.11
46214
7410.0
38803.5
100
6000
2.060
7.84
47047
7800.0
39247.1
105
6300
2.000
7.61
47961
8190.0
39770.6
110
6600
1.940
7.38
48737
8580.0
40157.1
115
6900
1.890
7.19
49639
8970.0
40669.3
120
7200
1.840
7.00
50427
9360.0
41067.2
' C:\NE\687-001-Pateros Creek\Drainage\Detention\DetentionVolume_FAA Method
3/12/2013
Culvert Designer/Analyzer Report
Pond Outlet
Analysis Component
Storm. Event Design Discharge 10.00 cfs
Peak Discharge, Method: User -Specified
Design Discharge 10.00 cfs Check Discharge 5.00 cfs
Tailwater Conditions: Constant Tailwater
Tailwater Elevation N/A ft
Name Description Discharge HW Elev. Velocity
Culvert-1 1-24 inch Circular 10.00 cis 4,971.83 ft 7.98 t$s
Weir Not Considered N/A N/A N/A
Project Engineer: Northern Engineering Services
d:\...\drainage\culverts\wet pond outlet.cvm Northern Engineering Services CulvertMaster v2.0 (2.0051
03/12/13 01:08:15 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2
Culvert Designer/Analyzer Report
Pond Outlet
Component Culvert-1
Culvert Summary
Computed Headwater Elevat
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth/Height
4,971.83 ft
4,971.67 ft
4,971.83 ft
0.91
Discharge
Tailwater Elevation
Control Type .Entrance
10.00 cfs
N/A ft
Control
Grades
Upstream Invert
Length
4',970.00 it
24.00 it
Downstream'lnvert
Constructed Slope
4,969.50 It
0.020833 %I t
Hydraulic Profile
Profile S2
Slope Type Steep
Flow Regime Supercritical
Velocity Downstream 7.98 ft/s
Depth, Downstream
Normal Depth
Cdtical:Depth
Critical: Slope.
0.84 it
0.76 it
1.13 It
0.005202 11M
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
24 inch
1
Mannings Coefficient
Span
Rise
0.013
2.00 it
2.00 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
4,971.83 ft
0.50
Upstream Velocity Head
Entrance Loss
0.46 It
6.23 ft
Inlet Control Properties
Inlet Control HW Elev. 4,971.67 ft
Inlet Type Square edge w/headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HOS 5Chart
HDS 5Scale
Equation Form
Unsubmerged
3.1 ft'
1
1
1
Project Engineer: Ncrthem Engineering Services
d:�..ldrainage%cutvertslwet pond cutlet.cvm Northam Engineering Services CulvertMaster v2.0 [2.006]
03/12A3 01:08:15 PM m Haestad Methods., Inc. 37 Brookside Road Waterbury, CT06708 USA •1-203-755-1666 Page 2 of 2
I
I
n
I
[J
1
I
1
1
Rating Table Report
Pond Outlet
Range Data:
Minimum Maximum Increment
Allowable HW E 4,969.50 4,971.50 0.10 ft
HW Elev.
(11)
Ascharge (cis
4.969.50
0.00
4,969.60
0.00
4,969.70
0:00
4,969.80
0.00
4,969.90
0.00
4,970.00
0.00
4,976.10
0.04
4,970.20
0.15
4,970.30
0.34
4,970.40
6.59
4,970.50
6.91
4,970.60
1.30
4,970.70
1.75
4,970.80
Z25
4,970.96
2.81
4,971.00
3.42'
4,971.10
4.08
4,971.20
4.79
4,971.30
5.54
4,971.40
6.32
4,971.50
7.14
Project Engineer: Ncrthem Engineering Serrices
d1... ldtainegeNcuNertshvet pond cutlet.cvm Northam Engineering Services CulvertMaster v2.0 [2.005]
03/12/13 01:08:42 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA a1-203-755-1666 Page 1 of 1
1
1
1
1
1
1
1
1
1
1
1
1
i
1
1
1
1
1
1
QUALITY POND
ATC
BASIN AREA =
7.320
<— INPUT from impewiouscalcs
BASIN IMPERVIOUSNESS PERCENT=
41.00
<— INPUT from impervious calcs
BASIN IMPERVIOUSNESS RATIO =
0.4100
<—CALCULATED
WQCV (watershed inches) =
0.182
<-- CALCULATED from Figure EDB-2 (24 In drain time)
WQCV (ac-ft) =
0,111
<—CALCULATED from UDFCD DCM V.3 Section 6.5
WQ Depth (ft) =
N/A**
<-- INPUT from stage -storage table
AREA REQUIRED PER ROW, a (in2) =
N/A**
<—CALCULATED from Figure EDB-3
CIRCULAR PERFORATION SIZING:
dial (in) =
N/A**
<-- INPUT from Figure 5
n =
N/A**
<-- INPUT from Figure 5
f (in) =
N/A**
<— INPUT from Figure 5
number of rows =
N/A**
<-- CALCULATED from WO Depth and now spacing
1
1
1
1
1
1
1
1
Water Quality
Pond Foreba Volume Calculations
Project: 687-001
By: ATC
Date: 8.1.13
Note: Volume calculations utilize Conic Method
Pond Stage
Depth
F
Surface Area
of Contour
SF
Incremental
Volume
CF
Total Volume
C
Total Volume
AF
4969
0.00
2990
4970
1.00
4310
3626
3626
0.083
4970.54"
0.50
5796
2515
6141
0.110
4971
0.50
5796
2515
6141
0.141
"Interpolated 100-year WSEL
APPENDIX D
EROSION CONTROL REPORT
i
RV (NORTHERN
ENGINEERING
I�
EROSION CONTROL REPORT
A comprehensive Erosion and Sediment Control Plan (along with associated details) has been
included with the final construction drawings. It should be noted, however, that any such Erosion
and Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing
of the BMPs depicted, and additional or different BMPs from those included may be necessary
during construction, or as required by the authorities having jurisdiction.
' It shall be the responsibility of the Contractor to ensure erosion control measures are properly
maintained and followed. The Erosion and Sediment Control Plan is intended to be a living
' document, constantly adapting to site conditions and needs. The Contractor shall update the
location of BMPs as they are installed, removed or modified in conjunction with construction
activities. It is imperative to appropriately reflect the current site conditions at all times.
'
The Erosion and Sediment Control Plan shall address both temporary measures to be implemented
during construction, as well as permanent erosion control protection. Best Management Practices
from the Volume 3, Chapter 7 — Construction BMPs will be utilized. Measures may include, but are
'
not limited to, silt fencing along the disturbed perimeter, gutter protection in the adjacent roadways
and inlet protection at existing and proposed storm inlets. Vehicle tracking control pads, spill
containment and clean-up procedures, designated concrete washout areas, dumpsters, and job site
'
restrooms shall also be provided by the Contractor.
Grading and Erosion Control Notes can be found on the Utility Plans. The Final Plans contain a
full-size Erosion Control sheet as well as a separate sheet dedicated to Erosion Control Details. In
'
addition to this report and the referenced plan sheets, the Contractor shall be aware of, and adhere
to, the applicable requirements outlined in the Development Agreement for the development. Also,
the Site Contractor for this project will be required to secure a Stormwater Construction General
'
Permit from the Colorado Department of Public Health and Environment (CDPHE), Water Quality
Control Division — Stormwater Program, prior to any earth disturbance activities. Prior to securing
'
said permit, the Site Contractor shall develop a comprehensive StormWater Management Plan
(SWMP) pursuant to CDPHE requirements and guidelines. The SWMP will further describe and
document the ongoing activities, inspections, and maintenance of construction BMPs.
1
1
1
1
Final Drainage Report
APPENDIX E
SUPPLEMENTAL INFORMATION: FEMA FIRMETTE, LOMR-F
w LdE
d EEa
OM-
° p C�°
W� Wg y EE �a$E
W
W n`iP Zm W i l
C9 p� Q �dF 8FS Sm �' E3 eg �zo
8� o
N S o V a Z;R �9g g 88f
Z SEHq$
tE u.
�g z x e R$
a CC Z w p o f �! `1/ °�w
'Sf Eiic
d
_ _ E
°@axE
•9pEM2
rt
LE :z ` �nssb`
'+«_ = I i t i r".t+1Ei w. °i S :rt ! I' � i i ♦ �% r-
I
t., •N t t •e. r n `r M r `ii ♦� w
.........
W t By kZ r S9lt-..
N
k - ,�' 3nN3AVSIWOOI
I r t
t ` _ NSF
3nN3AV 1NVa`J
is 086bk # 3 ' i r, Z w
:r t iris } O F
,1866; ii
«.I — 133a1S
h ❑OOM
Z Z x
w w
XIT, >
idnoo
i"
W13
133a1S
•' • }2� > HaVd a1S
a t _ NaVd
t .. •:• —
3�Vld
,L�Q,�6� r -I ei}• Nlddla`J
Page 1 of 2
Date: March 22, 2012
Case No.: 12-08-0323A
LOMR-F
O�4A���~�
9
Federal Emergency Management Agency
9°cF go-` Washington, D.C. 20472
��Hm sEc
LETTER OF MAP REVISION BASED ON FILL
DETERMINATION DOCUMENT REMOVAL
COMMUNITY AND MAP PANEL INFORMATION
LEGAL PROPERTY DESCRIPTION
LARIMER COUNTY, COLORADO
A portion Of Section 2, Township 7 North, Range 69 West, 6th P.M.,
(unincorporated Areas)
as described in the Special Warranty Deed recorded as Reception
No. 20110057190, in the Office of the Recorder, Latimer County,
COMMUNITY
Colorado.
The portion of property is more particularly described by the following
COMMUNITY NO.: 080101
metes and bounds:
NUMBER: 08069CO977G
AFFECTED
MAP PANEL
DATE: 6/17/2008
FLOODING SOURCE: CACHE LA POUDRE RIVER
APPROXIMATE LATITUDE 8 LONGITUDE OF PROPERTY: 40.600,-105.088
SOURCE OF LAT 8 LONG: GOOGLE EARTH PRO DATUM: NAD 83
DETERMINATION
OUTCOME
1%ANNUAL
LOWEST
LOWEST
WHAT IS
CHANCE
ADJACENT
LOT
LOT
BLOCK/
SUBDIVISION
STREET
REMOVED FROM
FLOOD
FLOOD
GRADE
ELEVATION
SECTION
THE SFHA
ZONE
ELEVATION
ELEVATION
(NAVD 88)
NAVD 88)
(NAVD 88
--
—
—
912 Wood Street
Portion of
X
4976.8 to
—
4976.9 to
Property
(shaded)
4978.1feet
4978.2feet
Special Flood Hazard Area (SFHA) - The SFHA is an area that would be inundated by the flood having a 1-percent chance of being
equaled or exceeded in any given vear (base flood).
ADDITIONAL CONSIDERATIONS (Please refer to the appropriate section on Attachment 1 for the additional considerations listed below.)
LEGAL PROPERTY DESCRIPTION
FILL RECOMMENDATION
PORTIONS REMAIN IN THE SFHA
This document provides the Federal Emergency Management Agency's determination regarding a request for a Letter of Map Revision based
on Fill for the property described above. Using the information submitted and the effective National Flood Insurance Program (NFIP) map, we
have determined that the described portion(s) of the property(ies) is/are not located in the SFHA, an area inundated by the flood having a
1-percent chance of being equaled or exceeded in any given year (base flood). This document revises the effective NFIP map to remove the
subject property from the SFHA located on the effective NFIP map; therefore, the Federal mandatory flood insurance requirement does not
apply. However, the lender has the option to continue the flood insurance requirement to protect its financial risk on the loan. A Preferred Risk
Policy (PRP) is available for buildings located outside the SFHA. Information about the PRP and how one can apply is enclosed.
This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this
determination. If you have any questions about this document, please contact the FEMA Map Assistance Center toll free at (877) 336-2627
(877-FEMA MAP) or by letter addressed to the Federal Emergency Management Agency, LOMC Clearinghouse, 7390 Coca Cola Drive, Ste 204,
Hanover, MD 21076.
Luis Rodriguez, P.E., Chief
Engineering Management Branch
Federal Insurance and Mitigation Administration
Page 2 of 2
Date: March 22, 2012
Case No.: 12-08-0323A
LOMR-F
oeenr�i
j� Federal Emergency Management Agency
Washington, D.C. 20472
LETTER OF MAP REVISION BASED ON FILL
DETERMINATION DOCUMENT (REMOVAL)
ATTACHMENT 1 (ADDITIONAL CONSIDERATIONS)
LEGAL PROPERTY DESCRIPTION (CONTINUED)
COMMENCING at the southwest sixteenth corner of Section 2; thence N82e46'17"E, 742.17 feet to the POINT
OF BEGINNING; thence S72029'58"E, 11.00 feet; thence S61100'36"E, 56.26 feet; thence S45051'29"E, 28.00
feet; thence S11034'53"E, 12.83 feet; thence S33046'31"E, 57.28 feet; thence S19136'59"E, 10.57 feet; thence
S41014'18"W, 13.40 feet; thence S53e25'50"W, 5.22 feet; thence S23e39'30"W, 3.62 feet; thence S06029'07"E,
16.57 feet; thence S01e58'10"W, 5.67 feet; thence S31019'01"E, 15.75 feet; thence S73e17'41"E, 25.80 feet;
thence S50e36'37"E, 4.30 feet; thence S18e08'58"E, 18.35 feet; thence SO4°38'57"W, 8.51 feet; thence
S26003'53"E, 74.26 feet; thence S12e18'35"E, 42.71 feet; thence S01004'35"E, 20.34 feet; thence
S19040'18"E, 54.06 feet; thence S34e19'30"E, 20.20 feet; thence S37e32'20"E, 22.09 feet; thence
S89055'53"W, 194.56 feet; thence N21e43'47"W, 171.33 feet; thence N33007'30"W, 110.80 feet; thence
N27e04'37"E, 191.50 feet to the POINT OF BEGINNING.
FILL RECOMMENDATION (This Additional Consideration applies to the preceding 1 Property.)
The minimum NFIP criteria for removal of the subject area based on fill have been met for this request and the
community in which the property is located has certified that the area and any subsequent structure(s) built on the
filled area are reasonably safe from flooding. FEMA's Technical Bulletin 10-01 provides guidance for the
construction of buildings on land elevated above the base Flood elevation through the placement of fill. A copy of
Technical Bulletin 10-01 can be obtained by calling the FEMA Map Assistance Center toll free at (877) 336-2627
(877-FEMA MAP) or from our web site at http://www.fema.gov/mit/tb1001.pdf. Although the minimum NFIP
standards no longer apply to this area, some communities may have floodplain management regulations that are
more restrictive and may continue to enforce some or all of their requirements in areas outside the Special Flood
Hazard Area.
PORTIONS OF THE PROPERTY REMAIN IN THE SFHA (This Additional Consideration applies to the
preceding 1 Property.)
Portions of this property, but not the subject of the Determination/Comment document, may remain in the Special
Flood Hazard Area. Therefore, any future construction or substantial improvement on the property remains
subject to Federal, State/Commonwealth, and local regulations for floodplain management.
This attachment provides additional information regarding this request. If you have any questions about this attachment, please contact the
FEMA Map Assistance Center toll free at (877) 336-2627 (877-FEMA MAP) or by letter addressed to the Federal Emergency Management
Agency, LOMC Clearinghouse, 7390 Coca Cola Drive, Ste 204, Hanover, MD 21076.
Luis Rodriguez, P.E., Chief
Engineering Management Branch
Federal Insurance and Mitigation Administration
MAP POCKET
DRAINAGE EXHIBITS
\
,
I
I
I
1
1
,
,
1
1
1
,
I
1
I
1
I
INN
\ /
rr_r ..............
ja Ly\�----- \
oftft
00
OWNER
NAUTA CHARLES R/CONNIE L-
802 WOOD ST.
FORT COLLINS, I
NORTH
80 0 50 IM MEW
N FEET
n
1 ,h - 60 IL
LEGEND:
vN000sED STCNx YxEx
PROPOSED NEED Emil
PROPOSED CONDCUR s3
ExiSnw CONTOUR- — —
FItCPosED sWAUE
PRCFOSED WHO R GUr —
PROPERLY BOUeuwv — —
DESIGN PgxT Q
FECW ARROW ry 4=m
MANAGE BASN LABEL Z
.Q.in
DRAINAGE BEEN BOUNDARY
PROPRJD SWALE SECPW
FOR DRAINAGE REVIEW ONLY
NOT FOR CONSTRUCTION
«LEDN,r �r� a,EaoF
Nmw. WnarshClow.
Call Demre rw Dig.
City of Fart Call
[TfILITY PLAN
APPROVED.
May O-vv
O
-,-.Ea WE
tt . ....E...W Ulty
D.,.
LnEIXEC BY:maoi
y
0.Y
CHECKED BY
CHECKED BY:
RNIe ee w
0.M
CHECKED By
Z�
ujZ
oZ
Z W
!! gggggggggggg
7�
re
II
7
LLI
W
Q
c
U
z
0
w
W
Q
U
d
O
U)
�y
Sheet
H1
Of 9 Sheets
I
f
i
t
3E
\
IO.C/RN/ L G O
930N SMEL..SST
FORT LOLL NO
Ili OWNER
CIT'OF FORT CIX INS \ IJY fjI �nLlp
"LAPORTE AVE
FORT W521COLLINS,
co eosr
�
.r 111I SI,!%rrrl. nr rNu \ �HMs��
\\ ; .,.ILA— .•
Ar
J QI rV
NS UIYQ'FPPTLpLM
I
xYT,
— Lam■
I
OWNER
■
■
-_
NAUTA GYRLES 2LPVNIEL
BOZ WOOD ST
■
FgROIXLINS
■
COM511
■
I 1
•' i'-_
I
I
I
I
r \\�' f rj
i
1
,
I
I
I
I
I
® NORTH
IN 0 IN 1(p .WIM
x )
1 1C0 R
LEGEND:
PMCPOYO MIEI
Rarasm c
mxcwl11)uRlwe __—.Rv___—
RGws SMNL
PRaPG.an WAS s WTIw
NKRERIY BWW0RY -—
EASMG IPo YR
Rtl OANN BWXONtY
AY
OS1xG RMERNINDS
GE9w PCNT
ILGW 1PRGW w
MNNAGE BAMN VPFL
LMNNAGE BAMN BWNDARY
TR D MAU MCYM `A
NOTES:
I. m wcC ]AIM 6 TE I UBE mm Etli ALLCRIHF IISE
WTM THE'RATMµ NMTA3 BIYEFR EGL.' IETER TO 0. M C
IXMI111EN3 BY M6$.Y ♦ MIOS BIMINI EW ADDiMS1AL INFMMA ON
FOR DRAINAGE REVIEW ONLY
NOT FOR CONSTRUCTION
H
m
x
w
w
Q
QZ
Q
W
H
U)
U.
U.
O
OS1
INSTALLED
HEWEETERRE
RE�,u,Fn F�N
MALAGASY
> xeLmw pei�na`�`ronr'®r
I i
La 2
ARE
no
ChEn N()FEDDRn.
`V-nSflflo KXEYR GUY
R
EAFTY
OBSERVER)
rn SXEvR rtw ,
`wwD�AwED,E�wwr S
RwDN
.I II I. AIII ---
/ I _
I
I
I
I I
7r�
>I
7AM"
t / \
� m
NI
S \
1 '\ A.t, snaTou FEW
nl w-wnv
BIB
/TMCTD
IyTl
I _\
® NORTH
eD 0 Be ,m 1WF.n
FBI N�
(m ER
C) n.
LEGEND:
sm \ \ E,DRNxAET PA'WeEO
\ \
\ I wnROSED coxmuP
\ FF4nuGwu,WP ____Jou_PERFORMED
\
- SNAKE \ 13 l wOtEPn
AS. I,
wuNOwrITTEST
FREDESTRAN ACCESS R.weTi/ AI
- LIS, CHROWS RAN KJ �
, , EA41M6,WW RPARMnl3NWir
\ \\ EnmwcaooD..A.
ea+�m9n It
\ W41Mx[TI.w05 -
N It
EaACROEME ECTNBCOL)
LOT D
Y — — — — _
\
If(Rf(AL"xsawiwu,uTEO, $�
T
F98
eEvnnoe NAVDY 5003
\
FEW SAM FLOOD¢ENAiv1 BFIR NWWVY
�
\.
-
,>fre >o
1
I
FIELD SURVEY BY:
_ -
I
J LOT"
\
BENCHMARKS:
■Q�
LDr \
\(FFE=Teaz�
CEOPROCAMLES 0 ISM_
7113ImIm RAM1�`s 'I r.;��!/'.I �\\\y\\\��� ►:Cl/l/0l�
lLor,r- 1111 Lore 11 Lars Frt-rs ar -= J l
rEID°)F'°'E^MO
-GARBAGE
_ A
I
II
a
Zc�
x
�z
gg
W
Z
V
Zw
I
al
3�
*WARNING
a
XINE
nDx.
LLy
NOTES:`»,�,.A»rE
d
dA
:
___ \�
' nvxWDDDINBRB BYMEILMN18911.OIC6 iCMFElrW,41
�'
RECJADwG xANMLffARMaFRW
m
_
c �n�rTFO.,s�E,.E�Nrs o.PNLea
B�
_—
FA'E'"mE'rvT'e'a`�i,00'�En'Esma":'rvwT�o..eNaorn
§
wIWVD29 Omn
` 'T.REaTAPEmL Am
CONVERT TO THE HAVDtlMNN. SEENOTERIFEN wwLTINFORMATEON
LOI LOT ELEVATIONS
IR.
....�
�ilNOw
a..ONB�.
paT�mEew'wmnn
xw m�
�owaE
Nm s
wue'nw
°°"� � n
pnwK
NEE
HOOKER
HIRER
oru
xnss
E
�N
.an
�
»�m
41As
1
Larl
sn
MGM BE
Nnc
mnMRS
Wan,
m
a,v
v
nna
o nEE
.En»
*PRESS
WEALSK
ME
MKIPAD
ace
a+ar
.snag
LGRE31
OFFICE
MEET
MULLS
41
anu
PFnOFHERBERT
4MM
""W
"TERM
D%II
MCI
s-fin _
uNAi
ruTmr
Ewm
E
vnc EwwExT
)E
B ETfV/.TM D
Fat
TT
BRAD TELEX) E�C.Anom
IRTD _ A
DETAIL
DrN`NG
NEEDMCOD UNTY
VERTcAL DATUM OF`FSEET(TABLE M oc A
5. )µD,DE�cTw�x�
EQuESIGHFLOOR LVAT"o cuFLm
SE RETESERVE REuNRom
OR STRUCTURE OVER
UCTON USEEFFORTIORTURNEr.BE RRONAS
WHIR PI S, ff DUE) x THE
COMPLAINWAVATION
OR F AREA
INTERVIEW BEFORE
CERETIFICATE OfD URANc. is ISSUED FOR My STRUCTURE iw
TDCIDE-ki
OLFIFMEA
m
8 SO FILL MAY ME FILLING IN WE FLOOOwAr A ASCRIBE CERTERCATON SELL BE
FOR ALL WORK COMPLETED I N WE
IN of REGIONAL THAI BE BREAK
AR
EAKEM"".R
10 NO S OUTSIDEuDE�DND FMATERALSORm"Ns"Kc;:va� c
RA LLl
WELL ALSO MEET WE AEWI Wa FOR NO RISE N ME aOOO.vAY.
V
Z
NORTNERNENDwEERwD.OATEDAURURT2.=o13 FOR ADDiNOrvAL
INFORMATION
ODEVELOPED
J
12 LOTS I AND 2 ARE LOCATED IN WE WERE VINE FLOODAILAY S STILL HE
A HEN THE FLOTATIONS IS REBRAVED NO aN�°
.,,N.LLBEALLOAEDDNELWEFCCOWAvsMENDVED
W a
Pat FEW CASE 01 NGELOULLA RATED NEWARK OF ��
_R
MEN REMOVED FROM WE AREA BALANCE) REVEAL
o
DDDnNN WE mx uan.�mNSnawm
d Q
CONSTITUTION
O
J
City
of Fort Collins. Colorado
UTrLITY
PLAN APPROVAL
APPROVED:
ARE Ems...
o.v
CHECKED BY.
..W 6 lTmlmM WERE
Y
CAUSED) DY
ED
av
EMCKEED BY
rN,k, & BENI
oII
CHECKED B'S
DIRECTED BC,�
DLLN,
LL
Sheet
FLOOD
Of 28 Sheets
EXISTING Froi
FOUFLO DI
FE EXISTING
BOANDARY
Pi RNER
OWMER:
KARMA. LLVINGSTON
ON SHIFIAS ST
FORTCOLLLNS,
IDE)Sk f
L
OWNER-
_ CI]YCFF CIXLINS ^ \
PoROS(Mo \
FCFTCOWNS. \
VIVIVIV
\ \
\ \
Ai FIVE.
\ \ I
AN
nMYAT®Eul<OMr� \
I Grp T�Ro �wmorar°aovWA. . FIX
pd,vreleR
1 �uRTw �m.ncmrrwim V
lo-ApanVVV FIX, V,I
FLaaISlxlluM4�Dwr — nnoDR wm IN
1 ------
-- —monam
VIA T- �oT.— _�B -- — fora _ �or]— 1' -- -- � a ` nuw�rnvmw
2 VA
LOTa `
� — TS( I NSL E� - -�
♦ 1 .LOT 10
LOTLS ♦
OT 20
OWNER:
CITY CF FWtT CgLINS
"LAPORTEAVE W
FORT couM+S F
w M52T y / I
I F2 r
�IIY q'i
mAa \
„R9IlA2Eo RA�1 a � I �,
Ed
(F.19FF1[1
F
—,
AN -IATS LM'tl Lorm 2p LOFm/ \
VIA
A t, ,
\ \\ Dn, TRACT
\\ a - —�-- \
LOT n m e ETEAND
\ _ �— _ _
\ Lorm \ �® s \\ \
EXISTING arT
J \ \
AN1 _LOT 38 Lorb _�LOT_.t(IT a9� wr35_ _LOT 3i_ LOT
VISA VILOT
z ' ROFOSED
/
LOT $1 \ f FOREBAY EX ST NO f
Lorm $ I ) t ERLND ND '..
14
14 IT
LOT 19 sP LOT15SiYa — LO]1]_.- M1$Ir 1i T - L' - A� J \
IT
T777
E_J VVIV
- MASER
EA TwnJ
ONNIEL
Im
OINM°aOE aMLNW 1Y VISIBLE
D
MEET
aAOX
o
TOIN
ASSET
Oo.LT
na
na°
IO}
TicTc
B+B
IB°9E
I.+r
010
WEI
ONE
w
1
1
1.19
aV
"1
11.6
On
a)
19
2
2
aK
V9
"1
EA
3
3
LLOR
0.59
a)A
0.♦
IB
A8
e
LI
D�
0.E
l69
I)9
13
11
s
OM
D.n
ME
a)
12
ee
on
EVIL
=4
21M
22
S)
)
ail
no
0.I5
153
ONE
03
TO
e NORTH
so 1m IBBhEI
IN FEET )
LEGEND:
m01CBBamaeEx[n
PNxeeo Ee17
CCxT0.w 91 �FRUwIpM � —J95}—
moFcam cLaleaRTa — _
VIX
oma wN Q
R9NArrW �--►
BnNI.VC V9N1/BEL FREER
W LARGE
w W
wi,AveaAs�eoDNwnY _ _ _ _ _
PADroeEDiwuEa2cnoN '—�
ttVMoxaw
NOTES.
i HAVE_TAKET
NRERYIN-0EV FROU THETSPEowra000 1ODARFONAR'EDI REEAD°FEAET:DONno
i EMODEEn Nn CANER TO FIVE NED N�wEMERr2e m 3FORASILENCE
ONADRIVING
ORNAT�iON `IX
i ESSEXTOTHE
FLOLP%MEXHINT FOR CN98.fCTCx1 LOv.TKKN. WE ROOD
ONS
SWALE SECTIONS
YN. of (FELT
e�
4 �--ML°0 FT)
SWALE SUMMARY TABLE
SWALE ID MIND 1 MIN TW MIN BW 1 Di 1 5z
LDD I low i z
FOR DRAINAGE REVIEW ONLY
` NOT FOR CONSTRUCTION
I-
'. - cAMDmmnorinarwxcExrely
' nFN
IB CWnxsbelOw.
ll ISERESSE
NET dig
IANNER
RAT ARM AR Ei IN As THE VNIVAING X
City
of Fort Collins. Colorado
UTILITY PLAN APPROVAL
APFPOV
OFF MINse
0.1e
cloom BY:
Ilsier 1 Ream lm USENT,CHO
Dlb
IXFD 9Y:
m1<� 0 nyf y
dos
PELY.E9 lad
CHEdED Br:
�
0.M
ENEIXED BY
Zc�
a
L3J Iz
= W
�Z
a
o"
Zw
9# A-"eIP
m
2
x
W
/w
V
Q
Z