HomeMy WebLinkAboutDrainage Reports - 10/15/1999►. r Report
4 Final A
FINAL DRAINAGE AND EROSION CONTROL REPORT
FOR
FORT COLLINS GOOD SAMARITAN VILLAGE
'- WEISS THERAPY CENTER ADDITION
Landmark
FINAL DRAINAGE AND EROSION CONTROL REPORT
FOR
FORT COLLINS GOOD SAMARITAN VILLAGE
WEISS THERAPY CENTER ADDITION
Prepared For:
Fort Collins Good Samaritan Village
508 W. Trilby Road
Fort Collins, CO 80525
Date: September 1999
Project No. FTCG-6J1D-03-304A2
Landmark Engineering Ltd.
'
3521 West Eisenhower Boulevard
Loveland, CO 80537
i J
Landmark
ENGINEERING Ltd.
September 29, 1999
Project No. FTCG-6J1 D-030304A2
Mr. Basil Hamdan, P.E.
City of Ft. Collins
Stormwater Utility
700 Wood Street
Ft. Collins, Colorado 80522
RE: Final Drainage Report & Erosion Control Reports for the Ft. Collins Good Samaritan Village
IWeiss Therapy Center Addition
I
I
Dear Basil:
We are pleased to submit to you, for your review and approval, the Final Drainage and Erosion Control
Report for the Ft. Collins Good Samaritan Village Weiss Therapy Center addition. All computations within
this report have been performed in compliance with the City of Ft. Collins Storm Drainage Design Criteria
and Construction Standards Manual (April 1997).
Your department's time and consideration during development and review of this document has been greatly
appreciated. Please feel free to call if you have questions or comments.
Respectfully,
Landmark Engineering Ltd.
IPrepared by:
Stanley E. Dunn, P.E.
Project Engineer
SED/tm
Enclosure
I
3521 Wesr Eisenhower Blvd.
Loveland, Colorado 80537
Dale Olhausen, P.E. & L.S.
President
' ENGINEERS • ARCHITECTS • PLANNERS • SURVEYORS
Loveland (970) 667-6286 FAX (970) 667-6298 Denver (303) 629-7124
CERTIFICATION
I hereby certify that this Final Drainage and Erosion Control Report for the Fort Collins Good Samaritan
Village was prepared by me or under my direct supervision in accordance with the provisions of the City of
Fort Collins Storm Drainage Criteria £thereof.
OP�y EUGF,y�sJt�
-0
3K7 z
Stanley E. Dunn, Colo. P.E. 33827 y 6s .• •... .. 1
.a
I
1
I
t
1
I
�J
TABLE OF CONTENTS
Pa¢e Number
SECTION 1
INTRODUCTION
1.1
Project Objective ................................................
1-1
1.2
Site Summary ..................................................
1-1
1.3
Analysis Summary ..............................................
1 -1
1.4
Design Summary ................................................
1-2
SECTION 2 PROJECT LOCATION AND DESCRIPTION
2.1
Existing Facility .................................................
2-1
2.2
Proposed Development ...........................................
2-1
SECTION 3
HYDROLOGIC ANALYSIS
3.1
General Hydrology..............................................3-1
3.2
Hydrologic Criteria ..............................................
3-1
3.3
Runoff Routing .................................................
3-2
SECTION 4
EXISTING DRAINAGE CONDITION
4.1
Major Drainage Basin ............................................
4-1
4.2
Existing Topography.............................................4-1
4.3
Offsite Drainage .................................................
4-2
4.4
Existing Runoff .................................................
4-2
SECTION 5
PROPOSED DRAINAGE IMPROVEMENTS
5.1
Proposed Drainage Concept.......................................5-1
5.2
Proposed Subbasins..............................................
5-1
5.3
Onsite Detention ................................................
5 - 3
SECTION 6
FACILITY DESIGN
6.1
Design Conformance .............................................
6-1
6.2
Storm Sewer System .............................................
6-1
6.3
Storm Sewer Inlets ...............................................
6-1
6.4
Open Channel ..................................................
6-2
SECTION 7 EROSION CONTROL PLAN
REFERENCES
APPENDIX
Existing Conditions
Developed Conditions
ATTACHMENTS
Drainage Exhibit "A" - Existing Conditions
Drainage Exhibit "B" - Developed Conditions
Drainage Exhibit "C" - Erosion Control Plan
Drainage Exhibit "D" - Construction Details
FIGURES
Figure 1 Location Map ............................................ 2-2
Figure 2 Fossil Creek Master Drainageway Planning Study ............... 3-3
TABLES
Table 1 Summary of Existing Basin Peak Discharge .................... 4-5
Table 2 Summary of Developed Subbasin Peak Discharge ............... 5-3
Table 3 Summary Onsite Detention ................................. 5-4
SECTION 1
INTRODUCTION
Project Objective
This Final Drainage and Erosion Control Report was completed to identify existing and proposed
drainage features, and to determine if any impacts maybe created by the proposed Weiss Therapy
Center addition at the Fort Collins Good Samaritan Village —Fort Collins, Colorado. Where impacts
are identified, this report provides discussion and present improvements or mitigation measures
which would minimize or eliminate conflicts. All recommendations made will be in conformance
with the City of Fort Collins Storm Drainage Criteria Manual dated May 1984 ( Revised April
1997).
1.2 Site Summary
The Fort Collins Good Samaritan Village is located within the Fossil Creek Drainage Basin. The
project site is situated on a ridge line, and runoff from the project area currently drains overland to
the East and to the West. The South -Central portion of the property is occupied by an existing
assisted care facility, which was constructed in a depressed area. New onsite development, to be
operated in conjunction with the existing facility, is proposed at the Northeast corner of the existing
facility. The owner seeks to provide a drainage system that will alleviate any existing onsite
drainage concerns in conjunction with addressing the need of this new building, as well as any
regional drainage concerns that exist.
' Historic outfalls for onsite runoff generally include drainage corridors occupied by Constellation
Drive, Trilby Road and the downward sloping, grasslined embankment between the Northwest
quadrant of the site and the Burlington Nor -them Sante Fe (BNSF). A 24-inch RCP culvert underlies
the BNSF Railroad approximately 1000 feet Northwest of the site, and drains local runoff West to
Lang Gulch. This culvert will continue to be used to convey runoff discharged over the site to
Constellation, as released from the Northwest pond facility to the ultimate outfall at Lang's Gulch.
1 1.3 Analysis Summary
1 The Fort Collins Good Samaritan Village development seeks to provide a quality senior living
neighborhood that also integrates into the overall Fort Collins community plan. As such, the Owner
1 seeks to provide onsite infrastructure that effectively mitigates concerns which typically arise with
1-1
r
r
such development. This report addresses drainage concerns, and prescribes design measures that
will effectively control developed onsite runoff.
The hydrologic analysis incorporated into this study includes storm water modeling using the
Rational Method and based on generally accepted methodologies used in such hydrologic design.
All design calculations and recommendations are provided in conformance with the City of Fort
Collins Storm Drainage Criteria.
1.4 Design Summary
Based on hydrologic analysis, an onsite drainage collection system is recommended. In conformance
with City criteria, the initial storm runoff from the 10-Year return interval will be contained and
discharged in a controlled manner. Major storm runoff (100-Year return interval) will also be
contained and discharged in a controlled manner. Surface runoff associated with site development
will be routed to and detained at a temporary onsite detention pond, with an offsite release rate equal
to historic. Onsite storm drainage infrastructure will discharge site runoff at the East-Central area
of the site. This runoff is directed to an existing drainageway along Constellation Drive which
discharges through two existing cul-de-sacs (Galaxy Ct. and Pluto Ct.), in route to its ultimate outfall
at Lang's Gulch.
I
C
I
I
I
I
1-2
[1
I
I
SECTION 2
PROJECT LOCATION AND DESCRIPTION
1
2.1 Existing Facility
The Fort Collins Good Samaritan Village is a well -established senior living center that provides full
time nursing care, assisted care and independent care residential units. The existing facility is
situated on a 15.33 acre site bounded on the South by Trilby Road and on the East by Constellation
' Drive. (Refer to Figure 1 - Location Map)
The existing facility is a combination one story and four story buildings on the Southerly 6.3 acres
of the site. The North 9 acres is presently vacant covered with mature grass and vegetation. The
present access to the facility is off Trilby Road.
The previous zoning was M, a Larimer County designation. Per the revised land use code, the
current zoning is RMP, or medium densityplanned residential (Fort Collins Storm Drainage Criteria,
April 1997).
1 2.2 Proposed Development
The proposed development includes the addition of a 3,000 square foot physical Weiss Therapy
Center to the existing building. The proposed addition will be located on the Northeast side of the
existing assisted care facility. Access to the addition is provided by an existing drive off Trilby
Road and parking area.
2-1
_ o _
13 2
a" __.
.. ,:'L��\` ! I •" �0 `� \ \�°REEK \.
,� • . // •r': ; i _ •,' 9 \ r .'f \`j\' 17,E �-\_`. ''\ .
7 ICYCe SO00--�•_ - — _ _ .n �d?�SO
iJ
es}l, `.
� �. �.vte,R ,)'�� /fin ... ` .' ' � � I .. �'�\ � \ _-! Ytttl ' - •,� •\ \ \\\
90S \
ljorl)Ler \ OA 1
11
I Reserwir � )
1I \.4916
zl
T
PR07EC �� Sri (\' o\.\' .'•<I� iar, •'I � ���;�)� y9 _l ,
_ sir
i
r ,,• ;, „ ;,, �.:,1:;,.�: �� �,•;.;�c,�: ! ` F T C LLI
• � Y. ,', — �)i w l:' 1 �i : � ' i:::• , lYo 4 us.90
,.
�\ • I SI+R< , i i, ' I� '��' • :,�O 4Trailer .. I. .. <9 9 _
,rw
4�0
`Si° _ jOaD vaaav" ',•IJ `I) O
5D 1 14y I \
o r f { _. r \'�1 �, �oGP 113 1
— 15 r� 1-- / '1' (I' ,1/ ` �14 i �l ,� :`�I� I o,'
lot
998 � O>
'I •./�•-'� Ir / \�� evva a6c. =v:p 1. 1 I v���. �-? 'i' ics a...........969' •.i 4g..
I : J •i -- ;sae I ) i. )1 j 1 :• :• ?� . ;!. • ---' ''
/1 ', .I• /.'�� .lily( \ \ '.r .. �'1 � ,`�``�•' '.' -� ��' i•/ ../•.
_rT a�s-'� _—_�. '711i I ` �_ _��I_ .^ /pMl ...' _ � ,
I� `�`�sixic (..II rr', I l `I'\ !• L^`\.. SO24.
� II 1r �\• ru`XI �6 \ `�.• � -) � � �� \
22 <;:. �. J It }` 23
11 Pit
%I'. %
3031
ori.I G�lydcu:. .(
FIGURE 1- LOCATION MAP
1
I
I
I
I
I
I
11
I
I
I
I
I
I
SECTION 3
HYDROLOGIC ANALYSIS
HYDROLOGIC ANALYSIS
3.1 General Hydrology
The policy and guidelines outlined in the City of Ft. Collins Storm Drainage Design Criteria &
Construction Standards have been utilized for planning drainage facilities for the Ft. Collins Good
Samaritan Village Weiss Therapy Center addition. This section describes the methodology used for
analysis of the proposed addition. Estimates of onsite runoff were generated based on the use of the
Rational Method. Hydrologic analysis for onsite runoff quantification were estimated for the 2-,10-
and 100-Year return intervals. Input parameters were taken directly from topographic survey
information and precipitation data for the Ft. Collins area as associated with the Fossil Creek Basin
in which the Site lies (Figure 2 — Fossil Creek Master Drainageway Planning Study, SLA, 5/82).
Supporting hydrologic calculations are provided in the Appendix section of this report.
The property is situated within 15.33 acres. The actual total contributing drainage area is
approximately 16.30 acres. The site has been designed to convey runoff from the initial and major
storm events. Site runoff will continue to discharge in the current manner. Specifically, site runoff
will be discharged in varying proportions in the direction of College Avenue via Trilby Road, and
to the 24-inch RCP via overland flow and the cul-de-sacs leading West from Constellation Drive.
Based on the sites historic drainage patterns, and where the proposed use of a Weiss Therapy Center
addition will be for business activity, a small detention facility is proposed to attenuate developed
flows to the historic release rates. Discharge from this facility will be toward Constellation Drive.
Ultimate discharge of drainage routed through this proposed facility will be to the 24-inch RCP.
3.2 Hydrologic Criteria
The site is situated in the Fossil Creek Drainage Basin. Precipitation data used in the runoff analysis
portion of this study is taken directly from the rainfall frequency information received from the City
of Ft. Collins (5/16/99). In accordance with the City's requirements, this precipitation data is used
for the 2-, 10- and 100-Year runoff analyses.
3-1
I
' These storm events are used design onsite conveyance for the initial and major storm. For purposes
of this study, the 10-Year storm event represents the initial storm, while the 100-Year return interval
represents the major storm event.
Runoff coefficients are taken directly from the Storm Criteria manual. Rational Method coefficients
for composite analysis are combined with the frequency adjustment factors associated with each
specific return interval analyzed. This information is provided in the Appendix section of this report
' as part of the documentation process for such studies.
' 3.3 Runoff Routing
The proposed overall routing scheme for developed conditions will essentially remain the same as
current conditions. The only modification to existing conditions is the proposed detention facility
which will serve to attenuate developed flows to historic release rates for the portion of site runoff
' that is discharged directly to Constellation Drive. The remaining onsite drainage will continue to
be discharged as current conditions dictate (refer to Exhibit "A" — Existing Conditions & Exhibit
"B" — Developed Conditions)
1
1
I
1
3-2
11
) / a
0 9 a
h
Ul
/ 11 pooU Alumo U (pooU
N J
/ Fl
/r ( yoogloU °!)load uolup x
1 0' u GI'A:/ �• U � �i'�r� Q O
¢ 1 ¢
1= u
(4nw•q Aowil(fl pooU Alum:) u V
j: c 1 LL O
/ (` ° • r / it
jN... ...
�,I R
% 1oZ .5.n
1 .1 ..
j L: / l /..•� H c
T
rt O
1 Q ¢ s o >
u O o
z o u i
Doo.f/oy W;
)/l;% P u Ad 1•• ; Duo oDo.olo u y s• a a:
j / W i NulS -pP14S ......... /"N
i
C
0-2
pooU 1)!" Ilo1 v1
Z
slat is � ._
FIGURE 2 - FOSSIL CREEK MASTER DRAINAGE
PLAN STUDY AREA MAP, CITY OF FT. COLLINS
I
SECTION 4
EXISTING DRAINAGE
1
4.1 Major Drainage Basin
The site lies in the Fossil Creek Drainage Basin for which a master drainageway planning study has
' been adopted. The North portion of the site is contributory to Reach 7, the Lang Gulch tributary
(reference Figure 2).
Runoff from the North portion of the site is conveyed by Constellation Drive and the street system
North of the site to a point where Lang Gulch parallels the Burlington Northern Sante Fe Railroad
(aka BNSF). As runoff is discharged offsite to Constellation Drive, two cul-de-sacs within the
Skyview South Subdivision intercept a significant portion of this drainage. This runoff is then
conveyed through.these two cul-de-sacs which discharge across the grassed lined face of the sloped
embankment leading in a Westerly direction down toward the railroad right-of-way. Runoff is
' channelized within gullies along the sloped face and discharged to the railroad right-of-way. This
discharge flows along the railroad right-of-way embankment, and is intercepted by an existing 24-
inch RCP culvert that conveys runoff under the railroad and further West to Lang Gulch. Hydraulic
analysis indicates an available flow capacity of this 24-inch RCP of about 30 cfs.
Runoff from the Southerly portion of site is conveyed by an existing roadside ditch on the North side
of Trilby Road which drains into the North Louden Ditch and an unnamed tributary. The unnamed
' tributary flows to a low area on U.S. Highway 287 (College Avenue) approximately 500 feet North
of Trilby Road. There is an existing 24-inch RCP culvert under College Avenue at this location.
The unnamed tributary ultimately flows Easterly to Fossil Creek.
The site is not in a floodplain. However, developed runoff is subject to the criteria that downstream
property is not impacted and a system will be constructed to adequately convey any increased runoff
as a result of on site development.
1 4.2 Existing Topography
The Southern portion of the site particularly around the existing building, is relatively flat and lies
slightly lower than Trilby Road. There is a low area in front of the existing building. Runoff
collects in the low area and is piped via an existing 12-inch HDPE culvert to the Trilby Road -
4-1
1
I
' Constellation Drive intersection. The remainder of the Southerly site area sheet flows toward this
intersection and toward Constellation Drive.
The roadside ditch on the North side of Trilby Road slopes in an Easterly direction. There are
' several existing culverts for the roadside ditch. Two underlie accesses to the site and the third is at
the Trilby Road - Constellation Drive intersection.
There is a knoll near the center of the site. From the knoll the land slopes in a Northeast, North, and
Northwest direction. In the Northeast direction toward Constellation Drive, the grade is
' approximately 3.3%. In the North and Northwest direction toward Skyview South Second Filing
and the railroad's property, the grade is approximately 5.8%.
4.3 Offsite Drainage
' The site is bounded on the South by Trilby Road and Ridgewood Hills PUD First Filing, on the West
by Fossil Crest Subdivision First Filing and the railroad property, on the North by Skyview South
' Second Filing, and on the East by Constellation Drive and Skyview South First Filing. (Reference
Exhibit `A').
Within the context of the Fossil Creek Drainage Basin, Trilby Road is a ridge line. Runoff from the
property on the South side of Trilby is in an East to Southeast direction. Runoff from the property
on the North side of Trilby Road is in a North to Northeast direction. The only offsite runoff that
drains onto the site is from a very small adjacent area on the West side of the site in the Fossil Crest
Subdivision. Runoff from the Skyview South First Filing is basically in an East direction away from
the site.
' Site runoff onto offsite property is limited to Skyview South Second Filing and the railroad property.
There is a very small area (0.07 ac.) that sheet flows onto the Fossil Crest Subdivision. Most of the
site is contributory to Constellation Drive. The Southerly site area is contributing to the Trilby Road
roadside ditch.
4.4 Existing Runoff
1 Estimates of historic runoff are based on delineation of basins within the existing site, and consider
the physical characteristics (i.e. slope, terrain type, etc.) for each as part of the hydrologic analysis
conducted.
4-2
1
' As part of the hydrologic analysis in assessing existing conditions, the site was divided into six
subbasins. Based on inspection of existing conditions, data related to physical and hydrologic
' features were developed for each subbasin. Using information collected for each subbasin and local
rainfall intensity data obtained from the City of Fort Collins, a historic peak discharge rate was
estimated for each subbasin. The results from Rational Method modeling of existing conditions for
' initial and major storms are presented in Table 1.
' Subbasin E1
' Subbasin E 1 occupies the Northeastern area and the majority of the central portion of the site. This
area also includes the North half of the existing senior living facility and the East parking area. The
North and central portions of this subbasin consist of mature grassed open space. This subbasin is
11.63 acres.
'
Currently, storm runoff discharges to the Northeast area of the site via natural channelization.
Runoff is ultimately discharged offsite onto Constellation Drive, subsequently traveling North along
'
the road to two cul-de-sacs within the Skyview South development, located immediately North of
the Minor is
site. storm runoff conveyed by curb and gutter along Constellation Drive, while major
storm runoff is conveyed by the major road section. As this Subbasin currently discharges storm
runoff in a relatively uncontrolled manner, this existing runoff does ultimately flow to an appropriate
outfall point (identified to be Lang Gulch). Controlled discharge from the proposed detention pond
will continue to be toward Lang Gulch.
Subbasin E2
Subbasin E2 is 0.99 acres. This subbasin is a grassed open area located on the North end of the
'
property. No structures currently exist in this subbasin.
Current drainage patterns are to the North, with minor runoff entering the South side of the Skyview
South development. Runoff from this subbasin travels as overland sheet flow. Runoff from this
subbasin is released as historic runoff.
Subbasin E3
Subbasin E3 is located in the Northwest quadrant of the site. This subbasin is 0.85 acres. No
structures are present in this subbasin.
4-3
1
I
' Current flow paths are to the Northwest. Site runoff discharged from this subbasin drains down slope
from the site to the BNSF railroad right-of-way. Runoff travels to the railroad right-of-way via
' overland sheet flow. No control of this historic discharge exists for this area.
Subbasin E4
Subbasin E4 is 0.07 acres. This subbasin is located on the West side of the site. Currently, this area
' is used as an access way to the rear of the site, and includes a small portion of Fossil Crest
Subdivision, immediately West of the site.
' Runoff patterns for this subbasin are to the West, with drainage entering the adjacent development.
Runoff is conveyed by overland sheet flow.
Subbasin E5
' Subbasin E5 is located in the Southwestern area of the site. This subbasin is 1.91 acres. Subbasin
E5 includes areas occupied by the Southwest parking facility and the Southernmost portion of the
existing senior care structure.
Runoff patterns are to the South, and drainage eventually enters the Trilby Road right-of-way.
Runoff entering the Northern Trilby Road roadside ditch flows East, becoming spatially varied at
the intersection of Trilby Road and Constellation Drive. Generally, the majority of runoff will
continue to travel East toward US Highway 287 (College Avenue), while the remainder flows North
along Constellation Drive, and is ultimately discharged through the Skyview South Subdivision
toward the BNSF right-of-way.
' Subbasin E6
Subbasin E6 is located in the Southeastern area of the site. This subbasin is 0.85 acres. Subbasin
E6 is occupied by a mature grassed area and portions of Trilby Road and Constellation Drive.
' Runoff patterns are to the South via overland flow and an existing 12-inch HDPE culvert, with
drainage eventually entering the North roadside ditch of Trilby Road. Runoff entering Trilby Road
' flows East, becoming spatially varied at the intersection of Trilby Road and Constellation Drive.
Generally, the majority of runoff will continue to travel East toward US Highway 287 (College
Avenue), while the remainder flows North along Constellation Drive, and is ultimately discharged
through the Skyview South Subdivision toward the BNSF right-of-way.
1 4-4
u
J
' Table 1 Summary of Existing Subbasin Peak Discharge
I
I
1
1
1
n
BASIN
AREA
(Acres)
Q2-Yr.
(cfs)
QI0-Yr.
(cfs)
QIUO-Yr.
(cfs)
E1
11.63
6.5
11.2
28.5
E2
0.99
0.5
0.9
2.2
E3
0.85
0.4
0.8
1.9
E4
0.07
<0.1
0.1
0.2
E5
1.91
2.0
3.3
8.6
E6
0.85
1.0
1.7
4.4
4-5
1
5.2
SECTION 5
PROPOSED DRAINAGE IMPROVEMENTS
Proposed Drainage Concept
The existing drainage concept will be modified only slightly under the proposed developed
conditions as associated with the planned addition of the Weiss Therapy Center. With the Weiss
Therapy Center addition, the level of imperviousness will increase slightly. Proposed drainage
improvements will consist of a minor detention facility to be located just North of the addition. The
detention facility will serve to attenuate developed flows to historic rates.
Drainage corridors to which existing subbasins discharge through, will be maintained under the
proposed routing scheme. Site runoff that is discharged to Trilby Road will remain as such. Further,
runoff discharged to Constellation Drive will also remain unchanged with respect to peak rate
releases, but will be under controlled conditions during subpeak releases.
Proposed Subbasins
Existing subbasins will be maintained under developed conditions. As previously stated,
modifications to overall site hydrology will change only slightly due to an increased level of
imperviousness resulting from the Weiss Therapy Center addition. This section discusses each
subbasin under conditions where the Weiss Therapy Center is constructed, and any associated
impacts or improvements that may be required to maintain adequate conveyance of storm runoff.
Developed peak flow rates are presented in Table 2 located at the end of this section.
Subbasin E1
Subbasin E1 occupies the Northeastern and central areas of the site, and also includes the North half
of the existing senior living facility. This subbasin is 11.63 acres. Under the planned addition of
the Weiss Therapy Center, the level of imperviousness will increase slightly.
Proposed improvements within this subbasin are associated with the addition of the Weiss Therapy
Center. The proposed addition will occupy about 3,000 S.F., and will be constructed in an area
occupied by both a portion of parking area and a portion of open grassed space. As the majority of
the Weiss Therapy Center addition will be constructed on an existing paved area, only a small area
of grassed open space will have an increased level of impermeability. Therefore, the overall level
5-1
I
' imperviousness will increase only slightly. Existing drainage patterns will be maintained. A
temporary detention facility is proposed, and will be located in this subbasin. Site runoff from
' Subbasin E1 will continue to discharge into Constellation Drive, and ultimately to Lang Gulch
through the Skyview South Development. At such time that the owner begins full development of
the site, the temporary detention pond will be vacated and replaced with the appropriate level of
detention with site drainage patterns and stormwater routing modified accordingly.
' Subbasin E2
' Subbasin E2 is 0.99 acres. This Subbasin is grassed open area, located on the North end of the
property. No structures currently exist in this subbasin, and none are planned under this study.
' Drainage patterns will remain to the North, with minor runoff entering the South side of the Skyview
South development. Runoff from this subbasin travels as overland sheet flow, and will continue to
' be discharged in such manner. The ultimate outfall will remain Lang Gulch.
' Subbasin E3
Subbasin E3 is located in the Northwest quadrant of the Site. This subbasin is 0.85 acres. No
' structures are present in this subbasin, and none are proposed.
Current flow patterns are to the Northwest, and will remain as such. Site runoff from this subbasin
drains downslope from the site to the BNSF right-of-way as overland sheet flow. Lang Gulch will
' continue to be the ultimate outfall for Subbasin E3.
Subbasin E4
Subbasin E4 is 0.07 acres. Flow patterns in the subbasin are to the West as sheet flow. This
subbasin includes an unimproved access road at the rear of the site. No structures or improvements
are proposed for this subbasin. Lang Gulch will continue to be the outfall for this subbasin.
' Subbasin E5
' Subbasin E5 is located in the Southwestern area of the site. This subbasin is 1.91 acres. Subbasin
E5 includes areas occupied by the Southern parking area and a portion of the existing assisted care
facility. No improvements are proposed for this subbasin.
5-2
I
' Flow patterns will remain to the South, with drainage eventually entering the Northern roadside
ditch of Trilby Road via the Eastern entry drive. Runoff entering the Trilby Road ditch from this
' subbasin eventually combines with that from Subbasin E6. The combined flows from these
subbasins become spatially varied at the intersection of Trilby Road and Constellation Drive.
Generally, the majority of runoff will continue to travel East toward US Highway 287 (College
Avenue), while the remainder flows North along constellation Drive, and is ultimately discharged
through the Skyview South Subdivision toward the BNSF right-of-way.
' Subbasin E6
' Subbasin E6 is 0.85 acres, and is located in the Southeast quadrant of the site. Existing flow patterns
are to the East, and flows from Subbasin E6 combined with those from Subbasin E5. No
improvements are proposed for this subbasin.
' The combined flows from these subbasins become spatially varied at the intersection of Trilby Road
and Constellation Drive. Generally, the majority of runoff will continue to travel East toward US
' Highway 287 (College Avenue), while the remainder flows North along constellation Drive, and is
ultimately discharged through the Skyview South Subdivision toward the BNSF right-of-way.
Table 2 Summary of Developed Subbasin Peak Discharge
BASIN
AKLA
(Acres)
- r.
(cfs)
- r.
(cfs)
- r.
(cfs)
E1
11.63
6.6
11.3
28.8
E2
0.99
0.5
0.9
2.2
E3
0.85
0.4
0.8
1.9
E4
0.07
<0.1
0.1
0.2
E5
1.91
2.0
3.5
8.6
E6
0.85
1.0
1.7
4.4
1
1
5-3
fl
n
I
1 5.3 Onsite Detention
' Onsite detention is provided to attenuate increased peak flow rates discharged within Subbasin E 1
as a result of the proposed.Weiss Therapy Center addition. The proposed temporary detention
' facility is sized based on the Inflow -Outflow Mass Diagram approach. Based on a maximum
allowable discharge release equal to the 100-Year historic rate, the required detention volume is 0.15
' acre-feet. Outlet works consist of a 24-inch diameter RCP underlying an earthen embankment.
Results from hydrologic analysis indicate that the maximum water surface elevation will be 5083.3
' feet. Freeboard is greater than 1 foot.
' Table 3 Summary of On -Site Detention
1
1
1
1
1
1
Pond ID
100 Year WSEL
100 Year Storage
Total Storage
A
5083.3
1 0.15
0.63
In the event that the pond outlet works become plugged or if compounding storm events occur that
creates a backwater affect, stormwater will back up within the site. As the proposed detention pond
is situated in the lowest area of the site, any backwater generated by the major storm or otherwise
will be contained within the site. Should emergency release of backwater be required, stormwater
will be channelized through the 10 foot wide emergency spillway located directly on the proposed
pond embankment. Emergency releases will follow historic flow paths to the ultimate outfall at
Lang Gulch. Under storms having a frequency of the 100-Year return interval or greater, the WSEL
will remain at least 1.0 feet below the proposed first floor of the existing/proposed structure.
The proposed temporary detention facility is designed to be in accordance with the City's water
quality best management practices. Where effective head constraints prevent the proposed detention
facility from incorporating the standard water quality structure types normally used to mitigate
against off -site discharge of sediment, a non-standard water quality control structure is proposed.
The proposed pond will be designed as a "Dry" extended detention basin under the Urban Drainage
& Flood Control District's (UDFCD) standards, and adopted by the City of Ft. Collins. Storage
volume exceeds the required 120 percent of the water quality capture volume (WQCV), and
5-4
1
I
incorporates a 40-hour detention time. The basin length to width ratio is about 2:1. Both the initial
storm and major storm volumes will be detained up to the brim of the proposed water quality filter
' component. Side slopes will be maintained at 4:1. It is recommended that the water quality control
structure be installed after the majority of the Weiss Therapy Center has been constructed and after
the majority of the proposed temporary sediment trap's volume has been utilized.
i
The proposed water quality structure will consist of a semi -circular, 3-foot diameter perforated
' stainless steel plate to be attached to the upstream face of the proposed Type 2 outlet box. To guard
against potential migration of silts through the perforations, proposed perforations over the face of
the formed plate will be 5/32 inches in diameter, with the first (lowest) row will be set at %2 foot
above the invert of the plate. The number of 5/32-inch diameter holes per row is approximated in
accordance with the appropriate level of water quality capture volume (per UDFCD Drainage
' Criteria Manual, Vol. 3). The perforated semi -circular plate will be housed within a space frame
incorporating a US Filter Screen #93VBB screen panel, with a maximum slot opening of 0.139
' inches. Both the WQCV and screen component are sized based on recommendations provided in the
UDFCD Urban Drainage Criteria Manual, Volume 3.
I
1
1
1
5-5
SECTION 6
FACILITY DESIGN
6.1 Design Conformance
j
' Design of onsite drainage facilities was performed in accordance with the City of Fort Collins Storm
Drainage Criteria Manual (April 1997). Design analysis using the Rational Method was used in the
hydrologic modeling, with model results directly used to size storm drainage infrastructure and
detention facilities.
6.2 Detention Pond
The detention pond is sized based on results obtained from hydrologic modeling for the site under
major storm conditions. Pond facilities are designed such that a minimum of 1-foot of freeboard is
provided above the identified 100-Year water surface elevation.
The detention facility also incorporates an emergency spillway feature that will discharge emergency
overflow to drainage corridors that do not adversely impact local residents or other offsite structures.
As part of determining spillway requirements, the detention pond's outlet works were closed off to
simulate "plugged outlet" conditions, effectively inducing backwater conditions upstream of the
primary service outlet.
' 6.3 Water Quality Control Structure
The proposed temporary detention facility is designed to be in accordance with the City's water
quality best management practices. Where effective head constraints prevent the proposed detention
facility from incorporating the standard water quality structure types normally used to mitigate
against off -site discharge of sediment, a non-standard water quality control structure is proposed.
The proposed pond will be designed as a "Dry" extended detention basin under the Urban Drainage
& Flood Control District's (UDFCD) standards, and adopted by the City of Ft. Collins. Storage
volume exceeds the required 120 percent of the water quality capture volume (WQCV), and
incorporates a 40-hour detention time. The basin length to width ratio is about 2:1. Both the initial
storm and major storm volumes will be detained up to the brim of the proposed water quality filter
' component. Side slopes will be maintained at 4:1. To mitigate against potential migration of silts
through the perforations, proposed perforations over the face of the formed plate will begin at % foot
' above the invert of the plate.
6-1
1
I
6.4 Open Channel
' Design of onsite open channel facilities was performed in accordance with the City's Criteria
Manual. Open channel conveyance elements include streets, swales, and trickle channels. Open
channel elements are designed to maintain normal depths and convey the major and minor storms
respectively.
Streets will be used to convey both initial and major storm runoff. Based on the types of roads
associated with the Fort Collins Good Samaritan Village development, maximum encroachment will
be limited such that minimal overtopping of curbs occurs during the initial or major storm events.
Depth of flow under initial or major storm conditions will conform to City criteria. Channel
velocities are maintained below 10 fps. Minimum cross slopes are 2.0 percent. Ultimate
determination of roadway flow capacity is determined by the equation below:.
Q = 0.56(Z/n)S"2y8"
Where Q = Theoretical gutter capacity, cfs
' Y = Depth of flow at gutter face, feet
n = Roughness coefficient
S = Channel slope, ft/ft
Z = Reciprocal of cross slope, ft/ft
' Design of swales is in accordance with standards established in the Criteria manual. Channel side
slope will be a maximum of 4:1. Maximum depth of flow in swales will be less than 4.0 feet.
Freeboard will exceed the minimum 1 foot requirement. Trickle channels will consist of 2-foot
' concrete pans installed along drainage paths that drain at slopes less than 2%. Flow velocities will
be between 2.0 fps and 7.0 fps. Ultimate design is based on the following equation:
Q = (1.49/n)ARvsS v2
Where Q = Theoretical gutter capacity, cfs
n = Roughness coefficient
A = Flow area, ft'
R = Hydraulic radius, ft
S = Channel slope, ft/ft
6-2
CI
I
I
Due to the physical requirements imposed on the intake standpipe structure, this specific component
will be replaced with a Type 2 outlet box. The box will have both a 10-Year and 100-Year intake.
' Filtration of suspended sediment will be provided by a filter of 1" minimum washed rockmaintained
in place by 1/2" wire mesh installed on the upstream face of the 10-Year intake.
r
I
I
I
1
I
1
i
I
I
I
6-3
I
I
SECTION 7
EROSION CONTROL PLAN
This report describes the methods which are recommended to control erosion resulting from wind and
rainfall transportation forces, during and after construction of proposed onsite improvements for the Ft.
Collins Good Samaritan Village Weiss Therapy Center Addition.
Discussion
The clearing and stripping of land for onsite grading and construction associated with onsite improvements
may cause high -localized erosion rates with subsequent sediment deposition and damage to offsite
properties. Left uncontrolled, erosion could adversely impact aesthetics and practical values of individual
sites, and cause damage to downstream property.
IGenerally, erosion and sediment control measures will consist of minimizing soil exposure, control of runoff
' across exposed areas, and containing sediment upstream of outlet facilities associated with on -site drainage
structures. Each of these measures is described below and should be implemented by the Owner/Contractor
during construction activities.
IGeneral Erosion and Sediment Control Measures
Minimizing Soil Exposure: Where practical, the construction area and duration of soil exposure should be
kept to a minimum. All disturbed areas should be completed and/or stabilized as soon as practical after
commencement of construction activity. A temporary non-native cover crop, permanent vegetative cover
' crop, or other landscaping should be established in the disturbed areas to minimize exposure of soils to wind
and precipitation transport forces.
Soils in areas outside of the project street right-of-way which remain exposed by land disturbing activity for
more than thirty (30) days shall require temporary or more permanent erosion control. Revegetation will
Iconsist of fast growing non-native/native grasses, lawn grasses, sodding, or various winter wheats.
Decorative rock, flower gardens, or shrubs may also be utilized in the final landscaping to cover the soil.
IReseeded areas should be mulched with straw or hay to protect exposed soil until vegetation is established
I
7-1
I
I
11
' Controlled Runoff Across Exposed Areas: Where practical, construction may include building temporary
swales to intercept and direct storm water around exposed areas. Swales can also be constructed to control
or facilitate the movement of surface water that collects on exposed areas. Riprap, or other temporary
erosion control devices such as straw bale filters may be installed to control storm water velocities across
exposed areas or in swales.
Sediment Control: Temporary and/or permanent sediment control devices will be installed at the major
drainage structures and flow concentration points. Such structures should intercept and trap sediment,
preventing sediment transport offsite.
Erodibility Classification
According to the Ft. Collins Erodibility Map, the Project lies within the following areas:
Rainfall: 100% Moderate
Wind: 100% Moderate
Development
This Project proposes the construction of a Weiss Therapy Center as an addition to the existing assisted care
facility. The Weiss Therapy Center addition will occupy approximately 3,000 square feet.
Existing Conditions
' The proposed Weiss Therapy Center addition is situated on the Ft. Collins Good Samaritan Village property
site. This entire site area is 15.33 acres. Existing features include an existing building and parking area that
occupy the southernmost 1/3 of the property. The remaining area is grassed with natural vegetative cover.
The existing impervious area is approximately 3.31 acres. Currently, turf grass exists adjacent to the existing
building and parking area.
Landscaping and Erosion Control Notes
i
The site will be landscaped per the landscape plans included within the project plan set. The northern 2/3
' area of the property will remain covered with the naturally established vegetation. The only modification
to the southern 1/3 will be the addition of the Weiss Therapy Center, which will be constructed located
mainly over an existing asphalt parking area and, therefore, will only increase the overall site imperviousness
7-2
Islightly. Seeding and landscaping will be in the immediate vicinity of the proposed addition. The landscape
contractor is required to provide a 30-day growth establishment program and a 1-year warranty for all
landscaping proposed for the Weiss Therapy Center addition.
A combination of straw bale barriers and sediment trap facility will provide erosion and sediment transport
control. Silt fencing will also be installed to mitigate transport affects due to wind and precipitation forces.
The majority of disturbed runoff will be routed through the proposed sediment trap, which will also serve
1 as a detention pond during and after the construction of the Weiss Therapy Center addition.
1 Erosion Control Plan
The proposed erosion control plan is shown on the Erosion Control Plan Exhibit "C" included in the back
' of this report. The evaluation of the Performance Standard and Net Effectiveness are presented in the
Appendix.
In summary, the erosion control measures consist of:
Utilization of a proposed single detention pond located just North of the proposed Weiss Therapy Center
addition. A perforated filter screen has been designed for water quality assurance, and will be utilized in the
outlet structure for the detention pond. Continued sedimentation trapping will be provided in conjunction
with the controlled release of runoff from the proposed detention pond. As the first (lowest) row of
perforations will be 1/2 foot above the invert of the upstream plate.
The proposed temporary sediment trap facility is design and will be constructed to provide 0.02 cubic yards
of anticipated sediment capture from a 10-Year intensity storm. The contractor will be required to maintain
the grading so that runoff is directed to the sediment trap during the construction period.
' An earthen berm will be installed and will function as a sediment trap as surface runoff is routed to the
1 proposed detention pond. Silt fences will be provided along a portion of the East side of the property. The
existing building will also serve as a windbreak. In addition, all exposed soil is to be roughened and watered
as necessary during grading activities until the site is stabilized.
1
Although sod will be used to cover exposed soils associated with and within the immediate vicinity of the
Weiss Therapy Center Addition, drought tolerant, non -irrigated, non-native seed mix shall be placed in all
areas not receiving permanent sod placement (within detention pond area). All areas to be sodded that have
achieved final grade shall be prepped and sodded for stabilization. Hydro -mulch will be provided at 2 tons
7-3
' per acre over the seeded area. The contractor will be required to furnish a temporary, above ground method
of irrigation as a supplement to natural precipitation in order to assist proper germination of seed.
ISite Access
' Site access for all construction vehicles will be at the Westernmost entrance off Trilby Road. A vehicle
tracking control pad will be utilized to ensure that no onfite soils will be transported offsite in quantities that
are practical to remove.
1
i
[1
1
I
F
1
I
I
7-4
1
1
' REFERENCES
1 City of Fort Collins Stormwater Utility Storm Drainage Design Criteria and Construction Standards, April
1997, City of Fort Collins.
' Fossil Creek Master Drainageway Planning Study, May 1982, Simons Li & Associates, Inc.
1 Urban Storm Drainage Criteria Manual, Vol. 3, September 1992, UDFC.
I
r
I
I
I
I
I
I
1
I
I
i
11
APPENDIX
DETENTION VOLUMES
EXISTING CONDITIONS
1
1
d
1
I
'SECTION 3. HYDROLOGY STANDARDS
3.1 General Design Storms
All drainage systems have to take into consideration two separate and distinct drainage
problems. The first is the initial storm which occurs at fairly regular intervals,
usually based on the two to ten-year storm, depending on land use. The second is the
major storm which is usually based on an infrequent storm, such as the 100-year storm.
' In some instances the major storm routing will not be the same as the initial storm.
In this case, a complete set of drainage plans shall be submitted for each storm
system.
3.1.1 Initial Storm Provisions
' As stated before, the initial storm shall be based on the two to ten-year storm.
The objectives of such drainage system planning are to minimize inconvenience,
' to protect against recurring minor damage and to reduce maintenance costs in
order to create an orderly drainage system at a reasonable cost for the urban
resident. The initial storm drainage system may include such facilities as curb
and gutter, storm sewer and open drainageways, and detention facilities.
3.1.2 Major Storm Provisions
The major storm shall
be considered the 100-year
storm. The
objectives of the
major storm planning are to eliminate substantial property damage or loss of
life. Major drainage
systems may include storm
sewers, open
drainageways, and
detention facilities.
The correlation between
the initial
and major storm
system shall be analyzed to insure a well coordinated drainage
system.
3.1.3 Storm Frequency
The initial and major
storm design frequencies
shall not be
less than those
'
found in the following
table:
Table 3-1
1
I
1
DESIGN STORM FREQUENCIES
Design Storm Return Period
Land Use or Zoningt Initial Storm Major Storm
Residential: - - -
(RE,RL,RLP,RP,ML,RM,RMP,
RLM,MM,RH).............................. 2-year 100-year
Business:
(BG,BL,BP,HB,C,IL,IP,IG)................. 10-year 100-year
Public Building Areas ...................... 10-year 100-year
Parks, Greenbelts, etc ...................... 2-year 100-year
Open Channels & Drainageways -- 100-year
Detention Facilities -- 100-year
HSee Table 3-2 for zoning definitions
3.1.4 Rainfall Intensities
The rainfall intensities to be used in the computation of runoff shall be
obtained from the Rainfall Intensity Duration Curves for the City of Fort
Collins, included in these specifications as Figure 3.1.
3.1.5 Runoff Computations
Storm Runoff computations for both the initial and major storm shall comply wit. -
the criteria set forth in Section 3.2 "Analysis Methodology." All runoff
calculations made in the design of both initial and major drainage systems shall
be included with the storm drainage plans in the form of a Drainage Report.
Reports submitted for approval should have a typed narrative with computations
and maps in a legible form.
May 1984
Revised January 1997
Design Criteria
3-1
' 3.1.6 Runoff Coefficients
The runoff coefficients to be used with the Rational Method referred to in
' Section 3.2 "Analysis Methodology" can be determined based on zoning
classifications if the character of the surface is unknown. However, the final
drainage study must calculate a composite coefficient using Table 3-3. Table 3-2
lists the runoff coefficients for the various types of zoning along with the
zoning definitions. Table 3-3 lists coefficients for the different kinds of
surfaces. Since the Land Development Guidance System for Fort Collins allows
land development to occur which may vary the zoning requirements and produce
runoff coefficients different from those specified in Table 3-2, the runoff
' coefficients should not be based solely on the zoning classifications. The
runoff coefficient used for design should be based on the actual conditions of
the proposed development.
' The Composite Runoff Coefficient shall be calculated using the following formula:
n
C = E (CiAi) / At
t-I
Where C = Composite Runoff Coefficient
Ci= Runoff Coefficient for specific area Ai
Ai= Areas of surface with runoff coefficient of Ci
n = Number of different surfaces to be considered
At= Total area over which C is applicable; the sum of all Ai's is equal
to At
Table 3-2
RATIONAL METHOD MINOR STORM RUNOFF COEFFICIENTS FOR ZONING CLASSIFICATIONS
-Description'of Area or Zoning Coefficient
Business: BP,BL..................................... 0.85
Business: BG,HB,C................................... 0.95
Industrial: IL,IP................................... 0.85
Industrial: IG...................................... 0.95
Residential: RE,RLP................................. 0.45
Residential: RL,ML,RP ............................... 0.50
Residential: RLM,RMP................................. 0.60
Residential: RM,MM.................................. 0.65
Residential: RH..................................... 0.70
Parks, Cemeteries .................................. 0.25
35
' Playgrounds .. Areas
................................ 0.40
Railroad Yard Areas 0.
Unimproved Areas . 0.20
Zoning Definitions
R-E Estate Residential District - a low density residential area primarily in
outlying areas with a minimum lot area of 9,000 square feet.
R-L Low Density Residential District - low density residential areas located
throughout the City with a minimum lot area of 6,000 square feet.
R-M Medium Density Residential District - both low and medium density
residential areas with a minimum lot area of 6,000 square feet for one -
family or two-family dwellings and 9;000 square feet for a multiple
I
amily dwelling.
R-H High Density Residential District - high density residential areas with a
minimum lot area- of .6,000 square- feet for one -family or. two-family
dwellings, 9,000 square feet for a multiple fam ly dwelling, and 12,000
' square feet for other specified uses.
R-P Planned Residential District - .designation of areas planned as a unit
(PUD) to provide a variation in use and building placements with a
minimum lot area of 6,000 square feet.
May 1984 Design Criteria
Revised January 1997
•i.i>
3-3
--- Tables 3-4..
RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS
Storm Return Period Frequency Factor
(years) Cf
2 to 10 1.00 -
11 to 25 1.10
26 to 50 1.20
51 to 100 1.25
Note: The product of C times Cf shall not exceed 1.00
3.2 Analysis Methodology
The methods presented in this section for use in the determination of runoff at
' specific design points in the drainage system are currently under review by the
Stormwater Utility. Until detailed criteria for hydrologic modeling are developed, the
accepted methods for hydrologic analysis are (1) the Rational Method and (2) UDSWM2-
PC. The Stormwater Utility shall determine circumstances requiring computer modeling .
with UDSWM2-PC. Early contact with the Stormwater Utility is encouraged for the
determination of the appropriate method. Where applicable, drainage systems proposed
for construction should provide the minimum protection as determined by the methodology
so mentioned above.
' 3.2.1 Rational Method
The Rational Method is recommended only for sites less than 5 acres. The runoff
may be calculated by the Rational Method, which is essentially the following
equation:
Q = CfCIA
Where Q = Flow Quantity, cfs
A = Total Area of Basin, acres
Cf= Storm Frequency Adjustment Factor (See Section 3.1.8)
C = Runoff Coefficient (See Section 3.1.6)
I = Rainfall Intensity, inches per hour (See Section 3.1.4)
' 3.2.2 UDSWM2-111C
For circumstances requiring computer modeling, the design storm_ hydrographs
shall be determined using UDSWM2-PC. Basin and conveyance element parameters
' shall be developed from the physical characteristics of the development. Refer
to the UDSWM2-PC User's Manual* for modeling methodology and development.
*Urban Drainage and Flood Control, District, March 1985
' 3.2.2.1 Surface Storage and Infiltration
Table 3-5 gives those values for surface storage for pervious and
' impervious surfaces. Table 3-6 gives the infiltration rates to be used
with UDSWM2-PC.
Table 3-5
' VALUES FOR SURFACE STORAGE
(All Values in Inches)
(For Use with UDSWM2-PC)
Impervious Areas .................. .100
Pervious Areas .................... .300
' May 1984
Revised January 1997
Design Criteria
3-6 -
1
-Table 3-3
RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS
'
Character of Surface Runoff Coefficient
Streets, Parking Lots, Drives:
'
Asphalt--.. ..... ...... 0.95
Concrete ..................................... 0.95
Gravel....................................... 0.50
Roofs.......................................... 0.95
Lawns, Sandy Soil:
Flat<2%..................................... 0.10
'
Average 2 to 7%.............................. 0.15
Steep>78.................................... 0.20
Lawns, Heavy Soil:
Flat<2%..................................... 0.20
Average 2 to 7%.............................. 0.25
Steep>7%..................................... 0.35
3.1.7 Time of Concentration
In order to use the Rainfall Intensity Duration Curve,
the time of
concentration must be known. The time of concentration, Tt,
represents the
time for water to flow from the most remote part of the drainage basin under
consideration to the design point under consideration. The time of
concentration can be represented by the following equation.
Tc = t.v + tt
Where:
T, = Time of Concentration, minutes
t,,,= overland flow time, minutes
tt = travel time in the gutter, Swale, or storm sewer, minutes
The overland flow time, t,,, ,can be determined either by the following equation
or the "Overland Time of Flow Curves" from the Urban Storm Drainage Criteria
Manual, included in this report (See Figure 3-2)
1.87(1.1-CZ f)DI/2
TOV Sl/3
' Where: T,,,= Overland Flow Time of Concentration, minutes
S = Slope, %
C = Rational Method Runoff Coefficient
D = Length of Overland Flow, feet (500' maximum)
' Cf = Frequency Adjustment Factor
The travel time, tt, in the gutter, Swale, or storm sewer can be estimated with
the help of Figure 3-3.
3.1.8 Adjustment for Infrequent Storms
The preceding variables are based or. the initial storm, that is, the two to ten
' year storms. For storms with higher intensities an adjustment of the runoff
coefr_q
cient is required because of the lessening amount of infiltration,
depression retention, and other losses that have a proportionally smaller
effect on storm runoff.
These frequency adjustment factors are found.in Table 3-4.
' May 1984 Design Criteria
Revised January 1997
3-5
4.2.3.3 Allowable Gutter Flow
The theoretical capacity must be reduced in order to obtain the actual flow rate al-
lowable. The procedures and criteria are identical to those found in Section 4.2.2.3
"Allowable Gutter Flow", which is finding a reduction factor from the chart included in
that section.
Any street ponding of storm water shall be controlled by the same criteria set forth in
'
Table 4-2.
4.2.3.4 Cross Street Flow
Table 4-4 is the criteria to be used for allowable cross street flow. Both the theoretical
'
and allowable cross street flow shall be determined by the methods described in the
preceding sections, depending upon which design storm is being considered.
However, the gutter slope variable should be replaced with the cross street water
surface slope.
Table 4-4
'
-- ALLOWABLE CROSS.STREET FLOW
Street Clasaifieation Initial Design Runoff Major Design Runoff
Local (includes places, 6 inch depth in crosspan 18 inch depth above gutter
'
alleys, marginal fiowline
access)
Collector where crosspans 18 inch depth above gutter
allowed, depth of flow fiowline
shall not exceed 6 inches
Major Arterial None 6 inches or less over crown
MAY 19154
1
4-6
DESIGN CRITERIA
Or
4.2.3 Major Storms
The determination of the allowable street flow due to the major 5toTm shall be based on the
following criteria:
• Theoretical capacity based on allowable depth and inundated area.
o Reduced allowable flow due to velocity conditions.
' 4.2.3.1 Street Encroachment
Table 4-2 sets forth the allowable street inundation for the major storm runoff.
' Table 4-2
MAJOR STORM — STREET RUNOFF ENCROACHMENT
' Street Classification Maximum Encroachment
Local (includes places, alleys, Residential dwellings, public,
marginal access & collector) commercial, and industrial buildings
' shall not be inundated at the ground line
unless buildings are flood proofed. The
depth of water over the crown shall not
exceed 6 inches.
' Arterial and Major Arterial Residential dwellings, public, commercial
and industrial buildings shall not be
inundated at the ground line unless
buildings are flood proofed. Depth of
water at the street crown shall not exceed
6 inches to allow operation of emergency
vehicles. The depth of water over the
gutterflowline shall not exceed 18 inches.
In some cases, the 18 inch depth over the
gutterflowline is more restrictive than the
6 inch depth over the street crown. For
these conditions, the most restrictive of
the two criteria shall govern.
4.2.3.2Theoritical Capacity
Manning's equation shall be used to calculate the theoretical runoff -carrying capac-
ity based on the allowable street inundation. The equation will be as follows:
' Q =1.486 R2"3 S'2 A
n
Where Q = Capacity, cfs
' n =Roughness Coefficient
R=Hydraulic Radius, A/P
S = Slope, feet/feet
A=Area, feet
' Appropriate "n" values can be found in Table 4-3. Any values not listed should be
located in the Geological Survey Water Supply Paper, 1849.
' Table 4-3
MANNING'S ROUGHNESS COEFFICIENTS FOR STREET SURFACES
Surface Roughness Coefficient
16
Gutter & Street...................................................................... 0.035
Dry Rubble .. 0.0
Mowed Kentucky Bluegrass ................................................. 0.035
Rough Stony Field w/Weeds................................................ .0.040
Sidewalk & Driveway............................................................ 0.016
w
MAY 1984 4-5 DESIGN CRITERIA
4.2.2.1 Street Encroachment
'
The encroachment of gutter flow on the street for the initial storm runoff shall not ex-
ceed the specifications set forth in Table 4-1. A storm drainage system shall begin
where the encroachment reaches the limits found in this table.
Table 4-1
'
INITIAL STORM — STREET RUNOFF ENCROACHMENT
'
Street Classification Maximum Encroachment
No curb -topping. t Flow may spread to
Local (includes places, alleys,
marginal access) crown of street
'
Collector No curb -topping. t Flow spread must
leave at least one lane width free of water
Major Arterial No curb -topping. t Flow spread must
leave at least one-half (1 /2) of roadway
'
width free of water in each direction
t Where no curbing exists, encroachment shall not extend over property lines.
'
4.2.2.2Theoretical Capacity
Once the allowable pavement encroachment has been. established, theoretical
gutter capacity shall be computed using the following revised Manning's equation
for flow in shallow triangular channels:
Q = 0.56 Z S'n y83
n
'
Where Q=Theoretical Gutter Capacity, cfs
y = Depth of Flow at Face of Gutter, feet
n = Roughness Coefficient
S = Channel Slope, feet/feet
Z = Reciprocal of Cross Slope, feet/feet
A nomograph based on the previousapplicable ion as beedevelopedincluded
An and is
of
in Figure 4-1. The graph is app' 9configurations.
be for all calculations involving street runoff.
0.016 shall used
4.2.2.3 Allowable Gutter Flow
In order to calculate the actual flow rate allowable, the theoretical capacity shall be
factors determined by the curve in Figure
'
multiplied by a reduction factor. These are
4-2 entitled "Reduction Factors for Allowable Gutter Capacity". The allowable gutter
flow calculated thusly is the value to be used in the drainage system calculations.
7
1
MAY 11114 4-2
DESIGN CRITERIA
EXISTING CONDITIONS
1
1
1
1
1
1
1
I
i
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
N
1r.
N
1
w
1 N
N
U
f6
C_
1 t6
N
m
0
0
0
0
0
0
0
M
O
O
O
N
M
O
O
O
OITT
st
a
4 �
eN-
M
c:
M
N
N
w
co
of V
N
to
VLO
N
N
O
M
N
O
O
O
O
O
M
N
LO
to
LO
to
LO
LO
Ln
V
N
N
N
N
N
N
N
O
O
O
O
O
O
O
N
w
O
V
~
`
O
N
co
U
0
0
0
0
LO
M
0
0
0
0
0
0
womoototo
V�
rn
rn
rn
rn
rn
rn
rn
j
o
0
0
0
0
0
0
m
co
S. Q.)(O
O
O
O
Vl
M
coo
a Q
o
0
0
0
0
0
O
O
O
M
O
LO
U
ti
0
o
O
7
o
ao
0
0
0
0
0
0
0
d
LO
LO
LO
LO
Ln
LO
to
U
rn
rn
rn
rn
rn
rn
rn
0
0
0
0
0
0
6
m
LO
o
0
0
7
0
o
00
0
0
0
0
0
0
0
0
v M
co
0
LO
O
LO
0
M
Q
O
O
00
O
O
O
00
O
G
H
y O
0
C
N
M
`ct
tD
w
p�
W
W
W
W
W
W
H
C m
z
O
p
1
co
'
C
LL o
a
'
L �
0
m
N
Y
C
t
W
C
`4
Q U
U G^
(D
C6
h
M
eM
O
Ui
O
i
C
co
O
n
M
M
0
LO
`
op
r
r
r
r
r
r
r
N
r
r
r
n
2
y
m
Y
W
Lq
(Zj 2
LL
M
N
N
V
N
h m
O
c o
O
O
O
O
w
O
CM
O
O
O
V
O
j LL`
r
O
O
O
r
O
F
v
O
0
O
O
O
O
O
ti
y
O
2 LL^
N
O
O
O
N
O
O
M
Cl)
Ih
r
N
r
W
r
M
r
u")
r
LO
r
4Z
J
(O
I,
r
v
W
M
N
N
O
?
Z LL v
O
O
Iq
M
V'
0
W
M
M
N
N
r
N
J
Q
41
In
r
r
In
O
O
O
W
CO
Q
Q
r
r
O
O
O
r
O
Q Q
N
r
r
r
O
O
U N
V
M
M
M
(O
Il-
O
O
O
O
O
O
N
M
7
to
co
W
W
W
W
W
W
`o
VIO
O_
O YJ
r
U
m
LL
C
CN
C
N
7
'O
0
0
y
R
�
O
i
l9
l9 d
y
N
N
T
T p
l9
a
T
u)
0 0
C
E
O
N"
r
g
o
o 0
o
CO
d
N
h
1
co
E
O
E
y
i
.a
c
C
-
1co
C
1
i
1
1
1
Y
W
J
tC
C6
h
M
M
t0
N
W
T
T
T
T
T
0
C
O
M
m
0
(n
C6
1:
r
r
N
2
II
y
Q
('0
,0
O
O
O
to
u>
m
V
�
T
O
O
O
O
co
O
9 o
O
O
O
M
O
..I coM
O
O
O
V'
O
ui
j
T
O
O
O
.-
O
ti
v
j
O
to
O
O
O
O
O
.,Z
O
O
O
O
O
O
h
y
2 LL
O
N
O
O
O
O
W
T
J
T
T
W
CO
O
(0
N
N
T
T
¢2
J
�-
-j
.-
C7
N
N
O
�
H
F�
IX
�?
O
O
O
O
.O
O
LO
�
Z
W
N
N
�
N
.J
M
IX
Q
O
O
O
O
V
LO
n
Lo
(0
en
Q Q
_
N
Cr]
N
N
N
U?
4?
m Q
U
O
O
O
O
O
O
H
W
W
W
W
W
W
W
O
O
VI O
O
O
N
LO
N
O
U
!9
LL.
c
N
E
N
7
"O
a
O
t
m
cu
lU
i=
W
N
N
T
y
a
T
T
T
0
c
O
N
'n
O
'
O
3
O
O
O
O
l4
N
N
N
(O
N
LO
t0
1
40
'
U
C
co
w0�
to
F-
m
N
000
F
F
O
O U C
Z y
N
O d
Sao
'
E
LL
cv
.a
C
'
co^
v/
LEI
W
w M
COco
Y
�
N
N
w
w
CNIW) LL
F
w
(Sdd) J 110013A
C14
('ld) HION31
°'
3ZIS 3dld
°D
a
W 3dOlS
a
(Sd0) NIOId NOIS30
r°
(Sd0) MOId 133HiS
r
w
w
M 3dOIS
LL
LL
?
(od) (vsa) v4nS
N
W
F
o
(awNl) I
(Sd0) O
N
N
O
N
V
Y
(awNI) 1
m
N
W
N
M
M
M
N
O
O
M
('NIW)
w1
LL
LL
O
(O. d) v. 0
O
00
M
N
O
N
F
O
O
O
C
w
0
dd300 3dONna
r
M
M
M
o
0
0
o
a
o
0
(SBJOV) H3Ziv
CJ
CJ
NOliVNOIS30 v32iv
is
u
va
1NIOd NOIS30
N
N
M
?
v
V
w
w
d'
F
U
1
L
lC
C
0 i�+
A
rn
rn
w
m
T
� T
� d
N �
t4 Y
U N
7�
U O U
Y
�
N
N
W
w
('NIW) it
v
(Sdd) ulOol3n
a
('ld) H1JN3I
3zls 3dldLU
`O
a
W 3dOIS
^
a
(Sd0) MOId NOIS30
fO
w
(Sd0) MOId 133NIS
w
W 3dOIS
(Sd0) O
LL
(Od) Mo) wns
J
Q
o
(al INO I
�
F-
(SdO) O
O
N
O
C
C
r
(awM) I
m
°°
N
M
M
M
M
M
('NIW) Ol
z
r
LL
LL
O
z
(O.V) V. o
O
U
M
O
O
O
O
O
w
'dd3oO d30Nna
N
N
N
V
V
o
(SBIOV) N32dV
NOIIHNJIS30 YaHv
R—
—
u
1NIOd NOIS30
F-
ui
w
J
�
M
�
U
W
co
F
U
U
U
}
LL
LL
N
165
O Fj C
z „ m
N
O U
Sao
L
E
O
U-
m
C
� O
w
co
T
a
� a
d
� Y
U O U
U
t0 f0 L
U 0 U
Y
<
i
W
lY
wui
(sddJ ulool3n
N
FFl
('13) HiON3I
-
3ZIS 3did
°D
a
(%) 3dOIS
a
(S30) MOI3 NOIS30
tO
w
(SdO) MOId 133aUS
w
co
tV
LL
z
(ov) Mo) wns
N
J
F
0
(21H/NI) I
N
F
N
N
N
N
N
CNIW) Di
r
LL
LL
O
z
7
(O.V) V s o
F
U
W
=1=1300dJoNna
0
0
0
0
0
0
(SBJJd) VMJV
c
ov'o
x
C
C
C
NOliVNJIS34 VA8V
R—
m
e
u
u
m
1NIOd NOIS30
N
N
M
S
v
F
w
W
F-
U)
DEVELOPED CONDITIONS
1
1
1
1
I
1
1
1
1
1
i
c c
m
o E
a m
c w
o m
v o
m a U > m
p� c c
J ri U U
N
CD
v
c
o--- i i i `v o
w w w
N � O
.rZ U
U
(/) O 0
CD
3 N o
c a)
� — >
ww w TU
C
'
U
CL
'
O
d
N
t
U
f9
C
N
1
m
N
(6
N
(0
Q
0
0
0
0
0
0
0
O
O
O
O
M
N
O?
O
O
O
` a
M
It
a
a
M
N
N
N
0
'C
to
Cl)
V
Uf
N
N
O
M
7
'cf
N
O
O
O
O
O
M
d
0
0
Lo
0
Lo
0
Ln
U
N
N
N
N
N
N
N
g
CI
O
O
O
O
O
O
r
O
N
rV
r
m
ago
Q
O
O
O
r
O
co
V
O
OOLoM
O
0
0
0
0
0
o
r
Lo
Ln
Lo
Lo
Lo
Ln
Ln
U
m
rn
rn
rn
rn
rn
m
j
o
0
0
0
0
0
0
a
O
M
!O
j d
O
O
O
a Q
o
0
0
0
0
o
r
co
V
CR
O
O
O
V7
O
0
0
0
0
0
0
0
d
Ln
Ln
Ln
Ln
Ln
Ln
U
m
m
m
m
m
m
m
o
0
o
Ci
o
0
0
0
0
0
0
o`
cq
0
Q Q
O
O
O
O
O
O
r
d
co
m
M
I-
r
LO
CD
co
Q
r
O
O
O
r
O
(6
G
F-
y o
O
CC
r
N
M
Iq
lf)
O
LU
61
Z
0
Q
I
co
E
O
E
L-
`o
�0
1
'r'^
vI
I
X
a
I�
W
a
O
O
r
r
r
r
ti
W c N
m
m
W
u)
c6
N
r
Z
Q
(a
W
Y
Lf)O
V
O
V
m
(O
(O
m
(h
N
N
V
N
O
O
O
O
co
O
O
O
O
(h
O
rn
O
O
O
O
T
� a
p a4
0
0
0
0
0
Q
0
h
E�
O
2
N
O
O
O
O
O
W
J
I-
m
(h
I--
—
N
p
ui
6
ai
ui
Lb
r
z
Q
W
W
4
O iR '`
(p
r
�
v
Cl?O
�
J
h
Q
x
Z
Z ty o
O
O
Nr
O
�
N
W
CO
M
J
(h
O)
co
O
O
co
Q
Q
�
0
0
6
�
0
Z
m
�I
v
o
co a
O
O
O
O
O
O
u)
(O
W
W
W
W
W
W
W
0
O O O N
N (y
L
o r
U
(6
U-
C
a�
E
V)
Z3
Q
a
O N
o � m
N
m
� '� `m aoi a`ai a
O N N T T p
) O O
O T u
` O N LO •"'
_��oo0
o _
2 ly N N tc)
W
E
LL
E
O
L
�
O
r
I
I
x
a
w
a
J
CO
(.-
M
m
w
N
LO
F
O
co
CO
r
r
T
N
r
a
co
°w
x
LU
o
a
M
Q
w
LQ
M
N
N
m
V
(D
N
ca
T
O
v.1 G p
_
~
O
O
O
O
CO
O
O
O
O
M
O
jto
m
Cf)
O
O
O
O
cW
C
w
O
O
O
O
a
0
0
ti
h
O
2
N
CD
O
04
O
w
T
J
Q
e
O
T
T
M
rn
Ln
co
CO
(0
L`
Z
N
N
T
T
lA
T
Q
J 1_
W
``•
W
4
O of h
(O
n
r
r
'IT
co
O
M
N
N
O
J �
�
Q
x
z
ti
fi
O
O
�
O
�
N
W
J
a
rn
O
LO
M
rn
O
T
O
LO
CO
a
T
r
0
O
O
T
O
z
Q Q
V
Lf)
Ln
L7
T
(O
QU
N
co
N
N
N
Ln
LO
ro'
O
O
O
O
O
O
N
N
M
V
LO
co
W
W
W
W
W
W
W
0
0
o
) O
O
O
N
Ln
N
O
T
T
T
T
V
co
LL
I-
Q)
E
V)
0
Q
O
O
V)
n
cr
O
L
0
9
cr
N
a
T
T
Ln
T
O
O
O
�
C
C
O
N
LO
T
o
o
0
0
0
m
Q'
a�
Q'
(V
r
m
N
Ln
I
M
F
v
U
O
n]
W
_
�
N
W
Ul
'
FUU—O
I
ILLLo
E
)
2
O U C
Z y ,m
0 'o
�I
a)
L
c
0
w�
U m
T
� T
N �
fU Y
U 0 U
Y
�
N
N
W
w
(Nlw) 11
F
w
(Sdd) kilOO]EIA
N
~
('ld) Hl°ONTI
3ZIS 3dld
m
w
a
M 3dOlS
a
(Sd0) MOId N°JIS30
O
w
(Sd0) MOTd 1332lis
w
u~j
M 3d01S
LL
LL
o(wl
(V=O) NnS
o
(aNrNO I
N
CNN) 01
s
N
(S=f0) 0
N
PI
?
N
Q
04 AVP I
m
N
0�
n
cl
M
m
v!
M
N
O
O
M
('Nlw1 31
^
!O
w
rl^
M
M
IC
r
n
LL
LL
0
Z
(Oa V) V.0
Z
O
O
C
O
U
W
A�300.1. oOMJ
-
M
(S-UOV) d3rJV
_
d
o:.
cc
o
-
o
co
O
O
O
O
NOUVNOIS30 b'3aJV
?
-
`l
1NIOd NJIS30
w
w
W
F
U
I
�I
0)
no)
W M
U co
E
Y
�
N
N
W
W
('N1W) u
cv
2i
(Sdd) kilOOIDA
N
v
W
F
(ld) HiON3l
°'
3ZIS 3dld
0°
a
W 3dOlS
p
n.
(Sd0) NtOId NOIS30
r
w
(S=Q) N1OI3 i332AiS
w
u~i
M 3d0IS
(Sd0)
LL
LL
0
n
j
(Ob') (v.0) WnS
`'
v
O
('N1W) Ol
o
M
(&HINI) I
N
M
M
M
M
M
('N1W) 31
t
LL
LL
O
Z
(J.V) d. �J
�
N
N
O
D,
`7
H
U
M
d
o
d
d
o
W
JA303 zlzlONna
(5210}/) V32J'd
c
NOIIVNOIS30 V38V
?
7.,
rI
a
1NIOd NOIS34
N
W
w
o�
'
0
U
m
c�
CO
W
J
eD
U
U
LL
LL
N
E
o
O U C
Z w rn
n 'o y
0
E
O
LL
L
R
C
A
1
0
�
W
M
'
T
� T
U1 -�
E Y
75
U O U
co
Y
�
N
N
W
w
('NIDV) 11
(sdd) ,kilool3n
W
(lj) HIDN31
3ZIS 3dld
`°
LLI
a
M 3dOIS
r
a
(S30) MOIJ NJIS30
w
(S30) MOId 133d)1S
w
w
W 3dOIS
(sjo) O
n
W
W
z
(oe) Mo) wns
N
J
Q
0
04H/NU I
�
o
r
N
('NIW) al
(Sd0) o
(W41NI) I
m
r
R
o0
o
0
-.
rn
0
rn
0
N
tV
CI
N
N
('NIW) al
IL
0
z
D
F-
(J. V) V. O
m
rn
CA
CAo
N
r
rn
co
.r
F
U
W
Y
vi
'.
�O
A�3oO�AoNna
M
CA
CA
(sa/aV) V32JV
O
NOIIVNOIS30 V3bV
?
'
i'•
t�
1NIOd NOIS30
R
CA
w
W
V
�
DETENTION VOLUMES
Project: Ft. Collins Good Samaritan Village - Therapy Center
Project #: FTCG-6G8B04-304
Detention Pond
Inflow Data: Design Storm
100 Year
Drainage Area
11.63 Acres
CCf
0.43
A x CCf
5.00
Off -Site Flow
0 cfs
Outflow Data: Design Storm
100 Year dtRltnJUAr-t a -r0 10� Y- Ll15 't"c
Discharge
28.50 cfs
TIME
CCrxA
I
Qin
VOLin
Qout
VOLout
VOLtotal
VOLtotal
(min)
(in/hr)
(cfs)
(cu ft)
(cfs)
(cu ft)
(cu ft)
(af)
5
5.00
9.95
49.76
14928
NONE28.50
ONE8550
6378
0.15
10
5.00
7.72
38.61
23164
28.50
17100
6064
0.14
15
5.00
6.52
32.61
29345
28.50
25650
3695
0.08
20
5.00
5.60
28.01
33606
1 28.50
34200
-594
-0.01
25
5.00
4.98
24.90
37357
28.50
42750
-5393
1 -0.12
30
5.00
4.52
22.60
40687
28.50
51300
-10613
-0.24
35
5.00
4.08
20.40
42848
28.50
59850
-17002
-0.39
40
5.00
3.74
18.70
44888
28.50
68400
-23512
-0.54
45
5.00
3.46
17.30
46718
28.50
76950
-30232
-0.69
50
5.00
3.23
16.15
48459
28.50
85500
-37041
-0.85
55
5.00
3.03
15.15
50004
28.50
94050
-44046
-1.01
60
5.00
2.86
14.30
51489
28.50
102600
-51111
-1.17
Storage Required 0.15
FTCG-6G8B-04
Project: Ft. Collins Good Samaritan Village - Therapy Center
Project #: FTCG-6G8B04-304
Detention Pond
Inflow Data: Design Storm
100 Year
Drainage Area
11.63 Acres
CC,
0.43
A x CCf
5.00
Off -Site Flow
0 cfs
Outflow Data: Design Storm 10 Year Q nb.a%;ATCD T � I� - YCu LA'S"-'L` c
Discharge 11.20 cfs L> Pe j--� "As Jv-k,� /Ncx CXPACIrc�
TIME
CCfxA
I
Oin
VOLin
Clout
VOLout
VOLtotal
VOLtotal
(min)
(in/hr)
(cfs)
(cu ft)
(cfs)
(cu ft)
(cu ft)
(af)
5
5.00
9.95
49.76
14928
1120
.
3360
11568
0.27
10
5.00
7.72
38.61
23164
11.20
6720
16444
0.38
15
5.00
6.52
32.61
29345
11.20
10080
19265
0.44
20
5.00
5.60
28.01
33606
11.20
13440
20166
0.46
25
5.00
4.98
24.90
37357
11.20
16800
20557
0.47
30
5.00
4.52
22.60
40687
11.20
20160
20527
0.47
35
5.00
4.08
20.40
42848
11.20
23520
19328
0.44
40
5.00
3.74
18.70
44888
11.20
26880
18008
0.41
45
5.00
3.46
17.30
46718
11.20
30240
16478
0.38
50
5.00
3.23
16.15
48459
11.20
33600
14859
0.34
55
5.00
3.03
15.15
50004
11.20
36960
13044
60
5.00
2.86
14.30
51489
11.20
40320
11169
LO.2
Storage Required
Project:
Project No:
Fort Collins Good Samaritan Village
FTCG-6G8B-04
Stage -Storage Curve Computations
Volume = (1/3)(A1+A2+(A1•A2)".5)"(H)
Detention Pond
Elevation
(feet)
Incr. Elev.
(feet)
Area
(acres)
Volume
(acre-feet)
Cum. Volume
(acre-feet)
5081.8
0.0
0.00
0.00
0.00
5082.0
0.2
0.02
0.00
0.00
5083.0
1.0
0.19
0.09
0.09
5084.0
1.0
0.23
0.21
0.21
5085.0
1.0
1.18
0.64
0.74
FTCG-6G8B-04
iuuyr vvStL 5u63.2 tt
100yr Volume 0.15 of w a"`-4 C -
Spillway Elev. 5084.8 ft
Max. Volume 0.63 of
VOLUMECHECK.As - 8111/99
95
1u
l0
a.
C
O
.5
E
Ac
w
11
11
11
11
1
I
1
1
1
1
Crate c.! C n.r- -�� �,-• ��M c�xC. e_�c ` _ =, c r_ w,�.,,
j , rc 1't /-.,J
o,a7.,-e
O = C L AV-z
C
2-
`^
\ C
iooy2 >Cv«
I
I
CURRENT
DATE:
08-11-1999
FILE DATE:
08-11-1999
CURRENT
TIME:
15:02:35
FILE NAME:
FTCGPOND
IFHWA
CULVERT ANALYSIS
AAAAAAAAAAAAAAAAAAAAAAAAAA
AAAAAAAAAAAAAAAAAAAAAAAAAA
HY-8, VERSION
6.0
khAAAAAAAAAAAAAAAAAAAAAAAA
11
a
1
3 C 3
SITE DATA
3
CULVERT
SHAPE, MATERIAL,
INLET 3
3 U
.,
3 L 3
INLET
OUTLET CULVERT
3 BARRELS
3
3 V 3
ELEV,
ELEV, LENGTH
3 SHAPE
SPAN
RISE MANNING
INLET 3
3NO.3
(ft)
(ft) (ft)
3 MATERIAL
(ft)
(ft) n
TYPE 3
3 1 3
81.80
81.20 24.01
3 1 RCP
2.00
2.00 .013
CONVENTIONAL]
3 2 3
3
3 3 3
3
3
1
33
] 5 3
5
3
l
l
3 6 3
3
3
SUMMARY OF CULVERT FLOWS (cfs) FILE: FTCGPOND DATE: 08-11-1999
ELEV (ft)
TOTAL
1
2
3
4
5
6
ROADWAY
ITR
81.80
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1
82.55
2.8
2.8
0.0
0.0
0.0
0.0
0.0
0.00
1
82.98
5.7
5.7
0.0
0.0
0.0
0.0
0.0
0.00
1
83.32
8.5
8.6
0.0
0.0
0.0
0.0
0.0
0.00
1
83.61
11.2
11.2
0.0
0.0
0.0
0.0
0.0
0.00
1
83.95
14.3
14.3
0.0
0.0
0.0
0.0
0.0
0.00
1
'
84.30
17.1
17.1
0.0
0.0
0.0
0.0
0.0
0.00
1
84.71
20.0
20.0
0.0
0.0
0.0
0.0
0.0
0.00
1
84.94
22.8
21.3
0.0
0.0
0.0
0.0
0.0
1.42
6
85.05
25.6
22.0
0.0
0.0
0.0
0.0
0.0
3.55
4
85.15
28.5
22.5
0.0
0.0
0.0
0.0
0.0
5.70
3
84.80
20.5
20.5
0.0
0.0
0.0
0.0
0.0 OVERTOPPING
SOLUTION ERRORS
FILE:
FTCGPOND
DATE:
08-11-1999
SUMMARY OF
ITERATIVE
HEAD
HEAD
TOTAL
FLOW
% FLOW
ELEV (ft)
ERROR (ft)
FLOW (cfs)
ERROR
(cfs)
ERROR
81.80
0.000
0.00
0.00
0.00
82.55
0.000
2.85
0.00
0.00
82.98
.0.000
5.70
0.00
0.00
83.32
0.000
8.55
0.00
0.00
83.61
0.000
11.20
0.00
0.00
83.95
0.000
14.25
0.00
0.00
84.30
0.000
17.10
0.00
0.00
84.71
0.000
19.95
0.00
0.00
84.94
-0.007
22.80
0.09
0.39
85.05
-0.010
25.65
0.12
0.47
85.15
-0.006
28.50
0.27
0.95
<1> TOLERANCE (ft)
= 0.010
<2> TOLERANCE M
= 1.000
lia bSi nfi*'hfl liXnnnnbtiliXi
Sitififl
SinnbliliEntitb'�aaatSliti
Si li Yilibnfl
liBalinSitihnXSaE
Yi ti tititi Sill
lifinlinliXliriLti
I
L�
I
i
CURRENT DATE: 08-11-1999
FILE
DATE:
08-11-1999
1
CURRENT TIME: 15:02:35
FILE
NAME:
FTCGPOND
PERFORMANCE CURVE FOR CULVERT 1
- 1(
2.00 (ft) BY 2.00
(ft)) RCP
DIS- HEAD- INLET
OUTLET
CHARGE WATER CONTROL
CONTROL FLOW
NORMAL
CRIT.
OUTLET
TW
OUTLET
TW
FLOW ELEV. DEPTH
DEPTH TYPE
DEPTH
DEPTH
DEPTH
DEPTH
VEL.
VEL.
(cfs) (ft) (ft)
(ft) <F4>
(ft)
(ft)
(ft)
(ft)
(fps)
(fps)
0.00 81.80 0.00
-0.60 0-NF
0.00
0.00
0.00
0.00
0.00
0.00
2.85 82.55 0.75
0.72 1-S2n
0.38
0.59
0.29
0.21
9.95
1.21
5.70 82.98 1.18
0.91 1-S2n
0.53
0.84
0.59
0.31
7.42
1.53
8.55 83.32 1.52
1.13 1-S2n
0.66
1.04
0.74
0.39
8.12
1.74
11.20 63.61 1.81
1.35 1-S2n
0.77
1.20
0.87
0.45
8.55
1.90
1
14.25 83.95 2.15
1.65 1-S2n
0.87
1.36
1.00
0.51
9.11
2.05
17.10 84.30 2.50
1.97 1-S2n
0.97
1.48
1.11
0.57
9.51
2.16
19.95 84.71 2.91
2.33 5-S2n
1.07
1.60
1.22
0.62
9.90
2.27
21.29 84.93 3.13
2.50 5-S2n
1.11
1.64
1.28
0.66
10.02
2.36
21.98 85.04 3.24
2.60 5-S2n
1.13
1.66
1.30
0.70
10.15
2.44
22.53 85.14 3.34
2.67 5-S2n
1.15
1.68
1.33
0.74
10.17
2.52
El. inlet face invert 81.80 ft
El. outlet invert
81.20
ft
El. inlet throat
invert 0.00 ft
El. inlet crest
0.00
ft
***** SITE DATA ***** CULVERT INVERT **************
INLET STATION
24.00
ft
INLET ELEVATION
81.80
ft
1
OUTLET STATION
0.00
ft
OUTLET ELEVATION
81.20
ft
NUMBER OF BARRELS
1
SLOPE (V/H)
-
0.0250
1
CULVERT LENGTH ALONG SLOPE
24.01
ft
+xxxx CULVERT DATA SUMMARY *++++xx++x++x+++x++xx+++
BARREL SHAPE
CIRCULAR
BARREL DIAMETER
2.00 ft
I
BARREL MATERIAL
CONCRETE
BARREL MANNING'S n
0.013
INLET TYPE
CONVENTIONAL
INLET EDGE AND WALL SQUARE EDGE
WITH
HEADWALL
INLET DEPRESSION
NONE
1
I
1
i
1
1
1
u
3
CURRENT DATE: 08-11-1999
FILE DATE: 08-11-1999
ICURRENT
TIME: 15:02:35
FILE NAME: FTCGPOND
AAAAAAAAAAAAAAAAAAAAAAAAAA
TAILWATER
AAAAAAAAAAAAAAAAAAAAAAAAAA
******* REGULAR CHANNEL CROSS SECTION ****************
BOTTOM WIDTH
10.00 ft
SIDE SLOPE H/V (X:1)
7.0
CHANNEL SLOPE V/H (ft/ft)
0.008
MANNING'S n (.01-0.1)
0.035
CHANNEL INVERT ELEVATION
81.20 ft
CULVERT NO.1 OUTLET INVERT
ELEVATION
81.20 ft
1
******* UNIFORM FLOW RATING CURVE
FOR DOWNSTREAM CHANNEL
FLOW W.S.E. FROUDE
DEPTH
VEL.
SHEAR
(cfs) (ft) NUMBER
(ft)
(f/s)
(psf)
0.00 81.20 0.000
0.00
0.00
0.00
1
2.85 81.41 0.468
0.21
1.21
0.10
5.70 81.51 0.486
0.31
1.53
0.15
8.55 81.59 0.494
0.39
1.74
0.19
11.20 81.65 0.500
0.45
1.90
0.22
14.25 81.71 0.504
0.51
2.05
0.25
17.10 81.77 0.507
0.57
2.16
0.28
19.95 81.82 0.510
0.62
2.27
0.30
22.80 81.86 0.512
0.66
2.36
0.32
25.65 81.90 0.513
0.70
2.44
0.34
28.50 81.94 0.515
0.74
2.52
0.36
LAAAAAAAAAAAAAAAAAAAAAAAAAA
ROADWAY OVERTOPPING
DATA
WEIR COEFFICIENT
2.80
EMBANKMENT TOP WIDTH
5.00 ft
CREST LENGTH
10.00 ft
1
OVERTOPPING CREST ELEVATION
84.80 ft
I
I
C�
I
I
1
1
1
1
1
1
1
I
1
1
1
1
1
1
1
1
1
Project: FTCG - Therapy Center
Objective: Provide orifice sizing for 10 year discharge
North Pond
Qcalc
11.16 Output
Q
11.20 Target
C
0.65Input
h
1.25Input
w
1.25 Output
A
1.56 Output
G
32.20Input
H
1.88 Output
E1
84.30 Input
EO
81.80Input
HE
2.50 Output
9i✓ G2 -r w e-rvA. I �--7f C
/s / F 9
as
�
a
c
0
m
IE
0
U
I
11
Cl
11
A
�.✓ems-«N -
o yr7 rz2 n /
ul2AZ•:l I" L
...+ u L--n-rr •✓ G /I - •2 �n-cr. •� T-o CF S L�iC-G I9�c
(
Y E.5 f, �_�— r, �G Q iwG -
e 5-0Ez--s, Q o
z
C� So53./ = O-62!3,�'r/' p•: = o.oz
/.� CrT � �o.v!) (sue /l+ec•e� _ //SU l-°uc-e- �.
m
r
L / S / 9
L� �s,3C z•'i = 3R•'� on_ 'Jc.11o��s
7 fiw
e o O
d o 0
p o O
d o 0
3 c> ftu "-�S
U W
q /4
°�Iullu,l..
��/S ,CPP2a/-L!'' 7-v %//� r-�-.�. ,�v/• �.:. /I -SS •� /-2�/GL- ` ,�!-c�
/3t '�U�3Lc=r�r,�L Fita..-c l0.•�5,�,v=r�T�_ ir-� �.-f.✓.�/�o.,��r-
'�✓%5tr>�- /�'u�/s!/tip sG'.ri�'.[-�!_._.o� Y1-//1T /NCc.+»,�- /•.
(,-.+ ,a �i=c c> p r• r a Le
c`/ i,/i?
6?�L-"-cTtJ� ••
U•6G
. ,.;' ;J. So a•I a. 6.
1 /
i
� _ L = 6-
CONVEYANCE FACILITIES CALCULATIONS
1
1
Channel D/S of Detention Facility
Worksheet for Trapezoidal Channel
I
Project Description
1
Worksheet
Trapezoidal Channe
Flow Element
Trapezoidal Channe
Method
Manning's Formula
For
Channel Depth
ISolve
Input Data
Mannings Coeffici
0.035
Slope .015385
ft/ft
Left Side Slope
7.00 H : V
Right Side Slope
7.00 H : V
Bottom Width
6.00 It
' Discharge 28.50 cis
Results
Depth
0.75 ft
Flow Area
8.5 ft'
Wetted Perimi
16.65 ft
Top Width
16.54 ft
Critical Depth
0.68 ft
Critical Slope
0.023126 ft/ft
Velocity
3.36 ft/s
Velocity Head
0.18 ft
Specific Energ
0.93 ft
Froude Numb(
0.83
Flow Type
Subcritical
I
L
1
I
rvL,� 1 0 � ,_ tj (Sr-Va, C-
V L �5- U FrS llt-- &f.
/ /- ()
C11 &IV4 Y i-.o/c c X /--> c cu " d-r c
Project Engineer: Stanley Dunn
untitted.fm2 Stanley Dunn FlowMaster v6.0 [614e]
08/05/99 02:19:46 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
C&G - Constellation Drive (Initial Storm)
Worksheet for Gutter Section
1
Project Description
1 Worksheet Gutter Section -
Type Gutter Section
Solve For Spread
' Input Data
Slope .006000 tuft
Discharge 11.20 cfs
Gutter Width 1.00 ft
Gutter Cross Slop.167000 ft/ft
Road Cross Slopc.020000 f tft
Mannings Coeffici 0.016
Results
Spread 19.32 ft
' Flow Area 3.8 ft'
Depth 0.53 ft
Gutter Depress 1.8 in
Velocity 2.94 ft/s
—PTA' c F 1-bl i:i�0 L o It z S ZCtT Ct� c w l
cc".
l
Project Engineer: Stanley Dunn
untitled.fm2 Stanley Dunn FlowMaster v6.0 [61491
08/05/99 01:23:18 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
Project Description
Worksheet Gutter Section -
Type Gutter Section
Solve For Spread
1 Input Data
Slope .006000 fUft
Discharge 28.50 cfs
Gutter Width 1.00 ft
Gutter Cross Slop.167000 ft/ft
Road Cross Slope.020000 ft/ft
Mannings Coeffici 0.016
' Results
Spread 27.65 ft
' Flow Area 7.7 ft'
Depth 0.70 ft
Gutter Depress 1.8 in
Velocity 3.69 ft/s
IJ
1
C&G - Constellation Drive (Major Storm)
Worksheet for Gutter Section
.4 T>t.T�i'Il G� F-i.o..._. �S Lt �S T14't-.J I� opt c-.� PLOD �,.�.
ATr - CtiPccrr+t Fu�
Project Engineer: Stanley Dunn
untitled.fm2 Stanley Dunn FlowMaster v6.0 (614e]
08/05/99 01:22:09 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
EROSION CONTROL PLAN CALCULATIONS
1
I
11
1
L.�n /w�ti� WQG I( 2. C'Q"��2c..v.�,.srS, r•.- T'c�. P..zr �n•r /� ST'r �e..z..•^-:--
�iJC'v
O
S•rC / /,✓ham-rtil�UJ�NCSS `% NZ'S/ (CO.3C�//
'1 � u �. J 'r(✓ N
O
1
C I
r54cawce-zo•���i-�
w L /a /
• use o • �('} .�
(1+i ao 4fs) (a .O / �I • N �' J � /. 3`� /,� L
Cz16'.'i
I
I
a1G
"
L' y�` o.�_-.u....G —� Sc_�cr: iL2,�.' — %3 V/: •� S •r .ac'.; ..-c _� a. /3i
T!3 �o f •� X /•o„
1
i
1
1
1
1
1
1
1
1
t
1
1
1
1
rig
E
ON
0 0 0 00 0 0
O 00 CO qlq: N O
r- O O O O O
0
0
I
DRAINAGE CRITERIA MANUAL (V. 3)
STORMWATER QUALITY MANAGEMENT
1
1
1
1
1
M
0.�
a D,tt
0.1
9-1-1992
UDFCD
C
Extenc
10-HOL
ed De
r Drain
entior
time
Basi
(Dry)
A,%
Detentic
1
-Hour
n Pon
Drain
s (W
ime
t)
0 10 20 30 40 50 60 70 80 90 100
Percent Impervious Area in Tributary Watershed
Source: Urbanos, Guo, Tucker (1969)
Note: Watershed inches of runoff shall apply to the
entire watershed tributary to the BMP Facility,
FIGURE 5-1. WATER QUALITY CAPTURE VOLUME (WQCV)
DRAINAGE CRIT( f71A MANUAL(V. 3)-
STRUCTURAL BMPs
10.0
6.0
4.0
2.0
1.0
101$4
0.4(
m
m
E
> 0.2(
m
a
m
U
��
M
M.
0.01
0.02 0.04 0.06 0.10 0.20 0.40 0.60 1.0 I i5 2.0 4.0 6.0
Required Area per Row (in.2 )
U5L-0
Source: Douglas County Storm Drainage and Technical Criteria, 1986. ryV't �✓ t�)
FIGURE 5-3. WATER QUALITY OUTLET SIZING: DRY EXTENDED DETENTION
BASIN WITH A 40-HOUR DRAIN TIME OF THE CAPTURE VOLUME
EXAMPLE: DWQ = 4.5 ft
WQCV = 2.1 acre-feet
SOLUTION: Required Area per
Row = 1.75 in?
.10
\-
r
rt
Qr
t
Rev. 3-1-1994
UDFCD
CZ
SG LV r7 ON
rye,
100 V,
7-Y
l� �5nr�/�!�.-- h•o.... G.cC=i=. Tr!�.✓ u/ '� ST'n.�� � �/'_. c._.
V77-141 l
l
�. S � it z �F'2C-�'R L-0 •�a ry 77.Si /Li-�.. F !�z � rs�
u
wLyc=ar- t�E-ti'� eor-.kS•: r.arr.+rS �o n�v+— r>o��-w..r r T?/-b rn�...,�_�.
�34.".JS/�
's'd ca I' r u! s
S/�z� Tt-L;-u.i-*��^+s o�LC�'L_ F�cr< of �?'4� cµ•-P '
Oyl
l
j !:� / 2 - /
q tSri H.4-LL - 4d41�✓i.3LC- Cr....f (I,.---=.r.o-.,!/ � /4
3'
1 T
IZ�
ZrlR L
�/ ill / r %Z.
G� c3r,- ilc�i.��/,zoo
C'r-T_caw
..i !-�wa rc�. ..� S�tr} O•G. i-5 W.N. SP.�Li NL %i ,,IL a.-��
0 T-5
ll % (cO Le/� _. ;/. S-2 r J 2111 ��' /.�r �r/� {,gip \ i O .O Z�• j
/C O,/a'c ) 1 �• /35 ,J/ l /z.. 5�� z ! 4:/_ j�z) = 6
fFF
C--ST/�-r� �IJ6 0r;' G�VrL--� 4�`oAv
L"Q� �f•�O./o pi
d
1
C3�T�.c r pia.-r C z% 66C
Z
I 2
tD771r^-�i�`
) i
%z QJ:2c5
�aT/ ram• :—� � �,—c-� S e.,.�:.:, � /��-c\).:1r 1�� Yza,� - 7�c..0 cL
; t tiu�/c P/c.v7-,4 ,a.ic & .
/9Yr ,/.� �Bo:ic CtccS
i/✓� i�"�G �-T i:.wLL` T?LAG /�.GGr/ OP;=/v' /`r_.-.2.
l ' I6
Lt,% A TF /- C J M /� L.W
c../ r, . / a .'C�✓/A��
/
C ��
Ft. Collins Good Samaritan Village
Sediment Trap Volume Estimates
Subbasin
(ID)
Area
(acres)
Lsb
(ft)
Ssb
(%)
LRb
(%)
AreaDIsT•BD
(acres)
Sed Vol
(Yd')
E1
11.63
1250
0.5
2.10
0.02
0.02
E2
0.99
300
1.7
4.60
0.00
0.00
E3
0.85
240
3.7
10.02
0.00
0.00
E4
1 0.07
230
2.1
1 5.10
0.00
1 0.00
E5
1.91
320
0.9
3.04
0.00
.0.00
E6
0.85
265
0.8
2.71
0.00
0.00
Total
16.3
-
-
-
0.02
0.02
' W
2
RAI
W
W
U)
a
o
d
0
>
N
0
0
0
0
0
N
p
O
O
O
O
O
O
O
3 >1
0000000
O
O
D
O
V
e
r.
CO
O
r`
J
V
00
V7
CM
CV
N \
U7
r--
t--
CT
00
:.
O,
M
N
00
0
N w
U)
04
O
�
COO
N
C(O
J `-'
M
N
N
CO
N
H y
N
N
0
0000009
N N
i
O
O
A N
M
Cn
U1
r`
U)
M
Qi
0
O
CO
O
0)
co
U)
V
N
00
0
0
.y
M D
N
CO
V
LO
(D
W
W
W
W
W
W
7
N
0
yn
N
N v
O
V
a
N_
U
co
w
G
Q
N_
In
U-)
�..0
d
M U)
�CnLn�
UO
d L
m
N
O
O
w
Q V
10
0
0
0
0
C
�N
A
m
N
M'7
0O
W
W
W
W
W
W
C
O
U
a
L
H
'O v
d
N
1
1
I
I
H
I
Lu
Q
J
J_
Q'
Q O
~ ~ z
Q I-- W
azz
6(.)E
O IX
Cl)O
Z°aIX
a
0
N
LL
d
u
>C0000000
..
o
0
0
0
0
0
� E
�n000u��n
cD
cD
cD
cD
�
�
W
m
m
m
m
m
m
a
d
r
000000
a
Un
Un
10
Un
N
Ln
3
000000
b
:±
�aommuO
Ln
,�
o�V
oo000o
000000
0
0
(D
0
O
O
�ZOO
V)U!
0000
E G,
000000
U�
U)
N
0
0
Un
0
0
0
0
0
0
w~
0a=
O
O
O
O
O
O
O
O
O
O
O
O
N
y C
N
O
O
O
O
O
0
0
0
0
o
0
a v�
0
0
0
0
0
0
o000
00
a 0,00006
cx
= y
rm
Un
l�Ofl-
v �p
O
OD
O
N
V
•O
C
l0
M
m
Ln
�
,
Lo
,2 e
o
m
N
o
m
N
�0
C
N
M
V
to
O
W ,Q
W
W
W
W
W
W
m
N
o e
co m
<d ai
m co
i
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: ,t--�L - i w� r �p t c�_ v.cr` STANDARD FORM A
COMPLETED BY: DATE: 6 r 97
DEVELOPED
ERODIBILITY
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBA§IN
ZONE
(ac)
(ft)
(feet)
(%)
C /
ilet ar--
//• 1�3
I z tc,
o •S
r 3
0.
qo
3.'4
CE
c1z;
1.91
3z�
e•5
L G
o.SS
26r
u•$
q
cd
/ c 30
/
///.O �J//ZSD) }
0•i5�/j0o�
/�J.d�J/2 `l
/�/O.U?
/r iG�r�//l
��7��j �O���^G5�/
/L 3
�/. Cyr) <1i.1
)(..95�i�3•
�l'"b c�a�
/
I)C0.07}�
c•i���'+�
,
��
S8 = \
�.5�1
/(. 3 o
s'i. ( ..
MARCH 1991
8-14
DESIGN CRITERIA
��l
I
EFFECTIVENESS CALCULATIONS
PROJECT: f'> �G _ ru �r�: « �r ti. STANDARD FORM B
COMPLETED BY: s. DATE: F/7/7r
Erosion Control C-Factor P-Factor
Method Value Value Comment
Szhr T�f.l� I. t� o'r
die n�5 I w/-Ki a ,PI 1 o
60 Q" F.i q t
/ar..y NV.f4 o•oG 1,�
zr, q^,i,s5 oUi I.o
MAJOR
PS
SUB
AREA
BASIN
BASIN
(Ac)
CALCULATIONS
{l• Z
Luc. /rv+P •
N/✓c.G�/SR� 0 • C"L
O .OZ '
__—
-^ (/•c/l/�O. b/)tl/O-/�)�o •eo� L �O .ox,�rjFlO.Oz)�. �,
_
i = ` b - //0
CFr- =
C-Z
0•99
L5 r- GQ 45S
MARCH 1991
8-15
DESIGN CRITERIA
1
1
1
1
1
1
1
1
I
1
i
EFFECTIVENESS CALCULATIONS �, ,� C, ✓1, �orry ✓
PROJECT: STANDARD FORM B
COMPLETED BY: DATE: s
Erosion Control C-Factor P-Factor
Method Value Value Comment
MAJOR
PS
SUB
AREA
BASIN
($)
BASIN
(Ac)
CALCULATIONS
E `�
o.m�
Ear- G2.>SS - o•o'�•
t�z (/-(p, o'e)(a,tl))(rco) - 9G•f / 7?�•Z/ • •�
t5'r• 6r�SS � �,z �
61
CSr• C12 - � •c/:
O 9S
l
— �1-(v.owl.)�p.:;,�,`,d,-99.0/y'i>..!. •rc
MARCH 1991
8-15
DESIGN CRITERIA
w
J
0
aoo
1-
U Z
Qw
to Z Z
p U Q
C9 Z O
Z :D m
�awa
O
H
LL
d
+.
000000
O
O
m
O
o
o
N€
a
r
O
O
O
M
M
O
W
m
m
m
m
m
m
a
t
000000
v
v
v
v
q
IT
m
3
000000
d
tco
O
OD
co
LOO
� V
000000
000000
o
o
o
o
o
o
000000
y U!
E C
o
0
0
0
0
0
a`
LO
O
O
LO
a
O
d
o
0
0
0
0
0
c
.0
o
o
o
o
o
o
000000
y
000000
0
d y
N
0
0
0
0
0
W i-
O
O
O
O
O
O
m=
o
o
o
o
0
0
0
Lti
N
�+
V
O
O
0
OD
�l �
V
O00
hM
0
o
o
o
0
0
4k
Q.
a
d
10.
O
O
r`
O
1l-
yyj
.. �O
O
OD
O
N
V
a
c
_LO
L\
�EOMMOT
Q
O
O
O
10
�9
t d
y R
N
M
v
LO
O
M ,p
W
W
W
W
W
W
N
0 0
b O
� N
h tG
O �
la
w
L
b
a
1
1
1
1
I
EFFECTIVENESS CALCULATIONS 7-+S,-
PROJECT: )"rC4 _ �m �. STANDARD FORM B
COMPLETED BY: s DATE: ;A �
Erosion Control C-Factor P-Factor
Method Value Value Comment
'3s1� SIIL 1- 0 1-+
ROMS/WL .SISV7 0.4I 1,✓
rE'/K i`v Lew ✓� U . .( S
t'rf• lwn.�t o. �2 I.e
MAJOR
PS
SUB
AREA
BASIN
(%)
BASIN
(Ac)
CALCULATIONS
t-5r. CRASS /p• It
I
oil-�
EI
II.63
1
S. •� - e-02
1/ •63
P o•�
Ez
o.99
tsr95
r c o-
OFF a ((_ (o.tfa���'��J(Io.•, = ry6"/. 7S`I-L! =�
ty?
o. 2S
CSr- Gnl zS - o.o�
1' = o•S
C = O V g
MARCH 1991
8-15
•T�y�H,ra�.r�an
1
1
1
i
1
EFFECTIVENESS CALCULATIONS posy C. iv 97-r2 v 1 rz.,�
PROJECT: �r C G - rwc.vn t C�..,�.` STANDARD FORM B
COMPLETED BY: t DATE: t 74
Erosion Control C-Factor P-Factor
Method Value Value Comment
MAJOR
PS
SUB
AREA
BASIN
BASIN
(Ac)
CALCULATIONS
ES
6n.
/•9r -
T'
4-7•r��99-6/ orc
o• p�/9
o Er
r
E-FF (/-�o.os��o.s���oy� 9�•s/> oa
MARCH 1991
B-15
DESIGN CRITERIA
CONSTRUCTION SEQUENCE
,PROJECT: CC _ STANDARD FORM C
SEQUENCE FOR 19 11 ONLY COMPLETED BY: 5 r,� DATE: a 1-75 �
,Indicate by use of a bar line or symbols when erosion control measures will be installed.
Major modifications to an approved schedule may require submitting a new schedule for
approval by the City Engineer.
1
STRUCTURES: INSTALLED BY
,VEGETATION/MULCHING CONTRACTOR
rATE SUBMITTED
MARCH 1991
YEAR
MONTH I I t
� F I`1 h M T •T � /� I .5 o til
OVERLOT GRADING
WIND EROSION CONTROL
Soil Roughening
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
f
RAINFALL EROSION CONTROL..
I
STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Ii
Asphalt/Concrete Paving
Other
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Ills
Temporary Seed Planting
i j
Sod Installation
Nettings/Mate/Blankets
Other
MAINTAINED BY
APPROVED BY CITY OF FORT COLLINS ON
8-16
DESIGN CRITERIA
Pi I r 11 - - I W
o IvVwlnut
� cococoCC) CID
o
A
O
a
1
1
1
1
II
EI
9
O
Gr
cow
W ca
a
co
EE-E IM
H
CA
W
U
a
a
w
z
qH
W
o v-Kr vvLoullnulwu)
V' w co—C w w w w w w co' .. ... ._... .� ..
O w Ot Ct Oi 6t of C� 01 Ct O 01 Ct O O 0
O V'tr vvV' V'vvv V' V' V'ul ul fn
M w w w w w w w w w w w w w w w
o rwwwo)atCtofo,mof-mrnmo,rnmrnrnof
O V' V' V'vvvvvvvvvvvvvvv vv
N w CO w CO CO 00 O CO CO w CO CO w CO w w w w CD w
o 0mvInt010wtDnnnnnnnnnnnrwwwwww
O 4444.4v1r4444441-wovvvvo ,d'vv'v'�V,Vo
H c+owwCowc00000COCID wwwwwwwwwwwwwwww
O wNmI-zr mmmko00kD10VDnnnnt� nnnnnCOCDOD
. . . . . . . . . . . . . . . . . . . . . . .
rn MV-Zr vv'cccvv'Kr 'Cr vvvVsrvvvvvvvvv
wOowwCococowcococowwwww ww wwwwwwww
o woNMvvutut00%Dww�oww%DwlDannnrnn
. . . . . . . . . . . . . . . . . . 4.
O Mvvvv4V'vvvrvvvvsrd'vvV'vvvv4;
wwwwwwODCO0owwwwwODwwwwwwwwwCID w
O V Cl H N M M v 'W V' v lit In ul to LO In to (n ut CD %0 1D %D 10 10 n
r r»v�r'a�v�v�vvvvv�rvvvv'v�vv��v�r�a'sr�
wwwwcDODwwwwwwwwwwwwwwwwwwww
O OtDw0.-i'-INNMMMMvvvvvvvvintnlf')u)t010
. . . . . . . . . . . . . . . . .
tD MMMd vvvvvvsrvvsrd vvvv V' V'vv V'vv
wwwwwwwwwcocoDococococowwwwwwwwww
.O lnNlnnf7DC100.-IeirINNNNNMMMMMV' V'V'CV'
. . . . . . . . . . . . . . . . . . . . . . . . .
'ln N M M M M M v v v v v v v v v v v v v v v v v v v v
w w w w w w w w w w w w w w w w w w w w w w w w w w
In Hw.-lMvinl w0r,nnwwwcococorn.rn000000
. . . . . . . . . . . . . . . . . .. . . . .
v NNC)MMMMMMMMMMMM MMMC')MMvvvvv
wwwwwwww0000OD0000Oowwwwwwwwwwww
O%DInco0.-INMvvullnu)W%0W%D%DnnnnwwwolCl
. . . . . . . . . . . .
v H N N M M M M M M M M M M M M M M M M M M M M M M M
w CO CO w w w CO w w OD CO CO 00 CO w CO CO w CO OD w w CO CO w CO
LOr'i."IInnco00HNNMMMvvvvvinInLOw%Dtonn
M .4....... .............. .
N N N N M M M M M M M M M M M M M M M M M M M M M
OD w CO CD CO w w w CO w CO CO w w w CO Co CO w CO w w OD w w w
0 MNlD0oC1oHNNMMMvvvvvvInInInInC0%DkDW
. . . . . . . . . . . . . . . . .
cn 0Hri ri A N N N N N N N N N N N N. N N N. N. N N N N. N.
w CO OO OD w w w w w w M w CO w w w w w w w w w w w w w
un n O N M v uO r n n w w w of CI oi CI Ctci o o o o o o
N OOO14ririHe-I4riT44rir44-rarir4N.NN.NN.N. nwwwwwwwwoowwcowcocowwwwwwwwww
O v ut O Mln lOw w Ct 000 H H H rl N N N N M M M M MM
.
N w Ct OOO OOO 0 H ri ri ri H r-I Hr1 r-i H H H ri riHHH
nnwwwwwwwwwwwwwwcowwwwwwwww
I
2
LO w N w eiv In r r w Ct m 00 e-le-I rl ri rl N N N M M M M M -7-
r;t
rllOwC,000OOOOOO0000 00
rnrrrrrrrrrwwwwwwwwwwwwwww te
O ID MOvr � m0rNIf7Mvvu)fn ul In lO tD tD �DrrID ID �p VI
. . . . . . . . . . . . . . . . . .
ri vl0rrrrwwwwwwwwwwwwwwwwww.ww
rnrnnnrnnrrnrrnnnnnnnnnnnn
ut 0t0V,%Orwwrnr%DQ%Dln14TvMMNN0
1Dvri011
0
O ONNNNNNNNNNNNN(No NNNNC4HH H H 0 0
nrnnnrnnn,rnnrrnnnnnnrnrnnn
\�
3E-l.-. 0000000000`"0000000000000000
O U P 00000000000000000000000000
azr=+ rlNMvm%DnwmoHNMvm%Dr-mmom8lnomo
pk W— r-i ri r•i ri ri ri ri rl H H N N M M v v C7
' MARCH 1991 8-4 DESIGN CRITERIA
'
Table 813 C-Factors and P-Factors for Evaluating EFF Values.
Treatment C-Factor
P-Factor
BARE SOIL
Packedand smooth................................................................ 1.00
1.00
Freshlydisked........................................................................ 1.00
0.90
'
Rough irregular surface........................................................... 1.00
SEDIMENT BASIN/TRAP................................................................. 1.00
0.90
0.50rn
STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG ........................ 1.00
SILT FENCE BARRIER..................................................................... 1.00
0.80
0.50
ASPHALT/CONCRETE PAVEMENT ................................................... 0.01
ESTABLISHED DRY LAND (NATIVE) GRASS .......................... See Fig. 8-A
1.00
1.00
'
SOD GRASS............................................................................... 0.01
1.00
TEMPORARY VEGETATION/COVER CROPS .................................... 0.45(2)
1.00
'
HYDRAULIC MULCH @ 2 TONS/ACRE........................................... 0.10"'
1.00
SOIL SEALANT....................................................................0.01-0.60141
1.00
EROSION CONTROL MATS/BLANKETS............................................ 0.10
1.00
GRAVEL MULCH
Mulch shall consist of gravel having a diameter of approximately
1 /4" to 1 1 /2" and applied at a rate of at least 135 tons/acre.............. 0.05
1.00
HAY OR STRAW DRY MULCH
After planting crass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately
tack or crimp material into the soil.
anchor,
Slope (%) -
'
1 to 05..............................................................................0.06
6 to 10............................................................................. 0.06
1.00
1.00
11 to 15............................................................................. 0.07
1.00
16 to 20............................................................................. 0.11
1.00
21 to 25.............................................................................0.14
1.00
'
25 to 33.............................................................................0.17
> 33.......................................................................... 0.20
1.00
1.00
'
NOTE: Use of other C-Factor or P-Factor values reported in this table must be substantiated by documentation.
(1) Must be constructed as the first step in overlot grading.
(2) Assumes planting by dates identified in Table 11-4, thus dry or hydraulic mulches are not required.
(3) Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated.
(4) Value used must be substantiated by documentation.
I
1
1
5
' MARCH 1991 - 8-6 - - -,-DESIGN CRITERIA
I
1 1
I C 1 C) t.0 , CO •-•I I I I I I I I I I I
' I I C V C) G CO tD I I I I I I I I I 1
I C I MCtD lD r, I I I I 1 1 1 I I I 1 1 1 I 1 I I I I 11
LO I
1 1
I C I C t o m Lr) L.f: C lc N C N co I 1 I 1 I I I 1 I 1 I I I I 1 I
I I C C' M N C) Ln O Ln M M to I t I I I I I I I I I I I 1 I I
1 C I • N M C C Lr) t c Lo l0 f f I 1 1 I 1 I 1 1 1 I 1 I I 1 I I
1 c I C_-
CD I C Ln Ln CO '-I O C1 O M 110 CO cc` tD C O ID I 1 I I 1 I I I I I I
t I O Ln .--I lC O M Ln t (7) .-I M Ln Lc 1 I I I 1 I I 1 I I I
1 G 1 rI N NM MM CCCCCLn L n L n In I I 11 I 1 I 1 1 11
1 CM I G I I 1 I 1 I I 1 1 1 I
I I
I C I m r�MII- m a)co LD MOr�cCLn I I I 1 1 1
N N N N N N N N N N N M M M I 1 1 1 I I
I N I C 1� 1 1 1 1 I I
1 I
I C I C C)r, MLn CtD Ln C)• Or.- N Ln CO M CO r� Ln O co C OI CCO
' I I O . . . . . . . . . . . . . . . . .0 NNM
I C 1 Ln r\l0 NC."M nI CNHMLO CO ONC tO Cam.-..-I.-r.-+,--I�
1 r-I I C NMCLn Ln ID LDn r, CO CO CO CO CT m C) (71 (7)
I 1
N 1 C I C N M Ln N O I-rl MCi Ln C)NMM I C)tD .--I tpr MLn .-I Ln M r
CDI I O . ... . .. . • CDO C r
.--• I M, 1 • N N'CT'Ln C C r,(-- M-LD CO .-I M Lr) n Cli-C CV M Ln . tc
I C N M M C Ln L7 Ln Lc LD to to r� r� r*- r\ n CO CO co w m C•
4 1 I
C 1 C 1 C C)M-ZT tiL7 LO• tD CC Cn C.--I I.D. Crl Or MtO C\i Ln
1 • I C
CD I CO I tb t\ MC NL')CJ .--IM to r�C)•--I M •�7 tD l� CX) C.-+IOC C r� CN
Z I I O r-I N M MQ'Q'C Ln Ln LnM Ln tD LD to LD to ID rl n r\ to CO tD C'CV'N O LD CV to C) N M C Lo Lf) C to .--I O Ln r\ to
O I r\ 1 Ln Nr�r Cr�OC Cj r�C)C.-I M CLS')ID r-� Q N tO CT 1MLn
_ I I t C .-+ N C V M m M C C C C C C Ln Ln Ln Ln M M LO Lr. .. to t D to r� n n
1 1
W I C I C M Ln Ln to N CCr rl cc O r., ID CNC MC NN C, LD
Z I I C .
O I tO 1 N CX. N Ln CC C N C Ln II- CO M CO I (\j LM C Ln Io r� C) M M r� o c
N I I G •-I rI N N N M Cl) Cl) M M co M Q' C C C cf Cl C C Ln Ln Ln Ln Ln tD
I 1
Y• I ^C I OM r�C-m MC Lr)MT (\I N.--I O Co Li)NM Ln ti n CV M CD Lr- Cc)
.-+ I .... LO 1 C C r-� C N C Ln LO CO CT C •--I N N M C C Ll': to tD C1 .-+ M C Ln r-�
J I I C.-- I.• -+ N N N N N N N Cl) M M M M M M M M M M .-I I W 1
Cc 1 dln I CNr-_to C.-r.-I Co Ln e-. tC .--I tDC M to O Mtn Co OCCcn
I--. I O • I C CC)
9= 1 J C 1 •.--L Cl) Ln to r� r� 00 CT. CSC O. .••I •••INN NNMCC Ln Ln lc to
O I N I C CO .--I I -I r-I .r .-.-I .--I .--I .-I N N N N N N N N N N N N N N N N
= I I
W I O I C M M C, .-+ O C Ln r+ tD O C CO � C r\ C N Ln n C) r� CT M n O
1 I C n
J I C I 0I Cl) CCLn tDlD r�r�r�CC CO CJ CT M C) M C) C.--I.--I N NM
J 1 1 C t\ .-t •-+ .-+ .-•I .-+ •--� .--I .-+ ..+ rI I --I ,•.+ ,,.y .--I N N N N N N
G I I
Lt I Ln I C.--I tD NM I t�M O(V t.o m N Ln CO C N C ID co C rl- N r.- C) MtD
ZI I Cr�CO . . . . . . . . . . . . . . . . . . . . . . . .
C) N N M MCC C Ln Lr) Ln tD tO to to tD r--cc CO m CT C)
Q 1 I C tD rri
� I I
I O I O rs C r\ CO Ln Ln Co CO L7 CT .-+ N N C CD C,4 N M C to to r, t\ r�
W 1 1 CD Lr) O Ln C Crl C).-+M CIo I. -CO C)
F- 1 Cl) 1 . O G O C O C C C C O O C
I I O Ln t0 r\ C^ C; CO CD CT CT CT M, C'. CT (T. C2 .--I
CC I 1
W 1 Ln 1 O . Ln Lr) tO tD C Cn C 00 C) M Ln I -I r� N n .--I Ln CO .--I O Ln co CD r+
O 1 • I C r� r� Mt�CMC to r�(cmC)•--INNMMCCCID r�r�r� mm
O 1 N I . .
Z 1 I CC In tD tc r\r\t`f\ CO CO CO CO CO N CO CO CO CO (O CO Ib CpC
1 1
I O I O N Ln N Lf) co t` v M C N C) tD . to . Ln CO I --I C to Ln .--I C tO rl_ t0
1 1 Cm r.- N Lr) r�C)r N M CC Ln tc LD r, rl r-- CO CO CO U 0000C
1 N 1
1 I O CM C Ln Lf) Ln L7 tO tD l0 IO t0 IO ID tD t0 t0 tD tD t0 t0 t0 n r� t\ t\ r\
1 1
I Ln 1 C CC) M C)C •-I L7 tO Ln N CO CO N L7 Co M LD r�MLn CO C)00 CT
I I C r-I CO C IO r� CO CT O C — " N N CV cn M m M M C C C Ln Lo C
1 1 r-I I
I I O M M C C Lrl l.Ci Ln Ln L7 Ln In L1') Ln Ln Ln In LP L� lf) to L.n L1')
1 1
I C I r-- C7) Lnrn Lo C N CO M r` O M l0 CO C7).-+N CLn L7 CO 00 CT co r�-
I I CLn C)N CLn tO r�l CO CO M CT C) Cn CY) 00 C) CD C) 00
1 I O N'5\j C) m CM M M P') M M CM M M m M C C C C C C C C C C C
I I
1 L•i 1 C)'r--r,ONNNNN.-+O C C)CC r, to to C M M
1 I Oco=(=) "C C O O O O C C C) C) C) CO co co
I O 1
I I C •-+ N N N N N N N N N N N N N N N N N N N.-•..-.
0 0 0 O C O 0 0 O C O (= O O O C) CD 0 0 C) C o O C) 0 0 0
ICDC3 I 0000c00000crDc000OooOooO000
.¢ 1 JZ L.L I r-I Nm C L')tOr CO O•--�Nm CLn la r, CO CLn O Ln O LnC
i' I LI.. W �..� 1 r-I .-I .-I I --I r-I I --I .r .r .--I ....+ N N M M C C Ln
SOIL CONSERVATION SERVICE
E 1DI v for %A
2 110000FEET 9,0 49 108 49 9,0.49
54
556 �O
9
9690 90 91 54
-ts 5
36 6
....35. L06
90 IU2,
74 4
-b
74
119
'3
74- 65
6! 102 74
36
55^ is
90 36
102
36 63
9:
'j 65
6 3
63 119
6-9 66
90 108
27
65.
W
74
65
89
'�:95 t
0
90
0
119(
a
9
90
89 91 90
54
.49
65 35 67
.1 .1 . . . . 0 37 2 74
2
95 90
0
2
74 7
59
z
48
c
goo", 89
G RC
95 36
+ 75
49
<y. 91
jj 36 74
v
27
96" 53 95
996 113 103
54 90 go 103
0,
101
35 65 9 74
95 27 26 -'1--
54 27
63.. ',7
-5'4 35 %54
90
55
90 49
Qb 74
Im's 53
35
54 54 ..... ..... . . . . . . 7 26 Y
65
NP
IC.
R
.1 634
qV
l
U. S. DEPARTMENT OF AGRICULTURE
SOIL CONSERVATION SERVICE
SYMOOL
. NAME
I .-
Allvan loam. 0 10 3 percent slopes
2
Alvan loan,, 3 to 9 percent slopes
3
4
Altvan-Salanla loans. 0 to 3 percent slopes
5
Allvan Salanla loans. 3 to 9 percent slopes
Aquepts. loamy-
6
Aquepls. POnded'
7
8
Ascalon sandy loam, 0 to 3 percent slope,
Ascalon sandy loam, 3 to 5 percent slopes
9
10
I I
Bau,ville Epping sill loans. 5 10 20 percent slopes
Bauwdle Keith complex. 2 to 9 percent slopes
Baller-CarnCrO complex. 9 to 35 percent slopes
12
13
BaIICr-Rock outcrop complex. 15 to 45 percent slopes
Black.vell clay loam. 0 to 5 percent slopes
14
Boyle gravelly sandy loam, 3 to 9 Percent slopes
15
16
Boyle gravelly sandy loam. 9 to 30 percent slopes
17
Boyle. Ralake gravelly sandy loam,. 1 In 9 percent slopes
Boyle ROtake gravelly sandy looms. 9 to 25
18
19
percent slopes
BICCCC coarse sandy loan', 0 to 3 percent slopes
Brl•CCC Coarse sandy loans. 3 to 9 percent slopes
20
Greece coarse sandy loam• 9 to 30 percent slopes
21
22
Carnero loam, 3 to 9 percent slopes
23
Caruso clay loan,, 0 to I percent slopes
Clergern fine sandy loam, Z l0 10 Percent slopes
4
25
Conoc,tom Barnum complex. 0 to 3 percent Slopes
2b
COunerl0oBarnum complex, 3 to 9 percent slopes
27
Cushman J." Sandy loam, 0 to 3 Percent ,lopes
Cu*hruan line santly loans. 3 to 9 percent slopes
28
29
Dnggs loan', 0 113 percent slopes
Dnggs loam, 3 to 25 percent slopes
30
Elbeth Moen looms. 5 to 30 percent slopes
31
Famul loam, 210 10. percent slopes
32
33
Famul Boyle Rock outcrop complex, 10 to 25 percent slopes
Fluvaquents, nearly level-
3-1
35
Fort Collis loan,, 010 1 percent slopes
36
Fort Collins loam, I to 3 percent Slopes
37
Fort Collins loam. 3 t0 5 percent slopes
38
Fort Collins loam, 5 10 9 percent slopes
Fo.creek loam, 0 to 3 percent slopes -'--
39
Gapo clay loam. 0 to 5 percent slopes
40
41
Garrett loan,. 0 to I Percent slopes
Garrett loam, I to 3 percent
42
slooes
Gravel pits
43 Haploborolls. Rock outcrop complex. steep'
4-1Hapluslolls. hilly
45 HdPlu,l 011, Rock outcrop' complex, sleep'
46 Harlan line sandy loam. I to 3 percent slopes
47 Harlan line sandy loam, 3 to 9 percent slopes
48 Hetdt clay loam. 0 to 3 percent slopes
49 Heldl clay loam. 3 to 6 percent slopes
50 Keith silly Clay loam. 0 to 3 percent slopes
51 Kndor clay loam. 0 10 6 percent slopes
52 Kildo, Shale outcrop comolex. 5 to 30 percent slopes
53 Kin, loam. I to 3 percent stop,,
loam. 3 to 5 percent slopes
55 rain loam. 5 to 9 percent slopes
56 Kim_Thedalund loans. 3 10 15 percent slopes
57 Kirtley loam. 3 to 9 percent stop,,
58 Kulley-Purnet Comple.. 5 to 20 percent slopes
59 LaPorte Rock outcrop comple.. 3 to 30 percent slopes
60 Laren gravelly sandy loam. 5 to 40 percent slopes
61 Lorimer Ime sandy loam. I to 3 percent slopes
62 Lanier Stoneham complex. 3 to 10 percent slopes
63 Longmont clay. 0 10 3 percent slope.
&I Loveland Clay loam, 0 10 1 Percent slopes
SOIL LEGEND
SYMBOL
NAIAE•'
65
Midway pay loam, 5 to 25 percent slopes
66
67
Mmnequa sill loam. 3 to 9 percent slopes
68
Minncqua LaPorte complex. 31, 15 percent slopes
Miracle sandy loam, 5 to 25
percent slopes
69
Nay sandy loam. 1 10 3 percent slopes
70
Nat santly loam. 310 25 percent slopes
71
Nelson line sandy loam, 3 to 9 percent slopes
72
Newlork sandy loam. 0 to 3 percent Slopes
73
Nunn Clay loam, 0 to 1 percent slop,,
7Ai:�I-Nunn clay loam. 1 to 3 percent slopes
15
7b
Nunn pay loam. 3 to 5 percent slopes
Nunn Clay loam, wel. I to 3 percent slopes
71
Otero sandy loam. 0 to 3 Pcrcenl ,loos
78
/9
Otero sandy loam, 3 In 5 perccnl slopes
Otero sandy loam. 5 to 9 percent slopes
80
Otero Nelsou sandy loans. 3 to 25 percent slopes
81 Pact, line sandy 1"". 0 10 1 82 pCrCCnI SIOpC,
Pendergrass Rock outcrop comple... 15 to 25 percent slopes
83 Pinata Rock outcrop complex. 15 to 45 percent slopes
8.1 Poodle fine sandy loam. 0 to I percent slopes
85 Pume, line sandy loam. 1 10 9 percent slopes
86 Purner Rock outcrop Complex. 10 to 50 Pcrcenl Slopes
R/ Rala6¢ Rork outcrop complex. 25 to 55 percent slopes
88 RedleaP,et sandy loam. 5 to 50 percent slopes
89 ....... Renohilt clay loam. 0 In 3 percent slopes
90 Renohnt clay loam, 3 to 9 percent slopes
91 Rcuohd6Midway clay Ipanq, 3 10 15 percent slopes
92 Rrverwash•
93 Rock outcrop
9•I Salanla loam. 0 10 1 percent slopes
95 - SdtaHla loam. I to 3 Percent slopes
96 Salanla Joint, 3 to 5 percent slopes
97 Salanla loam, 9L4ked. 3 to 9 percent slopes
98 Salanla Variant clay loam, 01, 3 percent slopes
99 Schofield Redleathe, Rock outcrop complex. 5 to 25 percent slopes
100 Stoneham loam. 0 10 1 Percent slopes
101 Stoneham loam. I to 3 percent slopes _
102 Stoneham loam. 3 to 5 Percenl's{opes
103 Stoneham loam, 510 9 percent slopes
104 Sunslune stony santly loam, 5 to 15 percent slopes
105 Table Mountain loam. 0 to I percent slopes
106 Tassel sandy loam. 3 to 25 percent slopes
107 . Thedalund loam.0 to 3 percent slopes
108 Thedalund loam. 3 10 9 percent slopes
109 Thiel gravelly sandy loam. 5 to 25 percent slopes
110 Tine gravelly sandy loam.0 to 3 percent slopes
I 1 I Tine cobbty sandy loam, 15 to 40 percent slopes
112 Trag-Moen comple,. 5 to 30 percent slopes
113 Ulm clay loam.0 to 3 percent copes
114 Ulnt clay Joan,. 3 to 5 percent slopes
115 Weld sill loam. 0 to 3 Percent slopes
1 16 WClrnore,BoyJC Moen complex. 5 to 40 percent slopes
117 Y/elmore Boyle Rock outcrop comple.. 5 to 60 percent slopes
I IS Wiley silt loam. I to 3 oercenl slopes
119 Y711Cy $ill loam, 3 10 5 percent slopes
"Broadly detmcd units.
LARIMER CC
BOUNDARI
National.
County o
Minor u.
RC$er Vat
stale I.
and 1a,
Land gra
Limit of s
Field she
AD HOC BO
Small out
cemetc
STATE C00
LAND DIVIS
( sections a
ROADS -
Divided ( i'
d scale .
Other roa
Trail
ROAD EMBL
Interstate
Federal
State
County, to
RAILROAD
POWER TRA
(normally r.
PIPE LINE
(normally r
FENCE
(normally r
LEVEES
YAlnout ro.
With road
Will. rallro
DANIS
Large (to s
Medium or
,''finches. Sand and gravel are below a depth of 40
inches in some profiles. Some profiles have substrata
0 a redder hue.
3—Nunn clav loam, 0 to I perccnt elopes. This
1 soil is on high terraces and fans. This soil has a
pl•ofile similar to the one described as representative of
series, but the combined thickness of the surface
r and subsoil is about 35 inches.
eluded with this soil in mapping are small areas
of soils that are more sloping. Also included are a few
III areas of Satanta, Fort Collins, and Ulm soils and
w small areas of soils that have a surface layer and
soil of silty clay loam.
Runoff is slow, and the hazard of erosion is slight.
,, f irrigated, this soil is suited to corn, sugar beets,
is, barley, wheat, and alfalfa. Under dryland
r•. agement it is suited to wheat or barley. It is also
suited to pasture and native grasses. Capability units
ILlk,1, irrigated, and IIIc-1, dryland; Clayey Foothill
unn cla loam I to 3 ercent elo )Ls. This
ve sot is on hig tterraces an ins. This soil
profile described as representative of the
Wncluded with this soil in mapping are a few small
areas of soils that are more sloping or less sloping and
{ w small areas of soils that have a surface layer and
oil of silty clay loam. Also included are small areas
atatlta, Fort Collins, and Ulm soils.
Runoff is slow to medium, the hazard of wind erosion
iiglit, and the hazard of water erosion is moderate.
f irrigated, this soil is suited to corn, sugar beets,
ns, barley, alfalfa, and wheat. Under dryland
management it is suited to wheat and barley. It is also
3�Q11 suited to pasture or native grasses (fig. 10).
LARINIER COUNT
Capability units IIe-1, irrigated, and IIIe-6, dryland;
Clayey Foothill range site; windbreak suitability group
1.
75—Nunn clay, loam, 3 to 5 percent slopcs. This
gently sloping soil is on high terraces and fans. Thi:
soil has a profile similar to the one described as rep-
resentative of the series, but the combined thickness
of the surface layer and subsoil is about 24 inches.
Included with this soil in mapping are small area:
of soils that are more sloping or less sloping and a fe\N
small areas of soils that have a surface layer of light
clay. Also included are. a few small areas of Satanta
and Ulm soils.
Runoff is medium. The liazard of water erosion is
moderate, and the hazard of wind erosion is slight.
If irrigated, this soil is suited to barley, alfalfa, and
wheat and, to a lesser extent, corn, sugar beets, and
beans. Under dryland management it is suited to wheat
or barley. It is also well suited to pasture and native
grasses Capability units IIIe-2, irrigated, and IIIe-7.
dryland; Clayey Foothill range site; windbreak suit-
ability group 1.
76—Nunn clay loam, icct, 1 to 3 percent slopes. This
nearly level, somewhat poorly_ drained soil is on -low
terraces and alluvial fans, commonly adjacent to
drainageways. This soil has a profile similar to the one
described as representative of the series, but a seasonal
high water table is at a depth of 20 to 30 inches during
part of the growing season.
Included with this soil in mapping are a few smal
areas of soils that have a strongly alkaline surface
layer and a few small areas of soils that are moderately
well drained. Also included are a few areas of soil.,
that have a surface layer of loam or clay and a fev.
- areas of soils that are -less sloping. -
Runoff is slow, and the hazard of erosion is slight.
This soil is suited to pasture and hay. If .the water
table is lowered by management practices, corn, sugar
beets, wheat, and barley can be grown. Capability unit
IIIw-1, irrigated; Wet Meadow range site; windbreal
suitability group 5.
Otero Series
The Otero series consists of deep, well drained soil
that formed in alluvium and wind -deposited material.
These soils are on alluvial fans and terraces. Elevatlol
ran-cs front 4,500 to 5,600 feet. Slopes are 0 to 1
perccnt. `f IC n;tti%'C %c'etatiun is IlMil lv blue gram,
nc:ed1Cgrass, bluestcros, and some forbs and shrubs
Mean annual precipitation ranges from 13 to 15 inches
mean annual air temperature ran,^cs from 48° to 50'
I', and the frost -free season ranges from 135 to 151
as vs.
In a representative profile the surface layer is 1)1'ow2
sand; laanl about .i inches thick. The uncierlyin
m:ttcrial is paic ij!'W", Il sandy loam about 13 iuchc.
tiller 0�'er 11�ht br'O \l'ni511 rav sanciv loaIil.
Permeability- is rapid, and the available Wt Iter ca
pacify is nlerlitnn. P.e;Iction is mildly alkaline above
tiCpUt oC :shout .1 inchi"s ;uul moderately allarlinc bolo'.'
that del li.
Thcsc soils ;u'c used mainly for native grasses am
for dryfarmed crops. A few areas are used for it
rigated Crops.
Clay loam, 1 to 3 perccnt slopes.
Y
eet north of the southeast corner of the NFI/.1• sec.
�M36, . 8 N., R. 69 W.:
Ap-0 to 7 inches; light yellowish brown (2.5Y
6/3) loam, olive brown (2.5Y 4/3)
moist; moderate fine and very fine gran-
ular structure; soft,
very friable; cal-
careous; mildly alkaline; clear smooth
boundary.
C1-7 to 13 inches; pale •yellow (2.5Y 7/3) loam,
olive brown (2.5Y 4/3) moist; weals me-
dium prismatic structure parking to
_ weak medium subangular blocky; hard,
friable; calcareous; moderately alkaline;
gradual smooth boundary.
C2-13 to 40 inches; pale yellow (2.5Y 7/3) loam,
olive brown (2.5Y 4/4) moist; massive;..
slightly hard, very friable; calcareous;
moderately alkaline; clear smooth
boundary.
C3-40 to 60 inches; light yellowish brown (2.5Y
6/3) loam, olive brown (2.5Y 4/3)
moist; massive;. slightly hard, very fri-
able; calcareous; moderately alkaline.
Wttig
e A horizon is fine sandy loam, loam, or light clay
5 to 12 inches thick. The C horizon is loam or
clay loam. It is calcareous but lacks a zone of
.JiMe accumulation in most profiles. Sandstone bedrock
elow a depth of 40 inches in some profiles.
3—Iiim loaw 1 to 3 percent slopes. This nearly
level soil is on uplands and fans. This soil has a profile
jin
'Iar to the one described as representative of the
es, but the surface layer is about 12 inches thick.
cluded with this soil in mapping are a few small
areas of soils that are more sloping or less sloping, a
ew small areas of soils that have a surface layer of
loam, and a few small areas of soils that have
yell on the surface. Also included are a few small
areas of Fort Collins and Stoneham soils. A water
kaqble is within the root zone for part of the growing
on in a few areas.
unoff is slow. The hazard of water erosion is
ht, and the hazard of wind erosion is moderate.
If irrigated, this soil is suited to corn, sugar beets,
ns, wheat, barley, and alfalfa. Under dryland man-
ment it is suited to pasture or native grasses and,
to a lesser extent, wheat and barley. Capability units
IIe-1, irrigated, and IVe-3, dryland; Loamy Plains
ite • windbreak suitability group 1.
4--Kim loam, 3 to S icrccnl a opce This gently
Ms oping soil is on Uplands ancl lans. rhis soil has a
profile similar to the one described as representative
the series, but the surface layer is about 10 inches
ck.
Included with this soil in mapping arc small areas
of soils that are more sloping or less sloping and small
eas of soils that have a surface layer of clay loam.
water table is within the root zone during the grow'-
i g season in a few small areas. Also included are a
few small areas of Fort Collins, Stoneham, and Theda-
ul soils.
Runoff is medium, and the hazard of erosion is mod -
ate.
If irrigated, this soil is suited to barley, alfalfa, and
'heat and, to a lesser extent, corn and beans. Under
LARIMER COI
dryland management it is suited to pasture and nat
grasses. Capability. units IIIe-2, irrigated, and IVe
dryland; Loamy Plains range site; windbreak si
ability group 1.
55—him loam, 5 to 9 percent slopes. This stron;
sloping soil is on uplands and fans. This soil has
profile described as representative of the series.
Included with this soil in mapping are small areas
soils that have a surface layer and subsoil of clay lo:
or silt loam and a few small areas of soils that h;
gravel on the,surface. Also included are minor areas
Stoneham and Thedalund soils.
Runoff is rapid, and the hazard of erosion is seve
If irrigated, this soil is well suited to pasture and,
a lesser extent, barley, alfalfa, and wheat. Under.d:
land management it -is suited to pasture and nati
grasses. Capability units IVe-I, irrigated, and VIe-
dryland; Loamy Plains range site; windbreak su
ability group 1.
56—Kini-Thcdalund loans, 3 to 15 percent slop
This complex consists of gently sloping to moderat(
steep soils on uplands, fans, and valleysides. It is abo
45 percent I{ini loam and about 35 percent Thedalu
loam. Kim loam is smoother and less sloping, v
Thedalund loam is steeper. These soils have profil
similar to the ones described as representative of th(
respective series, but the surface layer is about 4 of
inches thick.
IncluclC(l with these soils in mapping -are a few sill:
areas of Renohill and'Midway soils, a' few small of
crops and gravel knobs, and some small seep spots.
Runoff' is rapid, and the hazard of erosion is sever
These soils are mainly used for pasture and nati
grasses. Capability unit VIe-1, dryland; Loamy Plai.
range site; windbreak suitability group 1.
Kirtley Series
The Iiirtiey series consists of moderately deep, w,
drained soils that formed in material weathered fro
reddish brown sandstone and shale. These soils are c
uplands and side slopes and are underlain by soft shi
at a depth of 20 to 40 inches. Elevation ranges fro
5,600 to 6,400 feet. Slopes are 3 to 15 percent. TI
native vegetation is mainly blue grama, side-oa
grama, western Wheatgrass, yucca, and rabbitbrus:
Mean annual precipitation ranges from 15 to 1
inches, mean annual air temperature ranges from 47
to 50° F, and the frost -free season ranges from 11
to 130 clays.
In a representative profile the surface layer is re(
dish brown loam about 4 inches thick. The subsoil
reddish brown heavy loam about 14 inches thick. L'(
lQ%%- this is light reddish brown loam about 8 inch(
thick that is underlain by soft sandstone and shale.
Permeability is moderate, and the available watt
capacity is medium. Reaction is mildly alkaline.
These soils are used mainly for native grasses.
Representative profile of Kirtley loam in an area c
Kirtley-Purner compie.<, 5 to 20 percent slopes, i
native grass, 70 feet south of access road in sec. 1
T. 10 IN-, P,. 70 tiV.:
Al-0 to 4 inches; reddish brown (5YR 5/3
'loam, dark reddish brown (5YR 3/9
Table 11-1 Recommended Species and Application Rates of Perennial Dry Land Grass
Seed for Fort Collins, Colorado.
Drilled12'
Mature
Pounds of
-
Height -
Species
Variety"'
PLS/Acre
Season"'
(in)
Form
Type
SANDY AND SANDY LOAM SOILS (1/2 inch to 1 inch)"'
Sand bluestem
Elida, Woodward
19.8
Warm_.
48
Sod
Native
Sideoats grama
'Vaughn, Butte
10:9 - '
Warm
15
Bunch
Native
Switchgrass
Grenville
5.6
Warm
30
Sod
Native
Prairie sandreed
Goshen
8.0
Warm
48
Sod
Native
Little bluestem
Pastura
8.4
Warm
24
Bunch
Native
Blue grama
Lovington
3.0
Warm
12
Bunch
Native
Pubescent wheatgrass
Luna
21.8
Cool
30
Sod
Introduced
LOAM, SILT LOAM, SANDY
CLAY LOAM, LAY LO R SILTY CLAY
LOAM SOILS (1/4 to 3/4 inches)"'
Fairway wheatgrass
7.2
Cool
12
Bunch
Introduced
Crested wheatgrass
•-9-Western wheatgrass
Nordan
Arriba, Barton
11.5
19.8
Cool
12.
Bunch
Introduc d
Pubescent wheatgrass
Luna
21.8
Cool
Cool
12.
30
Sod
Sod
Native
Introduced
-�Sideoats grama
Vaughn or Butte
10.9
Warm✓
15
Bunch
Native/
.-Blue grama
Lovington
3..0
Warm✓
12
Bunch
Native✓
---Switchgrass
Grenville
5.6
Warm/
30
Sod
Native/
Smooth brome
�,tLittle bluestem
Manchar or Lincoln
Pastura or Camper
16.1
8.4
Cool
Warm,
24
24
Sod
Introduced
Green needlegrass
Lodorm
12.1
Cool
24
Bunch
Bunch
Natives/
Native
CLAY, SILTY CLAY OR SANDY CLAY SOILS
(114 inch to 1/2 inch)"'
Fairway wheatgrass
Crested wheatgrass
Critana
7.2
Cool
12
Bunch
Introduced
Intermediate wheatgrass
Amur, Oahe
11.5
24.8
Cool
Cool
12
30
Bunch
Sod -
Introduced
Western wheatgras
Arriba, Barton
19.8
Cool
12
Sod
Introduced
Native
Blue grama
Smooth Brome
Lovington
Manchar or Lincoln
3.0
16.1
Warm
Cool
12
Bunch
Native
Green needlegrass
Lodorm
12.1
Cool
24
24
Sod
Bunch
Introduced
Native
(1) For most species, other suitable varieties are available.
(2) PLS = Pure Live Seed. Drilled rates are for slopes 4:1 or less and favorable topsoil. Broadcast rates of
seed on 4:1 or smaller slopes wilrbe doubled tie drilled rates. For slopes greater than 4:1, broadcast rates
will be four times the drilled rates.
(3) See Table 1 1-4 for planting dates.
(4) Values within parenthesis represent depths seed is to be drilled into the soil. -
MARCH 1991 11-2 CONSTRUCTION STANDARDS
Table 11-1 Recommended Species and Application Rates of Perennial Dry Land Grass
Seed for Fort Collins, Colorado.
- �)
Drilled"'
Mature
Pounds of
Species Variety"' PLS/Acre
Season"'
Height
(in)
Form
Type
SANDY AND SANDY LOAM SOILS (1/2 inch to 1 inch)"'
Sand bluestem . Elida, Woodward 19.8
Sideoats grama Vaughn, Butte -
Warm
48
Sod
Native
10:9
Switchgrass Grenville 5.6
Warm
Warm
15
30
Bunch
Native
Prairie sandreed Goshen 8.0
Little bluestem Pastura
Warm
48
Sod
So
Native
Native
8.4
Blue grama Lovington 3.0
Warm
Warm
24
12
Bunch
Native
Pubescent wheatgrass Luna 21.8
Cool
30
Bun
Native
LOAM, SILT LOAM, SANDY CLAY LOAM, LAY LO R SILTY
Sod
Introduced
Fairway wheatgrass
CLAY
LOAM SOILS
(114 to
3/4 itches)"'
7.2
Crested wheatgrass Nordan 11.5
Cool
Cool
12
12
Bunch
Introduced
Western wheatgrass Arriba, Barton 19.8
Cool
12
Bunch
Bunch
Introduced
ql::::rm.,1
Pubescent wheatgrass Luna 21.8
Cool
30
Sod
Native
Sideoats grama Vaughn or Butte 10.9
Wa
15
IntroducedSo
Blue grama. Lovington 3,.0
Warm12
Bunch
Nativ✓ e
-- -Switchgrass Grenville
Smooth brome 5.6
Warm
30
Bunch
Sod
Native✓
Native/
Manchar or Lincoln 16.1
—Little bluestem Pastura or Camper 8.4
Green
Cool
Warm,l
24
24
Sod
Bunch
Introduce
needlegrass Lodorm 12.1
Cool
24
Native
Bunch
Native
CLAY, SILTY CLAY OR SANDY CLAY SOILS (1/4 inch to
1/2 inch)"'
Fairway wheatgrass 7.2
Crested wheatgrass Critana
Cool
12
Bunch
Introduced
11.
Intermediate wheatgrass Amur, Oahe 24.8
Western wheatgras
Cool
Cool
12
30
Bunch
Sod
Introduced
Introduced
Arriba, Barton 19.8
Blue grama
g Lovington
Cool
-12-
Sod
Native
3.0
Smooth Brome Manchar or Lincoln 16.1
Warm
Cool
12
24
Bunch
Native
Green needlegrass Lodorm 12.1
(1)
Cool
24
Sod
Bunch
Introduced
Native
For most species, other suitable varieties are available.
(2) PLS = Pure Live Seed. Drilled rates are for slopes 4:1 less
or and favorable
seed on 4:1 or smaller slopes will'be doubled tH6 drilled rates. For slopes
will be four times the drilled rates.
topsoil. Broadcast
greater than 4:1, broadcast
rates of
rates
(3) See Table 11-4 for planting dates.
(4) Values within parenthesis- represent depths seed is to be drilled into the
soil.
Jif
J7
1'
1'
1..1
' MARCH 1991 1 1 2
CONSTRUCTION STANDARDS
1. SET POSTS
nII_a -o S• o•
MPN.-
1
//�/�Inu1111
/ ,' /..
fi)l/. �fli
2. EXCAVATE A f o 0' TRENCH UPBLCPE ALONG
ME LINE OF UPRIGHTS.
/
/j 7 //.
3. ATTACK FILTER MATERIAL TO POST OR
INSERT NEAR POCKETS OVER POSTS AND
F ITfn. " HIT nIE TRENON.
u� k.
e. FINSKED SECTION:
Vq.^OEN FENCE
POSTS al .IC
l
— KIN• •� —
I. EXCAVATE THE WNCH.
Cantlrutllm Speclfeatlms:
Set Fence: This Sediment barrierutfie.a standard Straight be word etrm MM
> trove titer
fabrics. a is designed far situations n Mltll only an«for overland now Bare eWctea.
I, Me height of a ME fence Pall nut ea Sea .M Inches (higher Homes may impound
volumes of outer Sufficient to wow foiure of the >trvdure).
2. Me labor Habrso Pall be purchased in d continuous rdl cut to the ImOP of Me barrier to
al the use of Jose. Mien yoviirw we labelfilter cloth Nall be Scherer together
ANY at a suPowl post, WIM a minimum 6-rich o Mop, and Security > fled.
3. Poste shall be spaced o MONimum of 10 feet apart at the bonier location ano dmal
ecmNy Into the groundtherefromMein therefrom of 13 inches). extra Strength fabric Is used
Without the Wire pport lensl post wtting shall not wowed 6 feat.
0. A trench shall be wcaWled ap oalmotOy a maps wide and a NChe6 weep along the Me
of poste and m9We from The barriP.
5. Men Standard strength few fabric Is used. a w rs margin Support too* Nan be mstaned
curdy to the overage side of the page using heavy duty was staples at lest 1 Ina Iraq,
tie was an hog rings. Me Wks Mdl extend Into Me rear a minimum of 2 WNas and
Shag not Mend mwa than 36 Inches Wove the Wig" ground Surface.
6. lee standard strength III fabric Pal bs shopled or wind to the I w, and 6 inches of
1h Ali Shall b al
Into the rend. The fabric Shall not extend more Man M
inc a gHal ground NrMe, Filter fc0( Nall not be Studied to existing
I. Man extra strength fltw fabric and tlom post Spacing are used, the era mesh support
fend may be Nminated. In such taro, the other proosM.ne of Item No. 6 apply,
S. me trench Npu be baarved unit the Sol compoded over the rvw fabric.
q. Slit fences shall a remand when they had Wv Milk Mu l N"M, cot not before
the Mistake crop has been prmanmtly Salli
Mound" e
1. Sit fences we filter bawds. Wall be nq«lN Immedmtely error each ranffml and at least
defy dung Molo,gea ranfa. My radi recurs shill be made mmaottlr
2 Should the fabric be 0 M fence w flw banner decompose an bna a neNwrM prop
to the and of the expected uwble h ma the Iwnw ads des nwwewr the fabric Na
be reptocM aampty
3. $ mmt deposits should be ranovee after Na storm event They must be removed
on" apone reach apwoemoi ma half the height of the borne.
0- X A- e. My sedlmml depots rowan nq in Moos offer Me Slit ffmo or flow barrier's no longer
reamed Nal be donee to conform With Me wstbq shade. Prepared and started.
T_ II I
SILT FENCE DETAIL
f
i
3, M{ol LGasE STRAW BE1 EN BALES.
H
o j
�Ojj ae
PLAN NM
City of
Port Collins, Colorado
UTILITY
PLAN APPROVAL
APPROVED:
Wr Ter
by
CHECKED BY.
aese a aeMeW UBllr
pr
CHECKED BY:
6Wmore UYtltr
Mr
CHECKED BY:
ReY A MmeBa
Wr
CHECKED Ell
CSr trsOe yWr
0.r
CHECKED BY:
2. PLACE AND STAKE STRAW BALES.
.enwe
a .
6. BACKFILL AND COMPACT ME EXCAVATED SOL
waf
y
is
it I—
I 1
�1• A 1 r4I CC
aWall
Ti 12-1
�r n
RAWy
Tars are dew
swx+�s
Ago HoL q.rt ties.. dace
r
rta�r'
J—
.
.
.
le 2 r males MAT
arAr
��
m
!m; m,
wines vow)
con >eIWRA Ion aw.z aM owes r w
2w
r nrzo m Nw.a.
iwOl
a r Iwww:W
•
A AIR.M.aln'ew
m Moto- ,aw.,Lw
FI(T
'our uww r r
qua m
ell
u I/Y
a I. Ave
..._......._..._
n
elan uv w e[qu oil
nxsw ow.m
IN
e�..E
RAW
S q,W We
Me
are al
our (•�
wow;
W 4
NORK)
PM
eN'Io r lad
'� We Wade an
mvrvaoN mX
wm ono.
III[0 w M�1¢ 4
It CIWI
o-a o->
a
eT
-
-•'11
Tells e
e'w'mw n
oAVKAww as a,wAwlw
tin,• onuW.
ORIFICE
PLATE( 1001R) DETAIL
SECTION
..awl
ROzo+a.aw f�aa•
eFm uNwm
IS
soled
N07S
ar,,maA�oa rr i�
Nr • • •....
hill
15
a ad/eD
s.0'
OF DARN brow .m tax
ie. Ie.w u. .
wAw...
e
all
10
neuter. To A aa.m,TE �MW
M we��
ri�ee�mu.
a-n
a
ea n Men w+
AN
,il�mr0�.e""`iwia>~Me
vs. la
wN
mrze
o-�im
la
aI
wsmmm, Is caMM
I Rn
r+Ibass wwe. vow s'be hil a4m nww.w AS, Sum N
mw.waualm
w„e wrpm.e..n
Man all
ie
2"
10 As •w
1r
rIo
to
an m
w'Winir er uer .��a
or m 1o�
MAW 11) Ow
s I er,n
Wig)
_e subbin
MaAnIN
axed M Straw¢.Irw
e.
s we nove we"
"-"Will
id
As
.r
It we
Now. sw wmnr..
,, weri
per,VMwe"
SEDIMENT TRAP DETAIL
was
IMMn.n
M.w...rwe.Re
en
::a`.w •. �'. �"w.'r..e:w: Assembler..
as.. e.i w.-..-n ....w.....-.
m..Ie.
wnr m. Noes ra t.l Ina.
m wag A usee`12-ie :M.".ee"We whose � AS eve14s•.
I.oN. HAS'.slM
rz era°r"m
oiaww•
r am MwMM
l �1al
Mesh
�wrolZ�Nl era
mf
a//Stour III
-son`.
B•
xis.h,
CONNECTION DETAIL
Iieea wsapn3 J/
o
x,W
wars
axe
.rag Now
MAW,,n
Tea W
A
/—Le. a r �I
"n
+'/aids MA �S
SECTION A —A
wI a,.
'
ScAI AM LMST
ST
241
berwe Raw
.as. rear n wI (O InoA
sou Aiwa. rTr. IS and STANEIM STE
HAVE Highl TO IRA
cable
WATER QUALITY CONTROL STRUCTURE
all
Construction Specifications
1. Bees Pan be placed 'n a Surge row, lengthwise an the cuntew, with ends of mpcent
balea tightly abmtmq we mother.
z, All bale. Shall be either .ire -bound or Shari Side lose snml be Raised ec that
fl,M a we Will around the Siam rather than along the tress and bottoms of the
balae m wan to rent eetulwatim of we bindings) ( p
3. Me bmrie ahal be entrenched and ba6nlled, A tram mall be excavated the emM of
a bee and the length of the proposed barrier to a minimum depth of es Rchee. After
the hall we Maafe and Wmum. the excavated =it mull be bodflled ogonM the barrier.
Boom add moll cmlwm to the ground Ienl on the Will eta Not mall be built up
to a inches ogonal the uphill side of the barrier.
l Each bale shad be saw ... ly anchored by at least lea stakes elves through One bale.
The vest stoke R each dale shall be a'nn toward the prnnamly laid bnla to force
the bales together. Stakes Shot be all .en deep enough Into the ground to securely
miler the bales,
L me gabs between bales Mail be n ked (filed by weegm9) with straw to vecraw
m prent
brieIdoi bet the b (Loom straw Sae ad over the arm mmol upon
Tom a straw boa barer tram to increase bor;w efficiency
6. Inspection Mal be free..., and repair Or replacement anon be made promptly as needed.
], show bad barriers anal be removed when they have Served their usefulness, but not
before the upAred, arms have them permanently eabdur
Chmna Row Applications
1. Made Mal be placed 0 a single row. lmgthwy . «Noted dr diWor to the cmtwr.
IM Winds of mijoi bole. lightly Outing me anoMer.
2, Me NemM,Hp f tdt g a straw Sae barrier for Meet flow applications apply here with the 1d
} Me barrier shall be t a e to Such o length that Me bottoms of the end bates are
was, call than the tod of the lowest mane bale to a>wre that sWImmt-tab
runoff will flow.ther through a, ties the barrier but not around It
Ml
e craw bob banners Man be NSperi 'mmee'attly after each romfal Nd at lent folly
aurng aredongal whold
2 CIO" attention Shall be pad to the shows Of damaged bees and rune and undercutting
beneath baes
3 NeceeNry repays to barriers or rwlaumwt of odes Nou be am omallPed promptly.
e. SMlment deposits mould be removed affair Ma ,ahem I. They must to removed wh..
the ISM of deposition reaches approximately one hof the IIe9111 of the Wade.
5 Any SNmelt apof r rtmaming In phase after Me straw bale Dame's no Icngor
reguked stall be ressed to conform to She existing Wade prepared and onedee.
Common um Speclfkmlms
wo
GAUEE
r/2' .u=
ITFT
r+tt
f
2a"o
ICE 2 flux
MTN MAT
5 IS_1 Q bul MILE AM
WHANE
oStan fIR III
IRS era
PLAN VIEW
ee
Me vow of the mlnnce amid be clewed of all ngetatlm, rests, and other objecl'mnade
mowial, Me yastl Ptll be placed to the Specified d'wmnans. Mr dweri facildldo whi
bemuse of Washing should be constructed cord'wg to spetficotims. If wsh racks are used,
they shod be n lollop mcmi ng to mowfocturrs spxlfkatk s.
uintenance'.
Do Entrance µat be maintained m a condition which Ali prevent tracing or Raw of men Onto
p demands, rights
—and . cry This may require periodic m adic toessinged m wx Aatone mGtan. as c
New and/or aeanwt of any btde structures used to trap Sediment. All socialsocialWWaterdropp d. rNeham d, w rocked onto rooawaeP ie m its storm d must be
v mme y
IPA
Pr�
i w
me
q er
M
6'
1 1/2' - 3' ROOK (r Tell
1/Y - 3/6' FILTER LAAER !�
Of Mein)
VEHICLE TRACKING CONTROL DETAIL
NII i
1_ 6
Cuss 6
Dooll
w-e'
L el
(GRADE oft all
A
END
•. C
mcnE
CLASS 6
Gel
L1z
it
T
TBIDDING
ING MATER A
ARAM
entity
EolNnLL
Col
BIPRAP DETAILDETAIL
(DETENTION PAID A)
SEDIMENT TRAP WITH
CULVERT EROSION BALE
INLET PROTECTION
IDATE:
SCALE: _
DRAWN:
CHECKED:
U
Q
J
J
5
Z
Q
r
r<
Q
Q U)
N J
0 �
O W
OD
LOo
zF
J C.)OP:
I
I
66
STRAW BALE FILACEMENT DETAIL
LECENO
��
EwSTNG CONTOURSF- ~ZQ,_ {LOr"Z5 .....1 i LOY 24 I1 I�.(T"�J�
E3 BASH AREA I -T - `i 1v t f i 7 _ Z3i
0.85 AREA IN ACRES rut 1 1- - p l 1 L� �yE/1f s .N
%OW ARROwS
Q __- _
DISCHARGE POINT _ rn
- A
BASIN BOUNDARIES
SUMMARY DEVELOPMENT PEAK DISCHARGE ._.
SAM
2tt
10K
1911E
El
6.5
112
28.5
Do
6.5
11.2
28.5
E2
0.5
0.9
2.2
DP2
0.5
0.9
2.2
E3
0.4
0.8
i.9
DP3
0.4
0.8
1.9
E4
4.1
0.1
02
DP4
40.1
0.1
(12
E5
2.0
3.3
8.8
ORB
2.0
3.3
8.6
EB
1.0
1J
4.4
DP6
z.a
S.o
1z.e
$ R\
4r
i
City of Fort Collins, Colorado
UnLiTY PLAN APPROVAL
CHECKED BY
•Jn a IW..4e Vol Ill
BY:
Ill tail Dm
CHECKED Dr.- -
r..A. • w..uum RMA
CHECKED BY, M imifl, Mal Ill
CHECKED BT: ${ I
MET Lot s IAY81A WATER D@IRICI'_-
SOUTH FORT COLLWa SANITATION DISTRICT
IITILrrY PLU,F APPROVAL I
APPROVED
RMI,a➢ Q- `�, E2
DATE
II kk - 0.99
APPROVED.�Aft,�.,-�-.'
RAmI slum® I _ \
DATE: I
I
I � �
1 1 -
.a 4l'i
� E3
, �7 N § /
S
� A E4
4 _ 0,07
/ I
GRAPHIC SCALE
GR CA�
DI )
1D<e - 0 It
w..kr I .. ..}T--'L ? Id�f� terI!
reEsia.��or 21�; ;Loi 2ol r Lar 1� I� , }niJ9 r% .... II - �r1_._..
1; us uxE ._�.�1�_ �.�..�..sl-__-=1i�-'_'_��. s:,l- 7'"' zs _ �X I: I..\\n',.
Tk
ONSTELLATION DRIVE----- - ,- AVONDALE
-.
Pill
_ 74�J
" I
Ntv
SAW
R\ pA
Etl
i u
�g 1T1 tl '. x
-..
A.I' Ir 5 I I z 4
BUILDING
--- F.F. 5086.02
mall
l EEE
I I
E5 I��I
1191
L I
--Z��
IJ
I r
Eg
IQ I LpTJ -i Is,�,
A
Ic LOT
', 11-D L� CLOT Su I LOT 4
IT J r� w i` T 'r------
Ell
s
h
1
I
1
I
m
y
i p
8 0 R
W WS
W z
Z \ p
a a
W i g�
a �yl
W
E�s
U
C
W
WO
Z
U
Z
O W
DATE SEPT 1999 35
SCALE 1'�b A=
j
DRAWN: RLII 3
CHECKED: SED
APPROVED, ME S
6=
to o r
0 ji
W2t F_
C7 CCD Z _ B
Q 0 Is
J_ _J 0 fi8
i JE
Z Z z
a <
N ;a
FY K X 5
Q Q
a <¢
0 V) Q 3
0 0 5
0 0 6a
0 O DO 8:
CD (7 m § g
V) In
? ? ED 8�
0 0 C"4",D
Q =e
Z a;
a�° �Ea
JC9 N0. �TGS_ ; fi
6amD3 az So4 s
2
SHEET 3�
1 OF 4 88E g
24
lox
1QU
Et
6.6
11.3
me
DP1
6.6
11.3
Me
E2
0.5
0.9
12
DP2
0.5
0.9
22
E3
0.4
0.6
1.9
DP3
0.4
0.8
1.9
E4
0.1
0.1
0.2
DP4
0.1
0.1
0.2
0
2.0
3.5
&6
DPI
2.0
3.5
&6
E6
1.0
1J
4.4
DPB 1
3.0
5.2
12.8
r T� vlfI / f�77 y �-mn� S 1h, i--, t .i m r tit f i ,I
_•-% ♦i. 141L "1
Lrr
ON_ST_ELLATION _ DRIVE _ _ _ _ _ _ 11 _ - _--�
T 7 z- - _ `I, 05,
AVONDALE R
- __ __ =sv $. -- _ -- -4a4
_.._.
PS
p ♦ —� 11 - I
. \\
NV
,�. .. \\ \\ •• II'PI '. RIM I III I M'r~o9
p=-nl � rR Av •� � m AL m
k
I
PS
T T
o
'REP. •, i e I "
OF
SBB,�
ARI I III I 'E
EA
:u \ 1�,i 9 i lil I III - Y
SEEDING PS �.�'._,' `^...r ,.; p +
\ t I5 J
Q
_...,. .- S10CKPIH£ umHFM SBB / L_ TNCRAPY CENiFR•f .OD �i T,.�. M I �L Z O F
�\ PY LT ?}r- y
F.F. W..SP .. s--'.r•• \vv -" s I rI
I
ot
MIT
Ito
�.... _ �«
If
fl i III III 5 :-
-TB-'
11
Ir
IBE I
t
c •"
/- FkISnNC SUILOIN 3b. n
y
L 4 �•
_ y
I V I i Y I l d B z
o IF
t `" I rxf F.F.MITSOBG.01 vl ��
M k
AN
MR
r vl 'u 1 I
: I�-'Dwl
Ie IT
1\ N R lam^ I h i I' I I t DATE' SEPi. 1999 X a
ApUN
F ; L� y SCALE'
I t t N I — _. � I APPROVED' JNL S
I '
I�C(ft' II ` w w s5
Xy
'µ GRAPHIC SCALE ': ;� i- fCONSTRUCTON NEHICIE ss J
C@
im BL cacnaNlak`K G'II.. + 5 59
.. ? !..I a F
--
.. - 7`
A ro5I �v� 1 11 II - - -3
., Ile- w- �� -- _ - �� - -- i,alk a a .E
_ �k -
�,a�r,Y� a az SERE
4:
m U) a i
At
'�-'- OO OLOT3 p JfaT1 LD(DER090N CONTROL NOTES OSTIAMUM EMMON OWNER NI bgg5 JY
On OR FORT mNI.aa AAY, MR LEGEND: NZ t
.usw,m �Pxwlrm :xN vmi)W . sm �tMfMD nAAA �.,.... �. O
51ONiriw141i BiTrvwnTHROWw�w uumvD I °tr�A:xmmwiA°xMailrv. s®wxrm W>m. ME x.mw�m'Bwr�s°Hmm1 ��-q�.A'1`...�'..��-7+��.' Z Z
wrsmucntw w ms srt.EMERITI WHEN Mn� MST BANNER MAJEENT Ex4Es, mm ru¢ tliMOR� NAMES No USE Tm ¢kiwi Ro fir[ ffi `r IL It MAY mY 31 AND m i�15�Fm FLOW PATH J J U 6
City of Fort Collins, Colorado
SLr ruRmc SMALL BL NsrAum mT r M an T rmr Aurrs wax¢wD xv1 MARE +eY t®s A MIMI BY A RARE m IY J J
IS MY LIMA) DSA� mYn(SAKMPURE Smn pfrgnwr M � ,[¢Tnmc Tawm ❑ W11LlE RAGGING CgiTiM t
. frAMAv • an .ORm IEi.M M rom NAx1m By UTILITY PLAN APPROVAL ® O O � 6
FreW BLAMED LF9m 0I MIL
SHAUL INSTALLEDAT m ANDaRATE DIE IN M
MY mmc k) REUNION PTDRaL AEAI s u. f
Y.�6ry xu mm u �
"` wT m V .. W KT 4 oAlX y
�M"'
��
amIM As iw RD IN M APPROVED Ywm swmuE
'ASP ` w'Ww m sRwINM¢um AM
au mr A : m Ao u.
wmw MY
BLBULL
06ThYCTM PLATS, AND S AM E4xmDL REVERT.
Evw1 rmEBminxu[A
UM)AMENDED
yAT� m &RE 0 LLa
� as! Rw¢ W� W RE 'S AND ry
� ALL 411NO SERRATE aMnKtVAR M�
EpB
M-�
TO RE BLlfll�
1 AE-L6Nr®AYCE ASETAMN'N4L BE P1LLPR
ME REUI AND N A
S RFACE
61EY A
nN2 R m NIEIs Np CATM Mfg
6 EASMNMO
,EM�p IF WALL. RE X
W R �A IT
NSMALL
ST LL ME II MW REGRa4O}DW
o�¢MrLOGMN m ro IM
no Ra KSAAC
Mµ
uI1W fMx u xpRs R 9wIC
�
EMPROTECTED
OOTEPE
R�MM � PUVADw
AREMS,�PoM �m
mximxTax amnT✓ E rm n
ml
m f
wT Poro a ABu,m
.A•0
RAm Dr nXL
T socwlt aAu oI®m IRaI rm x Iawr. ARM
STDCxAH6
wuiaun m[crto ONE TD mE•ATaRrt m
mY,JD
A x x u`w � W� HAi iaom�rw
AT 9XN
91NL & {WIECIFY MW 4plmx 10.V�TH BY miALE
MIYRi T M MM WWC 4
ffiE0. o� a
TRElutl{ 4➢1FlIrMTRM�Ia b 1p�rRVMR�Y
nBL
NR ISMRT4
A ALL mts maao WARN Ix.'s siowul"`iu
MugpN4 E1nmC. A•O F90YEN 4T fEW.fl.'C. 54
°`m-�'-
V9XB DE qtq R M MELT 4 A KE G ASENT yxAY
r'1 fTIR
TMYB MILTS AILA9T:.R
smTHE BLxA AFTER m DAYS SHALL 4 smm ARE WARNED
M vKar Muv¢ uxFwa aw rIc oESTATm mvm AREA
MDIES BY h T tl5[Lx[
WINT
A P4
S� LANpSCAPINC PLANS FOR
SHALL BE IN A
'E PW, 'ULT. HEREAMN. T DNLLI
M
d on TNxMY PROTESTS D6 m W T REPORTING 6
�^ 9HyL pC RE1ED BB.WI js�TO
M nxN6 ALL BE BUMMED AT A PATE RECOMMENDED BY M
DELINEATED LC
iL S u15,.wm xD Sui x uors
°RE""E"T
sms T MY DMN uA1[wAt Tm att sHp¢Ts DY a rMK Mr
a
YAr n
T TENDm 15 To PAfQ 1.
uANTMvnn.
CF SOD
De RE" •-T-RAY SAL PfNw Eamn
T WERE MW IHmR l%,1 DA'5
NRD
ANr wTmw TW 4 arAxD
+
HD�EWEMM �RE�S
AND PERIAANENi SEED MI%,
T SEED
B pSRWxC ACTIVITY F munumo T RmT WNxE (EG
IIIRDINW
mARi B M CTEPACIaI.
y ME CONY ACTSA
p 1ERM
"BEAT
AREMAYBE M
M)
is XST WED. AI MITSUI
d�IMO4NWA
BEER
I!AAT MAN ENTER;-L
Aufxll6 A•,a uuLwxc
E®M Lu ET•)
Eu MIAMI M Wal. 46P5
LW-mwT
)BATTERED BY ME SID v APARTMENT .
SEEDER) Nymm BY PARKER! •ELLS
T
I
IrLn•
®—�•'
O
O
Q F
SIT
0
APPROVED:
SWAW BALE BARRIER
~
N m_
EI
Ob hde.v
RAW1—
(2 V SEDIMENT TRAP
Or
O 2
° a
CNECI(ED
BY:
'60
O�X
rr.r M TRU Mm m, Drub
DM.
® SOD GRASS
w
w
W W
EP
CHECKED
BY.
se
mormmW YYtlV
Dtl•
® PERMANQR SEEMNG
5
CHECKED
BY:
SEE NOTE. TRIBE 91EET
6
SALT FENCE
fiJ1O03 Al
]OA
6S
CHECKED
BY:
Clb AND ITpm
rm
SEE ER04IX1 CONTROL TEL GRIM
SHEET
CHECKED
BY:
FOR SPEOPICATIONS
3
E 0
OF