HomeMy WebLinkAboutDrainage Reports - 03/20/1998��rrwed Report
final A
0ep,3j,4$
f - PROPERTY OF`.
FORT COLLINS bins s
FINAL DRAINAGE AND
EROSION CONTROL REPORT
FOR THE
2ND REPLAT OF
SCENIC VIEWS PUD
•r �
ITMP
' CERTIFICATIONS
OWNER
C & A Construction, Inc. hereby certifies that the drainage facilities for the 2nd Replat of Scenic
Views PUD shall be constructed according to the design presented in this report. I understand that
the City of Fort Collins does not and will not assume liability for the drainage facilities designed
and/or certified by my engineer. I understand that the City of Fort Collins reviews drainage plans
pursuant to Colorado Revised Statutes Title 30, Article 28; but cannot, on behalf of C & A
Construction, Inc., guarantee that final drainage design review will absolve the 2nd Replat of Scenic
' Views PUD and/or their successors and/or assigns of future liability for improper design. I further
understand that approval of the Final Plat and/or Final Development Plan does not imply approval
' of my Engineer's drainage design.
C & A Construction, Inc.
/Xj / 1AA
'46wner
' I hereby certify that this report for the Final Drainage and Erosion Control Report for the 2nd Replat
' of Scenic Views PUD was prepared by me or under my direct supervision in accordance with the
provisions of the City of Fort Collins STORM DRAINAGE DESIGN CRITERIA and
CONSTRUCTION STANDARDS for the owners thereof. I understand that the City of Fort Collins
' does not and will not assume liability for drainage facilities designed by others.
Respectfully Submitted, 0 4-1• D. OR
.G;s
' t M,Fo .`�Acok
�,.
:--
• 23830
' Roger L. Mieden, P.E. %E'W�-,
i 98Colorado Professional ENo2.18gL4,4
For and On Behalf of JR,,,�y\'�
t
t
d
1
1
t
[1
TABLE OF CONTENTS
PAGE
CERTIFICATIONS............................................................i
TABLE OF CONTENTS....................................................... ii
1. INTRODUCTION....................................................... 4
1.1 Project Location...................................................4
1.2 Site Characteristics................................................. 4
1.3 Soils............................................................4
1.4 Purpose and Scope of Report .........................................5
1.5 Design Criteria....................................................5
1.6 Master Drainage Basin .............................................. 5
' 2. HISTORIC (EXISTING) DRAINAGE ....................................... 6
1
1
1
3. DEVELOPED FLOWS ................................................... 7
3.1 Method..........................................................7
3.2 Exterior Flows....................................................7
3.3 Onsite Flows.....................................................7
3.4 General Flow Routing .............................................. 8
3.5 Proposed Drainage Plan .............................................8
3.6 Hydrologic Analysis of the Proposed Drainage Conditions ................ 10
3.7 Allowable Street Flow Capacities .................................... 11
3.8 Inlet Design.....................................................11
3.9 Storm Sewer Design..............................................12
4. RETENTION POND ..................................................... 13
5. SWMM Model.........................................................13
6. EROSION CONTROL ..................................................
14
6.1
Introduction.....................................................14
6.2
General Description ...............................................
15
6.3
Soil Description ..................................................
15
6.4
Erosion And Sediment Control Measures ..............................
15
6.5
Dust Abatement ..................................................
16
6.6
Tracking Mud on City Streets .......................................
16
6.7
Maintenance.....................................................
16
6.8
Permanent Stabilization ............................................
17
ii
--------------- — --------- ... ... . ------------
7. MISCELLANEOUS ....................................................17
7.1 Variances .......................................................17
7.2 Irrigation Ditches .................................................
17
7.3 Ditch Company Approval ..........................................
17
7.4 Maintenance Agreements ...........................................
18
8. REFERENCES ........................................................19
APPENDIX A - MAPS AND FIGURES
Al
APPENDIX B - HYDROLOGIC CALCULATIONS
BI-B5
APPENDIX C - INLET CALCULATIONS/OVERLAND TRAIL
CAPACITY CALCULATIONS
CI-C8
APPENDIX D - PIPE CALCULATIONS
DI-DIO
APPENDIX E - SWALE/CHANNEL CALCULATIONS
EI-E6
APPENDIX F - SWMM RESULTS
F I -F47
APPENDIX G - EROSION CONTROL
GI-G6
APPENDIX H - EASEMENTS
HI
APPENDIX I - DITCH COMPANY AGREEMENT
11-14
APPENDIX J - RETENTION POND ELEVATION -STORAGE DURATION CURVES JI-J5
WATER QUALITY VOLUME
APPENDIX K - STORMWATER QUALITY AND MANAGEMENT KI-KI7
CONTROL PLAN (PREPARED BY ROCKY MOUNTAIN
RESEARCH INSTITUTE)
11
1
11
1
1,
1. INTRODUCTION
1.1 Project Location
The 2nd Replat of Scenic Views PUD is a proposed 21.1 acre multi -family development
located in the Northwest One -Quarter of Section 16, Township 7 North, Range 69 West of
the Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. (See
FIGURE 1 - VICINITY MAP.)
This project is bounded on the south by West Elizabeth Street, on the west by Overland Trail,
on the north by undeveloped property, and on the east by undeveloped property and the
Pleasant Valley and Lake (PV&L) Canal. More specifically, this site can be found in the
northeast comer of the intersection of West Elizabeth Street and Overland Trail.
1.2 Site Characteristics
The general topography of this site consists primarily of existing pasture land. The PV&L
Canal traverses the site from northwest to southeast. The slopes range from 0.8 to 50
percent. The steeper slopes are found along the PV&L Canal.
1.3 Soils
The soils for this site are comprised of the Altvan-Satanta loams (3) and (4), Loveland clay
loam (64) and Satanta loam (95). (See FIGURE 2 - SOIL MAP.)
The Altvan-Satanta loams (3) complex consists of nearly level soils on terraces and high
benches. It is about 45 percent Altvan loam and about 30 percent Satanta loam. Pertinent
characteristics of this soil include slow to medium runoff and a slight to moderate hazard of
wind and water erosion. Altvan and Satanta loams are categorized in Hydrologic Group B.
The Altvan-Satanta loams (4) complex consists of gently sloping or strongly sloping soils
on high terraces, beaches, and fans. It is about 55 percent Altvan loam and about 35 percent
Satanta loam. Pertinent characteristics of this soil include medium to rapid runoff and a
' moderate hazard of wind and water erosion. Altvan and Satanta loams are categorized in
Hydrologic Group B.
1 4
11
1
1
1
1
Loveland clay loam (64) is a level soil that is on low terraces and flood plains. Pertinent
characteristics of this soil include slow runoff and a slight hazard of water erosion. Loveland
clay loam is categorized in Hydrologic Group C.
Satanta loam (95) is a nearly level soil that is on terraces and uplands. Pertinent
characteristics of this soil include slight runoff and a moderate hazard of erosion. Satanta
loam is categorized in Hydrologic Group B.
The source for soil data is the "Soil Survey for Larimer County Area, Colorado", prepared
by the United States Department of Agriculture Soil Conservation Service.
1.4 Purpose and Scope of Report
This report defines the proposed final drainage and erosion control plan for the 2nd Replat
of Scenic Views PUD, including consideration of all on -site and tributary off -site runoff.
1.5 Design Criteria
This report was prepared to meet or exceed the submittal requirements established in the City
of Fort Collins' "Storm Drainage Design Criteria and Construction Standards" (SDDCCS),
dated May 1984. Runoff computations were prepared for the 2-year minor and 100-year
major storm frequency utilizing the rational method.
Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual"
(UDFCD), 1984, developed by the Denver Regional Council of Governments, has been
utilized.
1.6 Master Drainage Basin
This site falls within the West Plum Street Basin and a report entitled "West Plum Street
Basin Master Drainage Plan" prepared by Resource Consultants, Inc. October 29, 1990.
This site was also included in a report entitled "Update of Hydrologic Analysis for West
Plum Street Basin", prepared for the City of Fort Collins' Stormwater Utility by Ayres
R
11
Associates, April 16, 1996. This report provides an analysis of the drainage patterns for this
' area under developed conditions, including the detention pond proposed as part of the
previously approved Scenic Views PUD development. Note: This report was only an
analysis and did not propose recommendations for future improvements.
Information for this report was also gathered from the following:
1
I. "Preliminary Drainage Report for Scenic Views P.U.D.", prepared by Northern
Engineering Services, Inc., February 20, 1996.
' 2. "Hydrologic Investigations for Scenic Views P.U.D. Subdivision", prepared by
James H. Stewart and Associates, Inc., February 2, 1981.
The overall drainage plan for the 2nd Replat of Scenic Views PUD is in compliance with the
requirements of the reports listed above.
' 2. HISTORIC (EXISTING) DRAINAGE
Historically, flows enter this site from the north and west. The two (2) general locations are
as follows:
1. From the CSU Equine Center on the west side of Overland Trail
'
The flows from this area enter the site in an existing 21 inch diameter RCP pipe
under Overland Trail.
2. From the area to the north of this site.
'
The flows from this area enter this site in sheet flow. Based on discussions with the
City of Fort Collins' Stormwater Utility, the runoff from this site to be considered
for sizing the proposed retention pond will be the 2-year historic flows. (The runoff
'
in excess of this amount will be allowed to overtop the pond for now. At the time
this property is developed, the additional flows will need to be detained and released
0
11
I
into the proposed Scenic Views Retention Pond at a rate equal to or less than the 2-
year historic rate.)
' Historically, flows leave this site to the east and into the PV&L Canal. The flows from the
portion of the site east of the PV&L Canal leave the site and enter an existing downstream
channel to the east of subject site.
' 3. DEVELOPED FLOWS
3.1 Method
The Rational Method was used to determine both the 2-year and 100-year flows for the sub -
basins indicated in this drainage report. A detailed description of the hydrologic analysis is
' provided in Section 3.6 of this report.
The historic flows for this site are included as part of this report. The resulting 2- and 100-
' year runoff values were used to compute discharges at specific design points.
' 3.2 Exterior Flows
Exterior flows enter this site from the west and north. All lands lying within these areas have
been assigned land use characteristics reflecting their developed conditions as agreed to with
the City of Fort Collins' Stormwater Utility. These areas areddentified on the attached
"Drainage Plan" and calculations are included in the Appendix of this report.
3.3 Onsite Flows
' Flows within this site will take the form of overlot, swale, and gutter flow. The existing
drainage patterns have been maintained where possible. All grading has been designed to
' carry flows away from structures to the proposed drainage facilities.
1
1 7
P
' 3.4 General Flow Routing
The final drainage pattern for this area has been developed to provide a drainage system that
is compatible with the surrounding area. This has been accomplished by utilizing existing
drainage patterns to the extent possible and routing flows to limit the amount of required
drainage facilities.
The proposed drainage facilities for this site consist of proposed swales, inlets, underground
Istorm sewer systems, and a proposed retention pond. (See below for further discussion.)
' The proposed drainage system meets the requirements for providing drainage relief by
reducing the impact of the flows generated by the re -development of portions of this site on
downstream areas (restricting release rates to existing) and meets the criteria in the
SDDCCS. (See attached "Drainage Plan" for the location of all drainage facilities.)
3.5 Proposed Drainage Plan
' A qualitative summarization of the drainage patterns within each sub -basin and at each
design point is provided in the following discussion paragraphs. Discussions of the detailed
' design of drainage facilities identified in this section are included in Sections 3.7.
' Runoff from Subbasin A is comprised of a small portion the southeast corner of
subject site and a small portion of West Elizabeth Street. The flows from this area
are carried easterly in gutter flow on West Elizabeth Street to the east boundary of
' subject site and released into the existing borrow ditch at Design Point 1 (as shown
in the Preliminary Drainage Report for this site). (Note: This area is significantly
smaller than the existing portion of West Elizabeth Street that contributes into said
' borrow ditch.)
Runoff from Subbasin B is conveyed to the proposed internal street system and
'
conveyed to a proposed sump condition inlet in the southeast portion of this site at
Design Point 2. Said inlet outfalls into the proposed retention pond via a proposed
underground storm sewer system.
'
The runoff from Subbasin EXl (an existing residence) is routed onto Subbasin C
'
via overland flow.
1 8
_1
1
Runoff from Subbasin C is conveyed to the proposed internal street system and
conveyed to a proposed sump condition inlet in the east central portion of this site at
Design Point 3. Said inlet outfalls into the proposed retention pond via a proposed
' underground storm sewer system.
The runoff from the combination of Subbasins EXl and C is routed to the proposed
sump condition inlet at Design Point 3. as stated in the previous paragraphs.
Runoff from Subbasin EX2 (Overland Trail) is conveyed to Overland Trail, diverted
northerly and southerly and carried to a proposed sump inlet at the location of the
existing crossing under said Overland Trail at Design Point 4 (approximately the
extension of the north boundary of this site).
Runoff from D is internal
Subbasin conveyed to the proposed street system and
conveyed to a proposed sump condition inlet in the northeast portion of this site at
Design Point 5. Said inlet outfalls into the proposed retention pond via a proposed
underground storm sewer system.
'
Runoff from Subbasin EX3 (from the off -site area.to the north) is conveyed onto
'
Subbasin D via overland flow.
Runoff from Subbasin E (the area east of the PV&L Canal where the proposed
retention pond is located) is conveyed to the proposed retention pond.
Runoff from Subbasins Fl is conveyed easterly via overland flow to the existing
property to the east. Note: This area is significantly smaller than the historic area that
flows onto the undeveloped property to the east (across the PV&L Canal). The 100-
year developed discharge from Subbasin F1 is 9.3 cfs compared to the 100-year
' historic discharge of 33.6 cfs tributary to the canal for historic conditions.
' Runoff from Subbasins F2 is conveyed to a proposed inlet along the northern
property line and discharges to the proposed retention pond.
1
1 9
I
1
I
E
3.6 Hydrologic Analysis of the Proposed Drainage Conditions
The Rational Method was used to determine both 2-year and 100-year peak runoff values for
each Subbasin. Runoff coefficients were assigned utilizing Table 3-2 of the SDDCCS
Manual. As stated above, the Rational Method was used for all hydrologic analyses for the
project site. The Rational Method utilizes the SDDCCS equation:
Q = CrCIA (1)
where Q is the flow in cfs, A is the total area of the basin in acres, Cr is the storm frequency
adjustment factor, C is the runoff coefficient, and I is the rainfall intensity in inches per hour.
The frequency adjustment factor, C f, is 1.0 for the initial 2-year storm and 1.25 for the major
100-year storm.
The appropriate rainfall intensity information was developed based on rainfall intensity
duration curves in the SDDCCS Manual.
In order to utilize the rainfall intensity curves, the time of concentration is required. The
following equation was used to determine the time of concentration:
t�=t;+t,
(2)
where t, is the time of concentration in minutes, t; is the initial or overland flow time in
minutes, and t, is the travel time in the ditch, channel, or gutter, in minutes. The initial or
overland flow time is calculated with the SDDCCS Manual equation:
ti = [1.87(1.1- CCf)L"]/(S)'
(3)
where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the
average slope of the basin in percent, and C and Cf are as defined previously.
All hydrologic calculations associated with the sub -basins are attached in the Appendix of
this report. Table 3.1 provides a summary of the design flows for all Subbasins and Design
Points (DP's) associated with this site.
Wi'
[a
I
:=
DESIGN
� � � r,TABI.,E
AREA
� X I)'I�I)�tAGl(1
AREA
C2
�71t�1�IAit3�
C100
Tc (2)
TABU
Tc (100)
Q (2)
YS
Q (100)
POINT
DESIG.
(ACRES)
(MIN)
(MIN)
(CFS)
(CFS)
1
fA
0.37
0.67
0.94
6.7
10.0
0.71
2.1
2
B
5.27
0.68
0.85
13.1
10.6
8.06
31.2
EX 1
1.06
0.21
0.26
11.6
11.6
0.54
1.9
8
C
8.19
0.67
0.84
5.7
10.0
16.66
48.7
3
EXI,C
9.25
0.62
0.78
17.3
16.3
11.25
40.9
EX1,B,C
14.52
0.64
0.80
17.3
16.3
18.34
66.7
5
D
3.03
0.59
0.74
10.6
10.0
4.38
15.8
4
EX2
1.32
0.69
0.86
6.9
10.0
2.62
8.1
6
EX2,D
4.351
0.62
0.78
16.91
10.0
5.38
24.0
E
2.93
0.20
0.25
11.7
11.7
1.38
4.9
7
EXI,EX2,
21.80
0.58
0.73
17.3
16.3
24.81
90.3
B,C,D,E
F
3.50
0.39
0.49
11.2
11.2
3.27
I1.5
EX3
6.50
0.20
0.25
12.8
12.8
2.95
10.4
9
F1,EX2,
PORTION
EX3
4.08
0.44
0.55
21.0
19.0
3.23
12.1
' 3.7 Allowable Street Flow Capacities
' The 2nd Replat of Scenic Views PUD has only a minor impact on flows from the
surrounding existing streets. Therefore, calculations for allowable street capacities are not
included for interior streets. Calculations for Overland Trail are included in Appendix C,
Pages C6-C8.
3.8 Inlet Design
There are four (4) Type "R" sump condition inlets and one (1) area inlet proposed with the
2nd Replat of Scenic Views PUD. One of the sump inlets is located on Overland Trail and
' the other three (3) are located in the roadways in the southwest portion of this site. The area
inlet is located in the north central portion of this site at a junction in the proposed CSU
Equestrian Center outfall storm sewer. (See Appendix for Calculations.)
11
I3.9 Storm Sewer Design
' There are two (2) underground storm sewer pipe systems proposed with the development of
the 2nd Replat of Scenic Views PUD. These two systems are as follows: 1) the extension
of the existing culvert under Overland Trail from the CSU Equestrian Center through a
proposed sump condition inlet and into the proposed retention pond; and 2) the outfall storm
sewer system from the southerly and central portions of this site.
CSU Equestrian Center Outfall Storm Sewer
This underground storm sewer system has been designed to carry, the existing flows
from said existing culvert and the three proposed inlets to the proposed retention
' pond, and includes a crossing under the PV&L Canal. (See Table 3.2 below. See
Appendix for calculations.)
Outfall Storm System - Southerly and Central Portions of Site
This underground storm sewer system has been designed to carry the 100-year
' developed flows from the southerly and central portion of this site to the proposed
retention pond. (See Table 3.2 below. See Appendix for calculations.)
PIPE DESIGN
REACH DESCRIPTION SIZE DISCHARGE
(inches) (cfs)
From Design Point 4 Inlet (Overland Trail) to Design Point 5
1 Pipe 21" 25.0
From Design Point 5 Inlet to Retention Pond
' Outfall Pipe 29" X 45" 43.0
From Design Point 2 Inlet to Design Point 3 Inlet
' Pipe 24" X 38" 31.3
From Design Point 3 Inlet to Retention Pond
' Outfall Pipe 42" 66.8
�I
12
4. RETENTION POND
There is one retention pond proposed with the development of the 2nd Replat of Scenic
Views PUD. This pond is located in the northeast comer of this site. This retention pond has
been designed to retain two times the 100-year developed runoff from the Scenic Views site.
Stormwater runoff which collects in the retention pond will be discharged to the Pleasant
Valley and Lake Canal by a pumping station located between the retention pond and the
canal. A water quality inlet consisting of a perforated riser pipe with a gravel filter is
' provided within the retention pond which drains to the pump station. The water quality inlet
and the water quality volume provided in the pond are designed to drain the water quality
volume within 40 hours, which corresponds to a pumping rate of 70 gpm. For larger storms,
a 500 gpm pump is available which will also discharge to the canal. The larger pump is
intended to be started manually about 24 hours after a large storm and will turn off
automatically when the water level reaches the top of the water quality volume. The smaller
' pump will turn on and off automatically to drain the water quality volume in a period of 40
hours. An emergency overflow weir is provided at the east side of the pond to convey flows
in excess of the design flows. This concept was determined as the result of discussions
' between Bill Veio of Solitaire Properties, LLC, and Glen Schlueter of the City of Fort
Collins Stormwater Utility.) (See Appendix J, pages Jl through J5 for calculations and
' Drainage Plan for additional information.)
To control groundwater infiltration to the retention pond, a clay cutoff wall or slurrywall will
be constructed around the perimeter of the retention pond. The cutoff wall will penetrate
' permeable layers of soil that convey groundwater above the - level of the bedrock and
essentially isolate the retention pond area from the surrounding groundwater effects.
Additional information regarding remedial measures for water quality enhancement are
included in "Stormwater Quality and Management Control Plan" prepared by Rocky
Mountain Research Institute (Reference 7, also included as Appendix K of this report).
' 5. SWMM Model
The 2nd Replat of Scenic Views P.U.D. is located in the SW 1/4, NW 1/4, Section 16,
Township 7N, Range 69W. This location represents Sub -basin I in the Hydrologic
13
I
F,
I
I'
Analysis For West Plum Street Basin.
The developed site was modeled using SWMM. The site was modeled using an
imperviousness of 60%. The 100-year storm was routed into the retention pond. It should
be noted that Subbasin F is considered to drain to the east via overland flow into the PV&L
Canal and, therefore, was not routed into the on -site retention pond.
The West Plum Creek Drainage Basin SWMM model was modified to include the 2nd
' Replat of Scenic Views PUD in Subbasin 11 as well as modifying detention pond number
202 to represent the currently proposed retention pond. The entire updated model was run
for the 100-year design storm for the West Plum Basin. The peak discharges for these runs
are as follows:
Design Exiting Scenic Exiting Scenic Master Plan Peak
Storm View View Ret. Pond Flows
(Conv. Element 59) (Conv. Element 202) (Conv. Element 202)
100-Year 145 cfs 0 cfs 89 cfs
* From "Update of Hydrologic Analysis for West Plum Street Basin", Ayres Assoc.
'
Note: The peak discharge values exiting the Scenic Views Retention Pond include the
routing of Subbasins 10 and 12 from the West Plum Creek Basin.
See Appendix for SWMM output data.
' 6. EROSION CONTROL
' 6.1 Introduction
' This section represents the Erosion Control Report for the 2nd Replat of Scenic Views PUD
and was prepared to meet the regulatory requirements of the City of Fort Collins, Colorado.
This report was prepared following the guidelines and regulations within the SDDCCS
' Manual.
14
6.2 General Description
The total site is comprised of approximately 21.1 acres. The proposed improvements
comprise the entire site.
1
The general topography of this site consists grass covered pasture type land. This area slopes
1 easterly at slopes ranging from 0.8 to 50 percent. The steeper slopes are found in the easterly
portion of the site along the PV&L Canal.
6.3 Soil Description
'
In accordance with the Soil Conservation Service's (SCS) "Soil Survey of Fort Collins Area,
Colorado" (copy reproduced in Appendix), the
soils on -site consist of the following:
Rainfall
Wind
Hydrologic
'
Soil Designation
Erodibility Zone
Erodibility Zone
Soil Group
Altvan-Satanta loams(3)
Moderate
Moderate
B
Altvan-Satanta loams(4)
Moderate
Moderate
B
'
Loveland clay loam
Slight
Slight
C
'
Satanta loam
Moderate
Moderate
B
' (See Section 1.3 for further discussion of soils found on this site.)
6.4 Erosion And Sediment Control Measures
Erosion and Sedimentation will be controlled on -site by the use of straw bale barriers, silt
fence, inlet protection and gravel construction entrances. (See Appendix G, Page G6 for
Cost Estimate). A gravel construction entrance will be located adjacent to Overland Trail,
straw bale barriers will be placed along graded swales and silt fence will be placed along the
downhill face of graded areas subject to erosion. Inlet protection will be placed around storm
' sewer inlets. Please refer to the "Drainage and Erosion Control Plan" for exact locations ,
construction details and construction sequence.)
' 15
1
The measures are designed to limit the overall sediment yield increase due to construction
as required by the City of Fort Collins. A construction schedule is contained in Appendix
G and shown on the "Drainage and Erosion Control Plan" which shows the overall time
frame for construction activities.
Silt fence will be utilized in limited areas adjacent to any stockpiles that are created during
grading. Additional discussion of erosion control measures is included in "Stormwater
Quality and Management Control Plan" (Reference 7).
' 6.5 Dust Abatement
' During the performance of the work required by these specifications or any operations
appurtenant thereto, whether on right-of-way provided by the City or elsewhere, the
contractor shall furnish all labor, equipment, materials, and means required. The Contractor
shall carry out proper efficient measures wherever and as necessary to reduce dust nuisance,
' and to prevent dust nuisance, and to prevent dust which has originated from his operations
from damaging crops, orchards, cultivated fields, and dwellings, or causing a nuisance to
persons. The Contractor will be held liable for any damage resulting from dust originating
' from his operations under these specifications on right-of-way or elsewhere.
' 6.6 Tracking Mud on City Streets
' It is unlawful to track or cause to be tracked mud or other debris onto city streets or rights -of -
way unless so ordered by the Director of Engineering in writing. Wherever construction
vehicles access routes or intersect paved public roads, provisions must be made to minimize
' the transport of sediment (mud) by runoff or vehicles tracking onto the paved surface.
Stabilized construction entrances are required per the detail shown on the Plan, with base
' material consisting of 6" coarse aggregate. The contractor will be responsible for clearing
mud tracked onto city streets on a daily basis.
' 6.7 Maintenance
All temporary and permanent erosion and sediment control practices must be maintained and
repaired as needed to assure continued performance of their intended function. Straw bale
' dikes will require periodic replacement. Sediment traps (behind hay bale barriers) shall be
cleaned when accumulated sediments equal about one-half of trap storage capacity.
1
16
I
I
1 7.
Maintenance is the responsibility of the developer.
6.8 Permanent Stabilization
A vegetative cover shall be established within one and one-half years on disturbed areas and
soil stockpiles not otherwise permanently stabilized. Vegetation shall not be considered
established until a ground cover is achieved which is demonstrated to be mature enough to
control soil erosion to the satisfaction of the City Inspector and to survive severe weather
conditions.
MISCELLANEOUS
7.1 Variances
There are no variances requested with the development of the 2nd Replat of Scenic Views
PUD.
7.2 Irrigation Ditches
The development of the 2nd Replat of Scenic Views PUD does not adversely affect the
PV&L Canal as the flows directed to it are less than historic (only the portion of the site
' immediately west of said canal). A profile of the downhill bank of the irrigation ditch is
shown on the drainage plan with two locations noted as "Probable Overflow Location".
These are based on the low points of the existing berm and represent where overflow could
' occur during a severe storm if the ditch capacity is exceeded due to conveyance of
stormwater. It should be noted that overflow may not occur if the capacity of the ditch
' further upstream is less (overflows would occur finther upstream) or the amount of
stormwater conveyed is not significant with respect to ditch capacity. No grading is
proposed in the immediate vicinity of the overflow locations that would reduce the capacity
of any overflow section.
' 7.3 Ditch Company Approval
' An agreement was signed by the Ditch Company and Owners of the 2nd Replat of Scenic
Views PUD in 1981 when this site was originally approved. Said agreement applies to the
' 17
t
' original owner's of this property as well as their successors. The current Developer of this
site has been in contact with the Ditch Company. A signature block has been added to all
' applicable utility plans for Ditch Company approval. (A copy of said agreement is included
in the Appendix.)
7.4 Maintenance Agreements
' The developer will be responsible for the maintenance of all temporary drainage structures.
1
[]
11
1
1
1
18
8. REFERENCES
1. "Preliminary Drainage for Scenic Views P.U.D.", prepared by Northern Engineering
Services, Inc., February 20, 1996.
2. "Hydrologic Investigations for Scenic Views P.U.D. Subdivision", prepared by
James H. Stewart and Associates, Inc., February 2, 1981.
3. "Update of Hydrologic Analysis for West Plum Street Basin", prepared by Ayres
Associates, Revised April 16, 1996.
4. City of Fort Collins, "Storm Drainage Design Criteria and Construction Standards",
(SDDCCS), dated May, 1984.
5. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria
Manual", Volumes I and 2, dated March, 1969, and Volume 3 dated September,
1992.
91
7
"Spring Creek Master Drainageway", prepared by Engineering Professionals, Inc.,
dated March, 1988.
"Stormwater Quality and Management Control Plan", prepared by Rocky Mountain
Research Institute, February 1997.
I]
I
1
1
APPENDIX A
MAPS AND FIGURES
1
At
I
1
I
I
I
I
I
1
1
LA PORTE
_J
z W MULBERRY
O -
x
SITE w EuzA ETH �
W PROSPECT
VICINITY MAP
1 " - 2000'
I
I
I
1
1
1
APPENDIX B
HYDROLOGIC CALCULATIONS
I
ajo
Z W
Vl
W W
O o
N
W 0 O
N 1 LL
trp C
w = S
Z OJ
J w
Q W
O ZO O
0
N
O)
0
f
D
o
O J J
Q
a U c7
N U Z
/w W
� N z
U Q (�
Z G_ Z
lu 2 W
CO U Q n
U
~ W
b
l
N
N
M
m
N
of
N
l^O
100
N
a j
o
0
C
0
0
C
0
0
o
Q
0
0
O
U
QLL
O
O
O
O
O
O
O
O
C+
O
Z UJ
N
Cl!
N
N
N
N
N
N
Q
O
O
C
G
G
O
G
G
C
Q
O
� U
w
N
Ill
O
tJ
C
fV
N
O
< z
LL LL
Q LL
W
Zo
ONl
ONI
A
T
A
ONi
OOi
W
ONI
W
C
o
0
0
o
C
o
a
opo
� U
Q O
O
O
O
aN0
V
O
O
Q
N
LL'
O
O
O
O
O
O
O
O
Q m
LL LL
Q LL
W
�
0A
N
ONI
A
ONI
Z
D o
C
0
a
a
C
C
o
o
C
O
o
a: U
Y
Nr
J
Q
Q
�
to
O
�
�
yy
W 0
C
N
O
l7
aD
O
O
O
C
O
l7
O
O
Q 0
J
4
W
tr�f
N
O
O
M
O�1
m
tN0
N
o
Q
O
N
m
CI
fV
N
C
.
{n
fG
O
V+
QQ
co
IX
U
O
x
W
LL
LL
X
IL
0){11
,
W
Q
r
N
I
I
r
J
' m
m
N
N
' O
A
m
m
N
'
0
0
1
'
Z
N
LL.
�3
N
0
1'-
f
J
LL
'
O
LL
W 0
Z0.
0 O
O
Z
Ci
W
'
y
0
W
Wp
1
'
J
O
a z
I^
o
m
N
� �
W
a
o
S z
p`
U 0
U
aas
W W W
IL
m
v o
rn
p m
O
2 z m w
E9�N c9 a �
O W O J
�N
p
J O U al
Ym
LL.
n
K
�
2
f
Z u
y
LL
r
m
m
m
m
n
N
m
p
O
Ip
N
CI
t7
tV
4
+ y
�
m
11
J Q
Z
J
W
= Q
(0 C N
N
m
m
m
m
N
m
U �
f
n
a
n
m
m
m
m
E
N
N
U y
�
N
N
N
m(+1
(7
_ - O
I'l
N
y
n
m
N
N
CI
fV
(V
n �
m
m
m
m
o � m
N ...
W
f=
IJu
>
c a n
o
o
m
o
0
V
N
Ol
m
m
O
m
m
!
m
m
m
C!
n
Cl
O
l7
�p
l
E �
1
0
o
r
o
n
o
r
a
o
q
o
N
fV
CI
N
Ol
CI
lV
lV
l7
y"
r
>
m
m
N
m
YO!
J«
U
G
G
G
C
C
C
C
C
O
\\r
F W
—
m
N
O
O
M
A
N
m
W
miH
O
N
aD
Vl
H
Q
V
z F
S2
_z
ITil
lo
W o
O a
z
m¢
G
m
H
m
c�
o
Is
W
LL
v
M
°N z
m
X
N
�
K.
w
�
¢
z
E
o
m
m
o
0
o
r
N
m
J
O
O
O
O
O
lV
_
P
LL
O
O
m
N
N
N
N
+
i
u
O
y ]
H
N
m
n
r
Q
m
m
n
r
p
Q
O
m
Y
m
Yl
pi
N
E u
0
U
N
m
N
O
OI
o
= E
N
P
n
1
m
N
N
CI
CI
N
m
m
w
m
o�
lcql
o
t.
WJ
P C n
O
Yl
m
m
J v
KQ
F z'
Q
m
0
YI
OI
C
> E m
N
J
0
o
n
o
n
o
n
m
m
qg
p � m
CI
lV
Cl
N
m
CI
M
CI
f
c = a
v
1
J
m
m
N
0
0
r
o
m
c
N
o
O
0
0
0
_
= F
tn�l
N
m
O
W
O
N
N
N
1
m
(j
z �_
O
H
I
w i
O
z
�
m
U
U
161
m�a
C
m
ex�
x
y
r-:-
N
0
O
6
I
N
f
J°
I
Q
J �
Q
Q
U �
m
t0
N
vi
/\
I
to
`v
w
X
= W
O
W �
�
O W
U
K
f O
a n
O
�
WE = W
a
i
23
O
00
0 0
'
N `
' N
h
0
O
U
> w
a
> O Z
U
w Y W
'
W
r 5
LL
N N
m
C
J 0
m
y
� Z >
U
0 O m
�s
CO)
0w0m
WN
v
O0 N
EIIIIIIIIIIIIIIIIIIIIIIIIIIII
■I�I�I�IBI�1�1�1�1�1�1�11�1�1
i191�1�161@I�1�1@I�1�1�11�1�1
■1@I�1@I�1�1�1�1�
�1@I�11�1�
■1�1�1�1�1�1�1�1���1�1�11�
��
■1�1@I@I�1@IBI�1@I�1�1�11��@I
■1@I�1�1@I�1�1�1�1@I�1�11�1@I
.
81-i
7
_
QT
,N
a
-Il
i 0
V
m
`
N
� �
N
V
m
�
O
l�
✓
J
e
N
m
W
ii
I
I
I
�
�
(/§
•2■
�|k
J�
�
.—
I
�/
)\ j
§§wz
`
ga
� 0
§
'1
(Y
�}
&
..
00w
7
7@�
�0
k�(k
S§S2
�■
\
CO)
wco
L
L
; {
ki
7
o \
� {
-------------------------
lz
a {
`Cd
}
4®
`
\
q
/
/
§
§
§
§
§
§
§
1-1
1-1
m
§
§
§
§
2
7
C4$
---------------------
C41
Iƒ
j
:
\
$2
ƒ
LLI i
«
5
0
}
\
E
}
§
&
�]
IK
82
'
FM
\LP-
�
&
/
3
5
°
\
}
\
\
\
)
\
�
�
\
> \
m
\
< &
/
\
§
��
e
m
(
�
/
[
\\
\\
\ t�
(
JR Engineering, Ltd. "'E,,. Rm,e i
�9�{ y��"� JOB NO.
MJECT sLLaJ'C-'�6
V, Lam-+ P'j i� . .BY�B�Y DATE tD Z/ /9%
SUBJECT lW1,5 j •
/yy' " — /Qd k-/ 7-, SHEET NO. _ OF _
,A (,E
.7a9�0.l0;.3 AL,
__ r _4-
era
ZT
QLL
1 1 f
i- I PndrJo r's+�a SPA
C
I _ _Sew Mti 'srz� t
3
12
1
1
1
1
1
Engineering, neering, Ltd. ` , RA4 P2 ,OH Na
FRwEcr ��), ll,e] P,IJQ,J7, BY ��►') B uve z, 9-7
SUWECr l -DES. / — "IC)9� V cu-)&L- •% MMU Na _ OF _
iz
i 1
0.b31.`51, + Z,13 . Z-► �
z,13(,3L4 =,55
EX 3)
L/Y ��. g� � �V,. 08) = .3. Z 3 c �- s
i
._mil
I 1
t
1
i
.. - . � I.A.
� • - . i
-.u'•�_
J-4.
l J LJ�
No Text
1
I
1
1
APPENDIX C
INLET CALCULATIONS
' OVERLAND TRAIL STREET CAPACITY CALCULATIONS
1
1
1
1
1
C/
SCENIC VIEWS PUD
'
06/25/96
'
SUMP CONDITION INLETS
@ DP 2 SOUTHEAST PORTION OF SITE
FLOW ALLOWABLE
FLOW DEPTH
(Q) (Yo)
(NOTES)
Q2 = 8.06 CFS 2 YR = 0.50
FT.
TOP OF CURB
'
Q100 = 31.26 CFS 100 YR = 1.00
FT.
6" OVER CURB
HEIGHT OF OPENING = H = 0.50 FT.
2 YEAR CALCULATIONS
Yo/H = 1.00 FROM FIGURE 5-2
O/L =
0.93 CFS/FT
'
INLET SIZE 12.00 FT. REDUCTION FACTOR =
0.85
'
Q = (Q/L)X(REDUCTION FACTOR)X(INLET SIZE) = 9.49
CFS
O.K.
100 YEAR CALCULATIONS
Yo/H = 2.00 FROM FIGURE 5-2
OIL =
2.40 CFS/FT
1 ST TRY
INLET
SIZE 16.00 FT. REDUCTION FACTOR =
0.90
'
Q = (Q/L)X(REDUCTION FACTOR)X(INLET SIZE) = 34.56
CFS
O.K.
OVER FLOW
'
2 YR 0.00
100 YR 0.00
CFS
CFS
'
INLET REQUIRED IS COOT TYPE "R", LENGTH
FEET
@ DP 2
1
X:19W200\QPW%S_INLET.NB20627/9614:01:59 PAGE 1 OF 4
SUMP INLETS
cz
'
@ DP 3 EAST CENTRAL PORTION OF SITE
FLOW ALLOWABLE FLOW DEPTH
(Q) (YO)
(NOTES)
Q2 = 11.25 CFS 2 YR = 0.50
FT.
TOP OF CURB
Q100 = 40.94 CFS 100 YR = 1.00
FT.
6" OVER CURB
'
HEIGHT
OF OPENING = H = 0.50 FT.
2 YEAR CALCULATIONS
Yo/H = 1.00 FROM FIGURE 5-2
Q/L =
0.93 CFS/FT
tINLET
SIZE 14.00 FT. REDUCTION FACTOR =
0.90
Q = (Q/L)X(REDUCTION FACTOR)X(INLET SIZE) = 11.72
CFS
O.K.
'
100 YEAR CALCULATIONS
Yo/H = 2.00 FROM FIGURE 5-2
Q/L =
2.40 CFS/FT
1 ST TRY
'
INLET SIZE 20.00 FT. REDUCTION FACTOR =
0.90
Q = (Q/L)X(REDUCTION FACTOR)X(I N LET SIZE) = 43.20
CFS
OX
'
OVERFLOW
2 YR 0.00
CFS
100 YR 0.00
CFS
'
INLET REQUIRED IS CDOT TYPE "R", LENGTH = 20
FEET
@ DP 3
1
1
'
'
X:%9062001QPWtS_INLET.WB206/27/9614:02:00 PAGE 2 OF 4
-
SUMP INLETS
C3
@ DP 4 OVERLAND TRAIL
FLOW ALLOWABLE
FLOW
DEPTH
(Q) (Yo)
(NOTES)
Q2 = 2.62 CFS 2 YR = 0.50
FT.
TO TOP OF CURB (1/2 ST
'
Q100 = 8.16 CFS 100 YR = 1.00
FT.
TO ROW
HEIGHT OF OPENING = H = 0.50 FT.
2 YEAR CALCULATIONS
Yo/H = 1.00 FROM FIGURE 5-2
Q/L = 0.93 CFS/FT
'
INLET SIZE 4.00 FT. REDUCTION FACTOR =
0.80
'
Q = (Q/L)X(REDUCTION FACTOR)X(INLET SIZE) = 2.98
100 YEAR CALCULATIONS
CFS
OX
Yo/H = 2.00 FROM FIGURE 5-2
Q/L = 2.40 CFS/FT
1 ST TRY
INLET SIZE 5.00 FT. REDUCTION FACTOR =
0.80
Q = (Q/L)X(REDUCTION FACTOR)X(INLET SIZE) = 9.60
CFS
O.K.
INTO SWALE
2 YR 0.00
CFS
100 YR 0.00
CFS
INLET REQUIRED IS CDOT TYPE "R", LENGTH = FEET @ DP 4
1
1
1 ,
X:%082001OPWkS_INLET.WB20627/9614:02:00 PAGE/OF4 SUMP INLETS
-
1
Cq
'
@ DP 5 NORTHEAST PORTION OF SITE
FLOW ALLOWABLE FLOW DEPTH
(Q) (YO)
(NOTES)
Q2 = 4.38 CFS 2 YR = 0.50
FT.
TOP OF CURB
Q100 = 15.87 CFS 100 YR = 1.00
FT.
6" OVER CURB
tHEIGHT
OF OPENING = H = 0.50 FT.
'
2 YEAR CALCULATIONS
Yo/H = 1.00 FROM FIGURE 5-2
Q/L =
0.93 CFS/FT
'
INLET SIZE 6.00 FT. REDUCTION FACTOR =
0.80
Q = (Q/L)X(REDUCTION FACTOR)X(INLET SIZE) = 4.46
CFS
O.K.
'
100 YEAR CALCULATION
Yo/H = 2.00 FROM FIGURE 5-2
Q/L =
2.40 CFS/FT
1 ST TRY
INLET SIZE 8.00 FT. REDUCTION FACTOR =
0.85
Q = (Q/L)X(REDUCTION FACTOR)X(INLET SIZE) = 16.32
CFS
O.K.
fOVERFLOW
- 2 YR 0.00
CFS -
100 YR 0.00
CFS
'
INLET REQUIRED IS CDOT TYPE "R", LENGTH = B
FEET
@ DP 5
1
1
X:\908200\QPW%S_INLET.WB206/27/9614:02:00
PAGE�OF4
SUMP INLETS
I cs
1 TD Engineering, Ltd. CLIENT RMZX JOBNO. 3(,71-,ob
lJj�, PROJECTPU.J7, BY JR)") CHECK BY DATE FLIS177
1 SUBJECT /WA-(� D/ZAwiI46tr5 SHEET NO. OF
1
1
i
1
1
1
i
1
[1
I
1
1
1
1J
1
1
I �
_
-�'
/tDO`iJ
..1s7?�2
T_!=C
co MI
I
a--
- j-
Ill-
i
(
st
LiT
-
f-
ZYI
'I"
o
'-1-L
-
7-5
-3-&
`
t(as—
C�
JREngineering, Ltd.' / CLIENT �'� ��T JOB NO.
PROJECT SCenny, L fwr BY_47m CHECKBY DATE
J-4 I? —?
' SUBJECT &Jq` ��}�..i ,46E SHEET NO. OF
[1
I
1
[1
i�
E
-
05,1-
r OT —
T-
r,
+_4._
SE
_
tt-
4
,_rvs
i
-.
'
r
�9 4).�l
7 j-L - A
o
I j
1
I
z_�
1 J
�31 Z'�
S Y
T
:A
t
TZ
in�[iJJTZ
ILI
&
i
( U)`/
C7
ASPH•-
6000
7000
6000
5000
4000
)
IJ
r
—
i
.10
06
%
ES4u•lE .it Hw• u.u•
.05
wo
a..a.• • • ..»
\3000
re
• <• 07LL-
</n re•
to
.04
2000
eo
...•.. .. of
2.0
X-11
e0
70
60
.50
IL
40
2
1000
Z
30
900
800
`•
z
�-
700
�
1
CY
Soo
Nz
300o z
1
400
w
=
INSTRUCTIONS
U.
J
of
Q
300
or
w
�.
• <HNcr IJn u.K «.. Iaen m
Q
a!
Z
1.007
..e .it, m.c.... I m ..•-
=
el
Z
.008
200
sa••. rn .N(< .N \..<• ..•.
v
e=
Q
<e.n(•t .aa.••H
of
U
.006
t.IH P.aaM
LL
.0OS
100
...•.n• c....f\
090
If M....•1 NN.....
so
--I. _
.004
70
r
w
6c
0-
O
30
1 .• of •I....a _
.003
wu.o.a •� s
N
40
30
1.1
From BP
ee u.w.a fa••. J .H •ena •.f<-.•o .. .002
rI
I•I
N.•V J: ••.u. • rH
Fgure 4-1
NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS
(From U.S. Dept. of Commerce. Bureau of Public Roads, 1965)
F .20
F-
Z
9
F-
En .10
w
a- .08
w
w .07
06
0.'
0 .OS
m
.04
U
F 03
Q
F .02
a
w
O
Fr
MAY 1984
4-3
DESIGN CRITERIA
M
M
are
.9
U
7
.3
.2
IS06
F-08
.f *0.4%
F
D 5
-T
I
BELOW
ALLOWABLE
STREET
I
MINIMUM
GRADE
I
.0
0 2 4 6 a 10 12 la
SLOPE OF GUTTER M)
Figure 4-2
REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY
Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain
allowable gutter capacity.
(From: U.S. Dept. of Commerce. Bureau of Public Roads. 1965)
MAY 1984
4-4
DESIGN CRITERIA
I
1
APPENDIX D
PIPE CALCULATIONS
1
-----------------
Discharge: 31.26
ischarge: 31.26
ischarge: 72.20
Discharge: 72.20
ischarge: 72.20
ischarge: 72.20
Calculation Cycle -------------------
INLET NO. 1
J-1
INLET NO. 2
J-2
J-3
Outlet
eginning iteration 1
Discharge: 31.26 cfs at node INLET NO. 1
ischarge: 31.26 cfs at node J-1
ischarge: 72.20 cfs at node INLET NO. 2
Discharge: 72.20 cfs at node J-2
ischarge: 72.20 cfs at node J-3
ischarge: 72.20 cfs at node Outlet
ischarge Convergence Achieved in 1 iterations: relative error: 0.0
** Warning: Design constraints not met.
information: Outlet Sump elevation must be at or below minimum invert
levation of:
Information: Outlet Known flow propogated from upstream junctions.
information: P-5 Surcharged condition
nformation: J-3 Known flow propogated from upstream junctions.
nformation: P-4 Surcharged condition
Information: J-2 Known flow propogated from upstream junctions.
tnformation: P-3 Surcharged condition
iolation: P-3 does not meet minimum slope constraint.
Information: P-2 Surcharged condition
information: J-1 Known flow propogated from upstream junctions.
-nformation: P-1 Surcharged condition
----------------- Calculations Complete ----------------------
- Beginning
cfs
.at
node
cfs
at
node
cfs
at
node
cfs
at
node
cfs
at
node
cfs
at
node
* Analysis Options **
riction method: Manning's Formula
HGL Convergence. Test: 0.001000
aximum Network Traversals: 5
umber of Pipe Profile Steps: 5
ischarge Convergence Test: 0.001000
Maximum Design Passes: 3
----------------- Network Quick View
' Label
P-1
_2
-3
P-4
5
Length
Size
41.44
24x38
inch
346.14
24x38
inch
95.38
42
inch
60.00
42
inch
220.84
42
inch
Label
rNLfiT NO.
1
INLET NO.
2
3
tlet
Elapsed: 0
Discharge
31.26
31.26
72.20
72.20
72.20
Discharge I
2
Ground
31.26
19.00
31.26
18.99
72.20
17.92
72.20
17.00
72.20
19.00
72.20
4.00
minute(s) 34 second(s)
Hydraulic
Upstream
18.45
17.96
15.58
14.65
13.64
Grade
Downstream
18.25
16.28
15.08
14.34
12.50
Elevations ----------------
Upstream HGL I Downstream HGL
18.45
18.45
18.25
17.96
16.28
15.58
15.08
14.65
14.34
13.64
12.50
12.50
D1
Project Engineer JR ENGINEERING, LTD.
F/F3m 67600Worcad\908200b.stm n
JR Engineering, LTD StonCAD v1.0
15/87 03:31:48 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
N
0
m
d
d
O
Z
W
Z
a
U
C
E
x
0
0
0
N
m
O
spa
Fu N
C �
p
0 0
o n�
n
k o `
ii
I
1
1
I
I
I
c
0
n
U
0
O
m W t7 O Nl
C
N O O O yp
2 0
0 0 0 Q
O
U
E
o N o m o
N O m N 0
N j N C
O >
�
O w
O
E
quo
vnHmm
v>>
� W
O O O
p
m m �O
Q>
�
OI m m t7
M
CU
...
t7 N O O
N
N
C
V U
od
< r r r
�
o
xx�.�
O O N N N
N N V O <
d
o Q o Q a
Q'_
ozozzz
W N N
gNt
0
0 0 0 0 0
o 0 0 0 0
FVm
Qadaa
Q Q
N
c U u
O O Q
a z o Z Z
_ m
O Q O Q Q
a
W N
c LO
O 0
O Z a z z
10
O M O
Ole+
n
J�'
V V Of tOp N
NN
LD m
z
Z
FN
3 Z
_
W N
J N h
OO
z > > 0
� N
Lo
Z Z
nZ
W W
Z Z N
6
N l7 q m
IL
drLdad
-7J 3
oa�
J j O
ZUW
woa
z w
m
0
z
w
a
E
4-
---------------- Beginning Calculation Cycle ------------------- �Y
Discharge: 25.00 cfs at node INLET NO. 3
ischarge: 25.00 cfs at node J-1
ischarge:'43.03 cfs at node INLET NO. 4
Discharge: 43.03 cfs at node J-2
ischarge: 43.03 cfs at node J-4
ischarge: 43.03 cfs at node Outlet
eginning iteration 1
Discharge: 25.00 cfs at node INLET NO. 3
ischarge: 25.00 cfs at node J-1
ischarge: 43.03 cfs at node INLET NO. 4
Discharge: 43.03 cfe at node J-2
ischarge: 43.03 cfs at node J-4
ischarge: 43.03 cfs at node Outlet
ischarge Convergence Achieved in 1 iterations: relative error: 0.0
** Warning: Design constraints not met.
arning: No Duration data exists in IDF Table
nformation: Outlet Known flow propogated from upstream junctions.
Information: P-5 Surcharged condition
Violation: P-5 does not meet minimum cover constraint at downstream end.
information: J-4 Known flow propogated from upstream junctions.
nformation: P-4 Surcharged condition
Information: J-2 Known flow propogated from upstream junctions.
nformation: P-3 Surcharged condition
iolation: P-3 does not meet minimum slope constraint.
Information: P-2 Surcharged condition
Violation: P-2 does not meet minimum slope constraint.
information: J-1 Known flow propogated from upstream junctions.
nformation: P-1 Surcharged condition
--------------------- Calculations Complete ----------------------
t* Analysis Options **
Friction method: Manning's Formula
,FGL Convergence Test: 0.001000
aximum Network Traversals: 5
umber of Pipe Profile Steps: 5
Discharge Convergence Test: 0.001000
raximum Design Passes: 3
----------------- Network Quick View
Label
1
-2
P-3
14
_5
tLabel
NLET NO
J-1
NLET NO
-2
utlet
J-4
lapsed:
Length Size
297.64 21 inch
107.16 30 inch
50.91 29x45 inch
29.99 29x45 inch
61.47 29x45 inch
Discharge
3 25.00
25.00
14 43.03
43.03
43.03
43.03
0 minute(s) 34
Ground
Discharge
25.00
25.00
43.03
43.03
43.03
23.50
15.00
17.67
17.00
1.00
14.07
second(s)
Hydraulic
upstream
22.22
14.49
13.67
13.07
12.71
Grade
Downstream
14.81
14.09
13.50
12.97
12.50
Elevations ----------------
Upstream HGL I Downstream HGL
22.22
22.22
14.81
14.49
14.09
13.67
13.50
13.07
12.50
12.50
12.97
12.71
Project Title: SCENIC VIEWS PUD Project Engineer: JR ENGINEERING, LTD.
\967600\stonncad\9082csu3.stm JR Engineering, LTD StonnCAD v1.0
/16/97 04:26:55 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
cl
IL
U)
W
U_
Z
0
U)
�s-
om
J j O
Z Q 01
C
�Ea
O
wo
n
Z h
C
w
+J
0
w
d
c
a
0
W
N
�
LO
I.L
0
a`
i
n
m
n
LL.
m
r
N
0
�
�
m
a
r
Z co
0
Cn
U
?
\LLI
J
ui
a
t5
J
N
—
(6
m 3
U
Eo
W o
d' N
o
Z
m
N
a
�
l`J
m
O
N
�
Z
W
J
Z
E
ai
a q
Wo
W N
TT
1 O
a
V
v
C
v
zmo
fR
�V
U N
co
L.
NE
o
mho
F o r
� m rn
m�N
0
axo
I
1
I
1
1
I
1
c
0
n
U
0
N UO N
p YI N N N
t
N q O <
�C
h a O A
.OIv
N O N N N
N
N N
c
w w
00
V q N
U ty0 U (p U
OLN
NN
q L N L O C O C 0 C
U U O N O N O Yl
U U S X K N K
O O O
U N U� S ry 2 N 2 N
C p�L`
o' 0 0 m 0 m o m N
O 0 0 0 0O f� O N
O
O L G
N
y AUv
N U
O W?r
0 0 0 0 0 0 0 0 0 0
O
U
E
N Q O N O W
E
a0 0 h
O d
N N
J
(_� N a C
N -- -^ - - ^-
E
o 0 0 0 n 0 o n o
0o000000 00
C N W
N
.-.
O N
A a N
O O O O O
o 0 0 0 0
F U
m
Q O a a
N
N Q N
O
O Z O Z Z
cUu
o a g a a
Z o Z Z
E
m e a
z z z
n;
w w w N
J J J N N g q 0
QO
n
`a
N m v N
d d d a d
m
b
N
r
O
N
c
E
a �?
N m
3'
W_ N
Moog
vO�a
to
U € ai
N O-
bi
F O n
$ n ,
m m h
o�_
d x o
I
WA
LJ
I
I
I
I
I
i
�' fIA
I
I
I
I
I
I
I
c
0
n
U
0
0
0) V N O m
N O O O r
Oaf
0 0 0 0 0
cN�
o 0 0 0 0
O
U
E
0 0 0 n o
o rn o n o
O
C y
W
0
o
p�f0i
�>c
ai o o ai
>
N
QCy
� W
La
Q
Z•
O N0 N
N
m m N t7 N
0 ....
N
U
L L L
C
O
i
oui
.v
x
rn rn
N th N N N
y
O
O z O z z
s
0 0 0 0 0
�Qw
o000
FUW
dd6dd
a a
0
mQ
O 0
o z o z z
cU�
ogoa__Q
2U
ozozz
a
O N
O z 0
o o Z Z
C� U
v
5
�0 rnr-
O) O) IT
0J
n n O O
`-'
N O N N N
E
10
O
�v
z
E0 O
3 z
W
0
' J
Z N q =
0
in v
9c
z z
DZ
J J N
6
'a
�- N 7 v N
d d a a d
j j O
wEa
w E
zw
w
0
z
w
rc
a
F
U
j E
a H
fn M
W N
50
UO2
W U O
y€ al
O �
myo
Fon
O m N
OC1 �
a w 0
I
/:
I
' Structure Headloss
I- TiD
' StormCAD allows you to specify structure headloss for the node element as an absolute value, or
calculate headloss using the Standard method.
' Note: The velocity reported under the Structure Headloss group is the exit velocity from the
structure. (The velocity used in the Standard Method equation.)
I
C�
1
1
I
I
1
I
-D9
I
' Headloss Coefficient - Standard Method
►lip
The Standard Method estimates headloss through inlets or manholes of a storm sewer system.
The equation for estimating headloss is:
' hL -K2
2
9
Notation
K Headloss coefficient
V Velocity leaving structure
g Gravitational constant
t
1
[]
1
a)/0
Headloss Coefficients for Manholes and Junctions
These are typical headloss coefficients used in the standard method for estimating headloss
through manholes and junctions.
Type of Manhole Diagram Headloss Coefficient
Trunkline only with no
_/�^
0.5
bend at the junction
Trunkline only with 45
0.6
degree bend at junction
Trunkline only with 90
0.8
degree bend at junction
I
Trunkline with one lateral
Small 0.6
EI
V
Large 0.7
Two roughly equivalent
0.8
entrance lines with angle
of < 90 degrees between
/
lines
Two roughly equivalent
0.9
entrance lines with angle
of > 90 degrees between
lines
Three or more entrance
y --
1.0
lines
n
u
I
APPENDIX E
[1
SWALE/CHANNEL CALCULATIONS
1
[I
t
I
,E-/
' SCENIC VIEWS PUD
Worksheet for Trapezoidal Channel
Project Description
Project File
x:\908200\swales.fm2
Worksheet
DP 2 - EMERGENCY OVERFLOW CHANNEL
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
'
Mannings Coefficient 0.035
Channel Slope
0.020000 ft/ft
Left Side Slope
4.00 H : V
Right Side Slope
4.00 H : V
Bottom Width
4.00 It
Discharge
31.30 ft3/s
Results
Depth
0.93 it
Flow Area
7.20 ft'
'
Wetted Perimeter
Top Width
11,611 ft
11.45 ft
Critical Depth
0.92 ft
Critical Slope
0.021499 ft/ft
'
Velocity
4.35 ft/s
Velocity Head
0.29 it
Specific Energy
1.23 ft
'
Froude Number
0.97
Flow is subcritical.
1
1
ug 26, 19% None
:43:32 Haestad Methods, Ina 37 Brookside Road Waterbury, CT 06706 (203) 755-1666
FlowMaster v4.1b
Page 1 of 1
' E7Z
EMERGENCY OVERFLOW CHANNEL
Worksheet for Trapezoidal Channel
Project Description
Project File
x:\367600\fm\drainl.fm2
Worksheet
D.P. 2 - 1.33 X Q100
'
Flow Element
Trapezoidal Channel
Method
Manning's Formula
'
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.035
Channel Slope
0.020000 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
Bottom Width
4.00 It
Discharge
41.60 cfs
1
Results
'
Depth
1.07 It
Flow Area
8.86 ft'
Wetted Perimeter
12.83 ft
Top Width
12.56 ft
'
Critical Depth
1.06 ft
Critical Slope
0.020657 ft/ft
Velocity
4.69 ft/s
'
Velocity Head
0.34 ft
Specific Energy
1.41 It
Froude Number
0.99
Flow is subcritical.
1
06/02/97 JR Engineering, Ltd. Fk wMasler v5.10
10:23:44 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
SCENIC VIEWS PUD
Worksheet for Trapezoidal Channel
Project Description
Project File
x:\908200\swales.fm2
'
Worksheet
DP 3 - EMERGENCY OVERFLOW CHANNEL
Flow Element
Trapezoidal Channel
Method
Manning's Formula
'
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.035
Channel Slope
0.020000
ft/ft
Left Side Slope
4.00
H : V
'
Right Side Slope
4.00
H : V
Bottom Width
4.00
ft
'
Discharge
66.80
ft /s
Results
'
Depth
1.34
It
Flow Area
12.56
ft'
'
Wetted Perimeter
Top Width
15,06
14.73
ft
ft
Critical Depth
1.35
ft
Critical Slope
0,019348
ft/ft
'
Velocity
5.32
ft/s
Velocity Head
0.44
ft
Specific Energy
1,78
It
'
Froude Number
1.02
Flow is supercritical.
1
1
1
JA u926, 19% None FbwMaster v4.1b
1 ug 4 7 Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06706 (203) 755-1666 Page 1 of 1
i E7_ y
1 EMERGENCY OVERFLOW CHANNEL
Worksheet for Trapezoidal Channel
1 Project Description
Project File
x:\367600\fm\drainl.fm2
Worksheet
D.P. 3 - 1.33 X Q100
r
Flow Element
Trapezoidal Channel
Method
Manning's Formula
1
Solve For
Channel Depth
Input Data
1
Mannings Coefficient
0.035
Channel Slope
0.020000 ft/ft
Left Side Slope
4.000000 H : V
1
Right Side Slope
4.000000 H : V
Bottom Width
4.00 ft
Discharge
88.80 cfs
r
Results
r
Depth
1.53 ft
Flow Area
15.50 ft'
Wetted Perimeter
16.62 ft
Top Width
16.25 ft
1
Critical Depth
1.56 ft
Critical Slope
0.018611 ft/ft
Velocity
5.73 ft/s
1
Velocity Head
0.51 ft
Specific Energy
2.04 ft
1
Froude Number
Flow is supercritical.
1.03
1
1
1
r
11
r
rO6/02/97 JR Engineering, Ltd. FloviMaster v5.10
10:28:54 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
ES
i
CHAN. SECT. 4-4 (DP 9), 1.33 X Q100
Worksheet for Trapezoidal Channel
Project Description
Project File
x:\367600\fm\drainl.fm2
Worksheet
CHANNEL SECTION 4-4, 1.33 X Q100
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.035
'
Channel Slope
0.020000 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
Bottom Width
4.00 ft
Discharge
16.12 cfs
r
Results
Depth
0.67
ft
Flow Area
4.45
ft'
Wetted Perimeter
9.50
ft
Top Width
9,34
It
'
Critical Depth
0.64
ft
Critical Slope
0.023661 ft/ft
Velocity
3.62
ft/s
'
Velocity Head
0.20
ft
Specific Energy
0.87
ft
Froude Number
0.92
Flow is subcritical.
1
r
1
1024/97 JR Engineering, Ltd.
03:45:26 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.10
Page 1 of 1
A -A
XC 4 4, .33 X Q100
Worksheet for Irregular Channel
Project Description
Project File xA367600\fm\drain1.fm2
Worksheet DESIGN PT. 8 - SECTION A -A
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
1
Input Data
Channel Slope 0.020000 ft/ft
'
Elevation range: 99.31 ft to 102.19 ft.
Station (ft) Elevation (ft) Start Station
End Station Roughness
0.00 102.19 0.00
9.50 0.035
'
9.50 99.81 9.50
12.50 0.015
10.00 99.81 12.50
22.00 0.035
10.00 99.31
'
12.00 99.31
12.00 99.81
12.50 99.81
22.00 100.00
Discharge 65.10 cfs
(�Ioo (�•Jjl�=VF1'f-IVLS
�. /NCt_ vjt� Eu77RE
Results
EX
Wtd. Mannings Coefficient 0.023
'
Water Surface Elevation 100.52 ft
Flow Area 10.03 ft'
Wetted Perimeter 16.96 ft
Top Width 15.35 ft
Height 1.21 ft
Critical Depth 100.70 ft
Critical Slope 0.010144 ft/ft
'
Velocity 6.49 ftts
Velocity Head 0.66 ft
Specific Energy 101.18 ft
'
Froude Number 1.42
Flow is supercritical.
'
Water elevation exceeds lowest end station by 0.52 ft.
1
06/02/97 JR Engineering, Ltd. FlowMaster v5.10
' 10:4820 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
APPENDIX F
SWMM RESULTS
[]
11
1
J
n
I
0
m
i
0
m
0
z a
N
N
V
V
O V
I
I
1
I
O
u
lino
3
oV
l MVIU3AO I
Z
C
Nu
uy
V
O
6
3 OM3M
O
0
a
-1Y= l
N
)C�Z
1 2 1 1 2
3 4
' WATERSHED 0
SCENIC VIEW P.U.D. 100-YEAR DEVELOPED, NOVEMBER 25, 1996, 1996, BKW:
SV I OORET.DAT
SUBBASIN #11 AND #12 OF WEST PLUM STREET BASIN
60 00 5.0 1 1. 1
24 5.0
0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56
1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24
1 0.24 0.24 0.12 0.12
1 11 59 320028.80 60 .01 .016 .25 .1 .3 .51 .50.0018
1 12 202 1359 7.80 40 .01 .016 .25 .1 .3 .51 .50.0018
1 0
0
0 59 202 0 1 2.0 1007 .01 30 30 .02 100
0 202 0 22 .1 100. .010 .0 .0 .022 .01
0.00 0.00 14.2 00.0 14.3 1.00 15.4 31
' 0
2
' 59 202
ENDPROGRAM
t
1
)C�3
N
O
f�
d'
W
P
w
1'
U
W
Z
m
W
W
N
v
6
C
O
U
MM
A
U
P
c
w
w
�
N
S
Z
s
w
�
w
u
W
_
z
O
z
W
c
O
w
W_
u
N
LL
a
w
�
W
#
y
N
N
LL'
N
O
Q
K
U
i
W
i
Y
m
m
w
O
W
J
H
W
W
Q
6
O
�
0
0
�
�
u
N
�
S
P
P
2 O
r O
v
m
m
O
f O
f
Q O
K
7
U
�
N
S
O
M
SO
f0
QO
�
U
Z
N
1f1
�
O
7
N
V
v
�O
HO
H
Qom}
C
�
O
U
Z
M
M
S N
H O
O
N
N
O
H O
r
Q M
7 O
O
� �
U
N
S
ZO
1-O
O
� O
N
O
K
O
N
P
P
P
P
N
N
Y
_
m
£
W 6
am
Z r
W
W
O LL'
N
#
O
#
J £
#
� J
J
W 6
pW
p
J
LL
Y �O
O
U
2
O
O
~
O z N
6
q
d
W
6'
7 O
S
H
uZi
W
2 m m
H
♦
W m
f
#
N N 2
�
O
I
ry
1
i
1
1
1
1
1
1
1
i
1
1
1
1
1
1
1
W O
Q
W
^�-00
� O O
z Y O O
Q
W W
f O
C
£_
2 £ O O
r 2
r r
C £
Y £
If�N
2XN�
r Q
Z>
2 O O
.pb
•+6'00
vWMM
N
6
K
O
r
N �!
H
f
f
O
N
O
O
O
O
O
O b
N
r W N N
d
Y
P
�
uQ.
�
♦
m
m
m
W
U
�
J
W
P
¢ �•O
P
S
P
mz
V
Z 2
am
N£
6
x� 1'
Z
V�
.O
w
K
.ppO..
o
O
O
P
P
o
•ppO�
6 d
P
P
£
•O
m
M
M
O
P
W O
OON
^
3
m
O
N
N
2Nx
�
I(�
N
61~i00
N
N
2
OH
Jf 00
2
M•
Z
m y •
W� 2
m
m�
W
m
m r
N r
ZN
�Zy N
W
ZN
N OOLO
ZH
W d'
2r
2Y
OC W�
WYN
N^ .-•
m m N
•Obr
W
W
O OC
U W O O O
LL'6.Ob •O
W Z
•W
W
2
�
W H
S
�
�
W Im-
m 6 W J
O m
N M
m
O
£
Y
O y
g
J
U
m
O
W 7
Q f LL
2
> J
W 6
W U
K Q m ti
W
> J
W d
f
Q
N
W
O
W
O
> J
W 6
K W
bON
O
6�N m•
O
[J
x
6
p
i a x a
1-•
b •o .-
�-
�- ^
�
m
u
p
�
�-
WW
Y
> 6�-
LL
FYOPUQ
O
U
2
6
w
K > W
00
pLLONY �+
p 0
LL
^
N
2
O
6
00
W CC h
�- W m
O
^N
r N M Q<
3 M^UQ
O
N_
Y.
N
W
W
S
�
v
LL
W
m
•
O
N_
^ 6 d'
•p b
P�N
it
m W
W
U
OC
U
1-
Q
Y
`JW
�6
p�
5
v
r
O
�
O
•Y••
O�
W Q£
LL LL>
p
> z
K O
W S Y
O
O 2
U
v
Y
p
w
m
O
=
r
6
H<PN Q
d
1-
W
J
K
x
W
f
d
H Q W
Z ZG[O
O W 6
^
w
W_ 3L
O S N O w f
O N W M
6' m m
z
W �
W_ i!
r
J
y
6
LL
Z
f
J
�.
m
m
W
U
Q
LL
Z
O
U
3�
W iG
U b 0
O O b
O
y
p
LL
Y
6'
H OCN`
•ONN
>`6•
>^
O C
m
^ N
O OC
6
OC W J J
Q
U
C
J
J
J
J
6'
Q
� � H H
W m
t
h
f
H
h
W m
z moo
LL u
u>
m N
.M oo
m Z r H
u.
m N
•
♦
a
3
o
f
0
r
0
f
o
0
m
w
W
u�
N N
O O O
�
0 0 —
�
�S
1
1
t
1
1
1
O O
W
O
C
Q
x
U
O r LL O r
N d
\ W v O
Y p O
2 �
6
0
K
W
O 2 O N
N N
2 2 O O
aZ
i
}
C
4 w 0 0
W > K
6 O
O O M
J f
N
N O O
W � J
� O M
N S
w u o 0
2 O \
W J LL O O
> N
v
J JO
f
f p LL N 6
p 3
K v J
3 O J
6
N
O
J
W Y-
2 W
'ZQl •Wd.•LLN
U 6 W
U
6
Z
Z W
O O
O N
N
6' N
2 ONTO•-•
6' 6
W \
N N
W 6'
6' W
� O T
W h
H U N O
H W O
J S N O
oz
O K
U Wm
2
K K
1W- Wm P N Q
H £ N O H
O Z O r
Na
O
LL
H
}
3
J
6
N
N
w
J Q
u �
O
� O
C
ti
W
W O
O T
K
K S
O
Q
H O F
j
O W
(O
pQ W •-• O
O
H
p LL H
W
NN�-4
P
O
W LL W K W�
2
N p 1 r O C N
LL
W=
U
y LL= LL
N
y Cl
O
U O W 6� 2 6
Z W y S W Z
S 1-•
O
r O •-• Z W •-.
W
• W
2
W m r O
W 2 Q W 6' W
3p
6 N
J
4 W U o
M o H
O
O
OJ
M-
U W
N
y
W 6
W
p O N N N N N
p
S
W W W W W
O
s fynl
rr00000
o
O O
W
W
N
3
T
LL
W W W W
. Wp p O O O
O
m sm
O
O
p
6 3
�
W_iG
S
rr
> 2
Q
\
N
O
Q
O
W m
O
£
O O
N N
2
H
1
1
1
1
1
1
1
A �1 O• M O CD O N M �t
. .
O O O O Or ON OM O� Opt ON ON ON O.O OHO O.O O.O O
. M1 ' . N • � • �' '.- p0 •O • N � . M N N •O ' ' O
O N
f 7
N N N N N N N N N N N N N N N N N
N V1 �O A A m CD P P P P O O O O O O
�O O�G OHO OV OHO OHO OHO OHO OHO OHO OHO OA OA OA OA OA OA O
M M M M M M M N N N N N N
�t d N Y1 N N M M M �T N 1f1
F8
A OA OA OA OA OA OA OA OA OA OA OA OA OA OA OA OA O
M M M M H H M M M M M b b b b b b
�- �
N N
N
N
N
N
N
N
A O A
O A
O A
O A
O A
O A
O A
W
J
U
O O
O
O
O
O
O
O S
O
O
O
O
O
O
O 4Q
O
K
2
O
N
O
Y1
O
N
O
M
M
�f
�t
v�
in
(.�
O
C
�t
�1
d
d
d
.f
6
N O
2
W
,C/D
I
[J
1
1
2 1 1 2
3 4
WATERSHED 0
SCENIC VIEW P.U.D. 25-YEAR DEVELOPED, NOVEMBER 25, 1996, 1996, BKW:
SV25RET.DAT
SUBBASIN #11 AND #12 OF WEST PLUM STREET BASIN
60 00 5.0 1 1. 1
24 5.0
0.48 0.72 0.96 1.32 2.28 3.72 6.84 2.88 1.56 1.08
0.84 0.72 0.72 0.48 0.36 0.36 0.36 0.36 0.24 0.12
0.12 0.12 0.12 0.12
1 11 59 320028.80 60 .01 .016 .25 .1 .3 .51 .50.0018
1 12 202 1359 7.80 40 .01 .016 .25 .1 .3 .51 .50.0018
0
0
0 59 202 01 2.0 1007 .01 30 30 .02 100
0 202 0 22 .1 100. .010 .0 .0 .022 .01
0.00 0.00 14.2 0.00 14.3 1.00 15.4 31.0
0
2
59 202
ENDPROGRAM
1
/::: I
1
1
r
1
1
s
s
u
N
-a
2
A
P
P
P
m
�n
N
H
�
'a
20
YO
QO
f '
O
O
z
U
A
? O
W
O
W
>
O
J
J
2
p
Z
N
N
LL
Y
N
W
LL
U'
OC
6'
20
r0
N
p O
OC
O
W
=
W
N
m
z
w N
«
«
n
o
M
M
«
w J
2 N
H O
J
W
> 6
W
S
p�
O
O
W
(29
N
N
U
2
N
1-
O
W�
S O
rj- 0
p
Y
LL
W
W
W
2 m m
6
Y
♦
W m
N
r
O
�
3
«
N 2
O
I
1
1
1
[1
1
y 6'
W
F
M x
N •O
A M
_ Z
rc
M
f £ W
6 6
W O
O O y
• W
Oy0
m•O
F•
H
O
O > Z
N
O K O
N 2 -
2
�
y
Q W J
•,
Q M LL
S
mWQ �
•O NN
v
6 x
P A
W
F
w y
.z.
n s ^ J W
J m
£
LL IaL
� 6 W
U �lO
m�tN
r
CN2
�tm�
�
m
0 6
OC
W
O
O O
O
O O
a
p
pP
P
y
N
p
•> 2
nQ
W i2
> Z
W H O O
60 \ O O
J M O O
yV
a
a
p
p
f
r
W
W
Y
K
N
y
J
W
gs
a
P
�
U
6
O
O
�t
•O
O
O
•O
N
M
•O
O
P
O
M
M
N
�
y
N
�
W
O
y
W •-•
is
=
s
J
sa
W
• LL'
H
£p
W
.00
OY
m
O
O
j
W
U
S
Q
W
�-
y
J
y
+
=
z
W
2
y
6 3
w
v
u
4 3
N LL
O
•+
U
3
Q
W
i• LL
O
LL
GJ
�
O
N
NN_
Y
y
W
W
S
n•
v
W
W
m
N
NN_
u
p
S
.2..
O
O
.~•
O�
Q
Q
6
r
W
J
OC
x
WW
W
f
6
6
O
3
W it
`
y
•-•
W
W
U
W 3k
m
i
y
u y
O
y
U m
Z m
O
W
Q
6
Q
6
O
S m
W m
•
H
1-•
f
H
1�
m
W m
u=
y y
♦
•
Q
3
O
O
O
O
K
U
F13
1
1
1
1
pp
w
O
m
a
2
W
.-
\ W v O
Y O O
Q
m
C
>
O U
2 O N
N N
2 $ O O
2 . .
H
C
N W O O
w>z
6 O
00 M
r
m
O rc O
— O M
N S
W LL O O
H 6 O O
rc O \
W J LL O O
> VI
2 .+
f �
2 LL O O
J O
2—� •r
P O LL N Q
O 3
n v
3 0
a
h
?o
W f
z w
x W LL
U 6
U �
Q
2
—
z W
uo
a
O N
N
6' m
2 ONyO•-.
s a
W \
m m
w oe
R' W
z O r
W H O
1-U NO
z N O
O K
U W
K K $
IW- m P N 6
U Z N O
O
6
O
F-
W
C
N
N
Y
m
P
u�
N
0 0
0 0
0 0
0 0
O
J
O
Q_
J
6
N
N
w
p S
� d
J Q
_U C
f
O
6
K
O
W p
m
F
C i
W
6
N
^ J H
m
p $ J K
Y
£ W p
=
i
p LL r p
a
u
P
s
�
ow
Huai um.a
W
•• W w£Oa2i
wLLwcr�
u
2
m O LL OC N
Y
U-1'IA>d'
v+
>
o r LL u p LL
w 2
U
3> LL� LLI~i
W
N
LL 0 2� U
U O Q� z_ 6
w oQG
W
O f
O
O •+ 2 W •-•
O£
O
u
WJ
—2
m
> 6
W
p O N m N N N
W
2
W W W W Www
00000
O
O
O O
C y 1
K
Z z z z z
N
Q 3
O
C W W W W W
W
W O O O O O
Wmm
O
p
6 3
W W
W it
S
H 1-•
—
— 6
O
W m
O
£
O O
U J
m m
Y
S
H
I y
1
O
.M
.�
M
.O
O
.O
O
•N
O
O
.O
O-
.O
Or
•N
ON
.O
OM
.M
OM
.m
OM
.O
OM
.O
Od
.N
O
Opt
Opt
Opt
O
A
^
V
O
'
O
N
O
M
O
N
O
N
O
N
O
I!1
O
N
O
N
'
)5/5
1
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
P
P
�t
Opt
Opt
Otl
Od
Od
O�i
Oq
ON
OY�
OII�
ON
ON
ON
OV1
ON
OIn O
N
N
N
N
N
N
14
O
N
O
U
O
N
O
N
O
N
O
N O
f-�Al
N N N N N N N N N N N N N N N N N
1!� ON O1/� ON ON ON ON ON ON ON O� ON ON O1l1 ON OVl ON O
N O ^ N N M M Ct N YN N O N O W N N
i /7
1
1
1
1
1
1
1
0
W
N
>
Y
m
N
£
O
P
P
z
O
N
z
P
p
W •Z•
O o
O
� \
1!1
2
f K
LL' 2
N
fG N
w
£ Q
f
W ^
>
>
6
woe
O
N v
W
N
6
N
W
O Ey
G
O �
to
6LL
V� O N
O N
O IlI
O Vl
O N
O Ifl
O M
!A
Fv
6 3
z
H
w
W
Q
J
Y LL
J
O O
O
O
O
O
O
O
��
F
Qlyi
NO
yQ
O
O
O
O
O
O
O
0
N
wa U
O
K
0
a
�
n
w
iG
IL
£
a
W
2 m
O
6
�
N N
•
�
W
t
5
1
1
1
1
2 1 1 2
3 4
WATERSHED 0
SCENIC VIEW P.U.D. 10-YEAR DEVELOPED, NOVEMBER 25, 1996, 1996, BKW:
SV 1 ORET.DAT
SUBBASIN #11 AND #12 OF WEST PLUM STREET BASIN
60 00 5.0 1 1. 1
24 5.0
0.48 0.60 0.72 0.96 2.16 3.12 5.64 2.28 1.120.84
0.72 0.60 0.60 0.48 0.36 0.24 0.24 0.12 0.12 0.12
0.12 0.12 0.12 0.12
1 11 59 320028.80 60 .01 .016 .25 .1 .3 .51 .50.0018
1 12 202 1359 7.80 40 .01 .016 .25 .1 .3 .51 .50.0018
0
0
0 59 202 01 2.0 1007 .01 30 30 .02 100
0 202 0 22 .1 100. .010 .0 .0 .022 .01
0.00 0.00 14.2 0.00 14.3 1.00 15.4 31.0
0
2
59 202
ENDPROGRAM
1
1
1
1
a
o
z
s
�J
o
U
N
l
2
A
P
P
P
w
^
E
m
l
W
P
N
r
W
2
6'
•
�
O
U
p
2
W
^
P
W
•.r
pC
OC
2 O
�- O
N
_
O
6
P
N
Y
N
W
2
f
2
O
U
1-
•O
•O
M
�O
w
-
p
•+
O
-
N
O
2
•O
i s
- o
z
w
m
o
w
w
>_
u
LL
Y
N
W
LL
O
EC
OC
2 O
f O
1I�
♦
N
^
m
_
m N
J K
C
J
•t
�
v!
U �
W
�
d'
N
J
Z O
F O
Q •1
2 W
O
�
S J
3
J
s
S
o00
N
O f
z
wN
+
05
W
M
M
J
J
6
•!73
2 N
f O
W
W
p r
p
m
W
J
W
W •O
W
6
p
S
2
^
^
6
O
0 Y
W
Q
N
y0
HO
6M
Z
C
d
W
6
Q
�O
O
2 O
h O
p
Y
d'
LL
7 M O
W
W
W
2 m m
Q
f
O
�
Q
3
•
#
U >
N N 2
O
i rzd
1
1
1
W O
V
W
^F-00
\ O O
2 Q O O
1
W W
ap
c £
z £oo
O •-• N N
4 £
OJ
2 X
Z > O O
••d'00
W 6
^•
Q.
1
O
r
N >
OC O O
W W O O
N
F
=
W
K
m
W
K
w
K
O
O
O
1'>00
.ON
Ud
r
Y
m
W
Y
m
J
Y
m
U
W
Nd'
.O
6 C•O .O
•O
O
�
001N
P
WLLOO
O•
M
'
^
O U
.O •O
N
O\ � �
N
J
N
H •-•
m VI
m N
wm
ti
2
J
£ q
0
oar
>c
wm
>
=
2>00
>
u
u
wm
O�-
N
OF
d' W
WHN
•O m N
P.t�
S W
W
U W O O O
OC 6.O � •O
2 W
W
K
2
2 W
W
1
NZ�
mod•
W£
`OC
f
£
q
mod'
••• 2
m
O f
W N
6 �• •O
M
O f
W VI
£
W
O
d'
d'
O 1-
W N
N
W
S= J
O£
O£
2
N
O
O£
O
q 1"• LL
W J
W U
W J
H
VI
LL
W
W J
1
i
OCW�
NON
W
6`••N N
W
U
S
<
W
axa
r C
n•o�
p�
N
Z N
N
^
2
2
2
N
N
d' W
W W
O O
2
O
N_
S
dm 6'
OON
mW
U
6'
U
=J W
£
LL d]
O 2
w S N
J S
r
O
N
Y
J 2
f
2
H w W
20C
6
3�"
HgPN q
7£ N O W H
O ND m
6
3�
H
j
W
<
J
u
OC
S
K
W
LL
f
O
6
3
1
aaO
W it
m
W it
2
•-•
LL
U
W it
U �}(.J
wmm
O gm
O
F
2
2
> 2
Q
W N2_
vn�
>2
a ZF
>2
2
2
K
•Z+
3
N
C
6 Q
uw
W. C
yw
O
fA
^N
m
W
K
O
Q
Z m
m W J J
6 m N 6 6
<
z m
U
m
W
J
q
J
q
J
6
J
<
6'
O
q
z m
H
• y. y
•- 00
W m
u>
m£^^ H f
» 00
W m
U O
k
r
H
6
H
O
H
O
0
O
H
O
d'
o[
W m
U O
y
LL LL
NN
N 2 H0
!nN
k
3
f
r
f
W
NN
1
O
O O
'
0 0 —
^
1
1
1
1
�
N
M
w
u
z
a
p
o
0
x
U
U r LL
O .-
N 6
\ W v
O
O
O
Y p
O
2
Q
�
m
O
O
K
W
O O
2
O N
N N
O
O
2 2
O O
2
i
O
O
f
K
O
O
f
W>n'
00•
6
O O
O
M
¢
a
N
O O
Q
W �•
0 6 J
O
m
O
M
N
O
O
6
N 2
N
Y
K
N
W
O O
O
O
O
O n
F n LL
O O
m
J Q
w O \
W J H
O O
OC
U s
3 O
p
p
w p
u a
w
w
a3x
F
V
J
� O
N
N
O 206•
LL
•� O W
£
Q •'.
O
O r
m
O
O
m
VI
f
Q •� 2 O
O u f
_
H
>
2
ggp
6
•• W W p O U
N
P
P
2
Ul O W w n' N
2 W
1fl
O
O
In
>
O H LL U O w.
2 6 LL
U
y
N
U n w
Kd
K=
w
m N
N
n
O
O
K 2
m N
N
N 3> W LL
3 u
u J•-•U U
ow
2_
O f
N
O r
U'
� p� 3 W •-•
2
W
� n'
f
�
. Y
3
n' W
O f O n' 6 U•
0 0
Q
O H
W N
H
7
6
O h
W (n
O
J
K 6 W S 6
Q h U
S O M O O
m
y
N
N
> 6
W
6
f
O
O
6
W
W
2
O O N N N N N
W W W W W
O
6
O
W
Of
N
O
p f
H
NI�Fl-1-• h
N
O
2
ONO
>
a
N
OC W
f
2
Y
N
OC W
w
.. 00000
2 3 2 2 2
O
N
O O
OC
6
6 2
W
OC
Q 3
O
w w W W W W W
W
\
W
£
6
O
O
W
W W o Opp O
w
YO
c2.f
YO
C
W
O
h•
m
O
W
p O
O
v v v
_
O
O
~
N
W
1-U
NO
O
O
p
N
O
p
J
W W
63
m
O O
6 O
O 2
N
O
6 Q
O
6 Q
a
J J
U
W
£
W
W
H
O.
N
6
~~
£
>
>
£
O
m
O
O
U
W W
J
Q
3
4
O
N N N N N N N N N N N N N N N N N
O N O 1!1 O N O N O Ifs O 1!1 O N O N
O O O O O O O O O
J 'Z3
N N N N N N N N N N N N N N N N N
Y1 �p �O A A A aD cG tC aC tU P P P P P OP
M OM OM OM OM OM OM OM OM OM OM OM OM OM OM OM OM O
M M M N N N N N N N N
O N O N O Y1 O ' O Y1 O Y1 O N O V; O
Fzq
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
P
P
P
P
P
P
P
P
P
P
P
OP
P
P
P
P
P
'
M
O M
O M
O M
O M
O M
O M
O M
O M
O M
O M
O M
O M
O M
O M
O M
am O
'
N
O
Ct
k4
O
N
O
W
'A
N
N
M
MI
N
Y1
N N
lr�zS
0
0
N
Y
i
Y
Yto
m
Q
J
O
P
P
z
O
�
y
P
W
2
O
W_••
OO
J
y
W
m N
K
W
z w
O U
M
z
O
my
o f-
W N
6
N
W
O £
O
N
N
N
41
N
N
N
N
J �
W J
Q
1'
P
P
P
P
P
P
P
P.-
o
M
O M
O M
O M
O M
O M
O M
O M
m
6 =
Z
f v
N
W
Q
Y LL
o
w
0
0
0
0
0
0
0
om
m
wau
a
W ik
LL
2 2
U m
W
> J
N N
Qm
6
20 W
S
W m
U �
M
U
41 m
n
1
1
1
1
1
2 1 1 2
3 4
WATERSHED 0
SCENIC VIEW P.U.D. 5-YEAR DEVELOPED, NOVEMBER 25, 1996, 1996, BKW:
SVSRET.DAT
SUBBASIN #1 I AND #12 OF WEST PLUM STREET BASIN
60 00 5.0 1 1. 1
24 5.0
0.36 0.60 0.60 0.84 1.56 2.52 4.68 2.04 1.08 0.72
0.48 0.48 0.48 0.36 0.36 0.24 0.24 0.24 0.12 0.12
0.12 0.12 0.12 0.12
1 11 59 320028.80 60 .01 .016 .25 .1 .3 .51 .50.0018
1 12 202 1359 7.80 40 .01 .016 .25 .1 .3 .51 .50.0018
0
0
0 59 202 01 2.0 1007 .01 30 30 .02 100
0 202 0 2.2 .1 100. .010 .0 .0 .022 .01
0.00 0.00 14.2 0.00 14.3 1.00 15.4 31.0
0
2
59 202
ENDPROGRAM
i= Z(o
FZ-7
1
1
1
1
n
P
K
W +
m 1!�
w P
N
f
P
W
v J
2
�
•
m
W
W
w
LLO
� P
a
u
W
N
2 S
N
6
W U
O
Q
u
u
o £
P
N
N
2
2
U r
W
W
•�
U
GC
2 O
U
U
w
U
?
O
W
O
W_
_O
• LL
N
}
f
N
Y
=
=
S O
^
r
o
s
i
u
N
�
Z
P
P
2 O
r O
m
m
v
O
F O
f
4 O
u
OJ
�l
N
z
�
n
Z O
H O
Z O
f O
H
Q O
K
�
U
N
N
ZO
HO
�
v
v
h0
f
6�1
^O
K
�
u
�
z
M
M
2 N
H O
N
N
�O
H
JO
KM
z
Z O
r O
O
�f
O
� N
Q
w
rc
N
>
N
m
d
P
P
N
N
K
W N
ma
£ m
O w
z w
z
p N
M
d £
•
O m
J
J J
W 6
W
>
p
W f
W
LL
Q
J
W LL
a
o
Yo
2J
Ft w
p N
?
w
6
w
p
6 W
6 £
W
z
S
H
N
Z
U N m
W
Z m m
r
M
W m £
3
�
•
N N Z
O
.1
1
1
1
1
11
1
W O
W
.-•moo
S 6 m m
\ o0
2 T O O
•+ U
W W
O
d' £
J
2 £ O O
Q £
K
ti £
J �
i��
2XNN
• •
u Q
£
2 > O O
•� d'00
N N
v W M M
O
Q
K
O
N >
GC O O
W W O O
�1N
O N
tJd�•-
6 £
N
Q
s
6
6
O
y
O
O
W
W
W
K
K> O O
C
K
•p N
N
U d
N
♦
N
Y
W
Y
J
Y
m
lJ •
2 >
�
m
W
8
m
W �
•O
� W �
•O
Z
•O
S 1'
F• £ W
N�
N u
d'
`
n
N
O
O
O
N
•O
�t
t0
•O
N
�
O
6 6
•O
£
•O
N
M
O
O
•O
OOW
p•O�
P
ONU
•O .O
O\00
�
y
NM
N
Jf00
N
Y
N
O
W J
0 Q
m Q
S
J
m Q
O
p 6>
S m
f
£Cl
H
U
J
LL
£0
N
W O
•O N
O W
2 W
U W O O O
d and • .O
O W
2 W
OC
u
v
Z
> F
O W
2 W
N22
m
•�
C
d� •O
.S
£
O
•�
d£
S
N
O
6£
O
Q f LL
OJ J
W U �• �•
OJ J
H
N
W
OJ J
2
W 2
d' W
O t0 N
W d
>
K v m A �
6 N N
W 6
>
Q
U
W
2
O
U'
Q
W d
>
£
6 2 6
.O .t
W f
f •+
W f
m
U
O
W f
f d'
H
O N
2 N
O N
J
H
•' •
�
2
W
2
p N
J
rc3
£ d'
z3
W
�
U
oe3
Q
N
Q
S •"• • S U
6
W LL
d'
O
�
S
U
f
4
d•
W
Q
W d
W
K r
r 0
O W N M a v
N O
d
N
W
2
W
6
Y O
1-
WN
NN
3vM�U6
NN
Y
W
S
v
LL
O
Y1N
2
6 d'
£JW
O W N
•O �}�
•aC
m W
W mod'
•�
U
W
C
U
U
2
2
f
0
6
>
F
•iC
J p]
p
J V! Q
O
S
v
O
O
0
p
1-
6
�-• 6 P N Q
6
�-
W
J
C
x
W
F
6
2
H 6 W
zd'O
.'•
3�
W it
J£ N O M H
O N W J
v
3•-
W it
�
O
2
C
6
LL
2
f
J
N
W
W
U
6
LL
Z
O
U
3•-
W it
H
U�}IQ'J
m N 2
• Wm
M d
> Y
O �m
O d'
>
f
W
6
Q
O
>
K
2~
W
M
N
m 4
U N
d'
U N
O
N
U 41
W
O
2 m
6' W J J
Q m N Q Q
Q
2 m
U
w
W
J
Q
J
Q
J
6
J
Q
1•
O
.-• Q
2 m
r
.2..
0 d'
� 0 0
W m
U O
N N
m£ � � M F
>> 0 0
N 2
W m
U O
N N
Y
♦
♦
F
6
•j
f
O
H
f
O
f
H
O
f
O
f
n
W'
U O
N N
O
O O
'.
O O^
F2 9
1
0 0
�
m
•O
N
M
w
a
u
z
o
x
U
O H LL
O �-
N 6
\ W v
O
O
O
Y p
O
Z
Q
m
�
O
O
K
1
W
O u
Z
O N
N N
O
O
2 2
O O
Q2
03
w
R'
O
O
N W
W > K
O O
J
O
O
M
'
w
O
O
3
N
O O
Q
(A S
VI
T
K
N
Q
W
'
^
W
O O
O
J 6
LL
so\
oo
m
u�
wJLL
> N
oo
m
f
N
zm
O
Of
Ao
w
w
u w
Z 7 w
- u W
£ � 7
LL
• . T
Z
- p
W
'
N
Vl W �- O W WS
O
•O
O
O
lc�W
y
N> d'
W f
W
OW- O
2 w
O
O
>
O H d U p d
� N
N Z
Vl
N 2
U
3> LL� LL LL
U d��}
W N
6
O
O
W N
N
W OJ �U3UU
O- Z W-
-
O W
O
O
O W
`
W m - U'
d
N
S W
w
W
Z W
W S Q W 6' W
O < O
uo
•�-
�-
mot-
o
z x<Wx6
Q
K
N
p N
W
O
U•
6
\
O
O
p m
W
J
J
< d '- d• H U d'
x O d O N O
o
d£
d£
o
u wwm-w
f
N
O 7
O
W
O J
N W p N O O N
6'
N
W d
>
Q
f
�
O
O
W 6
>
=
p0 N NY1NN
W W W W W
O
'
6
p
O
ONO
6
ON
r
ON
--00000
O
O O
rc
a
c 3
w
z
rc 3
O
z c w w w w w
N
m
W d
S
f
O
O
W LL
m m O O p O O
2
S
w
m
N N
W
i v v v v Ov
v
K -
WO
O
N
O
� S
N
O
6
? 6
K
O
U
W
m
Z �
W it
f
Z
W
F•
= �
W it
N
x
x S
H �-
Z
'
• .
J
>^
£
2
u
W
O
N
u
u
6
W W
J
<
2
6
O
H m
P N
Q
Z m
Q
2 m
m
W
O
N
O
u O
N m
w
<
u J
N W
>
S
£
f
O O
O!
^
�3D
1
1
1
1
1
1
1
1
� O O � O� O O O� Or Or O� ON ON ON ON ON ON ON O
O O N M v!
N�
O Y1 O Ifs O N O V1 O O V1 O N
�31
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
ON
ON
ON
ON
ON
ON
OM
OM
OM
OH
OM
OM
OM
OM
OM
OM
O
N
N
J
J
J
M
M
N
N
O
V4
O
O
�4
O
J
J
N
Y�
N
N
M
M
J
J
Yf
Y1
F32
N N N N N N N N N N N N N N N N N
M O M O M O M O M O M O M O M O M O M O M O M O M O M O M O M O M O
O O O O O
Ifl O N O N O N O Ifs O N O N O I(1 O V�
N N M M O d in 1I� �- •- N N
33
1
1
1
1
N N N fA N N N N
M am am am am am am am
O O O O O O O O
O O O O O O O
Q
w
N
N
i
Y
Z
m
O
•O
2
P
O
P
�
N
2
Z
P
O
W
O O
N
Q
2
O N
N
Z
�
v
K
W N
W
(L 6
f
W •+
wm
�
aW
ow
ou
rn
z
O
w v
O N
N
W
W
6 £
o�
O
a
J J
OC
w
N
6 LL
p w
¢ 3
2
w v
m
a
a
W LL
Y O
N
w
Nit
H
QLL
NO
p
N
Wa v
• O
p
Q
N
6
3
2
J
U_ _z
U N
W
> J
N N
Q
6
Z W
Z Ql
O
W m
u �
i
i
U
41 N
i
1
2 1 1 2
3 4
WATERSHED 0
SCENIC VIEW P.U.D. 2-YEAR DEVELOPED, NOVEMBER 25, 1996, 1996, BKW:
SV2RET.DAT
SUBBASIN #11 AND #12 OF WEST PLUM STREET BASIN
60 00 5.0 1 1. 1
24 5.0
0.12 0.36 0.48 0.60 0.84 1.80 3.24 1.08 0.84 0.48
0.36 0.36 0.36 0.24 0.24 0.24 0.24 0.12 0.12 0.12
0.12 0.12 0.12 0.12
1 11 59 320028.80 60 .01 .016 .25 .1 .3 .51 .50.0018
1 12 202 1359 7.80 40 .01 .016 .25 .1 .3 .51 .50.0018
0
0
0 _59 202 01 2.0 1007 .01 30 30 .02 100
0 202 0 22 .1 100. .010 .0 .0 .022 .01
0.00 0.00 14.2 0.00 14.3 1.00 15.4 31.0
0
2
59 202
ENDPROGRAM
�=3s-
ao
j
U
n
P
P
P
w
..
—
m
£
in
N
�
�
r
P
y
aD
m
r
z
v
j
C
U
N
20
1-O
�O
W
y
P
�
O
f
W
N
2
S
r
A
C
U
1�
Z
P
N
n
a
z
W
U
1'
20
HO
QO
P
p
O
N
U
2
u
O
S
LL
y
LL
.1-
Z
p N
#
#
W
d £
N
W
£
J
W LL
W
Q
N
2 0
r 0
O
Q
00
00
u
¢
O
pp
J
N
lS'J
N
Z
K
?
Y
W
6 W
W_ it
20
W
80
W
W
2 m m
f
O
�
Z
f
N N Z
O
)=3(o
e
i
wo
w
� � p
2 Y O O
V
w
W
O
Q
2 £ O O
O •^NN
C £
1- £
z > o O
�eN-
vwMM
w 6
O
N >
6'00
OjN
W W O O
U6��
H
-
6
d'
p
N
W
d'
6• > O O
N N
N
U 6
�
M
w
m
U
N6'
QC•O .O
W
•O
F- W � �
N
6 £ 6
•O
S
w O
P
O O f/1
O•
•'•
W
W H O O
`
fON
�
N
yv00
W 2
w
w
O
p 6 Y
£ m
H
N=N
�ON�
SW
O[6.OV •O
N
p N
M
N
= W J
£
W
N
r
6
0 0
Q •+fA l0
N
W
W W
>
d
W LL
r r O P U Q
d'
> W
NN_
3 M�w
2
dy LL•
�p •pN
'
MM�
n£iJ0
p�
J N
<
S
LL>
> 2
W 2LL Y
z O
Q
2
2 CO
3�
t=•JNN W O
'
UV
N•ON
!�
6'N2
OC
d Q
U N
3
- O O
U J
U O^ 00
'
LL
e-
N N
IA 2 F• F•
N
�
p
H
f
W
W
K
N
K
N
N
w
N
s
=
Y
J
Y
(O
m
SW
�
£
d
P
U
P
d
N
O
O
O
•O
M
O
P
A
W
A
O
P
N
•O
�
P
M
N
=
N
N
N
W N
=
W
W N
O] 6
£ m
H
2
U
J
J
m 6
£ N
>1-
_O
W y
£
H
W
O J
U
N
O
m
O J
W 6
>
6
u
W
2
O
0
4
W 6
>
W F•
0
U
p
H
W r
p N
O
•••
=
2
2
O N
NN
Y
w
S
v
u
(Wj
NN
•at
w
O
z
z
•at
p
y
2
6
Y
Q
J
6
W
Q
<
W it
2
•+
W
LL
U
W U
.2i
S
O
N
O N
2 UI
O
W
a
a
6
Q
O
z ao
W m
u D
•
•
H
4
h
O
H
O
H
O
H
O
w
W 0
U O
N VI
i
3
r
f
Y
f
W^
N N
)�37
O O
U
m
•O
.Q.r
W
6
O
d'
6
O
O
O
x
y d
O
O
\ W v
O
u p
O
2
6
�
m
p
O
C
W
O Z
O N
O
O
N N
Z 2
O O
Z
6
. .
£
O
O
O
u
T
¢
p m•
O
O
�-
W i d'
n
00
O
M
y
W
O
O
Q
J
N
O O
Q
W •J
m
J
O
M
y
O
O
2
y S
Y
y
K
y
0
00
m
J6
CO\
W J
O O
R'
U 6'
Z m
LL
ti
Q
f
G
W p
O T
o
rcx
O
.
A O
W
W
U O W
LL
1- pG LL
p v
N Q
3
.O
•O
W
£
2 U£ W
0.00
•-• C
3 0
J
J
P
P
O
O
P
P
W
J
� d 6' d'
y y LL 6
d
W
•• W U
W£ OW.
y O
•O
O
O
•
U
u
W W 6O' f
y
P
P
z
2
y O LL C y
J >
z W
O
O
i
t J f LL U p 2
6 6 LL
N
N
O
W f Z y H
V 6 W
U r
6' �
m Q
W
d' •'•
m Q
LL G 2 U
U J 6 2 6
w00
SzLL•'z
2
Y T
y
? F•
U
zuo.>
O^ Z W• -.
rWm
6
N
OW
z W
d'
W
W
O
O
OW
2 W
z
•+O
W x 6 W GC W
u Y e x a m
u o
Q
d'
N
Y
w y
O
2
\
O
O
O y
W
J
J
z x a w x a
S O 6 O r y O
O
£
O
V W Y
H
y
oJ
O
w
o£
7
w�
y W O f.'Jn y
�
y
W 6
6
f
W 6
W
x
p O y y y y y
W W w w W
O
6
O
O
O N O
W
W w
p y
y
Y
O
W w
O y
H
y y F 0 0 0 r
2_ 0 0 0 0 0
N
O
O O
z
7
z
W
.n.
a
\
rc3
6
w
£
ae
6
O
O
c3
Q
O
d'aew ww w w
w w O O p p p
z
H
N_N
4
NN_
F
2zvvvv•+
�..
O
Y
U
w
c
O
Z
O
N
K LL'
U y
U
U y
m
O
w
S
Y m
P N
Q
2 m
6
Z
W
O
r-3S,
1
1
1
1
1
1
N N N N N N N N N N N N N N N N N
O O O N M N V — — — M M M M M M M
N M N
N O N O N O N O Ifs O N O N O 11� O N
F3
N N N N N N N N v v N N N v N N
v1 Li
A f� A A A A f- A A A A
� Or O� O� Or Or O� Or O� Or Or Or Or O� O� Or O� O
N N N N N N N N N
F qc)
N N N N N N N N N N N N N N N N N
f� A A N Cl m Cl Cl w m m m Cl C) C) 0 m
O O O O O O O O O O
O� O O O O
N O Y1 O N O N O ` O N
Fa! /
Q
0
N
N
Y
Y
Y
S
0
G
•O
2
O
�
N
2
~
^
Q
•
O O
O
� \
N
v
Z
K
K
O
O w
O U
.1-
p
W
W
V1 N
(n
N
N
N
Vl
N
OJ
C
o�
o.-
o�
o�
o�
o�
o�
W�
�'
aLL
•
z 3
2
H
j
a
a
W LL
J
O
N N
O
^
U
O
O
O
O
O
O
O
Q
y N
£
O
O
O
O
O
O
O
N
G v
M O
?=
• Q
a
N
�
�
a
1-
W
K
O
N
O
N
O
N
O
7 2
Y
Y£
P N
V
�t
�t
V
�t
�t
In
W m
♦
U
pLL
U �
N N
•
♦
2
W
I
/N Pu7 D/4i)4 ?
I
1]
1
1
1
[1
1
�I
1
2 1 1 2
3 4
WATERSHED 0
W. PLUM ST. BAS(CANAL IMP
INCLUDING BULL FARM POND
180 1.0 1
24 5.0
0.60 0.96 1.44 1.68 3.00
1.20 0.84 0.60 0.48 0.36
0.24 0.24 0.12 0.12
1 10 201 3485 40.0
1 11 59 320028.80
1 12 202 1359 7.80
1 13 62 272312.50
1 14 61 224812.95
1 15 63 1115 6.41
1 16 68 2248 9.29
1 17 64 888 3.26
1 18 65 967 4.66
1 19 70 803 4.61
1 20 69 1693 6.22
1 21 71 1176 4.32
1 22 74 146710.13
1 23 204 290 2.07
1 24 78 1516 2.61
1 25 76 2317 3.99
1 26 83 1394 2.40
1 27 79 1612 7.41
1 28 82 1210 2.50
1 29 80 1630 7.11
1 30 87 1320 4.85
1 31 86 172811.92
1 32 206 259211.85
1 33 205 2091 4.84
1 34 207 189215.20
1 35 90 1431 6.57
1 36 89 1297 6.70
1 37 93 1162 7.64
1 38 97 512 0.47
1 39 96 501 0.46
1 40 98 1851 8.50
1 41 115 3438 5.92
1 42 95 1531 4.92
1 43 99 1036 6.54
1 44 102 1574 2.53
1 45 103 1500 3.10
1 46 104 1334 2.45
1 47 111 784 0.72
1 48 108 1554 2.14
1 49 107 161211.06
1 50 109 1297 5.36
1 51 110 1597 2.19
1 52 208 1632 4.12
1 53 113 1612 2.22
1 54 114 572313.14
1 55 117 1057 1.82
1 56 118 639 2.67
&)E�S-j Pc-,)
Cj2e-0<- MA-sTVe-
P"k-,)
. BAS.)100
YR FULL DEV.COND, 4/15/96, plum100.dat
(48"
outlet
and
10-
spillway a
54.0
no clogging)
1.
11
5.04
9.00
3.72
2.16
1.56
0.36
0.24
0.24
0.24
0.24
30
.020
.016
.25
.1
.3
.51
.50
.0018
60
.010
.016
.25
.1
.3
.51
.50
.0018
40
.010
.016
.25
.1
.3
.51
.50
.0018
40
.015
.016
.25
.1
.3
.51
.50
.0018
40
.020
.016
.25
.1
.3
.51
.50
.0018
40
.020
.016
.25
.1
.3
.51
.50
.0018
40
.010
.016
.25
.1
.3
.51
.50
.0018
40
.010
.016
.25
.1
.3
.51
.50
.0018
40
.010
.016
.25
.1
.3
.51
.50
.0018
40
.010
.016
.25
.1
.3
.51
.50
.0018
40
.010
.016
.25
.1
.3
.51
.50
.0018
40
.020
.016
.25
.1
.3
.51
.50
.0018
40
.009
.016
.25
.1
.3
.51
.50
.0018
40
.020
.016
.25
.1
.3
.51
.50
.0018
40
.020
.016
.25
.1
.3
.51
.50
.0018
50
.010
.016
.25
.1
.3
.51
.50
.0018
40
.020
.016
.25
.1
.3
.51
.50
.0018
40
.010
.016
.25
.1
.3
.51
.50
.0018
40
.015
.016
.25
.1
.3
.51
.50
.0018
40
.010
.016
.25
.1
.3
.51
.50
.0018
40
.010
.016
.25
.1
.3
.51
.50
.0018
40
.008
.016
.25
.1
.3
.51
.50
.0018
50
.020
.016
.25
.1
.3
.51
.50
.0018
50
.020
.016
.25
.1
.3
.51
.50
.0018
40
.010
.016
.25
.1
.3
.51
.50
.0018
40
.015
.016
.25
.1
.3
.51
.50
.0018
40
.015
.016
.25
.1
.3
.51
.50
.0018
40
.015
.016
.25
.1
.3
.51
.50
.0018
80
.020
.016
.25
.1
.3
.51
.50
.0018
80
.020
.016
.25
.1
.3
.51
.50
.0018
30
.015
.016
.25
.1
.3
.51
.50
.0018
40
.020
.016
.25
.1
.3
.51
.50
.0018
40
.020
.016
.25
.1
.3
.51
.50
.0018
40
.020
.016
.25
.1
.3
.51
.50
.0018
50
.015
.016
.25
.1
.3
.51
.50
.0018
40
.015
.016
.25
.1
.3
.51
.50
.0018
40
.015
.016
.25
.1
.3
.51
.50
.0018
60
.020
.016
.25
.1
.3
.51
.50
.0018
50
.015
.016
.25
.1
.3
.51
.50
.0018
30
.015
.016
.25
.1
.3
.51
.50
.0018
40
.020
.016
.25
.1
.3
.51
.50
.0018
50
.015
.016
.25
.1
.3
.51
.50
.0018
40
.010
.016
.25
.1
.3
.51
.50
.0018
50
.015
.016
.25
.1
.3
.51
.50
.0018
60
.015
.016
.25
.1
.3
.51
.50
.0018
40
.010
.016
.25
.1
.3
.51
.50
.0018
40
.010
.016
.25
.1
.3
.51
.50
.0018
0 201
60
6 2
.1
1.
.010
.0
.0
.022
.01
0.00
0.00
0.09
7.0
1.25
14.5
4.48
19.0
7.15
20.0
9.82
650.
0 60
202
0 1
3.0
450.
.020
2.0
2.0
.045
100.
0 59
202
0 1
2.0
1100.
.010
30.
30.
.020
100.
0 202
0
2 2
.1
100.
.010
.0
.0
.022
.01
0.00
0.00
14.2
0.00
14.3
1.00
15.4
31.0
0 63
68
0 1
2.0
540.
.010
30.
30.
.020
100.
0 68
203
0 1
2.0
446.
.008
30.
30.
.020
100.
0 67
203
0 1
5.0
281.
.009
4.0
4.0
.040
100.
)r-- L13
A
P_
K
W
£
c0
U
W
P
O
K
�—
C
2
A
W
W
Y
N
i
W
W
2
W
P
F
LLO
�
J
C
O
W
p
w
N
N
6
z
W
U
O
v
y
K
F
M
U
O
x
P
N
£
W
z
O
w
w
r
O
O
N
z
2
U
f
Q
•+
2
O
W U
�
U
•�
K
•�
U
=
O
W
O
=
Q
=
F Y
u
N
w
u
t'l
K
C
o c
o
o
w
w
N
2
N
O
w
W
Y J
1
J
w
fWJ W
2
6
2
Y
�
O
O
r
U
W
C (L
F
6
Y
m
2
J W
£
f O
w
IZ'1
2 W
O O
6
�
Q
K
Y
�
N
z
W
p
O
W
6
1¢-
O
a
o
J
O
U
N
�
2
P
P
2 O
ti O
O
O
m
v
zo
ro
h
ao
7
U
=
A
A
Z O
H O
20
HO
r
60
�
�
O
2
N
N
N
v
v
v
O
f O
F
Q d
K
�
O
U
=
M
M
7
N
N
F
z
"]
U
z
D
C
O •�
o m
E m
a u
� C
P O
N v
N
T
p lG
�
O
u�
> a
W N
OJ
O_
LL
�
C
Y: 0
}
O CI
Y
O
4
f
� 7
�
J
W
N
Q
8
m �
£
W
J
LL
LL O
p O
J
LL
y Z
rc
o
uLL �
O
~
N N
GC
W
6 J W
d
O
6
m £
�
r
N
W
C
Y O
W
d J
f
Y
U £
x
/Z:: 4/y
1
1
i
1
1
1
1
1
1
i
1
1
1
1
1
1
1
O
w o
--------------------------------
Q
W
s ammmmmmmmmmo wwow w�mromaoorommmmmmmmmmmaoo
xrc�
\ p00000000000000e0000000000000000
2 YOO.O.O.0.00. O. 0•COpppppOpppppppOOOOOO O. O•
v U
W W
f p
K £
J
2£ O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
f _
W
$£
J J
�Q
.O �t
N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N
2> O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
•
rn
N
Q
O
N >
N 1
W W O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
U 6
M
d'
N
V
v rn
.c
O •�
c>00000000000000000000000000000000
O d• N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N
O d
OE rn
1- W N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N
aU
w
o
ca
H £ W
�} (d
d•
d d
w O
p O W
T
2 N 2
2 S
O-
w f O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
d O O O N O O O O O O O O a O O O O O N O O N O O O N N N O O N O
O U
O
F 2
O M
j •a
y LL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.... 0 0 0.... 0 0. 0
2 N^
M
W N
v
W i
H
O
W J
p>'z
J O
��
z>00000000000000000a00000000000000
LL C
U
6' W
W 1-N
iO IO N
•O �1�
Kl0
WO O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
0:6M•OVO�t �1 �1 �t �t bit �t �1 �1 �fNV�1 �t �f �t �}NN�1 �t �t �l miOMd
2
�
6
£6
�J
<�O(OOJNPdMMA.ONM��.0O�t �1N cOPPION.OA.ONNNP
NO
d'60lOANN.OPM�1 Y'.O �tONN�1NANA�t���t N.0 .OA OJN
mw
F K
v
n
�•6�
>W
_2
O
OHWOPMO]NC)((ppAMM.OAO.OAdNO000)N�N�ANN��(O
pLL(OONN�}��t (O .00PA.OP��P��MNNPPPM P.O�ONM
J6
v VNMAN'•NOWJ^�-'N-M----M
WN
ww
�}
Q
Mm—�iN�NNIOm
3 MM�NN�-N N����� NN���� M
=JW
PION
QK
W
J O
J LL
J
J
N
W
Sa
OW
OI?
a mm pP. ..pp
QW
jSONO.NO.O.MO.O�.NOn.aOAAOnraMOA NN OOD �CGOOOQaPDPPPP�
W d•Q
F O]
O SN N N NNN
N
O
£
O:
O
6-J
GmO�NM�}N.O AO)PO�NM�f N.D AfOPO�NMdN.0AWP0�
•C d'
U
1p£—���'-���'�'•NNNNNNNNNNMMMMMMMMMMtl'�t
0 0
=
N x
O O
1
1
1
1
«-
O O O O O O O O O O O O O O O
m m m m m m m m m m m m m m m
O O O O O O O O O O O O O O O
000000000000000
000000000000000
N N N N N N N N N N N N N N N
N N N N N N N N N N N N N N N
O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O
M M M M M M M M M M M M M M M
000000000000000
000000000000000
O O O O O O O O O O O O O O O
N N N N N N N N N N N N N N N
N N N N N N N N N N N N N N N
•O •O :O •O 0•2
•O •O •O •0 •O •O �O �O •O
00000' 00000000.
. . . . . . . . . . . . . .
O O O O O O O O O O O O O O O
0 0 ... 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
00000000000000o v
�}dNd�}•ONMtlN�t N•O �t �t P
N
A M
�t •ONMN N �NN�tNM�N
H �
2 N
W W
'•OdO�}@dNAANNMAPUQ
�����A N-•-•'•.-•O .ONO.OUQ
w a
Y
N pp��N Mgt �-ODAPONM�tA W O Q
P P000�000�0�
�
m m
2 1-•
N Mgt N•O A(OPO�NM�t N•066
00
0 0 �
W
m
Q
U
O
Vl 6 LL
\ w v
O
2
Q
m
0
w
O O
z_
z z
h
K
N W
W > K
00
J f
N
W - J
O O
N S
W
l
o F
>> in LL
z •+
O �
O OI
O •�
O m
W v
J
.o �
S
•o �
� o LL
ao
£
ao
p v
NHS
U
N V
30
n
\N
O
O
O
N
N
\N
p 0
N
{O
N
N
p W
U -
U
W N
O
O
/•
VI
W N
O
JO
•�
S
J
JO
J
L
W
LL'
C
O d
O
• O
f
N
W
O
N
Q
W
O
O
N
mm
m_
U
O
0m
d
v
y
2
Z
v
p
6
(A
4!
W
v
W
W
U
•
C
Z
J 6
N
W
J
W
J 6
2£
U
w
U
Q 6'
W_
U
=
2
�J
U
O LL
v
O
O
O
LL
W r
N
U
v
F
O
f
N
]
z
N
f U
f W
m J
F
W
J
Q
1•
2
W
f
m J
O 2
• 0
�
Q
J
LL'
Q
O
• m
U
f
2
2
•-•
W
w
U
h
H
�
W
4
Q
O
ut
Y
ti
O O
O
u
w
6 J
w
a
a
a
a
u
z
•
♦
H
6
f
O
f
O
H
O
f
O
W
o:
u
2
H£
»
i •�
•
3
�-
F•
1-
f
W�
3
U 2
)::4Lf6
m
O
O
O
O 000
U
v
m
O
O
•O
Q
O
O
M
p
O
O
O
O
b
O O O O
O O •-
'
m O O
O
O
O
O
•00
P
O
O
O
O
lV V� O N
N O�1NN
O
O
O
O
o •000
o
N
O
O
O
O
N
O A000
O
O
O
O
• NO •
M
Q
W
O
O
O
O
O O O O
q
Q
O N O
m
P M
m
O
O
O
O
r
�
K
6
O
O
O
O
O 000
J
O II�NOO
m
O �t000
y
a q
�
o'-
LL
o
� o
o �
oMoo�
u
a"
a
o
0
0
o
M N 3
P
3
J J
O
\
O
O
O
O
PO
J J
N �1
Ifs V
d d
\ N
\ M
N q
W 2 2 W
W 2 2 W W
U r
p
O
O
O
U
LL
f
Y
00 00
0
� r
� J
O
W
•'• 7
>
O
O
O
O
-
m m
F
m
mm
> >
•
2
T
v
q m
q
Z
S
!-
N
.-• 2
W W
m
O
U
O
O
m?
O
m
o
c
w
•m
m
r
w
m
q
J
2
£
u
N
•O
O
O
Z
O
N
N
£
N CNN
O
Z
d'
n2
Q LL . . . . . . . . in .
dWv �-•''•NAmMrrr
w
u r
TE POmA•O �n .1mA
W W ON�OpOOOO��
O W
U
)-�47
......................................
N Nit �}VNbNNNNNN�i �}NNNNNNNNNNNNNNNNNNNNNNO
M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M
O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O M
O
ss s 33 ss ss s
J LL LL LL LL LL LL LL LL J J J J LL LL LL LL J LL LL LL LL LL J LL J LL J
LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL
A
�
u u u u o .. U f f" f U f f H f f H f F
U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U
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 W W W W W W W W W W W
O
000eooc0000000ccacoac00000000c000000c^
w
J
J
O
2
6
J
U
O
N.O fOVtO.lAOONOA.1.f.1H-PmPPtO OJONOO�OJ .1 A.t .OP A.fNO
6
�
�tOr M�N�NNM�t M�iMMNN��.t �1NMNNNMNN�MAA
1'
O
�
O
O
2
6'
W
6
£
6
A
U
N�}M•-O PlOA �1MNPOAONMOPA.OMNOPN�Od�OPNNdMN�N
�
�OOOOOOPPPPPPPOONN(O NeOAAAAAA.O .O .O �O 0 .0 .00
u
O
6'
K
O
U
O t
rl
J
1
APPENDIX G
EROSION CONTROL
1J
I
e
1
1
1
1
1
'J
i
1
RAINFALL PERFORMANCE STANDARD EVALUATION STANDARD FORM
PROJECT: SCENIC VIEWS PUD
COMPLETED BY: DWK DATE: 05/20/96
DEVELOPED
ERODIBILITY
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBASIN
ZONE
(AC)
(Fr)
(%)
(FT)
(%)
(%)
A
0.37
130
1.8
B
5.27
1100
1.5
EXI
1.06
280
2.7
C
8.19
530
1.9
D
3.03
530
1.8
EX2
1.32
625
0.8
E
2.93
300
2.7
F
3.50
210
2.9
EX3
6.50
500
3.0
32.17
552.E1
2.2 1
80.9
1 PS is taken from Table 8-a (Table 5.1, Erosion Control Reference Manual) by interpolation
Therefore, an Erosion Control Plan will be developed to contain 80.9 % of the rainfall sedi-
mentation that would normally flow off a bare ground site during a 10-year, or less, precipitation
1 event.
1
1
1
1
i
1
11
1
1
1
1
JR Engineering, Ltd.
4812 South College Avenue, Fort Collins, Colorado 80525
EFFECTIVENESS CALCULATIONS
PROJECT: SCENIC VIEWS PUD
COMPLETED BY: DWK
MAJOR
BASIN
EROSION CONTROL
METHOD
BARE SOIL
ROUGHENED GROUND
ROADS/WALKS
GRAVEL FILTERS
SILT FENCE
STRAW MULCH
ESTABLISHED GRASS
HOUSEIDRIVE
PS EROSION CONTROL
(%) DEVICES
80.9 STRAW BALES
GRAVEL FILTER
GRAVEL FILTER
FILTER
C-FACTOR P-FACTOR
VALUE VALUE
1.00
1.00
I.00
0.90
0.01
1.00
1.00
0.80
1.00
0.50
0.06
1.00
0.08
1.00
0.01
1.00
SUB
AREA
BASIN
(Ac)
A
0.37
B 1 5.27
EXI 1 1.06
C 1 8.19
STANDARD FORM B
DATE:
COMMENT
SMOOTH CONDITION
CALCULATIONS
STRAW BALES
HOUSE/DRIVE
ROADS/WALKS
STRAW/MULCH
WEIGHTED C-FACTOR
WEIGHTED P-FACTOR
EFF
GRAVEL FILTER
HOUSE/DRIVE
ROADSIWALKS.
STRAW/MULCH
WEIGHTED C-FACTOR
WEIGHTED P-FACTOR
EFF
GRAVEL FILTER
HOUSEIDRIVE
ROADS/WALKS
STRAWIMULCH
WEIGHTED C-FACTOR
WEIGHTED P-FACTOR
EFF
GRAVEL FILTER
HOUSEIDRIVE
ROADS/WALKS
STRAW/MULCH
WEIGHTED C-FACTOR
WEIGHTED P-FACTOR
EFF
6-z
(970)282-4335
0627/96'i
r:G
100%
0.04
0.19
0.14
0.03
0.50
98.55
1.07
2.32
1.88
0.03
0.80
97.77
100
0.02
0.00
1.04
95281
1.82
3.30
3.07
0.03
0.86
97.70
X:\908200\QPWEFFECT.WB2
PAGE 1 OF 3
1
1
1
1
1
63
JR Engineering, Ltd. (970)282-4335
4812 South College Avenue, Fort Collins, Colorado 80525
EFFECTIVENESS CALCULATIONS
PROJECT: SCENIC VIEWS PUD STANDARD FORM B
COMPLETED BY: DWK DATE: 06/27/96
EROSION CONTROL C-FACTOR P-FACTOR
METHOD VALUE VALUE COMMENT
BARE SOIL 1.00 1.00 SMOOTH CONDITION
ROUGHENED GROUND 1.00 0.90
ROADS/WALKS 0.01 1.00
GRAVEL FILTERS 1.00 0.80
- SILT FENCE 1.00 0.50
STRAW MULCH 0.06 1.00
ESTABLISHED GRASS 0.08 1.00
HOUSE/DRIVE 0.01 1.00
MAIOR
PS
EROSION CONTROL
SUB
AREA
BASIN
(%)
DEVICES
BASIN
(Ac)
CALCULATIONS AC
GRAVEL FILTER
D
3.03
GRAVEL FILTER 1000/6
HOUSEIDRIVE 0.43
ROADS/WALKS 1.14
STRAW/MULCH 1.46
WEIGHTED C-FACTOR 0.03
WEIGHTED P-FACTOR 0.80
EFF 97.27
GRAVEL FILTER
EX2
1.32
GRAVEL FILTER 100%
HOUSE/DRIVE 0.00
ROADS/WALKS 0.87
STRAW/MULCH 0.45
WEIGHTED C-FACTOR 0.03
WEIGHTED P-FACTOR 0.80
EFF 97.84
SILT FENCE
E
2.93
SILT FENCE 100%
HOUSE/DRIVE 0.00
ROADS/WALKS 0.00
STRAW/MULCH 2.93
WEIGHTED C-FACTOR 0.06
WEIGHTED P-FACTOR 0.80
EFF 95.20
SILT FENCE
F
3.50
SILT FENCE 100%
HOUSEIDRIVE 0.65
ROADS/WALKS 0.23
STRAW/MULCH 2.62
WEIGHTED C-FACTOR 0.05
WEIGHTED P-FACTOR ' 0.50
EFF 97.63
XA908200\QPWIEFFECT. WB2
PAGE 2 OF 3
1
1
1
1
1
1
JR Engineering, Ltd.
4812 South College Avenue, Fort Collins, Colorado 80525
EFFECTIVENESS CA LCI II.ATIONS
GV
(970)282-4335
PROJECT:
SCENIC VIEWS PUD
STANDARD FORM B
COMPLETED BY:
DWK
DATE:
06/27/96
EROSION CONTROL
C.FACTOR
P-FACTOR
METHOD
VALUE
VALUE
COMMENT
BARE SOIL
1.00
1.00
SMOOTH CONDITION
ROUGHENED GROUND
1.00
0.90
ROADS/WALKS
0.01
1.00
GRAVEL FILTERS
1.00
0.80
"
SILT FENCE
1.00
0.50
STRAW MULCH
0.06
1.00
ESTABLISHED GRASS
0.08
1.00
HOUSE/DRIVE
0.01
1.00
MAJOR
PS
EROSION CONTROL
SUB
AREA
BASIN
(%)
DEVICES
BASIN
(Ac)
CALCULATIONS
AC
UNDISTURBED
EX3
6.50
GRAVEL FILTER
0%
HOUSE/DRIVE
0.00
ROADSIWALKS
0.00
STRAW/MULCH
0.00
WEIGHTED C-FACTOR
0.00
WEIGHTED P-FACTOR
0.80
EFF
100.00
OVERALL EFFECTIVENESS = 97.84
> 80.9, O.K.
n
XA9082001QPW1EFFECT. W62
PAGE 3 OF 3
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
G�S
CONSTRUCTION SEQUENCE
STANDARD FORM C
PROJECT: SCENIC VIEWS PUD
SEQUENCE FOR 1996/1997 ONLY COMPLETED BY: DWK DATE: 08/26/96
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.
fg9-7
q g
MONTH
SEPTEMBER
OCTOBER
I NOVEMBER
I DECEMBER
JANUARY
Demolition
Grading
Wind Erosion Control:
Soil Roughing
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
Rainfall Erosion Control
Structural:
Sediment Trap/Basin
Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other
egetative:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Netfings/MatsBlankets
Other
'TOME CONSTRUCTION
'1CTURES: INSTALLED BY:
rATION/MULCHING CONTRACTOR:
IBMITTED: 08/96
CONTRACTOR MAINTAINED BY: DEVELOPER
TO BE DETERMINED BY BID
APPROVED BY CITY OF FORT COLLINS ON:
1
1
1
1
1
t
JR Engineering, Ltd.
4812 South College Avenue, Fort Collins, Colorado 80525
JOB NO. 9082.00
SCENIC VIEWS PUD
EROSION CONTROL COST ESTIMATE
CK�Put711?il��]:Sil
GG
(970)282-4335
08/26/96
DWK
ITEM
DESCRIPTION
UNITS
I UNIT COST I QUANTITY
I TOTAL COST
14 7oo.cd
1
SILT FENCE
LF
82.00 2,350
2
GRAVEL CONSTRUCTION ENTRANC
EACH
$500.00
2
$1,000.00
3
INLET PROTECTION
EACH
$250.00
5
$1,250.00
4
STRAW BALES
LF
$3.25
30
$97.50
5
SEDIMENT TRAP
EACH
$500.00
1
$500.00
6
RESEED/MULCH
ACRE
$500.00
8.4
$4,200.00
PRELIMINARY COST
TOTAL COST WITH
CITY RESEEDING COST
17, &Z1.Z5
ITEM
DESCRIPTION
UNITS
I UNIT COST
I QUANTITY
TOTAL COST
1
RESEEDIMULCH
ACRE
$500.00
ji 21.1
$10,550.00
OF 150%
X:\908200\QPMEROSCOST.WB2
PAGE 1 of 1
ESCROW AMOUNT = -01 7, (c Z.l . Z 5
APPENDIX H
EASEMENTS
1]
I
I
GRANT OF DRAINAGE EASEMENT
Scott H. and Cynthia Fisher for good and valuable consideration of _ in the form
of a promissory note, grant in perputuity a drainage easement across their property
located at 2705 Orchard Place, Ft Collins to Solitaire Properties, LLC, their heirs, and
assigns. The precise location of the easement will be determined from engineering
drawings approved by the the city of Ft Collins upon Final Plat approval of the Solitaire
Properties, LLC. parcel to the west Said Prommisory Note shall be redeemed for cash
within 30 days after Final Plat approval of the Solitaire Properties, LLC. parcel.
H. Pisher Date
2705 Orchard Place
Ft Collins, Colorado
C4hthla Fisher sDate /
2705 Orchard Place
Ft. Collins, Colorado
i 6
William B. eio 6ate
Manager, Solitaire Properties, LLC.
6645 E. Heritage Place South
Englewood, Colorado
The above Ignatures_ were acknowledged before me this �Lday of
1996, by ohb, i„ f,• a Colorado Notary.
My commission expires . jj:.3 - 98
' Notary Republic
Address 6A •_ln_/�_�
t
William B Veio's signature was acknowledged before me this loth day
of Pli 6, by Sharon L. Camara, a Color do Notar,Y.
° ON �va�i £ Ary�hRd
SNARt�_ ,. �
Rocky Mountain Research Institute
':ve nu..: •a.
Ifi
APPENDIX
1
DITCH COMPANY AGREEMENT
1
[J
11
S /
. CROSSING AGREEMENT
THIS AGREEMENT, made this loth day of March
' 19 81 , between the Pleasant Valley and Lake Canal Company,
hereinafter the "Company," and Scenic views, Inc.
hereinafter Scenic Views, Inc. , WITNESSETH:
' THAT WHEREAS, the Company is the owner of an
irrigation ditch and right of way, commonly known as the
' Pleasant Valley and Lake Canal; and
WHEREAS, Scenic Views. Inc desires to acquire
' a certain right of way to cross the irrigation ditch of the
Company either by going over or under that ditch.
' NOW, THEREFORE, in consideration of One Hundred Fifty
Dollars ($150.00 ), the receipt of which
' is hereby acknowledged by the Company, the parties mutually
agree as follows:
1. The Company grants to Scenic Views, Inc.
a right of way and easement to construct and maintain a
structure over or under the ditch owned by the Company in
Larimer County, Colorado, at the location designated on the
' map attached hereto.
2. The Company grants to Scenic Views, Inc.
' the right of ingress and egress to and from this right of
way, as necessary and reasonable for the exercise of the
' purpose of this right of way.
3. If the structure is to go under the ditch,
the structure top shall be buried not less than 30 inches
below the; -"bottom of the irrigation ditch, and any trench
or
other excavation in connection therewith is to be backfilled,
compacted and stabilized to the entire satisfaction of the
' Company. Retaining walls as the Company might deem necessary
shall be installed. ,
t.4. If the structure is a bridge to go over the
ditch, there shall be a four foot clearance from the bottom
' of the bridge to the bottom of the ditch; footings shall be
30 inches cement with wing walls on both ends. Length of
the bridge may vary with the width of the ditch at the point
' of crossing. '
' .. 5. All work shall be performed only after prior
notice to the superintendent of the Company, and will be
performed under the supervision of such superintendent or by
an engineer selected by the Company. If an engineer is
retained, his fees and expenses shall be paid by
n1r V1PWq
6. In the event any sum is expended by the
. Company for repair or maintenance of the ditch at the point
of disturbance, Scenic views, Inc. shall reimburse
' the Company for such expense. Determination of whether
repair or maintenance is necessary, and whether an emergency
exists, shall be the sole right and privilege of the Company.
7. Installation and maintenance of the structure
' shall be entirely without disturbance of the flow of water
in the Company's ditch, unless permission in writing is
first received from the Company for such disturbance. -
Scenic Views, Inc. expressly agrees that it shall
' be liable to the Company or its shareholders in damages for
any unauthorized disturbance of the flow of water through.
' the ditch.
8. In the event that the Company finds it necessary
' to perform emergency repairs to the disturbed portion of the
ditchbank, either now or at any future time, the Company
' shall be wholly without liability for damages to.
Scenic Views, Inc. as the result of the performance
' of said repairs, except as to such damage as may be caused
by gross negligence or wanton and willful misconduct.
�'3
' 9. Installation of the structure shall be
entirely without cost to the Company. The Company's attorneys
shall be directed to prepare this Crossing Agreement, and
' their fees _and -expenses shall be paid by Scenic Views, Inc.
Scenic Views, Inc.
' shall indemnify the Company and forever hold it harmless
from liability for damage to third persons resulting from
' this crossing or any construction or repair in connection
with the crossing.
' 10. The Company shall have full power to operate,
maintain, alter, enlarge, relocate, clean and manage its
' ditch as if this agreement had not been made, and any expense
or damages caused thereby to Scenic Views,,Inc.
' shall not be chargeable to the Company. In the event,
however, that any such action on the part of the Company
tcould reasonably be expected to effect the storm sewer
the Company agrees to give prior notice to City of Fort Collins
and to cooperate with City of Fort Collins to
avoid injuries or damage to that line.
-' 11. This Agreement and all the terms and conditions
thereof shall extend to and be binding upon the successors
' and assigns.of each of the parties hereto, including, but
not limited to the City of Fort Collins should it become a
successor of Scenic Views, Inc. , by Deed of
Dedication or by any other means. Upon transfer of its
' interest in this Crossing Agreement, Scenic Views, Inc.
agrees to inform the Company of the name of the transferee.
IN WITNESS WHEREOF, the parties hereto have caused
' these presents to be duly executed by the proper officers,
and have affixed their seals hereto on the day and year
' first above written.
11
u
[1
3 -
1
1
1
1
1
PLEASANT VALLEY & LAKE CANAL COMPANY
ATTEST:
'.:Secre ar - y
Y President
ATTEST:
By • rbtxp���, _) By:
Secretary
Donald W. Marostica Albert S. Paone, President
J
's
sy
I
1
I
' APPENDIX J
RETENTION POND ELEVATION -STORAGE
DURATION CURVES
' WATER QUALITY VOLUME
1
1
t
1
1
`1l
CALCULATING ACTUAL DETENTION POND VOLUME USING CONE FRUSTRUM FORMULA:
IOLUME= 1/3'h(A1+A2+SQRT(A1'A2))
' WHERE: Al AND A2 ARE THE AREA OF THE BASES
1
1
1
t
1
1
FT SF CF CF AC -FT
5098.0
8,126
0
0.0000
1.0
9,126
5099.0
10,165
9,126
0.2095
1.0
11,204
5100.0
12,277
20,331
0.4667
1.0
13,418
5101.0
14,592
33,749
0.7748
1.0
20,756
5102.0
27,606
54,505
11513
1.0
32,910
5103.0
38,516
87,415
2.0068
1.0
40,210
5104.0
41,928
127,625
2.9299
1.0
43,684
5105.0
45,464
171,309
3.9327
1.0
47,275
5106.0
49,109
218,584
5.0180
1.0
50,976
5107.0
52,866
269,560
6.1882
1.0
54,791
5108.0
56,738
324,350
7.4461
1.0
58,720
5109.0
60,725
383,070
8.7941
1.0
62,764
5110.0
64,825
445,834
10.2349
1.0
66,921
5111.0
69,040
512,756
11.7713
1.0
71,191
5112.0
73,364
583,947
13.4056
0.5
37,232
5112.5
75,571
621,179
14.2603
JOB # 3676.00
DATE 01/22/97
BY: BKW
I
mr.d
I
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
JREngineering, Ltd. CIMINT JOB NQ 3.5/ 7A1 M
mi= //,EN,� I/r-14S PU. O. l�kL 1 C DATE
SUBJ= AFrfA/no/J POnr4 - &3gTER 00191ITY Vn, umC SKEET NQ _ OF
i � 1
1
i
r t
..a•--«. J._
a NtCli/N �'CJ.'FT�lel�_
64c_
/1ATR
SaaF/kF +�JE✓+�TroaS
.._
l0
/W- YEIA
— kE L PEG ARF64pF
QwP w/.TafAAEa.,.CAP_
i
.16 PLO
AA
7
I J3
I
' d
>>d
d d
HM g
00
N
•-
V
O
O^
r d a F 3 J
O
O
r
O
g
w
O
w
LD
O d D
d a O
O
O
m
N
O
(O
C1
J N O d a O
N
O
M
O
M
N
N
N
01
10
b J N O
d
C L
v
N = c
�J
=
�J
~ a
d
y J ~ a
d
3 y L
d W
a d a C
3 N d
m
a d c
m 3 N
>
E 3 O
~ a N O
0
O
0?
O
N
c0
N
N
T
O
O
O
r
N
= >>d C
d d V E> O
C E
O
O
ne�nrrn��
N
t")
.-
O
O
O)
O)
r
O1
N
C 1
tD
y
d d $� D
C E S Y
d'o mL
MM�O
�crrn
J 3 m o'o yt
J > m
a' a a"
'
m
>
E >
= E
h E U
a d o c !y- E U E
D d o c
Z j Q a—
�Nrnora
c L y y Z J Q a—
�' E w a� o'�'
c L y N
E
O O N 0
ono
o
W
Y
g
c
d Ltr O O N t
ocN�emm°ia
O
r
O
N
c
d
N
N
r
m N L W
N
VJ
r
Ol
^F
N l)
�'
3
A
i J❑ i
O
O
O
O
O
O
O
J❑
o
o
a
a
a
0
0
...
'.10
O
p 0 O d D
0
0
0
0
0
0
0
0
OI c y c > C
d d i 2 O a Q d O
w
r
0
0
6
6
6
a
a
a C C
d t 0
_ E �L
a
a
a
e
e
a
v
d n ❑ - m` E (�L
e
e
o
v
v
o
a
d a ❑
r d>
d d a o J d ""
> d d a '�
Q
3> F
Q = m E o. > c 3> E
m E a
> y O O U f
p d S O
Q
y C C 6L d
000«ON
t0
'.° O U m O
V E 2OG w d N V c nt d
O
N
Yl
O
OfOM
C
O U m
.0 E O y q
O
O
N
�D
N
d O
O
N
N
M
Z
w
c'f
N O o E
m LL❑ C
v
N
l7
O
y U y rL d a p C
v
w
N
E y M 3 c— ~_ c
E y J 3 c L
_ p d
''' = d c n `o Z W d
O = O d n o
J 'd
0d
C U d O C ? J 'd
- U d O C
a O
>
M
O
�O
r
O
N
O
M
y
O L' d C 0 ❑ y O w
O V U >
M
N
O
r
N
O
O
O
w
O
r
N
W.
O r d C 0
(J O a D
d
6
0
N
•-
M
M
�O
r
O a y p
LL d J tC d
Z
O
N
N
N
r
0)
c
y U
LL d J U
t
= d U U d d r O U
d U U d d
y>
HpN
LNJ
E *m D d
eO
;V5d
o w ci
E
o O JoE
d o
U >y
O
d� aJ E
=
od JO w3o
N V)
ON
Cwc
d
W
N
d.
EO0WO
OOW
y d $ O> I
E
10
Of
T
V O
`C
a
E Q
ddv'M_aj
c °> d d 2 C E
d> cNE E
E3 E
cd
c
n00
O
;O0
0N
�dUL.W..
3
C
pVOZ
Ld
«
yyy'n
i
D
Q
r
M
f0
W N y d y= - y Q p
r
M
t0
d N y d y= J �J
p fn
Iq
M
d d d -- C J
3 E E J W O N
�O
M
d d N— C d
3? >' J W L
a
'O O d L
O d W 2
41 d 0! L — ry
d
9 O O d N M y
;
d 0 O L
0 O
'O >— W L
.
> v
T` `o E
�n
�n
N
e
D y>
C 0; !�
a a c 10 c a E E T o E
�n
h
N
N
D> a
C L Q C= 3 .n n d
a a c t0 c n L E E
o
rM
6o
o
o
oo
c 0 26 2 E nJ'-' d o
�`0�vic0000
o0
c Q 2L6 2 E a
'
�+Z�aN
Q
o0
.2a dNdao o.� �+ZU
ct9E-= a ¢
aN
o9 dN dcv nm
a"E19 m- m
a�
_
M
r6 Ea
c d c J C
0-
U Oni On C L
N
O
lV
10
10
l0
{O
Ea
c w c 5 c
d 'gyp U U m 0 0 0
L N
d
O
O
O
N
N
Y
W
Y}}
N
N
_
N N N N
6 q O O 4 L N
d U
n,,C dC
O
0
0
d
i
d
T
d
Y
d
Y
d
Y
E 0 N N 10 am 00 t
d O A
'
C 6 LL
W d U
O
O}
N
i0
O
i0�O
E L L L r L N C
Q d U
D
O
N
�1
d
N
0
E L L L L N
J F �- �O 1- 0
OOCi
""DOO
r
N
N
J
' JAN-24-97 FRI 16:09
F1
[1
11
DEPT OF ATNO SCIENCE
FAX NO. 970 491 8449
P. 02
Monthly Climatic Data for FORT COLLINS for years 1948 -
1995
Station - 53005
latitude - 4035
Longitude - 10505 Elevation
- 5000
Jan
Feb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dee
Annual
Total
monthly precipitation.
Ave
0.42
0.41
1.26
1.72
2.79
2.07
1.65
1.39
1.17
1.00
0.70
0.46
14.93
Max
1.17
1.2&
5.63
4.42
7.47
6.31
5.86
7.39
4.00
4.85
2.29
1.52
28.42
Year
1962
1987
1990
1971
1995
1949
1977
1951
1961
1969
1973
1979
1961
Min
0.01
0.00
0.01
0.22
0.01
0.08
0.13
0.03
0.02
0.05
0.00
0.00
7.34
Year
1983
1992
1966
1955
1974
1980
1963
1960
1"2
1956
1965+
1959+
1966
Count
48
48
48
48
48
48
48
48
48
48
48
47
47
Total
monthly snowfall.
Ave
7.7
6.5
12.3
6.6.
1.1
0.0
0.0
0.0
0.8
3.0
8.1
7.4
53.8
Max
19.3
16.7
39.6
27.5
27.8
0.2
0.0
0.0
15.0
14.7
29.1
20.7
107.2
Year
1960
1989
1988
1957
1978
1955
1995+
1995+
1971
1969
1979
1979
1979
Min
0.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
26.4
Year
1983+
1992+
1966
1992+
1995+
1995+
1995+
1995+
1994+
1992+
1965+
1959+
1974
Count
48
48
47
48
48
48
48
48
48
46
48
47
44
Number
of days with
>= 0.1
inches precipitation.
t,-rea
+
of -
Ave
1.9
1.7
4.0
4.4
6.1
4.8
4.4
3.9
3.2
2.8
2.6
1.7
41.6
Max
9
7
11
10
17
16
16
14
10
9
8
8
110
Year
1948
1948
1951
1953+
1995
1951
1950
1951
1950
1949
1952
1951
1951
Min
0
0
0
1
0
0
0
0
0
0
0
0
21
Year
1995+
1992+
1966
1990+
1974
1980+
1963
1060
1992+
1988+
1988+
1991+
1977
Count
48
48
48
48
48
48
48
48
48
47
48
47
46
Li17/7,,, Adky .
okl4wx. y, 4410. dd5
�iil�rel�lCes Cato b� � �.c.Tl'U
CLfD-Q•�c7 � � (7,l '� �7�c �2R r10�
'
JS
JAN-24-97
FRI
16:10 DEPT OF ATMO SCIENCE FAX NO. 970 491 8449
P.03
Monthly Precipitation Surmary for FORT COLLINS 53005
'
Lot 4035 Long 10505 Elev 5000
Mean
JanMar May Jun Jut Avg Sep Oct Nov Dec
0,43 0.9 1.28 1.771
'
Max
2.83 2.11 1.61 1.37r 1.18 0,98 0.70 0.45
1.17 1.28 5.63 4.42 7.47
Year
6.31 5.86 7.39 4,07 4.84 2.29 1.52
1962 1987 IWO
1971 1995 1949 1977, 195, 1982 1969 1973 1979
Min
Year
0.02 0.00 . 0.01 0.22 0.01 0.08 0.13 0.03 0.02 0.05 0.00 0.00
1983 1992 - 1966 1955
'
1974 1980 1963 1960 1992 1956 1965 1959
Count
49 49 49 49 49 49 49 49 49 49 49 49
Prob
Precipitati on with Probability Equal or Less Than
0.05
don Feb Mar Apr mayJunJut Aug Sep Oct Nov Dec
0.07 0.01 0.13 0,49
0.10
0.44 0.30 0.36 0..15 0.08 0.09 0.01 0.00
0.10 0.04 0.23 0.66
0.20
0.68 0.47 0.51 0.26 0.16 0.15 0.04 0.01
0.17 0.09 0.40 0.90 1:09 0.77
0.74 0.45 0.31 0.28 0.15 0.06
'
0.40
0.29 0.21 0.77 1.32 1.89 1.37 1.17
0.50
0.84 0.65 0.57 0.38 0.20
0.35 0.28 0.99 1.54 2.33 1.71 1.40
0.60
1.07 0.86 0.74 0.50 0.29
0.43 0.37 1.24 1.78 2.84 2.10 1.65 1.34
1.12 0.94 0.65 0.39
0.80
0.90
0.65 0.62 1.99 2.42 4.29 3.23 2.36 2.13 1.88 1.55 1.09 0.70
0.86 0.86
0.95
2.70 3.00 5.64 4.28 3.00 2.88 2.63 2.14 1.51 1.01
1.05 1.11 3.40 3.53 6.93
5.30 3.61 3.61 3.37 2.72 1.92 1.31
Number of Days with Precipitation Equal To or Greater Than Cy,f'le e. nt.f-e
Jan Feb
w
Mar Apr May Jun .ful Aug Sep Oc[ Nov
Threshold = 0.01-1 Dec
Mean
Max
4.63 4.73 7.00 8.02 10.73 9.12 9.29 9.06 6.57 5.06 4.88 4.20
'
Year
Min
17
15 21 20 18 15 12 12 11
1957 1987 1990 1995 1995 1967 1950 1963 1982 1993 1983
1967
1 0 1 2 1 2
Year
4 1 1 1 0 0
1983 1992 1966 1955 1974 1980 1989 1974 1956 1977 1965 1959
Threshold = 0.05,,
'
Mean
Max
2.59 2 .49 4.73 5.39 7.49 5.73 5.55 4.73 4.18 3.41 3.18 2.37
7 6
Year
11 11 20 13 10 11 9
1985 1987 1970 1958 19,95 1995 1968 1979 10 9 8
1996
'
Min
Year
1969 1983 1967
0 0 0 1 g
1983 1992 1966 1982 1974 1981 1963 1960 1992 1964 1984 1996
Threshold 0.10.,
Mean
Max
1.47 1.2Z 3.35 4.00 5.47 4.18 3.73 3.20 2.94 2.55 2.29 1.37
5 4
'
Year
8 9 17 12 7 8 8 8 7 5
1980 1995 1970 1958 1995 1967 1973 1979 1982 1959
Min
1983 1967
O O O 1 0 O 0
Year
0 O 0 0 0
1995 1996 1966 1990 1974 1980 1963 1960 1992 1988 1988 1996
'
Mean
Threshold = 0.201,
0.53
Max
0.63 1.78 2.53 3.61 2.82 2.33 1.88 2.02 1.45 1.24 0.63
2
Year
Min
2 b 6 10 7 5 7 7 6 4 3
1996 1995 1990 1971 1995 1982 1985 1957 1995 1969 1992
1988
0 0 0 0 0 0 0 0
Year
0 0 0
1995 1996 1995 0
1955 1974 1981 1971 1996 1994 1995 1994 1996
Threshold 0.50-1
Mean
Max
0,06 0.04 0.61 1.02 1.61 1.24 0.75 0.61 0.67 0,67 0.24 0. 10
1
'
Year
Min
4
t 3 5 5 3 3 5 4
1981 1993 1992 1971 1957 1982 1949 1979 1961 1969 1973 1988
0
Year
0 0 0 0 0 0 0
1996 1996 1995 1996 1993 1996 1996 1996 1996 1996 1996 1996
'
Threshold = 1.00a
Mean 0.00 0.00 0.12 0.29 0.73 0.35 0.22 0.16 0,08 0. 12 0.02 0.02
Max 0 0
1 3 2 2
Year 1996 1996 1996 1983 3 1 2 1 1
1978 1982 1961 1951 1993 1969
'
Min
0 0 1979 1985
Year 1996 1996 1995 1996 1994 1996 1996 1996 1996 1996 1996 1996
I
'J
1
1
1
i
1
1
1
1
1
1
i
1
1
1
1
APPENDIX K
STORMWATER QUALITY AND
MANAGEMENT CONTROL PLAN
(PREPARED BY ROCKY MOUNTAIN RESEARCH INSTITUTE)
Ll
K-L
1
1
1
1
1
1
STORMWATER QUALITY
AND
MANAGEMENT CONTROL PLAN
Prepared for Scenic Views, 2nd Replat
City of Ft. Collins
Stormwater Utility
rocky mountain research institute
6 5. ro..cye Dace se - erp.e . 90' 1 - - 303-721�9O
I.. 303-721-02a5 . .- . 9 3�3 8-<8n0
marketing. real estate and economic C ultants
FINAL SUBMITTAL
February 5, 7 997
i
Rocky Mountain Research Institute
K Z_
1
1
11
1
RMRI
rocky mountain research institute
-,,rket ^g. real esrare and eoa-or,•ic cordh. enCs
6645 a herRage deco = = enp� m 901 11 = 303-721-905n
DATE February 5, 1997
TO- City of Ft.Collins Planning Staff and
STORMWATER UTILITY
FROM: Bill Veio, Manager
SOLITAIRE PROPERTIES,LLC
RE: OUTLINE OF OUR RESPONSES TO THE DEVELOPMENT ISSUES
RAISED AT THE PAST P & Z MEETING, DECEMBER 16, 1997
After reviewing the video tape of the December 16 meeting and after hearing Staff's concern in
our phone conversation this January, we have prepared this outline of the development issues
we intend to resolve. The issues are these:
1. Rainfall, Runoff, and Pond Depth
1.1 Rainfall and Runoff Patterns
1.2 The Groundwater Table Impact
2. The Functional Differences between the Detention vs. Retention Pond
2.1 Detention, Extended Detention, and Retention Ponds
2.2 Water Levels, Frequency, Open Space Use
2.3 Wetlands Transfer
2.4 Stormwater Quality & Best Management Practices
2.5 Overall Detention Pond Appearance, Dry -Wet Areas, Depth to Bottoms
2.6 Summary of The Detention Pond Benefits
3. Exhibits to Clarify Detention, Water Quality, and Open Space
3.1 Water Table Profile Pond Area —As Detention Pond -As Retention Pond
3.2 Pond Area in Plan View —As Detention —As Retention Pond
3.3 Rendering Showing Pond Functioning with Best Management Practices Identified
The following text is for your technical benefit and study. After reviewing the text, we would
like a meeting to discuss your comments and suggestions. The outline addresses what we believe
from an engineering, legal, and water quality perspective meets or exceeds the City of Ft. Collins
requirements for development approval. We would like to have your support for the Stormwater
Quality plan before scheduling a meeting with the neighboring property owners.
' innovative ideas for industry since 1972
K3
L
1
1
1
[1
11
1]
1. RAINFALL, RUNOFF, AND POND DEPTH
1.1 Rainfall and Runoff data for the site show that 57% of the annual storms will create
practically NO RUNOFF producing events. These are storms with rainfall from .0 to
0.1 inch. About 34% of the storms will have rainfall depths from .10 to .50 inches.
These two categories of storms represent 91 % of the annual storms which will impact
the site and can be handled readily with only minor water depths in the retention
pond. The average depth would be 0" in the pond for a Storm of up to .5' if we were
retaining only site -generated runoff. With the pond designed to retain the off -site
flows from the CSU Equestrian Center and areas north of the site, the pond depth
would rise to 21" for a storm up to 0.5". Pond Depth refers to the area of the Pond
which is above the wetlands water quality control volume, which is graded a few feet
below the overall pond. The Pond would be DRY for resident use as Open Space, 971/o
of time, if we were retaining solely on -site generated runoff. By increasing the capacity
of the pond to retain all off -site flows from the CSU facility and the area north of the
site, the pond will be dry 85% of the time during the year. Please refer to Table 1 and
2 on the following page for these explanations.
XA8(E1 %iC7MgBttOFItAiNfALt FYI -.All, tt41G(hts taltIlvl> )t COUNiYdItLrA gr
n1a ?> 114u'ACT Ol�i &CENIG VIEWS 1'gNt3 (�1�SlTE AiiA"1NAGE � $V PROPLR3Yj "`� � `"
' ta(rtFail "; Avg�'rty � % i Comm � Pond lime to � �.Avg'CiOrte
Depth Ato of %• S?epth Pwap to xPortd:Wet Time
(inched Days ;; (laeites) @300$pm PuStnrm k'ond Wet
0.0 to 0.1 47.5 57.1 57.1 0.0 0.0 0.0 0.0
0.1 to 0.5 28.1 33.8 90.9 0.0 1.5 0.0 0.0
0.5101.0 5.5 6.6 97.5 12.0 8.4 32.4 278.2
1.0 to 2.0 1.9 23 98.8 312 222 462 87.8
2.0+ 0.23 028 100.0 (Figures included by type of storm below)
Total Ydy: 83.2 200.0 200.0
2-Yr 0.5 20.4 14.1 38.1 19.1
5-Yr 02 38.4 282 522 10.4
10-Yr 0.1 48.0 36.9 60.9 6.1
25.Yr 0.04 622 50.0 74.0 3.0
300-Yr 0.01 81.6 71.7 95.7 1A
Total Avenge Time Period Pond is Wet Per Year (Hours): 305.5
Rocky Mountain Research Institute
11
2
t<q
11
J
1
1
The rainfall data is from the Climate Control Center in Ft. Collins. Depth and Pumping
Rates, and Wet Time Hours are from the jR Engineering spreadsheets submitted with the
Utility Plans. The city SWMM for this basin was used to determine runoff volumes which
led to the water level depths above the wetlands pond. Please refer to the Utility drawings
for any additional details needed.
ofmg
e & a
�Y.y�J"
�� �...
F
n:...w C�'....� �4:k��'a.?iia�
b. ; u
� :: '+„Rb.".,.,.. >?�. �.:X+,
OA to 0.1 47.5 57.1 57.1 0.0
OA 0.0 0.0
0.1 to 0.5
28.1
33.8
1 90.9
21.2
1 7.0
31.0
869.7
OS to 1.0
5.5
6.6
97.5
27.5
192
432
237.7
lA to 2.0
1.9
2.3
98.8
54.7
43.9
67.9
129.0
2A+
023
028
100.0
(Figures included by type of storm below)
Total Yriy:
83.2
100.0
100.0
2-Yr
OS
36.0
26.1
50.1
25.0
5-Yr
02
66.0
55.4
79.4
15.9
10-Yr
0.1
82.6
73.9
97.9
9.8
25-Yr
0.04
103.E
99.9
223.9
5.0
300-Yr
0.01
130.6
237.9
261.9
lb
Total Avenge Time Period Pond is Wet Per Year (Hours): 1,293.7
1.2 The Groundwater Table Impact
The groundwater level for the retention pond will be reduced using a cutoff trench
around the pond perimeter with non -permeable clay soils. After excavation of the
pond, any groundwater left in the soil, should dry up to create a dry pond, except for
the water quality portion of the pond wetlands area.
Rocky Mountain Research Institute
L7
3
K6
2. FUNCTIONAL
BETWEEN THE DETENTION & RETENTION POND
2.1. Definition of Detention, Extended Detention, and Retention Ponds
A detention pond holds runoff and may be releasing runoff simultaneously at the 2-yr
historic rate. The primary function of a detention or retention pond is moderating
flood flows. An added benefit is their ability to provide water quality enhancement.
An extended detention pond is designed to totally empty after runoff ends. The extended
pond extends the emptying time of the more frequent storms to facilitate pollutant
removal and does so with a smaller outlet. A drain time of the brim -full capture
volume of 40 hours is recommended to remove a significant portion of fine particulate
pollutants found in urban stormwater runoff. Soluble pollutant removal is enhanced
by providing a small wetland marsh or ponding area in the basin's bottom to promote
biological uptake. The basins or ponds are considered DRY because they are designed
not to have a significant permanent pool of water.
A retention pond has a permanent pool of water with a base flow to flush the
permanent pond, that is replaced with stormwater, in part or in total, during storm
runoff events. Temporary detention is provided above the permanent pool to allow
more sedimentation. Retention ponds are similar to extended basins because they are
designed to capture in total, and detain a volume of runoff from frequently occurring
storms. Retention ponds differ from extended detention basins because the runoff water
mixes with the permanent pool water as it rises above the permanent pool. The water
quality capture volume above the permanent pond is released over 40 hours, the same
as for an extended detention basin. The 40-hr discharge period allows the sediment
removal process to be more efficient when the outflow occurs above the bottom of the
basin. (See Utility Plan pond profile) Sediments become trapped below the outlet and
sedimentation continues in the pool after the captured surcharge volume is emptied.
Retention ponds are very effective in removing pollutants. They are used to improve
the quality of urban runoff from roads, parking lots, residential neighborhoods,
commercial areas, and industrial sites. They are generally used as regional or follow-
up treatment ponds.
Determination of the classification of the Scenic View basin as a retention pond or as
an extended detention pond is determined by the pond outlet elevation, the rainfall -
runoff data, the groundwater elevation, and the volume storage capacity.
2.2. Pond Water Levels for 2-Yr, 5-Yr, 10-Yr, and 100-Yr Storm Events and Impact on
Open Space Use
In a typical year the amount of runoff that needs to be detained can be estimated by
examining the mean inches of rainfall and storm frequency by month. Tables I and
2 contain the estimated amount of annual rainfall for the site. Table 3 shows the
seasonality of rainfall for the site. In general, 0.1 inches of rainfall depth is the
amount necessary to cause runoff. On average, about 35 storm events occur each year
that are equal to or greater than 0.1 inches in precipitation depth.
HocKy mounraln ne5earcn InSnrule
4
r
I<&
1
11
LJ
1
F1
ya��
p„HMO,NTtitY`3'>�eKtril'fA't�t)l��Sif�ltM'�t�l!j�Y ������y
::�.,vyy%Nyayys�:. �4`?'S I. C S'_..5:�{ v"'�4Sye,.',.�^':„w\N:Y
5 "�tY
......
I
�.....x
January
0.42
7.7
L47
4A
86
February
0.41
6.5
L22
3.7
87
March
2.26
223
3.35
20.0
68
April
L72
6.6
4.00
12.0
60
May
279
Ll
5.47
16.4
47
June
2.07
0
4.18
12.5
58
July
1.65
0
3.73
112
64
August
1.39
0
3.20
9.6
69
September
1.17
0.8
2.94
8.8
74
October
1.00
3.0
2.5S
7.6
75
November
0.70
8.1
229
6.9 1
78
December
0.46
7.4
L37
4.2
87
By reviewing the Mean Number of Storm Days each month in Table 3, it is easy to
estimate how much of the time the retention area will be in use as a storm runoff
collector and how much of the time the area will be useable as open space for
residents. In the months of December, January, and February only ONE STORM a
month is expected to occur which will cause runoff... leaving an average of 25 days a
month of active open space for residents. During the months of September, October,
and November TWO STORMS are expected to occur which could produce
runoff ...leaving an average of 22+ days a month for recreation. In the months of
March, April, June, and August THREE STORMS a month are expected to produce
runoff... leaving 18+ days a month for resident open space use. In May and July as
many as FOUR STORMS a month could produce runoff... leaving 15+ days for open
space use by residents. Based upon typical rainfall patterns for the area, the site would
be available for active open space use 258 days out of the year (71% of the time), or
an average of 21+ days per month per year.
NOTE. These estimates are very conservative and assume it will take 2 full days to
drain the retention pond for each storm which exceeds 0.1 inch of rainfall.
From Tables 1 and 2 it is clear that for 80% of the storms which produce 0.1
inch of rainfall or more, the pond can be pumped within 7 hours time, if
desired Thus, the estimate of DRY days usable as Open Space shown above
is the MINIMUM TIME estimate.
Rocky Mountain Research Institute
Wi
I
K7
1
1
1
1
1
1
1
1
LJ
1
1
1
1
1
1
2.3 Wetlands Transfer
There is an existing area of about 8,000 sq.ft. near the northwest property boundary
which is a wetlands created accidentally when the CSU Detention Pond and City
water lines were installed in Overland Trail in 1988. This wetlands is too small to
qualify for U.S. Corp of Engineer regulations, but will be relocated to the Detention
Pond area to enhance stormwater quality and to create a visual amenity for residents.
2.4 Stormwater Quality and Best Management Practices
2.4.1 Existing Stormwater Quality --Prior to Development
a. The existing storm runoff now contains fertilizers and pesticides used
to grow alfalfa, plus wastewater and stream particulates from the CSU
Veterinary School and Equine Center. In storm conditions these
particulates are deposited into the canal.
b. In periods of storm runoff, particulates from the horse pastures to the
north of the Scenic Views site enter the canal.
c. According to the ditch company representative, it is a common
occurrence to have illegal dumping of oil, trash, and organic materials
into the canal.
d. Under present conditions, the canal water quality is poor quality due to
runoff for up to 24 hours after a storm,. The canal representative has
advised the Happy Heart Farm and other water users "NOT TO USE
the canal water for irrigation purposes within 24 hours of a storm
because of its poor quality during storm events." After 24 hours the
sediment will settle out in the canal bottom, and the water quality vastly
improves for irrigation.
e. The irrigation canal water is NOT for human consumption.
The ditch company has NO WATER QUALITY delivery standards or
criteria to meet or to guarantee for any of its users. Users of the
irrigation ditch take whatever water is in the ditch and use it for
irrigation purposes. They have operated this way for many generations
without service disruption or dissatisfied customers.
g. The irrigation company sees the creation of a retention pond as an
effective tool for limiting peak flows, which could also improve the
stormwater quality which would flow overland into the ditch. They
also recognize there would be less risk of overtopping of the ditch due
to flooding. They are also aware that detaining the stormnmoff would
cause less damage to the ditch embankments, and would result in
greater effective use of the ditch capacity in flood periods. They also
recognize the detention basin would reduce the historic flow of
stormrunoff into the ditch.
ROCKY Mountain Hesearcn institute
0
K9
.1
I
I
I
I
I�
I
J
t
[1
I
h. The irrigation company is willing to allow the discharge into the ditch
after peak flow periods of a storm, because of the benefits cited above.
2.4.2 Stormwater Quality with Development —Best Management Practices
Urban stormwater runoff contains a variety of constituents that originate
from a number of different sources. To reduce the concentrations and the
loads that would reach the irrigation canal or other receiving waters, Best
Management Practices (BMPs) have been suggested by EPA, other Federal
and State Agencies, and professionals who deal with stormwater.
There are two categories of BMPs, both of which will be utilized in
improving stormwater quality at Scenic Views:
Non -Structural BMPs include pollution prevention and source control BMPs.
Structural BMPs include facilities constructed to passively treat stormwater
runoff before it enters the canal or other receiving waters.
Advantages of Non -Structural BMPs
Non-structural BMPs prevent or limit the entry of pollutants into stormwater
at their source. Prevention is desirable and can be cost effective because it
avoids pollution in the first place and thereby reduces the amounts that need
to be removed by subsequent treatment. The advantages of Non -Structural
BMPs are:
" The quality of stormwater runoff is improved
' The volume of sediment, debris, and other pollutants deposited in
receiving waters is reduced
The operation and maintenance of structural controls is reduced
" There are benefits to air quality, ground water quality, and waste control
' Open space and wildlife habitat is enhanced
' Public awareness of water quality, problems is heightened and personal
involvement in solutions happens
" Public awareness of stormwater quality issues increases
' Most require only a modification of existing practices, are simple to
understand, and make good sense
' Implementation can occur rapidly
Rocky Mountain Research Institute
7
I
K9
I
I
I
I
L
I
I
I
i
I
I
1
I
Non -Structural BMPs Used at Scenic Views
The following Best Management Practices are being employed for the Scenic
Views development:
1. Preparation of this Stone Water Quality Control Plan which states
water quality control objectives, the description of stormwater quality
management practices, contains exhibits and drawings showing the
structural BMPs, the hydrological and hydraulic calculations
documenting sizing and stability of drainage features, and descriptions
of maintenance responsibilities and access.
2. Preparation of an Erosion Control Plan
This Plan is a part of the Final Drainage Plan and Utility drawings which
have been submitted to city staff. The objective of the Plan is to mitigate
the potential for soil erosion and to control sediment movement during
the construction process until final landscaping and stormwater quality
measures are effectively in place.
3. Proper Disposal of Household Waste and Toxins
The developer and the Homeowners Association will create a resident
and visitor information program that teaches the proper disposal of
household waste, litter, pet waste, yard waste, used oil, and toxic waste.
Facilities for proper disposal will be provided throughout the
development. Neighborhood newsletters, HOA monthly billing inserts,
recreation center bulletin boards, the HOA covenants, and periodic
HOA meetings will reinforce these policies. Proper disposal of
household waste and toxics can reduce the deposition of solids,
organics, nutrients, oxygen -demanding substances, solvents, caustics,
paints, automotive fluids, toxic substances and fecal material on the land
and reduce their presence in the stormwater reaching receiving waters.
Improper disposal of used oil and automotive Fluids causes receiving
waters to be contaminated with hydrocarbons and residual metals that
can be toxic to stream organisms. Used oil and other petroleum
products can be recycled. Information on the location of recycling
centers, the benefits of recycling, prevention of fluid leaks, and the
importance of proper disposal for improving stormwater quality can
reduce the amount of oil and used automobile fluid reaching receiving
waters.
Through an on -site communication program residents and visitors will
be alerted about their everyday use of toxic wastes: paint, solvents,
putties, cleaners, waxes, polishes, oil products, aerosols, adds, caustics,
pesticides, herbicides, and certain medicines or cosmetics. Seminars will
present non -toxic, safe, biodegradable product alternatives and discuss
proper disposal points within the community.
n
ROCKY mounrain Mesearcn lnsnnlle
I
I{/o
I
i
1
I
F
L
1
I
I
1
i
1
I
1
Other on -site actions that will be taken to improve resident and visitor
awareness and personal responsibility for stormwater quality:
• Distribution of the Irrigation Ditches brochure in the rec center, sales
offices, and on the bike and walking paths along the canal
• DON'T LITTER signs in open space and along canal
• Neighborhood clean-up day for parks, bike paths, open areas
' Pet Waste disposal bag containers along paths and park areas
• Waste containers distributed throughout the open spaces and walks
4. Guidelines for Proper Use of Pesticides, Herbicides, and Fertilizers
Pesticides, herbicides, and fertilizers are chemicals used in landscape
maintenance. Pesticides are used for insect control, herbicides for weed
control, while fertilizers are used for the growth and greening of grass.
Pesticides and herbicides are toxic to aquatic life at low concentration,
and fertilizers can be toxic at high concentrations. Fertilizers tend to
promote algae growth which can deplete dissolved oxygen for fish and
other aquatic organisms.
The rate and timing of the use of pesticides, herbicides, and fertilizers
are important to minimize potential transport by stormwater runoff.
Overapplication and overspraying onto impervious areas needs to be
avoided as well as too frequent or excessive use. Following
manufacturer's recommendations can prevent most of the surface water
contamination being attributed to their use. With the HOA'in control of
all open space applications, manufacturer's specifications can be
followed.
S. Illicit Discharge Controls
Educating residents and visitors about illegal dumping practices, about
the potential hazards to public health and the environment, and
encouraging the immediate reporting of spills can create a citizen
sensitivity to deter illicit dumping.
Controlling public automobile access to the neighborhood would go a
long way to prevent the dumping of trash, refuse, and fluids or toxic
substances into the canal. Controlled access to the neighborhood was
part of the original design to presented to the city planning staff, but
was refused "as an undesirable neighborhood element".
6. Landscaping and Vegetation Practices
Soil erosion and transport from urban areas produces only a fraction of
total sediment arriving at streams and waterways. Agricultural
HOCKy mountain r7C56d1L;f1111.2111U O
1
�j
I( 1
L
I
1
I
I
J
1J
I
11
activities by far exceed the quantities from urban areas. Establishing
and maintaining landscaping and vegetation in existing urban areas can
assist in reducing stormwater runoff rates and volumes, sediment loads,
and pollutants associated with sediment from entering streams and
lakes. Vegetation acts to reduce raindrop impact on soil, slows runoff
rates, and encourages infiltration of precipitation into the soil.
Pollutants, such as metals, nutrients, and bacteria that are attached to
sediment will also be removed. The overall volume of runoff from a
vegetated area is less than from an area of bare soil. Although bare soil
will also allow some infiltration, its surface has a tendency to seal and
erode. The eroded soils are a source of sediment transport to the
receiving waterway.
The landscape plan for the site contains over 100 trees, bushes, shrubs,
and several acres of grass vegetation. The landscaping and vegetation
will reduce the sediment load from existing conditions and enhance
stormwater quality. Maintenance of the planted areas will be the
responsibility of the HOA.
Advantages of Structural BMPs
Reduced runoff, particulate removal, and some measure of flood control
are the principal benefits of Structural BMPs. Pollutants are removed
by adsorption, settling, precipitation, infiltration, filtration, and
biological activity.
The advantages are:
Enhanced stormwater runoff quality
• Can reduce runoff volumes through infiltration and interception
Can reduce peak rates of runoff, especially for smaller storms, by
capturing and slowly releasing urban runoff
" Can be constructed first and then used to control erosion and
sedimentation during site construction
Can be combined with other municipal or public uses such as
active and passive recreation, open space, and wildlife habitat
Can sometimes integrate BMPs into site landscaping to supplement
irrigation of vegetation
Can be combined with drainage and flood control objectives at
incremental costs to minimize and control downstream flooding
Rocky Mountain Research Institute
I
10
.1
/<IZ
.1
1
1
1
7L
r
I
1
1
1
1
1
I
1
1
Structural BMPs to be Used at Scenic Views
The following Best Management Practices are being employed for the Scenic
Views development:
1-2 Irrigated Grass Buffer Strips and Grass -Lined Swales.
Adjacent to all buildings and parking areas are large patches of grass
to which roof top drains will direct storm runoff. Passing through the
grass and vegetation slows the storm runoff peak and promotes
pollutant fallout prior to the water entering the stormwater drains.
Grass lines swales direct stormwater flow, contribute to lowering the
peak flow, and reduce pollutant loads into the stormwater basin. A
swale will occur in the detention pond bottom to direct water flow to
the wetlands. This wetlands bottom channel will be gravel lined and
filter particulates.
NOTE: Healthy grass can generally be maintained without using
fertilizers because runoff from lawns and other areas contain the needed
nutrients. Periodic inspection is needed in the first few years to identify
any problems areas and to plan for long-term restorative maintenance.
3. Water Quality Extended Detention Basin (Dry Basin)
Extended detention basins are designed to drain their brim -full volume
in about 40 hours through a perforated riser pipe to remove a significant
portion of the particulate pollutants found in the stormwater runoff.
Soluble pollutant removal is enhanced by providing the small wetland
marsh or ponding area in the basin's bottom to promote biological
uptake. The basin is considered dry because it is designed not to have
a large permanent pool of water. The flood detention volume is
provided above the water quality capture volume (WQCV)"of the basin.
No more than 50% of the WQCV will be released in 12 hours. The
extended detention basin reduces peak runoff flow rates into the canal
and prevents periodic flooding of properties downstream while
improving water quality and providing recreation and open space
opportunities. The basin is effective in removing particulate matter and
associated heavy metals and other pollutants.
On -Going Monitoring of the Stormwater Outfail
The HOA will be responsible for the drainage basin maintenance and
will have instructions for using bio-degradable pesticides, debris
removal, grass mowing, and wetlands monitoring. The HOA will keep
a log of basin grounds maintenance including pumps, recycling pickups,
resident attendance at on -site ecological seminars, and use of outdoor
litter disposal conveniences. Annually in May, July, August, and
September the HOA will monitor pond discharge by water sampling
and send results to an independent lab for content analysis. Results will
be evaluated by the HOA Board annually to track the effectiveness of
the Best Management Practices program.
Rocky Mountain Research Institute
11
11
K15
I
I
I
I
I
I
I
7
J
I
The HOA will check the retention pond pumps prior to the start of the
rainy season, and during major storms. In the event of a pump
malfunction, possible repairs will be made, and the ditch company and
city stormwater department notified, if repairs are unsuccessful, and a
storm is occurring or forecasted.
4. Water Quality Retention Pond (Wet Pond)
Retention ponds are designed for a 40-hour drain time above the
permanent pond because the sedimentation process is more efficient and
some mixing and dilution between a permanent dry weather pool and
storm runoff occurs. The wet pond also provides for treatment between
storms which provides a long period of time for fine particles to settle
out and for biological activity to occur. Outflow occurs above the
bottom of the basin allowing sediment to be trapped below the outlet
with sedimentation continuing after the captured surcharged volume is
emptied. A continuing source of water flow is needed to support the
permanent pond (WQCV). Refer to Pond Plan in the Utility drawings.
S. Constructed Wetlands
Wetland basins are designed to drain the water quality capture
volume (WQCV) in no less than 24 hours, thereby providing for some
biological uptake during the contact with wetland media. The depth of
the WQCV is under 2'. The permanent pool area is divided between
free water surface area (30% to 50%) which will be 2' to 4' deep ... and
the wetland zones with vegetation (50% to 70%) which are typically 6"
to 12" deep. A skimmer device is installed on the pond outlet about
one-half the depth below the permanent water surface and rises to the
maximum capture volume depth. The full WQCV should be above the
permanent pool level. Refer to the Landscape Plan and Utility Drawings
for the wetlands area design.
6. Sand, Gravel and Other Filters, Skimmer, Perforated Raised Pipe
These are other BMPs that work in conjunction with the above Structural
BMPs which enhance the stormwater quality before it enters the canal
or other waterways.
Effectiveness of BMPs Measures
Runoff Pollutants can be grouped into two categories: particulate and soluble.
Particulates are considered larger than .4 microns in diameter. In many cases,
constituents, such as metals and oxygen demand compounds, become
adsorbed to particulate matter. If the particulate matter is removed, so are
the adsorbed or attached constituents. A combination of the following basic
pollutant removal processes is used to remove pollutants at Scenic Views:
Sedimentation is the process of particulate matter settling out of stormwater
runoff. Smaller particles under 60 microns in size (fine silts and clays) can
account for 80% of the metals in stormwater attached or adsorbed with other
12
Pocky mountain Hesearcn ►nsurure
K/4
C
J
I
11
Ld
I
I
contaminants and can require from 12 to 40 hours to settle out of suspension.
Extended detention allows smaller particles to agglomerate into larger ones,
and for some of the dissolved and liquid state pollutants to adsorb to
suspended particles, thus removing a larger portion of them through
sedimentation.
Filtering. Here particulates are removed from water by filtering. Particles
attach to small diameter collectors such as sand, pebbles, or gravel.
Infiltration. Pollutant loads in surface runoff are removed or reduced as the
water infiltrates or percolates into the ground. Particulates are removed at
the ground surface by filtration through the vegetation and soil, while
soluble constituents are also adsorbed into the soil, at least in part.
Biological Uptake. Plants and microscopic animals require soluble
constituents such as nutrients and minerals for growth while are found in
stormwater runoff. Soluble constituents are ingested or taken up from the
water and concentrated through bacterial action and phytoplankton growth.
In some instances plants could be harvested to remove the constituents
permanently. In addition, certain biological activities can reduce toxicity of
some pollutants and/or possible adverse effects on higher aquatic species.
Pollutant Removal Efficiencies
Table 4 presents the ranges of pollutant removal efficiencies which are
expected using the Structural BMPs with the above processes.
VvAl.
r
zz
am1�'�'�'�
��t10�k
K
C<)NTROLALf6RNA1TYEz
�ys�.`�4i
�F a'c''aa��.�✓"`�,i�"�h.'ifi'2'a
'u S`dliiis �`z�i
N�� ��i �h`��s
,,,y, � " s
:,a
Grass Buffer Strips
.10-20
0-20
0.10
0.30 na.
Grass -Lined Swale$
2040
0.15
0-15
0.20 na
Extended Detention Pond
50-70
10-20
10-W
3040 50A0
(Dry)
Retention Pond (Wet)
60-95
0-80
0-80
0.70 na.
Constructed Wetlands
40.50
10-60
0.20
5040 na
JI
Source: Observed BMPs reported for Extended Detention and Retention Ponds by Environmental Protection Agency
(1983), Grizzard (1982), Whipple and Hunter 0982) and Urban Drainage and flood Control District, Metro
Denver (1992). Wetland data from USGS for a8 constituents except Tota6P,, Lakatos and McNemer 0987) for
Total-P as reported by Urban Drainage Flood Control District Metro Denver (1992).
Rocky Mountain Research Institute
13
J<I,5
I
�I
I
i
1
1
I
1
1
I
1
2.4.3 Conclusions Drawn From Stormwater Quality Management Practices
An effective strategy for reducing stormwater pollution loads is to use
multiple BMPs, including Non -Structural measures, source controls, and
Structural BMPs. These water quality facilities are designed to capture and
treat the 80% percentile storm runoff event. Capturing and treating this
volume is estimated to remove between 80% and 90% of the annual TSS
(total suspended solids) load. Multiple BMPs can provide complementary
water quality enhancement to achieve desired results. A multi -level approach
deals with many pollutant and runoff sources throughout a watershed and
shows that combining most effect BMPs in a series can be an effective
strategy to reduce pollutant loads being transferred to receiving waters by
stormwater. This is the BMPs Strategy that is being employed for stormwater
control and quality enhancement at Scenic Views.
2.5 The Overall Detention Pond Appearance, Dry -Wet Areas, and Depth to Bottoms
The Scenic Views Pond could be just as easily be called an Extended Detention Pond
as a Retention Pond. With the smaller permanent pond and wetlands being charged
by groundwater and periodic stormwater runoff, it is the calculation of the water
quality capture volume which determines the more accurate description of the basin.
The WQCV computations show a required volume of .42 ac-ft. This translates to a
permanent triangular -shaped wetlands pond of about 170'length by 130' width by 3'
deep. The remaining volume of 13.8 ac-ft is the DRY portion of the basin which
varies in depth from 9' to 12' and will handle 2 times the 100-yr storm. The exhibits
specified in Section 3 of the outline are being prepared for the neighbors and the Final
Plat hearing. You will receive copies for review when they become available. The
purpose of the exhibits is to show how the pond will look in Plan and Profile view;
and how the BMPs work together on the site.
2.6 Summary of The Detention Basin Benefits
The above storm drainage basin will handle all on -site runoff for the 100-year storm,
plus has additional capacity to hold the off -site runoff volume from CSU and the
northern flows for the 100-yr storm This excess storage capacity insures enhanced
stormwater quality to the downstream users. Of major importance is that Plum Basin
downstream property owners and homeowners should never again be flooded in the
5-yr, 10-year, or 100-yr storm event. This basin improvement is estimated to save
downstream residents over $2,800,000 in potential flood damages over the next 50
years.
3. Exhibits to Clarify Detention, Water Quality, and Open Space
3.1 Water Table Profile Pond Area —As Detention Pond -As Retention
3.2 Pond Area in Plan View —As Detention —As Retention
3.3 Rendering Showing Pond Functioning with Best Management Practices Identified
Rocky Mountain Research Institute
i
14
JAN-24-97 FRI 16:11 DEPT OF ATMO SCIENCE FAX NO. 970 491 8449 P.05
t
FORT COLLINS -- DRY -DAY PROBABILITIES
' BASED ON 1889 - 1991 DAILY DATA
10
1
1
80
ORO
J F M A M J J A S O
N D
1
1
IKI-7
JAN-24-97 FRI 16:13
1
1
1
}
1
0
w
m y
t z
z
1
1 �
1
1
1
1
1
DEPT OF ATMO SCIENCE FAX NO. 970 491 8449
MEDIAN LENGTH OF TIME BETWEEN MOISTURE
FORT COLLINS, COLORADO 1889. 1991
P. 07
No Text
I\----/---� __I__—{11fLJ�
L 11 11 I
I
I _ _
I I I I
L�STA
MH-STB MH-SV99 STA 3+11.99 STA 5+gI.99
MAGLEA9ELIGOJ / RATE DOCUMENT / /
_ _ \
limm
� -- — Lr Jw RCP
L
15' DRAINACE EASEMENT
BY SEPARATE DOCUMENT
\ y�
_.
City of fart Collins. Colorado
UTILITY PLAN APPROVAL
APPROVED: _
3;R.1v w DNMNmv
CHECKED BY: _
%W ! wslw VUNT
\ APPROVED: BY THE PLEASANT VALLEY ! LAKE CANAL CHECKED BY: _
COMPANY THIS�AY Cf 19_• StmnMs a1Mr
CHECKED BY: pir _
ARUM
PRESIDENT CHECKED BY: _
CHECKED BY:
-,-I- —I— _i.,.K,. , i, ...,, h _ --1
230 u 2 CR P CJOS - -
TOC3
3e 94.-
H-Sl9
TA 9+00.93 I 1
I 1 I
- - — - - 50 35 D 50 IN
I -- J
HORIZONTAL
SCALE: 1' - 50'
K TCAL
SCALE: rs
P1-OTtB- -
�Df _
I z \ 1 \ \ I
i8 Z
o Q
6
FLARED END C ON \ [n
w< \
R
Mm
b
1 1 Z
Z W
NQ
z
�o
L
f
Mrenn
I
-
1+00 24 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00
co
Pli
i�NOegg�
NAe�gg
z�wmagil
coins
T
b N
a dm
eo&m
a m`o�L�g
o OII
a%0
iawS
M+�
SHEET 21 OF 22
JOB NO REV
d082.00 0
No Text