HomeMy WebLinkAboutDrainage Reports - 10/25/1995Fi~,ed .Report ~ Da!e l{lStfJs
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FINAL DRAINAGE AND
EROSION CONTROL REPORT
RIDGEVIEW PARK
. Engineering, Ltd.·
FINAL DRAINAGE AND
EROSION CONTROL REPORT
RIDGEVIEW PARK
Prepared for :
CITY OF FORT COLLINS
PARKS PLANNING AND DEVELOPMENT
281 NORTH COLLEGE A VENUE, P.O. BOX 580
FORT COLLINS, COLORADO 80522
Prepared by :
JR ENGINEERING, LTD.
4812 South College Avenue
Fort Collins, Colorado 80525
(303) 282-4335
August 11 , 1995
Revised : September 11 , 1995
Revised : October 10 , 1995
Jo b Number 9036.01
JR Engineering, Ltd.
4812 South College Avenue
Fort Collins, Colorado 80525
(303) 282-4335 • FAX (303) 282-434.0
October 10 , 1995
Mr. Basil Hamdan
City of Fort Collins
Stormwater Utility
23 5 Mathews Street
Fort Collins, Colorado 80524
4935 North 30th Street
Colorado Springs, Colorado 80919
(719) 593 -2593 • FAX (719) 528-6613
6110 Greenwood Plaza Blvd.
Englewood, Colorado 80111
(303) 740-9393 • FAX (303) 721-9019
Re: Revised Final Drainage and Erosion and Sedimentation Control Report
Ridgeview Park
Fort Collins, Colorado
Dear Basil:
JR Engineering, Ltd . is pleased to submit the attached Revised Final Drainage and Erosion and
Sedimentation Control Report for Ridgeview Park for your review and approval. The revised report
addresses Stormwater 's review comments of October 2 , 1995 . The hydraulic and hydrologic
evaluation of the site was performed in accordance with the specifications set forth in the City of Fort
Collins ' "Storm Drainage Design and Criteria Manual".
As we discussed at a meeting on October 3 , 1 ~95 , the size of the main detention pond will not
change. Parks and Recreation is currently looking at the possibility of deepening the pond . This
would only affect the irrigation storage as the work would occur below the elevation of the detention
structures .
If you have any questions regarding the procedures , methodology, or results presented herein , please
do not hesitate to contact me at your convenience .
Sincerely,
JR Engineering, Ltd.
David Klockeman , P .E .
Project Engineer
Attachment
Recycled
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FINAL DRAINAGE AND
EROSION CONTROL REPORT
RIDGEVIEW PARK
Prepared for :
CITY OF FORT COLLINS
PARKS PLANNING AND DEVELOPMENT
281 NORTH COLLEGE A VENUE, P.O. BOX 580
FORT COLLINS, COLORADO 80522
Pr epared by :
JR ENGINEERING, LTD.
4812 South College Avenue
Fort Collins, Colorado 80525
(303) 282-4335
August 11 , 1995
Revised : September 11 , 1995
Revised : October 10 , 1995
Jo b Number 9036.0 1
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CERTIFICATIONS
OWNER
The Ci ty of Fort Collins , Parks Planning and Development, hereby certifies that the drainage facilities
for the proposed Ridgevi ew Park 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
the City of Fort Collins, guarantee that final drainage design review will absolve Ridgeview Park
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 Dev elopment Plan does not imply approval of my Engineer's
drainage design .
The City of Fort Collins, Parks Planning and Development
Craig Foreman
Civil Engineer
ENGINEER
I hereby certify that this report for the Final Drainage and Erosion Control Report for Ridgeview Park
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 ST AND ARDS 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,
an , P .E .
Colorado Professional Engineer No . 29110
For and On Behalf of JR Engineering, Ltd.
1
TABLE OF CONTENTS
PAGE
CERTIFICATIONS ......................................................... 1
TABLE OF CONTENTS .................... : ................................ ii
1. INTRODUCTION ...................................................... 1
1.1 Project Location . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
1.2 Site Characteristics ............................................... 1
1.3 Soils .......................................................... 1
1. 4 Purpose and Scope of Report . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
1. 5 Design Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
1.6 Master Drainage Basin & Other Drainage Reports ....................... 2
2. HISTORIC DRAINAGE ................................................ 3
3. DEVELOPED FLOWS ................................................. 3
3.1 Method ....................................................... 3
3.2 Exterior Flows .................................................. 4
3.3 Onsite Flows ................................................... 4
3 . 4 General Flow Routing . . . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
3. 5 Proposed Drainage Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
3 .6 Hydrologic Analysis of the Proposed Drainage Conditions ................. 6
3 . 7 Allowable Street Flow Capacities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
3 .8 Curb Inlet Design ................................................ 7
3 .9 Storm Sewer Design ............................................. 7
3 .10 Swales ........................................................ 9
4. DETENTION PONDS ................................................. 9
5. EROSION CONTROL ................................................ 10
5. 1 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
5 .2 General Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
5.3 Soil Description ................................................ 10
5 .4 Erosion And Sediment Control Measures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
5. 5 Dust Abatement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
5.6 Tracking Mud on City Streets .................................. : ... 11
5. 7 Maintenance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
5.8 Permanent Stabilization .......................................... 12
11
6. MISCELLANEOUS .................................................. 12
6.1 Variances ..................................................... 12
6.2 Irrigation Ditches ............................................... 12
6.3 Ditch Company Approval ......................................... 12
6.4 Maintenance Agreements ......................................... 13
7 . REFERENCES ...................... : ................................ 13
APPENDIX A : MAPS AND FIGURES
APPENDIX B: EROSION CONTROL DESIGN -COST ESTIMATE AND SCHEDULE
APPENDIX C : HYDROLOGIC CALCULATIONS
APPENDIX D : DETENTION CALCULATIONS
APPENDIX E : SW ALE CALCULATIONS
APPENDIX F : PIPE CALCULATIONS
lll
1. INTRODUCTION
1.1 Project Location
Ridgeview Park is a proposed 12 .3 acre park located adjacent to McGraw Elementary School
and Coventry Subdivision Filing No. 1 in southwest Fort Collins . This project is located in
Section 2, Township 6 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 southwest by McGraw Elementary School, on the west by
Hinsdale Drive, on the north and east by Coventry Subdivision Filing No . 1, and on the south
by the Brookwood Estates Subdivision.
1.2 Site Characteristics
The general topography of this site consists of average to poor covered range type land . The
slopes range from 1 to 20, with the steeper slopes found in the westerly portion of the site
adjacent to Hinsdale Drive and McGraw Elementary School.
An existing irrigation lateral (the Bouchard Lateral) crosses this site from west to east. This
lateral consists of an existing underground pipe which outfalls into an existing ditch
approximately 400 feet east of Hinsdale Drive . This existing ditch will be replaced by a
proposed 24 inch diameter pipe and conveyed across the site . See section 3 . 9 for discussion .
1.3 Soils
The soils for this site are comprised of the Altvan-Satanta loams (3) and the Nunn clay loam
(75). (See FIGURE 2 -SOIL MAP .)
The Altvan-Satanta loams 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 .
Nunn clay loam consists of gently sloping soils on high terraces and fans . Pertinent
1
characteristics of this soil include medium runoff, a slight hazard of wind erosion, and a
moderate hazard of water erosion . Nunn clay loam is categorized in Hydrologic Group C.
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 Ridgeview Park,
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.
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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 & Other Drainage Reports
This site is included in the "McClellands and Mail Creek Major Drainageway Plan", prepared
by Cornell Consulting Company in December 1980 (Cornell Report). This site is also
included in the "(Preliminary) McClellands and Mail Creek 100 Year Floodplain Study of the
Mail Creek Tributary along Harmony Road between the Nordick Property and Shields Street, •
Fort Collins, Colorado", prepared by RBD, Inc . Engineering Consultants, February 11, 1994
(RBD Report).
The Cornell Report is a general overview of the area. The RBD Report was prepared to
review the existing hydrologic SWMM model for the study area and to prepare a hydraulic
model for the Mail Creek tributary. (Note: The RBD Report has not been finalized.)
2
Information for this report was also gathered from the following studies:
1. "Final Drainage Study Report and Specifications -Coventry Subdivision Filing No.
l 11 , JR Engineering, Ltd ., October 24, 1994 Revision (JR Drainage Report)
2 . "Erosion and Sedimentation Control Report and Specifications -Coventry
Subdivision Filing No . l 11 , JR Engineering, Ltd ., August 1994 Revision (JR Erosion
Report)
The overall drainage plan for the Ridgeview Park is in compliance with the requirements of
the Master Study and the other reports listed above . (See Section 3 .5 for further discussion .)
2. HISTORIC DRAINAGE
The existing drainage patterns for this site were discussed and shown on a map in the
previously mentioned JR Drainage Report . In general, the historic flows enter this site from
the south and west . The historic drajnage patterns will be maintained with the development
of this site .
Note: The historic flows were taken into account for the drainage design for this site . The
release rates for the detention ponds for Ridgeview Park and the main detention pond
constructed with Coventry Subdivision Filing No . I were calculated in the above
referenced JR Drainage Report and , therefore, have not been re-calculated as part of
this report . These flows were utilized in the calculations for the proposed detention
pond in the southeast corner of the Ridgeview Park site . (See Section 3. I for
discussion.)
3. DEVELOPED FLOWS
3.1 Method
The Rational Method was used to determine both the 2-year and 100-year flows for the sub-
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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 area were included in the aforementioned JR Report. Therefore,
the hydrologic analysis was conducted for developed flows only. The resulting I 00-year
runoff values were used to corripute discharges at specific design points.
3.2 Exterior Flows
Exterior flows enter this site from the south . All lands lying within these areas are developed
and have been assigned land use characteristics reflecting their developed conditions. These
areas are identified on the attached "Drainage and Erosion Control 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 and swale 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 .
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 grass-lined swales, a detention pond •
and outfall pipe, the outfall storm sewer for the inlets on Hinsdale Drive proposed with
Coventry Subdivision Filing No . 1, and the pipe system proposed to replace the existing
irrigation ditch across this site . The proposed drainage systems meet the requirements for
providing drainage relief by reducing the impact of the flows generated by the development
of this site on downstream areas and meets the criteria for street capacity in the SDDCCS.
(See attached "Drainage and Erosion Control Plan" for the location of all drainage facilities .)
4
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 .
It is noted that the drainage basins are relatively the same as shown in the aforementioned JR
Report with some minor revisions . The minor revisions consist of regrading portions of the
park, the removal of one of the soccer field detention ponds, and the associated adjustments
to the drainage basin boundaries . The proposed drainage outfall system has also been revised
from the JR Drainage Report ( the location of the underground pipe system from Hinsdale to
the main detention pond has been revised and the outfall pip for the proposed detention pond
has been relocated).
Runoff from Subbasin EXl is conveyed in onto Subbasin A via overland flow .
Runoff from Subbasin A is conveyed via overland and swale flow to the proposed
Field Detention Pond located in the southeast comer of this site.
The runoff from the combination of Subbasins EXl and A are routed to the
proposed detention pond as previously stated.
The runoff from Subbasin EX2 is routed onto Subbasin B via overland flow .
The runoff from Subbasin Bis conveyed via overland and swale flow to to the Main
Detention Pond that was designed and constructed as part of Coventry Subdivision
Filing No. 1.
The runoff from the combination ofSubbasins EX3 and Bare routed to the existing .
Main Detention Pond as stated in the previous paragraph.
The runoff from Subbasin C is conveyed via overland flow onto Coventry
Subdivision Filing No . 1. This area was included in the previously mentioned JR
Report and the downstream drainage facilities have been designed and are adequate
to accommodate these flows.
5
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 , Cr, 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:
(2)
where tc is the time of concentration in minutes:i t is the initial or overland flow time in
minutes, and t 1 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:
(3)
where Lis the length of overland flow in feet (limited to a maximum of 500 feet), Sis the
average slope of the basin in percent, and C and Cr are as defined previously .
All hydrologic calculations-associated with the sub-basins shown on Figure 3 .1 are attached
in the Appendix of this report . Table 3 .1 provides a summary of the design flows for all
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Subbasins and Design Points (DP 's) associated with this site .
DESIGN AREA AREA C2 ClO0 Tc (2) Tc (100) Q (2) Q(lO0)
POINT DESIG. (ACRES) (MIN) (MIN) (CFS) (CFS)
EXl 0 .31 0 .95 1.00 5 .0 10 .0 0 .93 2.21
A 5.64 0 .20 0 .25 16 .9 16.9 2 .25 7 .95
EXl,A 5.95 0 .24 0.30 16 .9 16 .9 2.84 10 .03
Al 0.19 0 .20 0 .25 5.0 10 .0 0 .12 0 .34
2 EXl,A,A.l 6.14 0 .24 0.30 16 .9 16 .9 2 .91 10 .30
EX2 0.16 0 .90 1.00 5.0 10 .0 0.45 1.14
B 6.18 0 .20 0 .25 13.5 13 .5 2 .74 9 .69
EX2,B 6.34 0 .22 0 .27 13 .5 13 .5 3.06 10 .82
C 0.26 0 .20 0 .25 5 .0 10 .0 0 .16 0 .46
3. 7 Allowable Street Flow Capacities
The development of Ridgeview Park does not affect flows on any existing or proposed
streets. Therefore, calculations for allowable street capacities for surrounding, existing streets
are not included .
3.8 Curb Inlet Design
There are no curb inlets required or proposed with the development ofRidgeview Park.
3.9 Storm Sewer Design
There are two underground storm sewer pipe systems and one underground irrigation pipe
system proposed with the development of Ridgeview Park. The storm sewer pipe systems
are located in the northwest portion of the site ( the outfall from Hinsdale Drive) and in the
southeast comer of the site (the outfall pipe for the Field Detention Pond). The irrigation
pipe system is located in the east central portion of the site (at the location of the existing
irrigation ditch).
7
Hinsdale Outfall Pipe
This storm sewer system has been designed to carry the flows from the inlets
constructed with Coventry Subdivision Filing No . 1 to the proposed swale along the
northerly boundary of Ridgeview Park. (See table 3 .2 below. See Appendix for
Calculations.)
Field Detention Pond Outfall Pipe
This pipe has been designed to release the flows from the proposed Field Detention
Pond. (See table 3 .2 below and Section 4 of this report for further discussion. See
Appendix for calculations .)
Irrigation Pipe System
An existing irrigation lateral (the Bouchard Lateral) crosses this site from west to
east. This lateral consists of an existing underground pipe which outfalls into an
existing ditch approximately 400 feet east of Hinsdale Drive . This existing ditch will
be replaced by a proposed 24 inch diameter pipe. (Note : This pipe has been sized
based on the requirements of the Brookwood Homeowners Association (See Section
6 .3 for further discussion).
REACH DESCRIPTION
Hinsdale Drive to Swale*
Pond to Swale
* From JR Report .
PIPE
DIAMETER
(inches)
Hinsdale Outfall
30
MINIMUM
SLOPE
(%)
0.50
Field Detention Pond Outfall
6 1.18
8
DESIGN
DISCHARGE
(cfs)
35.0
0.80
3.10 Swales
There are two major grass-lined swales proposed with the development ofRidgeview Park.
One swale is located along the northerly boundary (Hinsdale Outfall) of this site and the other
along the easterly boundary (Field Outfall).
Hinsdale Outfall Swale
The Hinsdale Outfall Swale carries flows from the outfall of the Hinsdale storm sewer
pipe system to the inlet to the Main Detention Pond . (See Drainage and Erosion
Control Plan for dimensions. See Appendix for Calculations.)
Field Outfall
The Field Outfall Swale carries flows from the south portion of the site to the
proposed Field Detention Pond . (See Drainage and Erosion Control Plan for
dimensions. See Appendix for Calculations.)
4. DETENTION PONDS
There is one detention pond proposed with the development of Ridgeview Park (Field
Detention Pond). This detention pond replaces the North and South Detention Ponds
proposed in the previously mentioned JR Report .
Field Detention Pond
The proposed Field Detention Pond is located in the southeast corner of this site. The
detention pond will store 0 .22 acre-feet of water with a maximum depth of 3.54 feet and
discharge a maximum of O. 7 4 cfs during the 100-year event. ( Note: In the JR Report , the
maximum release from the north and south detention ponds totaled 1.25 cfs . These release
rates were determined in order to generally provide for the release of the 2-year historic
runoff rates . The reduction in the flow release rate proposed with the revised layout for
Ridgeview Park is consistent with the intent of the JR Report.) The discharge from this
detention pond is released into a swale proposed with Coventry Subdivision Fil. No . 1. (See
9
Appendix for calculations.)
5. EROSION CONTROL
5.1 Introduction
This section represents the Erosion Control Report for Ridgeview Park 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.
5.2 General Description
The total site is comprised of approximately 12 .3 acres . The proposed improvements
comprise the entire area .
The general topography of this site consists of average to poor covered range type land . The
slopes range from 1 to 20 , with the steeper slopes found in the westerly portion of the site
adjacent to Hinsdale Drive and McGraw Elementary School.
5.3 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 Hydro logic
Soil Designation Erodibility Zone Erodibility Zone Soil Group
Altvan -Satanta loams Slight/Moderate Slight/Moderate B
Nunn clay loam Moderate Slight C
(See Section 1.3 for further discussion of soils found on this site .)
5.4 Erosion And Sediment Control Measures
Erosion and Sedimentation will be controlled on-site by the use of straw bale barriers and
seeding and mulch. (See Appendix: for Cost Estimate and the attached "Drainage and Erosion
Control Plan" for details.)
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 the Appendix
and shown on the "Drainage and Erosion Control Plan" which shows the overall time frame
for construction activities .
Silt fences or straw bale dikes will be utilized in limited areas adjacent to any stripping
stockpiles that are created during grading .
5.5 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 furrµsh 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 .
5.6 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 11 coarse aggregate. The contractor will be responsible for clearing
mud tracked onto city streets on a daily basis .
11
5. 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.
Maintenance is the responsibility of the developer.
5.8 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.
6. MISCELLANEOUS
6.1 Variances
There are no variances requested with the development of Ridgeview Park.
6.2 Irrigation Ditches
As previously discussed, an existing irrigation lateral (the Bouchard Lateral) crosses this site
from west to east. This lateral consists of an existing underground pipe which outfalls into
an existing ditch approximately 400 feet east of Hinsdale Drive . This existing ditch will be
replaced by a proposed 24 inch diameter pipe and conveyed across the site.
6.3 Ditch Company Approval
A letter dated July 7, 1994, from the Brookwood Homeowners Association providing
acceptance and permission for piping the flows from the existing irrigation ditch was included
in "Appendix G" of the previously mentioned JR Report. (The letter requested a minimum
of an 18 inch diameter pipe and a 24 inch diameter pipe is being provided.)
12
6.4 Maintenance Agreements
The developer will be responsible for the maintenance of all temporary drainage structures .
7. REFERENCES
1. City of Fort Collins , "Storm Drainage Design Criteria and Construction Standards",
(SDDCCS), dated May , 1984 .
2 . Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria
Manual", Volumes 1 and 2, dated March, 1969 , and Volume 3 dated September,
1992 .
3. "McClellands and Mail Creek Major Drainageway Plan, Cornell Consulting Company,
December 1980 .
4 . "(Preliminary) McClellands and Mail Creek 100 Year Floodplain Study of the Mail
Creek Tributary along Harmony Road Between the Nordick Property and Shields
Street, Fort Collins , Colorado", prepared by RBD , Inc. Engineering Consultants,
February 11 , 1994
5. "Final Drainage Study Report and Specifications -Coventry Subdivision Filing No .
1 ", JR Engineering, Ltd., October 24 , 1994 Revision .
6. "Erosion and Sedimentation Control Report and Specifications -Coventry
Subdivision Filing No . l ", JR Engineering, Ltd., August 1994 Revision .
13
APPENDIX A
MAPS AND FIGURES
LOPEZ
GLEMENTARY
PROJECT SITE
HARMONY RD .
I-
(/)
(/)
0
_J
w FRONT RANGE
U5 COMMUNITY
COLLEGE Mc 0
ELEM ~
1---
1======~1 ~
'_J
I
i--\_CITY LIMITS
FIGURE 1 -VICINITY MAP
1'' = 1000'
w >
<(
w
C)
w
_J
_J
0 u
NTS
FIGURE 2 -S OILS MAP
Engineering, Ltd.
APPENDIXB
EROSION CONTROL DESIGN -
COST ESTIMATE AND SCHEDULE
RAINFALL PERFORMANCE STANDARD EVALUATION ST AND ARD FORM
PROJECT : RIDGEVIEW PARK
COMPLETED BY: DWK DATE : 08/11/95
DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb
'· SUBBASIN WNE (AC) (Ff) (%) (Ff) • (%)
EXl 0.31 130 1.0
A 5.64 100 2.0
Al 0.19 1245 1.6
EX2 0.16 205 4.0
B 6.18 630 2.0
C 0.26 50 3 .0
12 .74 374.2 2.0
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 80.3 % of the rainfall sedi-
mentation that would normally flow off a bare ground site during a IO-year, or less, precipitation
event.
-
PS
(%)
80.3 •
JR Engineering, Ltd .
4812 South College Avenue, Fort Collins, Colorado 80525
EFFECTIVENESS CALCULATIONS
PROJECT: RIDGEVIEW PARK
COMPLETED BY : DWK
EROSION CONTROL C-FACTOR P-FACTOR
METHOD VALUE VALUE
BARE SOIL 1.00 1.00
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)
80 .3 STRAW BALES EX ! 0 .31
STRAW BALES A 5.64
STRAW BALES Al 0 .19
STRAW BALES EX2 0 .16
.
X:\903601 \QPW\EFFECT1. WB2 PAGE 1 OF 2
(303)282-4335
ST AND ARD FORM B
DATE: 0 8/11 /95
COMMENT
SMOOTH CONDITION
CALCULATIONS AC
STRAW BALES 100.00%
BUILDING 0 .31
PAVEMENT/WALKS • 0.00
' STRAW/MULCH 0 .00
WEIGHTED C-FACTOR 1.00
WEIGHTED P-FACTOR 0.80
EFF 20 .00
STRAW BALES 100.00%
BUILDING 0.00
PAVEMENT/WALKS 0.00
STRAW/MULCH 5.64
WEIGHTED C-FACTOR 0.06
WEIGHTED P-FACTOR 0 .80
EFF 95.20
STRAW BALES 100 .00%
BUILDING 0.00
PAVEMENT/WALKS 0.00
STRAW/MULCH 0.19
WEIGHTED C-FACTOR 0.06
WEIGHTED P-FACTOR 0 .80
EFF 95.20
STRAW BALES 100 .00%
BUILDING 0 .00
PAVEMENT/WALKS 0.16
STRAW/MULCH 0.00
WEIGHTED C-FACTOR 0.01
WEIGHTED P-FACTOR 0.80
EFF 99 .20
JR Engineering, Ltd.
4812 South College Avenue, Fort Collins, Colorado 80525
EFFECTIVENESS CALCULATIONS
PROJECT: RIDGEVIEW PARK
COMPLETED BY: DWK
EROSION CONTROL C-FACTOR P-FACTOR
METHOD VALUE VALUE
BARE SOIL 1.00 1.00
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)
STRAW BALES B 6 .18
STRAW BALES C 0 .26
STANDARD FORM B
DATE:
COMMENT
SMOOTH CONDITION
CALCULATIONS
STRAW BALES
BUILDING
PAVEMENT/WALKS
STRAW/MULCH
WEIGHTED C-FACTOR
WEIGHTED P-FACTOR
EFF
STRAW BALES
BUILDING
PAVEMENT/WALKS
STRAW/MULCH
WEIGHTED C-FACTOR
WEIGHTED P-FACTOR
EFF
OVERALL EFFECTIVENESS=
X:\903601 \QPW\EFFECT1. WB2 PAGE 2 OF 2
(303)282-4335
08 /11/95
AC
100 .00%
0 .00
0 .00
6.18
0 .06
0 .80
95 .20
100 .00%
0 .00
0 .00
0 .26
0 .06
0.80
95 .20
91.48
:>-80.3, O.K.
JR Engineering, Ltd .
4812 South College Avenue, Fort Collins , Colorado 80525
RIDGEVIEW PARK
EROSION CONTROL COST ESTIMATE
JOB NO. 9036 .01 COMPLETED BY:
ITEM DESCRIPTION UNITS UNIT COST QUANTITY
1 STRAW BALE BARRIER LF $3 .25 300
2 RESEED/MULCH ACRE $250 .00 12.3
PRELIMINARY COST
TOTAL COST WITH FACTOR OF 150%
CITY RESEEDING COST
ITEM DESCRIPTION UNITS UNIT COST !QUANTITY
1 RESEED/MULCH ACRE $500 .00 12 .3
PRELIMINARY COST
TOTAL COST WITH FACTOR OF 150%
ESCROW AMOUNT =
X:\903601 \QPW\EROSCOST. WB2 PAGE 1 of 1
DWK
(970) 282-4335
08/12/95
TOTAL COST
$975.00
$3 075 .00
$4 050 .00
• $6,075.00
TOTAL COST
$6 150 .00
$6 150 .00
$9,225.00
$9,225,00
CONSTRUCTION SEQUENCE
STANDARD FORM C
PROJECT: RIDGEVIEW PARK
SEQUENCE FOR 1995 ONLY COMPLETED BY: DATE : 08/11/95
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.
MONTH SEPTEMBER OCTOBER NOVEMBER DECEMBER DECEMBER
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
Nettings/Mats/Blankets
Other
HOME CONSTRUCTION
STRUCTURES: INSTALLED BY:
VEGETATION/MULCHING CONTRACTOR:
DATE SUBMITTED:
HDVSF-C:89
CONTRACTOR MAINTAINED BY: DEVELOPER
TO BE DETERMINED BY BID
APPROVED BY CITY OF FORT COLLINS ON;.;._: ______ _
APPENDIXC
HYDROLOGIC CALCULATIONS
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APPENDIXD
DETENTION CALCULATIONS
1
HYDROLOGIC REPORT FOR
J
RIDGEVIEW PARK
FlELD DETENTION POND
2-YEAR FLOWS
INFLOW HYDROGRAPH
,. -
I
I
HYDROLOGIC REPORT
RIDGEVIEW PARK ....... .
2 YEAR STORM ......... .
DETENTION POND ....... .
Hyd. No. 1
Hydrograph type= RATIONAL
Storm frequency= 2 yr
.Time of cone. = 17 min
Runoff coeff. = .24
Peak discharge
Time interval
Intensity
Basin area
= . 3 .12 cfs
= 1 min
= 2 .12 '· in/hr
= 6.14 ac
HYDROGRAPH DISCHARGE TABLE
TIME--OUTFLOW TIME--OUTFLOW TIME--OUTFLOW TIME--OUTFLOW
(min cfs) (min cfs) (min cfs) (min cfs)
1.00 0.18 2.00 0.37 3.00 0.55 4.00 0.73
5.00 0.92 6.00 1.10 7.00 1.28 8.00 1.47
9.00 1. 65 10.00 1. 84 11.00 2.02 12.00 2.20
13.00 2.39 14.00 2.57 15.00 2.75 16.00 2.94 '·
17.00 3.12 18.00 2.94 19.00 2.75 20.00 2.57
21.00 2.39 22.00 2.20 23.00 2.02 24.00 1. 84
25.00 1. 65 26.00 1.47 27.00 1.28 28.00 1.10
29.00 0.92 30.00 0.73 31.00 0.55 32.00 0.37
33.00 0.18 34.00 0.00 35.00 0.00 36.00 0.00
HYDROLOGIC REPORT FOR
')
RIDGEVIEW PARK
FIELD DETENTION POND
100-YEAR FLOWS
INFLOW HYDROGRAPH
HYDROLOGIC REPORT
RIDGEVIEW PARK ....... .
100-YEAR RUNOFF ...... .
DETENTION POND ....... .
Hyd. No. 2
Hydrograph typ~ = RATIONAL
Storm frequency= 100 yr
Time -of cone. = 17 min
Runoff coeff. = .3
Peak discharge
Time interval
Intensity
Basin area
= 10.67. cfs
= 1 min
= 5.79 in/hr
= 6.14 ac
HYDROGRAPH DISCHARGE TABLE
TIME--OUTFLOW TIME--OUTFLOW TIME--OUTFLOW TIME--OUTFLOW
(min cfs) (min cfs) (min cfs) (min cfs)
1.00 0.63 . 2. 00 1. 26 3.00 1.88 4.00 2.51
5.00 3.14 ·_ 6. 00 3.77 7.00 4.39 8.00 5. 02 .
9.00 5.65 10.00 6.28 11. 00 6.91 12.00 7.53
13.00 8.16 14.00 8.79 15.00 9.42 16.00 10.05
17.00 10.67 18.00 10.05 19.00 9.42 20.00 8.79
21. 00 8.16 22.00 7.53 23.00 6.91 24.00 6.28
25.00 5.65 26.00 5.02 27.00 4.39 28.00 3.77
' 29.00 3.14 30.00 2.51 31. 00 1.88 32.00 1. 26
33.00 0.63 34.00 0.00 35.00 0.00 36.00 0.00
~eeeeeeeeeeeeeeeeeeeeeeeeeeeee9 ouTLET STRUCTURES 6eeeeeee~eeeeeeeeeeeeeeeeeeee£
□
:J
□
a
Reservoir: 2 • □
CULVERT STRUC A. Q=CoA[2gh/k]A.5 CULVERT STRUC B. Q=CoA[2gh/k]A.5 □
(., '1 D 111 ME rerz_ 1. WIDTH (in) = 5 •• /~G:lWV4L~,vf g. WIDTH (in) = 0 ..
2 . HETGHT (in) = 5.. 10. HEIGHT (in) = 0 ..
3. No. BARRELS = 1 .. 11. No. BARRELS = 0 ..
4 . INVERT ELEV. = 42. 65 .... 12. INVERT ELEV. = 0 ........
5. Co = 0.60 13. Co = 0.60
6 . CULVERT LENGTH {ft) = 60 .. 14. CULVERT LENGTH (ft) = 0 ...
7. CULVERT SLOPE (%) = i--. 5. 15. CULVERT SLOPE ( % ) = 0 ...
8. MANNING'S N-VALUE = . 013 16 . MANNING'S N-VALUE = .013
17. MULTI-STAGE OPTION ? (Y/N) N
WEIR STRUCTURE A. Q=CwLHAEXP WEIR STRUCTURE B. Q=CwLHAEXP
18. CREST LENGTH (ft) = 10 .... . 23. CREST LENGTH (ft) = 0 ..... .
□
□
□
□
□
□
a
a
a
a
a
a
a
a 19. CREST ELEVATION = 46.2 .. . 24. CREST ELEVATION = 0 ..... .
□
a
a
a
□
□
20. Cw= 3.00 25. Cw= 3.00
21. EXP = 1. 50 26. EXP= 1.50
□ 22. MULTI-STAGE OPTION? (Y/N) N 27. MULTI-STAGE OPT~ON? (Y/N) N
□
aeeeeeeeeeeeeeeeeeeeeeeeeee~eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee¥
hange item number: O ai to cont
HYDROLOGIC REPORT
STAGE/ STORAGE/ DISCHARGE
RESERVOIR NUMBER= 2
RESERVOIR NAME = FIELD POND ..
STORAGE VALUES WERE INPUT MANUALLY
DISCHARGE VALUES: CULVERT STRUCT A.
CULVERT STRUCT B.
WEIR STRUCT A.
WEIR STRUCT B.
Q = . 6 *A* [2gh/k] A. 5 * 1 I .
Q = .6 *A*[2gh/k]A.5 * 0
Q = 3 * 10 *HA 1.5
Q = 3 * 0 *HA 1.5
ELEVATION DISCHARGE (cfs)
CULVERT A CULVERT B WEIR A WEIR B
42.65 0.00 0.00 0.00 0.00
43.00 0.25 0 .00 0.00 0.00
44.00 0.54 0.00 0.00 0.00
45.00 0.67 0.00 0.00 0.00
46.00 0.78 0.00 0.00 0.00
47.00 0.88 0.00 21.47 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0. 0,0
0.00 0.00 0.00 0.00 0 .00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
I .
STAGE
0.00
1 :oo
2.00
3.00
4.00
5.00
0.00
0.00
0.00
0.00
0 .·00
ELEVATION
42.65
43.00
44.00
45.00
46.00
47.00
0.00
0.00
0.00
0.00
0.00
INC STOR
cu ft
0
343
1170
3023
9398
22681
0
0
0
0
0
TOT STOR
cu ft
0
343
1513
4536
13934
36615
0
0
0
0
0
OUTFLOW
·cfs
0.00
0.25
0.54
0.67
0.78
22.35
0.00
0. 00.
0.00
0.00
0.00
1
HYDROLOGIC REPORT FOR
0
RIDGEVIEW PARK
FIELD DETENTION POND
2-YEAR FLOWS
WITH 6 INCH EQUIVALENT
I -DIAMETER OUTFALL PIPE
HYDROLOGIC REPORT
RIDGEVIEW PARK ....... .
2-YEAR RUNOFF ........ .
FIELD DETENTION POND ..
Hyd. No. 11
Hydrograph type= RESERVOIR ROUTE
Storm frequency= 2 yr
Inflow hyd. no. = 1
Peak discharge
Time interval
Reservoir no.
= 0.58 cfs
= 1 min
= 2
HYDROGRAPH DISCHARGE TABLE
TIME INFLOW (i) INFLOW ( j) 2S/dt-O ( i) 2S/dt+O ( j ) OUTFLOW
min cfs cfs cfs cfs cfs
1.00 0.18 0.37 0.17 0.18 0.01
2.00 0.37 0.55 0.68 0.72 0.02
3.00 0.55 0.73 1.49 1.60 0.06
.4.00 0.73 0.92 2.51 2 .'77 0.13
5.00 0.92 1.10 3.68 4.16 0.24
6.00 1,.10 1. 28 5.03 5.70 0.34
7.00 1.28 1.47 6.59 7.42 0.41
8 .'oo 1.47 1.65 8.44 9.34 0.45
9.00 1. 65 1.84 11.01 11.56 0.28
10.00 1. 84 2.02 13.89 14.49 0.30
11. 00 2.02 2.20 17.04 17.74 0.35
12.00 2.20 2.39 20.45 21.26 0.40
13.00 2.39 2.57 24.18 25.04 0.43
14.00 2.57 2.75 28.23 29.13 0.45
15.00 2.75 2.94 32.60 33.55 0.47
16.00 2.94 3.12 37.31 38.29 0.49
17.00 3.12 2.94 42.34 43.37 0.51
18.00 2.94 2.75 47.33 48.40 0.53
19.00 2.75 2.57 51. 93 . 53.02 0.55
20.00 2.57 2.39 56.15 57.25 0.55
21. 00 2.39 2.20 59.99 61.11 0. 56'
22.00 2.20 2.02 63.46 64.58 0.56
23.00 2.02 1.84 66.54 67.68 0.57
24.00 1. 84 1.65 69.26 70.40 0.57
25.00 1. 65 1.47 71.60 72.75 0.57
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW ( i) INFLOW ( j ) 2S/dt-O (i) 2S/dt+O ( j) OUTFLOW
min cfs cfs cfs cfs cfs
26.00 1.47 1.28 73.57 74.72 0.58
27.00 1.28 1.10 75.16 76.32 0.58
28.00 1.10 0.92 76.39 77.55 0.58
29.00 0.92 0.73 77.24 78.41 0.58
30.00 0.73 0.55 77.73 78 • 90 I . 0.58
31. 00 0.55 0.37 77.85 79.02 0.58
32.00 0.37 0.18 77.61 78.77 0.58
33.00 0.18 0.00 76.99 78.16 0.58
34 .·oo 0.00 0.00 76.02 77.18 0.58
35.00 0.00 0.00 74.86 76.02 0.58
36.00 0.00 0.00 73.71 74.86 0.58
37.00 0.00 0.00 72.56 73.71 0.58
38.00 0.00 0.00 71.41 72.56 0.57
39.00 0.00 0.00 70.27 71.41 0.57
40.00 0.00 0.00 69.13 70.27 0.57
41. 00 0.00 o .·oo 67.99 69.13 0.57
42.00 0.00 0.00 66.86 67.99 0.57
43.00 0.00 0.00 65.72 66.86 0.57
44.00 0.00 0.00 64.60 65.72 0.56
45.00 0.00 0.00 63.47 64.60 0.56
46.00 0.00 0.00 62.35 63.47 0.56
47.00 0.00 0.00 61. 23 62.35 0.56
48.00 0.00 0.00 60.12 61.23 0.56
49.00 0.00 0.00 59.01 60.12 0.56
50.00 0.00 0.00 57.90 59.01 0.55
51. 00 0.00 0.00 56.79 57.90 0.55
52.00 0.00 0.00 55.69 56.79 0.55
53.00 0.00 0.00 54.59 55.69 0.55
54.00 0.00 0.00 53.49 , 54.59 0.55
55.00 0.00 0 .. 00 52040 53.49 0.55
56.00 0.00 0.00 51.31 52.40 0.54
57.00 0.00 0.00 50.23 51.31 0 .54
58.00 0.00 0.00 49.15 50.23 0.54
59.00 0.00 0.00 48.07 49.15 0.54
60.00 0.00 0.00 47.01 48.07 '0.53
61.00 0.00 0.00 45.96 47.01 0 .53·
62.00 0.00 0.00 44.91 45.96 0 .52
63.00 0.00 O.QO 43.87 44.91 0.52
64.00 0.00 0.00 42.84 43.87 0.52
65.00 0.00 0.00 41. 82 42.84 0.51
66.00 0 .00 0.00 40.81 41.82 0.51
67.00 0.00 0.00 39.80 40.81 0.50
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i} INFLOW ( j} 2S/dt-O (i) 2S/dt+O ( j ) OUTFLOW
min cfs cfs cfs cfs cfs
68.00 0.00 0.00 38.80 39.80 0.50
69.00 0.00 0.00 37.81 38.80 0.49
70.00 0.00 0.00 36.83 37.81 0.49
71.00 0.00 0.00 35.86 36.83 0.49
72.00 0.00 0.00 34.90 '35. 86 0.48
73.00 0.00 0.00 33.94 34.90 0.48
74.00 0.00 0.00 32.99 33.94 0.47
75.00 0.00 0.00 32.05 32.99 0.47
76 .'oo 0.00 0.00 31.12 32.05 0.47
77.00 0.00 0.00 30.20 31.12 0.46
78.00 0.00 0.00 29.28 30.20 0.46
79.00 0.00 0.00 28.38 29.28 0.45
80.00 0.00 0.00 27.48 28.38 0.45
81.00 0.00 0.00 26.59 27.48 0.45
82.00 0.00 0.00 25.71 26.59 0.44
83.00 0.00 0.00 24.83 25.71 0 _4 ·4
84.00 0.00 0.00 23.97 24.83 0.43
85.00 0.00 0.00 23.11 23.97 0.43
86.00 0.00 0.00 22.27 23.11 0.42
87.00 0.00 0.00 21.44 22.27 0.41
88.00 0.00 0.00 20.64 21.44 0.40
89.00 0.00 0.00 19.85 20.64 0.39
90.00 0.00 0.00 19.07 19.85 0.39
91.00 0.00 0.00 18.32 19.07 0.38
92.00 •• 0. 00 0.00 17.59 18.32 0.36
93.00 0.00 0.00 16.89 17.59 0.35
94.00 0.00 0.00 16.21 16.89 0.34
95.00 0.00 0.00 15.54 16.21 0.33
96.00 0.00 0.00 14.90 15.54 0.32
97.00 0.00 0.00 14.28 14.90 0.31
98.00 0.00 0.00 13.69 14.28 0.30
99.00 · 0.00 0.00 13.12 13.69 0.29
100.00 0.00 0.00 12.56 13.12 0.28
101.00 0.00 0.00 12.03 12.56 0.27
102.00 0.00 0.00 11. 52 12.03 0.26
103.00 0.00 0.00 10.94 11.52 0.29
104.00 0.00 0.00 10.09 10.94 0.43
105.00 0.00 0.00 9.17 10.09 0.46
106.00 0.00 0.00 8.27 9.17 0.45
107.00 0.00 0.00 7.41 8.27 0.43
108.00 0.00 0.00 6.58 7.41 0.41
109.00 0.00 0.00 5.82 6.58 0.38
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW ( i) INF.'LOW ( j ) 2S/dt-O ( i) 2S/dt+O ( j ) OUTFLOW
min cfs cfs cfs cfs cfs
110.00 0.00 0.00 5.14 5.82 0.34
111.00 0.00 0.00 4.53 5.14 0.31
112.00 0.00 0.00 4.00 4.53 0.27
113.00 0.00 0.00 3.54 4.00 0.23
114.00 0.00 0.00 3.16 '· 3.54 0.19
115.00 0.00 0.00 2.84 3.16 0.16
116.00 0.00 0.00 2.56 2.84 0.14
117.00 0.00 0.00 2.33 2.56 0.12
118 .'00 0.00 0.00 2.13 2.33 0.10
119.00 0.00 0.00 1. 95 2.13 0.09
120.00 0.00 0.00 1. 80 1. 95 0.08
121.00 0.00 0.00 1. 66 1. 80 0.07
122.00 0.00 0.00 1. 54 1. 66 0.06
123.00 0.00 0.00 1.43 1. 54 0.05
124.00 0.00 0.00 1.33 1.43 0.05
125.00 0.00 0.00 1.25 1.33 0.04
126.00 0.00 0.00 1.18 1.25 0.04
127.00 0.00 0.00 1.11 1.18 0.03
128.00 0.00 0.00 1.05 1.11 0.03
129.00 0.00 0.00 0.99 1.05 0.03
130.00 0.00 0.00 0.94 0.99 0.03
131. 00 0.00 0.00 0.89 0.94 0.03
132.00 0.00 0.00 0.84 0.89 0.02
133.00 0.00 0.00 0.79 0.84 0.02
134.00 0.00 0.00 0.75 0.79 0.02
135.00 0.00 0.00 0.71 0.75 0.02
136.00 0.00 0.00 0.67 0.71 0.02
137.00 0.00 0.00 0.63 0.67 0.02
138.00 0.00 0.00 0.60 0.63 0.02
139.00 0.00 0.00 0.56 0.60 0.02
140.00 0.00 0.00 0.53 0.56 0.02
141. 00 0.00 0.00 0.50 O ·. 53 0.01
142.00 0.00 0.00 0.47 0.50 0.01
143.00 0.00 0.00 0.45 0.47 0.01
144.00 0.00 0.00 0.42 0.45 -0.01
145.00 0.00 0.00 0.40 0.42 0.01
146.00 0.00 0.00 0.38 0.40 0.01
147.00 0.00 0.00 0.36 0.38 0.01
Maximum outflow (cfs) = 0.58
Maximum storage (cu ft) = 2353
Maximum elevation (ft) = 44.28
HYDROLOGIC REPORT FOR
0
RIDGEVIEW PARK
FIELD DETENTION POND
100-YEAR FLOWS
WITH 6 INCH EQUIVALENT
DIAMETER OUTFALL PIPE
HYDROLOGIC REPORT
RIDGEVIEW PARK ....... .
100-YEAR FLOWS ....... .
FIELD DETENTION POND ..
Hyd. No. 12
Hydrograph type= RESERVOIR ROUTE
Storm frequency= 100 yr
Inflow hyd. no. = 2
Peak discharge
Time interval
Reservoir no.
= 0.74 cfs
= 1 min
= 2 '·
HYDROGRAPH DISCHARGE TABLE
TIME INFLOW ( i) INFLOW ( j ) 2S/dt-O ( i) 2S/dt+O ( j ) OUTFLOW
min cfs cfs cfs cfs cfs
1.00 0.63 1. 26 0.59 0.63 0.02
2.00 1. 26 1.88 2.26 2.48 0.11
3.00 1.88 2.51 4.76 5.40 0.32
4.00 2.51 3.14 8.26 ,.9 .15 0.45
5.00 3.14 3.77 13.33 13.91 0.29
6.00 3.77 4.39 19.45 20.23 0.39
7.00 4.39 5.02 26.72 27.61 0.45
8.00 5.02 5.65 35.17 36.14 0.48
9.00 5.65 6.28 44.80 45.85 0.52
10.00 6.28 6.91 55.63 56.73 0.55
11.00 6.91 7.53 67.68 68.81 0.57
12.00 7.53 8.16 80.94 82.12 0.59
13.00 8.16 8.79 95.43 96.64 0.61
14.00 8.79 9.42 111.13 112.38 0.63
15.00 9.42 10.05 128.04 129.33 0.65
16.00 10.05 10.67 146.16 147.50 0.67
17.00 10.67 10.05 165.52 166.88 0.68
18.00 10.05 9.42 184.87 186.24 0.69
19.00 9.42 8.79 202.94 204.33 0.69
20.00 8.79 8.16 219.75 221.15 0.70
21. 00 8.16 7.53 235.29 236.70 0.71
22.00 7.53 6.91 249.56 250 .98 0.71
23.00 6.91 6.28 262.57 264.00 0.72
24.00 6.28 5.65 274.31 275.75 0.72
25.00 5.65 5.02 284.79 286.24 0.72
I
I
I
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW ( j ) 2S/dt-O ( i) 2S/dt+O ( j ) OUTFLOW
min cfs cfs cfs cfs cfs
26 .00 5.02 4.39 294.01 295.47 0.73
27 .00 4.39 3.77 301.97 303.43 0.73
28.00 3.77 3.14 308.67 310.13 0.73
29.00 3 .14 2.51 314.11 315.57 0.73
30.00 2.51 1. 88 318.29 3 '19. 76 0.74
31.00 1. 88 1. 26 321.21 322.68 0.74
32.00 1.26 0.63 322.87 324.35 0.74
33.00 0.63 0.00 323.28 324.76 0.74
34.00 0.00 0.00 322.43 323.91 0.74
35.00 0.00 0.00 320.96 322.43 0.74
36.00 0.00 0.00 319.49 320.96 0.74
37 .00 0.00 0.00 318.02 319.49 0.74
38.00 0.00 0.00 316.55 318.02 0 .74
39.00 0.00 0.00 315.08 316.55 0.73
40.00 0.00 0.00 313.61 315.08 0 .73
41.00 0.00 0.00 312.14 313.61 0.73
42.00 0.00 0.00 310.68 312.14 0.73
43.00 0.00 0.00 309.21 310.68 0.73
44 .00 0.00 0.00 307.75 309.21 0.73
45 .00 0.00 0.00 306.29 307.75 0 .73
46.00 0.00 0.00 304.82 306.29 0.73
47.00 0.00 0 .00 303.36 304.82 0.73
48.00 0.00 0.00 301. 90 303.36 0.73
49.00 0.00 0.00 300.44 301.90 0.73
50.00 0.00 0.00 298.99 300 .44 0.73
51.00 0.00 0.00 297.53 298.99 0.73
52.00 0.00 0.00 296.07 297.53 0 .73
53.00 0.00 0.00 294.62 296.07 0.73
54.00 0.00 0.00 293.17 294.62 0.73
55.00 0.00 0.00 291.71 293.17 0.73
56.00 0.00 0.00 290.26 291.71 0.73
57.00 0.00 0.00 288.81 290.26 0.73
58.00 0.00 0.00 287.36 288.81 0.72
59.00 0.00 0.00 285.91 287.36 0.72
60.00 0.00 0.00 284.46 285.91 ·o. 12
61 .00 0.00 0.00 283.02 284.46 0.72
62 .00 0.00 0.00 281.57 283.02 0.72
63 .00 0.00 0.00 280.13 281.57 0.72
64.00 0.00 0.00 278.68 280.13 0.72
65.00 0.00 0.00 277.24 278.68 0.72
66.00 0.00 0.00 275.80 277.24 0.72
67.00 0.00 0.00 274.36 275.80 0.72
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW ( i) INFLOW ( j ) 2S/dt-O ( i) 2S/dt+O ( j ) OUTFLOW
min cfs cfs cfs cfs cfs
68.00 0.00 0.00 272.92 274.36 0.72
69.00 0.00 0.00 271. 48 272.92 0.72
70.00 0.00 0.00 270.05 271. 48 0.72
71.00 0.00 0.00 268.61 270.05 0.72
72.00 0.00 0.00 267.17 268.61 0.72
73.00 0.00 0.00 265.74 267.17 0.72
74.00 0.00 0.00 264.31 265.74 0.72
75.00 0.00 0.00 262.87 264.31 0.72
76.00 0.00 0.00 261. 44 262.87 0.72
77.00 0.00 0.00 260.01 261. 44 0.72
78.00 0.00 0.00 258.58 260.01 0.71
79.00 0.00 0.00 257.16 258.58 0.71
80.00 0.00 0.00 255.73 257.16 0.71
81. 00 0.00 0.00 254.30 255.73 0 .71
82.00 0.00 0.00 252.88 254.30 0.71
83: .. 00 0.00 0.00 251. 45 252.88 0.71
84.00 0.00 0.00 250.03 251. 45 0.71
85.00 0.00 0.00 248 .61 250.03 0.71
86.00 0.00 0.00 247 .19 248.61 0.71
87.00 0.00 0.00 245.77 247.19 0.71
88,. 00 0.00 0.00 244 .35 245.77 0.71
89.00 0.00 0.00 242 .93 244.35 0.71
90.00 0.00 0.00 241.52 242.93 0.71
91. 00 0.00 0.00 240.10 241.52 0.71
92.00 0.00 0.00 238.68 240.10 0.71
93.00 0.00 0.00 237.27 238.68 0.71
94.00 0.00 0.00 235.86 237.27 0.71
95.00 0.00 0.00 234.45 235.86 0.71
96.00 0.00 0.00 233 .04 234.45 0.71
97.00 0.00 0.00 231.63 233.04 0.70
98.00 0.00 0.00 230.22 231. 63 0.70
99.00 0.00 0.00 228.81 230.22 0.70
100.00 0.00 0.00 227.40 228.81 0.70
101.00 0.00 0.00 226.00 227.40 0.70
102.00 0.00 0.00 224.59 226.00 0.70
103.00 0.00 0.00 223.19 224.59 0.70
104.00 0.00 0.00 221. 79 223.19 0.70
105.00 0.00 0.00 220.39 221.79 0.70
106.00 0.00 0.00 218.99 220.39 0.70
107.00 0.00 0.00 217.59 218.99 0.70
108.00 0.00 0.00 216.19 217.59 0.70
109.00 0.00 0.00 214.79 216.19 0.70
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW ( i) INFLOW ( j ) 2S/dt-O ( i) 2S/dt+O ( j ) OUTFLOW
min cfs cfs cfs cfs cfs
110.00 0.00 0.00 213.40 214.79 0.70
111.00 0.00 0.00 212.00 213.40 0.70
·112.00 0.00 0.00 210.61 212.00 0.70
113.00 0.00 0.00 209.21 210.61 0.70
114.00 0.00 0.00 207.82 '· 209.21 0.70
115.00 0.00 0.00 206.43 207.82 0.70
116.00 0.00 0.00 205.04 206.43 0.70
117.00 0.00 0.00 203.65 205.04 0.69
118.00 0.00 0.00 202.26 203.65 0.69
119.00 0.00 0.00 200.88 202.26 0.69
120.00 0.00 0.00 199.49 200.88 0.69
121.00 0.00 0.00 198.10 199.49 0.69
122.00 0.00 0.00 196.72 198.10 0.69
123.00 0.00 0. o.o 195.34 196.72 0.69
124.00 0.00 0.00 193.96 195.34 0.69
'.125.00 ·O. 00 0.00 192.57 193.96 0.69
126.00 0.00 0.00 191.19 192.57 0.69
127.00 0.00 0.00 189.82 191.19 0.69
128.00 0.00 0.00 188.44 189.82 0.69
129.00 0.00 0.00 187.06 188.44 0.69
130.00 0.00 0.00 185.69 187.06 0.69
131. 00 0.00 0.00 184.31 185.69 0.69
132.00 0.00 0.00 182.94 184.31 0.69
133.00 0.00 0.00 181. 56 182.94 0.69
134.00 0.00 0.00 180.19 181. 56 0.69
135.00 0.00 0.00 178.82 180.19 0.69
136.00 0.00 0.00 177.45 178.82 0.68
137.00 0.00 0.00 176.08 177.45 0.68
138.00 0.00 0.00 174.72 176.08 0.68
139.00 0.00 0.00 173.35 174.72 0.68
140.00 0.00 0.00 171. 98 173.35 0.68
141.00 0.00 0.00 170.62 171. 98 0.68
142.00 0.00 0.00 169.26 170.62 0.68
143.00 0.00 0.00 167.89 169.26 0.68
144.00 0.00 0.00 166.53 167.89 0.68
145.00 0.00 0.00 165.17 166.53 0.68
146.00 0.00 0.00 163.81 165.17 0.68
147.00 0.00 0.00 162.45 163.81 0.68
148.00 0.00 0.00 161.10 162.45 0.68
149.00 0.00 0.00 159.74 161.10 0.68
150.00 0.00 0.00 158.39 159.74 0.68
151.00 0.00 0.00 157.03 158.39 0.68
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW ( i) INFLOW ( j ) 2S/dt-O ( i) 2S/dt+O ( j ) OUTFLOW
min cfs cfs cfs cfs cfs
152.00 0.00 0.00 155.68 157.03 0.68
153.00 0.00 0.00 154.33 155.68 0.68
154.00 0.00 0.00 152.98 154.33 0.68
155.00 0.00 0.00 151.63 152.98 0.68
156.00 0 .00 0.00 150 .28 151.63 0.67
157.00 0.00 0.00 148.93 150.28 0.67
158.00 0 .00 0 .00 147.59 148.93 0.67
159.00 0.00 0.00 146.25 147.59 0.67
160.00 0.00 0.00 144.91 146.25 0 .67
161.00 0.00 0.00 143.58 144.91 0.67
162.00 0.00 0.00 142.25 143.58 0.66
163.00 0.00 0.00 140 .93 142.25 0 .66
164.00 0.00 0.00 139.60 140.93 0.66
165.00 0.00 0.00 138.28 139.60 0 .66
166 .00 0.00 0.00 136.97 138.28 0.66
167.00 0.00 0.00 135.65 136.97 0.66
168.00 0.00 0.00 134.34 135.65 0.66
169.00 0.00 0.00 133.03 134.34 0.65
170.00 0.00 0.00 131.73 133.03 0.65
1 71. 00 0.00 0.00 130.43 131.73 0.65
172.00 0 .00 0.00 129.13 130.43 0.65
173.00 0.00 0.00 127.84 129.13 0.65
174 .00 0.00 0.00 126.55 127.84 0.65
175.00 0.00 0.00 125.26 126.55 0.64
176.00 0.00 0.00 123.97 125.26 0.64
177.00 0.00 0.00 122.69 123.97 0.64
178.00 0.00 0.00 121. 41 122.69 0.64
179 .00 0.00 0.00 120.14 121.41 0.64
180 .00 0.00 0.00 118.87 120.14 0.64
181.00 0.00 0.00 117.60 118.87 0.63
182.00 0.00 0.00 116.33 117.60 0.63
183.00 0.00 0.00 115.07 116.33 0.63
184.00 0.00 0.00 113.81 115.07 0.63
185.00 0.00 0.00 112.55 113.81 0.63
186 .00 0.00 0.00 111. 30 112.55 0.63
187.00 0.00 0.00 110.05 J..11.30 0 .62
188.00 0.00 0.00 108.80 110.05 0.62
189.00 0.00 0.00 107.56 108 .80 0 .62
190 .00 0 .00 0.00 106.32 107 .56 0.62
191. 00 0.00 0.00 105.08 106.32 0.62
192.00 0 .00 0.00 103.85 105.08 0.62
193.00 0 .00 0.00 102.62 103 .85 0.62
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW ( j ) 2S/dt-O (i) 2S/dt+O ( j ) OUTFLOW
min cfs cfs cfs cfs cfs
194 .00 0.00 0 .00 101. 39 102 .62 0.61
195 .00 0.00 0.00 100.17 101.39 0 .61
196.00 0.00 0.00 98.94 100.17 0.61
197.00 0.00 0.00 97.73 98.94 0.61
198.00 0.00 0.00 96.51 97.73 0.61
199.00 0.00 0.00 95.30 96.51 0.61
200.00 0.00 0.00 94.09 95.30 0.60
201.00 0.00 0.00 92.89 94.09 0.60
202.00 0.00 0.00 91.68 92.89 0.60
203.00 0 .00 0.00 90.49 91.68 0.60
204.00 0 .00 0.00 89.29 90 .49 0.60
205.00 0 .00 0.00 88.10 89.29 0.60
206.00 0.00 0.00 86.91 88.10 0.59
207.00 0.00 0.00 85.72 86.91 0.59
208.00 0 .00 0 .00 84.54 85.72 0.59
209.00 0.00 0.00 83.36 84.54 0.59
210.00 0.00 0.00 82.18 83.36 0.59
211.00 0.00 0.00 81.01 82.18 0.59
212.00 0.00 0.00 79.84 81 .01 0.59
213.00 0.00 0.00 78.67 79.84 0.58
214.00 0.00 0.00 77.51 78.67 0.58
215 .00 0.00 0.00 76.35 77.51 0.58
216 .00 0.00 0.00 75.19 76.35 0.58
217.00 0.00 0.00 74.04 75.19 0.58
218.00 0.00 0.00 72.89 74.04 0.58
219.00 0.00 0.00 71.74 72.89 0.57
220 .00 0.00 0.00 70.59 71.74 0.57
221.00 0.00 0.00 69.45 70.59 0.57
222.00 0.00 0.00 68.31 69.45 0.57
223.00 0.00 0.00 67 .18 68.31 0.57
224 .00 0.00 0.00 66 .05 67 .18 0.57
225.00 0.00 0.00 64.92 66.05 0.56
226.00 0.00 0.00 63.79 64.92 0.56
227.00 0.00 0.00 62.67 63.79 0.56
228.00 0.00 0.00 61. 55 62.67 '0.56
229.00 0.00 0.00 60.44 61.55 0.56
230.00 0.00 0.00 59.32 60.44 0.56
231. 00 0.00 0.00 58.21 59.32 0.55
232.00 0.00 0.00 57.11 58.21 0.55
233.00 0.00 0.00 56.00 57.11 0.55
234.00 0.00 0.00 54.90 56.00 0.55
235 .00 0.00 0.00 53.81 54.90 0.55
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW ( i) INFLOW ( j ) 2S/dt-O ( i) 2S/dt+O ( j ) OUTFLOW
min cfs cfs cfs cfs cfs
236.00 0.00 0.00 52.71 53.81 0 .55
237.00 0.00 0.00 51. 62 52.71 0.55
238.00 0.00 0 .00 50.54 51.62 0.54
239.00 0.00 0.00 49.45 50.54 0.54
240.00 0.00 0.00 '· 48. 38 49.45 0 .54
241.00 0.00 0.00 47.31 48.38 0 .53
242.00 0.00 0 .00 46.26 47.31 0.53
243.00 0.00 0.00 45.21 46.26 0.52
244.00 0.00 0.00 44.17 45.21 0 .52
245.00 0.00 0.00 43.14 44.17 0.52
246.00 0.00 0.00 42.11 43.14 0 .51
247.00 0.00 0.00 41. 09 42.11 0 .51
248.00 0.00 0.00 40.09 41.09 0.50
249.00 0 .00 0.00 39.09 40.09 0.50
250.00 0 .00 0.00 38.10 39.09 0.50
251.00 0.00 0.00 37 .11 38.10 0.49
252.00 0.00 0.00 36.14 37.11 0.49
253.00 0.00 0.00 35.17 36.14 0.48
254.00 0.00 0.00 34.21 35.17 0.48
255.00 0.00 0.00 33.26 34.21 0.48
256.00 0.00 0.00 32.32 33 .26 0.47
257.00 0.00 0 .00 31.39 32.32 0.47
258.00 0.00 0.00 30.46 31. 39 0.46
259.00 0.00 0.00 29.54 30.46 0.46
260.00 0.00 0.00 28.64 29 .54 0.45
261.00 0 .00 0.00 27.74 28 .64 0.45
262 .00 0.00 0.00 26.84 27.74 0.45
I 263 .00 0.00 0 .00 25.96 26.84 0.44
264.00 0.00 0.00 25.08 25.96 0.44
265.00 0 .00 0.00 24.21 25.08 0.43
266.00 0.00 0.00 23 .36 24.21 0.43
267.00 0 .00 0.00 22 .51 23.36 0.42
268.00 0.00 0.00 21.68 22.51 0.42
269.00 0.00 0.00 20.86 21.68 0.41
270.00 0.00 0.00 20.07 20.86 0.40
271.00 0.00 0.00 19.29 20.07 0.39
272.00 0.00 0.00 18.53 19.29 0.38
273.00 0.00 0.00 17.80 18.53 0.37
274.00 0.00 0.00 17.09 17.80 0.36
275.00 0.00 0.00 16.40 17 .09 0.34
276.00 0.00 0.00 15.73 16.40 0.33
277.00 0.00 0.00 15.08 15.73 0.32
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW ( j ) 2S/dt-O ( i) 2S/dt+O ( j ) OUTFLOW
min cfs cfs cfs cfs cfs
278.00 0.00 0.00 14.46 15.08 0.31
279.00 0.00 0.00 13.86 14.46 0.30
280.00 0.00 0.00 13.28 13.86 0.29
281.00 0.00 0.00 12.72 13.28 0.28
282.00 0.00 0.00 rr.2 .18 12.72 0.27
283.00 0.00 0.00 11.67 12.18 0.26
284.00 0.00 0.00 11.16 11.67 0.25
285.00 0.00 0.00 10.41 11.16 0.38
286.00 0.00 0.00 9.47 10.41 0.47
287.00 0.00 0.00 8.57 9.47 0.45
288.00 0.00 0.00 7.69 8.57 0.44
289.00 0.00 0.00 6.85 7.69 0.42
290.00 0.00 0.00 6.07 6.85 0.39
291. 00 0.00 0.00 5.36 6.07 0.35
292.00 0.00 0.00 4.73 5.36 0.32
293.00 0.00 0.00 4.16 4.73 0.28
294.00 0.00 0.00 3.69 4.16 0.24
295.00 0.00 0.00 3.28 3.69 0.20
296.00 0.00 0.00 2.94 3.28 0.17
297.00 0.00 0.00 2.65 2.94 0.15
298.00 0.00 0.00 2.40 2.65 0.12
299.00 0.00 0.00 2.19 2.40 0.10
300.00 0.00 0.00 2.01 2.19 0.09
301.00 0.00 0.00 1.85 2.01 0.08
302.00 0.00 0.00 1. 70 1.85 0.07
303.00 0.00 0.00 1. 58 1. 70 0.06
304.00 0.00 0.00 1.46 1. 58 0.06
305.00 0.00 0.00 1.37 1.46 0.05
306.00 0.00 0.00 1.28 1. 37 0.04
307.00 0.00 0.00 1.20 1. 28 0.04
I 308.00 0.00 0.00 1.13 1. 20 0.03
309.00 0.00 0.00 1. 07 1.13 0.03
310.00 0.00 0.00 1.01 1.07 0.03
311.00 0.00 0.00 0.96 1.01 0.03
312.00 0.00 0.00 0.90 0.96 ·O. 03
313.00 0.00 0.00 0.85 0.90 0.02
314.00 0.00 0.00 0.81 0.85 0.02
315.00 0.00 0.00 0.76 0.81 0.02
316.00 0.00 0.00 0.72 0.76 0.02
317.00 0. 00 . 0.00 0.68 0.72 0.02
318.00 0.00 0.00 0.64 0.68 0.02
319.00 0.00 0.00 0.61 0.64 0.02
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW ( i) INFLOW ( j ) 2S/dt-O ( i) 2S/dt+O (j) OUTFLOW
min cfs cfs cfs cfs cfs
320 .00 0.00 0.00 0.57 0.61 0.02
321 .00 0 .00 0.00 0.54 0.57 0.02
322.00 0 .00 0.00 0.51 0.54 0.01
323 .00 0.00 0.00 0.48 0.51 0.01
324.00 0.00 0.00 0.46 0.48 0.01
325 .00 0.00 0.00 0.43 0.46 0.01
326.00 0.00 0.00 0.41 0.43 0.01
327.00 0.00 0.00 0.39 0.41 0.01
328.00 0.00 0 .00 0.36 0.39 0.01
329.00 0.00 0.00 0.34 0.36 0.01
Maximum outflow (cf s) = 0.74
Maximum storage (cu ft) = 9721
Maximum elevation U:t) = 45 .55
I
APPENDIXE
SWALE CALCULATIONS
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Bottom Width
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
RIDGEVIEW PARK
Worksheet for Trapezoidal Channel
x:\903601 \pipe.fm2
HINSDALE OUTFALL SWALE
Trapezoidal Channel
Manning's Formula
Channel Depth
0.040
2.000000 %
4.00 H: V
4.00 H: V
6.00 ft
35.00 ft3/s
0.92 ft
8.85 ft2
13.55 ft
13.33 ft
0.84 ft
0.027972 ft/ft
3.95 ft/s
0.24 ft
1.16 ft
0.86
JR Engineering , ltd. Aug 12, 1995
10:41 :00 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v4.1 b
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Section Data
Mannings Coefficient
Channel Slope
Depth
Left Side Slope
Right Side Slope
Bottom Width
Discharge
RIDGEVIEW PARK
Cross Section for Trapezoidal Channel
x:\903601 \pipe. fm2
HINSDALE OUTFALL SWALE
Trapezoidal Channel
Manning 's Formula
Channel Depth
0.040
2.000000 %
0.92 ft
4.00 H : V
4.00 H : V
6.00 ft
35.00
I.
6 .00 ft
JR Engineering , Ltd .
.I
Aug 12, 1995
10:41 :24 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
~~
H 1
NTS
FlowMaster v4.1 b
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Bottom Width
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
RIDGEVIEW PARK
Worksheet for Trapezoidal Channel
x:\903601 \pipe.fm2
BASIN A SWALE
Trapezoidal Channel
Manning's Formula
Channel Depth
0.040
2.000000 %
3.00 H : V
3.00 H :V
6.00 ft
10 .00 ft3/s
0.48 ft
3.55 ft2
9.02 ft
8.86 ft
0.41 ft
0.033737 ft/ft
2.82 ft/s
0.12 ft
0.60 ft
0.79
JR Engineering, Ltd . Aug 12, 1995
10:43:28 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v4.1 b
Page 1 of 1
RIDGEVIEW PARK
Cross Section for Trapezoidal Channel
Project Description
Project File x:\903601 \pipe.fm2
Worksheet BASIN A SWALE
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Section Data
Mannings Coefficient 0.040
Channel Slope 2.000000 %
Depth 0 .48 ft
Left Side Slope 3.00 H:V
Right Side Slope 3.00 H:V
Bottom Width 6.00 ft
Discharge 10.00 ft3/s
I. .I
6.00 ft
JR Engineering, Ltd. Aug 12, 1995
10:43:50 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
~~
H 1
NTS
FlowMaster v4.1 b
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
RIDGEVIEW PARK
Worksheet for Triangular Channel
x:\903601 \pipe.fm2
TEMPORARY OUTFALL CHANNEL
Triangular Channel
Manning's Formula
Channel Depth
0.060
2.000000 %
50.00 H: V
50 .00 H: V
35.00
0.65 ft
21.14 ft2
65.03 ft
65.02 ft
0.50 ft
0.083433 ft/ft
1.66 ft/s
0.04 ft
0.69 ft
0.51
JR Engineering, Ltd. Sep 12, 1995
15:20:24 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v4.1 b
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Section Data
Mannings Coefficient
Channel Slope
Depth
Left Side Slope
Right Side Slope
Discharge
RIDGEVIEW PARK
Cross Section for Triangular Channel
x:\903601 \pipe. fm2
TEMPORARY OUTFALL CHANNEL
Triangular Channel
Manning's Formula
Channel Depth
0.060
2.000000 %
0.65 ft
50.00 H : V
50 .00 H : V
35.00 ft3/s
JR Engineering , Ltd . Sep 12, 1995
15:20:52 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
0 .65 ft
~~
H 1
NTS
FlowMaster v4.1 b
Page 1 of 1
RIDGEVIEW PARK
Worksheet for Irregular Channel
Project Description
x:\903601 \pipe . fm2 Project File
Worksheet
Flow Element
Method
Solve For
SE OUTFALL SWALE
Irregular Channel
Manning's Formula
Water Elevation
Input Data
Channel Slope 0.5000 %
Elevation range: 99 .96 ft to 101.00 ft.
Station (ft) Elevation (ft)
0.00 101.00
4.00 100.00
5 .50 99.96
7.00 100.00
11 .00 101.00
Discharge 1.46 ft3/s
Results
Wtd. Mannings Coefficient 0.013
Water Surface Elevation 100.16 ft
Flow Area 0.65 ft2
Wetted Perimeter 4 .34 ft
Top Width 4.30 ft
Depth 0.20 ft
Critical Water Elev. 100.16 ft
Critical Slope 0.004903 ft/ft
Velocity 2.23 ft/s
Velocity Head 0.08 ft
Specific Energy 100.24 ft
Froude Number 1.01
Full Flow Capacity 29.38 ft3/s
Flow is supercritical.
Start Station
0.00
4.00
7.00
JR Engineering , ltd.
End Station
4.00
7.00
11 .00
Sep 13, 1995
09:18:11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
Roughness
0.060
0.013
0.060
FlowMaster v4.1 b
Page 1 of 1
RIDGEVIEW PARK
Cross Section for Irregular Channel
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Section Data
x:\903601 \pipe. fm2
SE OUTFALL SWALE
Irregular Channel
Manning's Formula
Water Elevation
Wtd. Mannings Coefficient
Channel Slope
0 .013
0.5000 %
100 .16 ft
1.46 ft3/s
Water Surface Elevation
Discharge
I
I 100.8 - -- - ------,--- - ----- - -
100.6 --- - - --- -_,_ - - - - - - - - - -.. -- -- - - - -- --1-- - - - - - - -- -_,_ - - - --- - - -.. - - - --- - - - - -
I I
I
C
~ 100.4
Ill >
Q)
[jJ
Sep 13, 1995
09:18:30
100.2 - - - - - - - - - -_,_ - - - - -
100.0 I ----------,-----------I I
- -- --1-- -- - -- - - --"'T - - - - - -- - - - -
99.8~----~~----~-----~-------'--------'------~
0 .0 2 .0 4 .0 6 .0
Station (ft)
JR Engineering, Ltd .
8 .0
H aestad M ethods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
10.0 12.0
FlowMaster v4. 1 b
Page 1 of 1
APPENDIXF
PIPE CALCULATIONS
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Depth
Diameter
Discharge
Results
Channel Slope
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
RIDGEVIEW PARK
Worksheet for Circular Channel
x:\903601 \pipe . fm2
OUTFALL PIPE -FIELD DETENTION POND
Circular Channel
Manning's Formula
Channel Slope
0.012
6.00 in
6.00 in
0.74 ft3/s
1.48 %
0.20 f t2
1.57 ft
0.00 ft
0.43 ft
100 .00 %
0.013659 ft/ft
3.77 ft/s
0.22 ft
FULL ft
FULL
0.80 ft3/s
0.74 ft3/s
0.014822 ft/ft
JR Engineering, ltd. Aug 13, 1995
19:54:39 Haestad Methods, Inc. 37 Brooks ide Road Waterbury, CT 06708 (203) 755-1666
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utlet E ND O F PIPE
im: 59.00ft
µmp: 55 .97 ft
~ ~
-------------
0+00
Project T itl e: RID G EVIEW PARK
x:\903 601 \hins_3 6 .s tm
1 0/11 /95 0 9:03: 12 AM
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Pipe: P-3
Up Inve rt 58.03 ft
Dn Inve rt: 55.97 ft
Length: 2 p5.00ft
Sectio n S ze: 36 inc h
1+00 1+50
/ Unction: ... ----
im: 65.23ft
/ ~P-Jmp: oi:s.u~ n
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JR ENGIN EERIN G, LTD
----
------------
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e rt: 59 .96 ft
ert: 58.23ft
i: 248.10ft
n Size: 36 inc h
4+00
H a esta d M ethods, Inc. 37 Brookside R oa d W at erbury, CT 0 6 708 (203) 755-1 666
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----•-•· 1~11 l=T 11 d '€BllCDPENING)
i~65.10ft
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Im:6, .95ft ump: 60.75 r
µm p: 50.40 ft
µnction: MH -ST8
im: 64.47 ft
sµm p: 59.96
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Elevation ft
_,,,-./
_,,,-./ Pipe: P-5
l Up Inv ert: 60.90 ft
On Inv ert 60.75 ft
aaa,h • :"7 C\P. ft 60.00
Pipe: P-1 Section Size: 24 inch
Up Inv ert: 60. 40 ft
On Inv ert: 60. 6ft
Length: 24.80 ft
Section Size: 36 inch
5+50
59.00
58.00
57.00
56.00
55.00
6+00
Proj ect Engineer : DAVID KLOCKEMAN , P .E.
StormCAD v 1 .0
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Pr&~idflnt of Bn,ol.::-w•ood Hom&O'w'n8r~
4920 cre st Road
Ft Collins CO 80525-4006
303-226-3559
Richard M. Kellogg, ,Jr ., P.E.
.JR Engineering, ltd
481 2 :io College
RECEIVED
JUL 8 1994
J}
Fort Collins, CO 80525 7._iu11J 1994
~'.E: Irrigation ditches and Pipelines CoventriJ subdivision
Dear Mr Kellogg :
In response to •Jour reque.st, This letter fa being submitted as Brook·w·ood Homeo·w-r1ers acceptance
and permission for tt,e pr opo ~:ed enclosure by piping of the ditch laterals 'w'hii::h are presently
crossing over or under the property being developed as the Coventry Subdivision. It is expre :;;::;ly
understoo1j that no additional storm drainage water is to be 3ecepted or transmitted in the
irrigation piping system proposed for the development. It is also understood that pursuant to 'Jour
discussion with Ed Wendell, the ditch rider for the Pleasant Valley and Lake Canal Irrigation Co .
and Joe Bouchard_. 'w'ho resides in the Brook'w'ood Subdivision that the ditch 'w'ill be piped ·with no
less than an 18-i nch pipe with either manholes or c:leanout structures at a maxi mum of 200 foot
intervals along the course of the installed pi ~•eli ne. The irrigation pip.el i ne~; ~;hould be installed
\v'itM n a 15 foot easement 'w'hich can be easil 'J contained in their proposed loc8tion in the greenbelt
easement~: that are so dedicated .
The proposed storm drainage at the southeasterl 'J corner of the subdivision di:3ctiargi nq under
Crest Road and easter] y into the historic drainage flo'w' will be at least an 18-i net, pipe and ·vie
agree 'w'ith that point of discharge resulting from the 1jiscussion that that tlo'w' ·w·ill not exi::eed
historic flows caused b•J modifications or construction of the proposed develo~1rnent.
Witr, the above conditions, tt,e undersigned representing the Brookw·ood Homeo,,,1ners Association ;
hereb•J_. accept and approve the proposed utilit•J improvements to the irrigation ditches proposed
b•J the development.
App roved and Acee pted ,
B roo k'w'ood Ho meo\,1 ne rs Association