HomeMy WebLinkAboutDrainage Reports - 10/09/1996 (3)FINAL DRAINAGE AND
EROSION CONTROL REPORT
620 SOUTH SHERWOOD STREET
BUILDINGB
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Engineering, Ltcl
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FINAL DRAINAGE AND
EROSION CONTROL REPORT
620 SOUTH SHERWOOD STREET
BUILDINGB
Prepared for :
MR MARK CUCAROLA
MIDWESTERN HOMES COMPANY
P.O. BOX 280024
LAKEWOOD, CO 80228
Prepared by :
JR ENGINEERING, LTD.
4812 South College Avenue
Fort Collins, Colorado 80525
(970) 282-4335
October 16 , 1995
Revi sed : November 30 , 1995
Revised :April23 , 1996
Revised : June 3, 1996
Job N umber 9047.00
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JR
June 3 , 1996
Engineering, Ltd.
4812 South College Avenue
Fort Collins, Colorado 80525
(970) 282-4335 • FAX (970) 282-4340
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
620 South Sherwood Street -Building B
Fort Collins, Colorado
Dear Basil:
JR Engineering , Ltd . (JR) is pleased to submit the attached revised Final Drainage and Erosion and
Sedimentation Control Report for 620 South Sherwood Street -Building B for your review and
approval. This report addresses Stormwater's review comments of May 13 , 1996. 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".
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.
't@w .
David W . Klockeman,
Project Manager
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FINAL DRAINAGE AND
EROSION CONTROL REPORT
620 SOUTH SHERWOOD STREET
BUILDINGB
Prepared for :
MR MARK CUCAROLA
MIDWESTERN HOMES COMPANY
P.O. BOX 280024
LAKEWOOD, CO 80228
Prepared by:
JR ENGINEERING, LTD.
4812 South College Avenue
Fort Collins, Colorado 80525
(970) 282-4335
October 16 , 1995
Revised : November 30, 1995
Revised : April 23 , 1996
Revised : June 3, 1996
Jo b Number 9047.00
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CERTIFICATIONS
OWNER
Midwestern Homes Company hereby certifies that the drainage facilities for 620 South Sherwood
Street -Building B 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 Midwestern
Homes Company, guarantee that final drainage design review will absolve 620 South Sherwood
Street -Building B 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.
Midwestern Homes Company
ENGINEER
I hereby certify that this report for the Final Drainage and Erosion Control Report for 620 South
Sherwood Street -Building B 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,
David W. Klockeman, P .E .
Colorado Professional Engineer No . 29110
For and On Behalf of JR Engineering, Ltd .
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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
1. 7 Site Constraints/Solutions .......................................... 2
2 . HISTORIC DRAINAGE ................................................ 3
3. DEVELOPED FLOWS ................................................. 4
3 .1 Method ....................................................... 4
3.2 Exterior Flows .................................................. 4
3 .3 Onsite Flows ................................................... 4
3. 4 General Flow Routing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
3. 5 Proposed Drainage Plan ........................................... 5
3.6 Hydrologic Analysis of the Proposed Drainage Conditions ................. 6
3. 7 Inlet Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
3. 8 Storm Sewer Design ............................................. 8
4 . EROSION CONTROL ................................................. 8
4 . 1 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
4 .2 General Description .............................................. 9
4 .3 Soil Description ................................................. 9
4.4 Erosion And Sediment Control Measures .............................. 9
4 . 5 Dust Abatement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
4 .6 Tracking Mud on City Streets ...................................... 10
4. 7 Maintenance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
4 . 8 Permanent Stabilization . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
5. MISCELLANEOUS .................................................. 11
5.1 Variances ..................................................... 11
5.2 Irrigation Ditches ............................................... 11
5.3 Ditch Company Approval ......................................... 11
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5. 4 Maintenance Ag reements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
6 . REFERENCES ...................................................... 12
APPENDIX A -MAPS AND FIGURES
APPENDIX B -EROSION CONTROL DESIGN : COST ESTIMATE AND SCHEDULE
APPENDIX C -HYDROLOGIC CALCULATIONS
APPENDIX D -STORM SEWER CALCULATIONS
APPENDIX E -ARTHUR DITCH COMP ANY AGREEMENT
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1. INTRODUCTION
1.1 Project Location
This project is the proposed re-development of the lot located at 620 South Sherwood Street
in Fort Collins (620 South Sherwood Street -Building B). This project is located in the
Northeast One-Quarter of Section 14 , Township 7 North, Range 69 West of the Sixth
Principal Meridian, in the City of Fort Collins, Colorado . (See FIGURE 1 -VICINITY
MAP .)
This project is bounded on the west by South Sherwood Street, on the north by an existing
residence (616 South Sherwood Street), on the east by an existing alley, and on the south by
an existing condominium complex (Sherwood Greens Condominiums, 630 South Sherwood
Street).
1.2 Site Characteristics
This site contains 9,437 square feet (0.22 acres). This site is currently developed with a house
and a small building. The general topography of this site consists poorly covered lawn. This
area slopes northeasterly at approximately one-half to one percent (0 .5 -1 %).
1.3 Soils
The soils for this site are comprised of Fort Collins loam (35). (See FIGURE 2 -SOIL
MAP .)
Fort Collins loam is a nearly level soil found on terraces and fans . Pertinent characteristics
of this soil include slow runoff and a slight to moderate hazard of wind and water erosion.
Fort Collins 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 .
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1.4 Purpose and Scope of Report
This report defines the proposed final drainage and erosion control plan for 620 South
Shezwood Street -Building B , 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
ofFort 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 .
In addition, meetings were held with the City of Fort Collins Stormwater Utility and included
Glenn Schlueter, Basil Hamdan and Rodney Albers in order to discuss the drainage for this
site . (See Section 1. 7 for additional discussion .)
1.6 Master Drainage Basin & Other Drainage Reports
This site is included in the "Old Town Master Drainage Plan for the City of Fort Collins"
prepared by RCE Resource Consultants & Engineers, Inc ., January 7 , 1993 . The RCE report
was conducted to develop a basin master plan with the major goals of identifying problems
in the existing drainage system and to conduct feasibility level investigations of potential
solutions .
The overall drainage plan for 620 South Shezwood Street -Building B is in compliance with
the requirements of the Old Town Master Drainage Basin Plan.
1. 7 Site Constraints/Solutions
As previously stated, two meetings were held with the City of Fort Collins Stormwater Utility
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staff, including Glen Schlueter, Basil Hamdan and Rodney Albers, in order to discuss
parameters for the development of this site . At these meetings , it was agreed that the existing
drainage for this area was not functional and that the existing topography, including the
location of the Arthur Ditch Box Culvert, presented constraints and problem areas that are
difficult to completely overcome . The primary problem areas are the flat terrain and the lack
of an adequate outfall system which result in the retention of the historic runoff at the rear of
this site and the property to the immediate north.
In order to reduce the impact of the proposed re-development of this site on the existing
problem, the proposed grading of the portion of this site being re-developed has been
designed in order to direct the flows to a proposed pipe (culvert) in the northeast corner of
this site and a proposed area inlet in the alley adjacent to this site. These measures reduce the
flow onto the property to the north and eliminate the majority of the ponding that currently
exists .. (See Section 2 . for additional discussion.)
2. HISTORIC DRAINAGE
Historically, flows enter this site from the south. This area consists of an existing
condominium complex. The condominium building has a peaked roof and the flows from the
north half of the roof, along with the area between the building and the north property line
of the complex (an existing landscaped area with washed rock), are conveyed northerly and
onto 620 South Sherwood . These flows are then conveyed northerly via overland flow to the
rear yard of the residence to the immediate north (616 South Sherwood Street), where they
are retained . (The retainage (ponding) is the result of the build-up of the alley along the rear
of the lots in this area and the elevation of the top of the Arthur Ditch Box Culvert, which
runs diagonally through this area, crossing the alley at the northeast corner of 616 South
Sherwood Street.
This area, designated as Sub basin Hl, generates a 2-year flow of 0.40 cfs and a 100-year
flow of 1.44 cfs. (See Section 3 .5 for further discussion and the Appendix for calculations.)
In order to lessen the impact on 616 South Sherwood Street caused by the historic runoff
from this area, the proposed re-development of 620 South Sherwood will divert the flows
from the easterly portion of said site and the adjacent alley (including the area with the
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proposed duplex and parking area) to a proposed pipe (culvert) and area inlet as previously
described . The flows from the remainder of this site will be conveyed via sheet flow onto the
property at 6 I 6 South Sherwood Street. (See Section 1. 7 for further discussion .)
3. DEVELOPED FLOWS
3.1 Method
The Rational Method was used to determine both the 2-year and I 00-year flows for the sub-
basins indicated in this drainage report. A detailed description of the hydrologic analysis is
provided in Section 3 .6 ofthis report .
Detention is not required and will not be provided for this site . Therefore, the hydrologic
analysis was conducted for developed flows only . However, the historic flows were
computed to determine the existing runoff onto the property to the north, 616 South
Sherwood Street.
The resulting 100-year runoff values were used to compute discharges at specific design
points .
3.2 Exterior Flows
Exterior flows enter this site from three (3) areas to the south (the existing condominium
complex) and the east (the existing alley). These areas are currently developed and the
appropriate C values have been utilized in the runoff calculations . These areas are identified
on the attached "Drainage and Erosion Control Plan" and the 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 channelized flow . The existing
drainage patterns have been maintained where possible . The grading has been designed to
carry flows away from the proposed structure and adjacent structures.
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3.4 General Flow Routing
The final drainage pattern for this area has been dev eloped to provide a drainage system that
is compatible with the surrounding area . This has been accomplished by utilizing exi sting
drainage patterns to the extent possible, routing the flows to limit the amount of required
drainage facilities , and reducing the runoff quantity historically routed to the property to the
north.
This system is in the form of grass-lined swales, pipe (culvert), and an area inlet. This
drainage system meets the requirements for providing drainage relief at these locations and
meets the criteria in the SDDCCS . (See attached "Drainage and Erosion Control 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 and 3. 8.
Runoff from Subbasin EXl , from the northwest portion of the existing condominium
complex, is conveyed via overland flow onto Subbasin A .
Runoff from Subbasin A , the westerly portion of this site (the portion of the site to
remain as existing), is conveyed northerly via overland flow to the property to the
north (616 South Sherwood Street). Under developed conditions, this site releases
0.16 cfs for the 2-year event and 0 .61 cfs for the 100-year event unto the property to
the north, runoff totals which are significantly less than historic . (See Section 4 ,
Historic Drainage, for additional discussion.)
The runoff from the combination of Sub basin EXl and A is conveyed as stated in
the previous paragraphs .
The runoff from Subbasin EX2 , from the northeast portion of the existing
condominium complex, is conveyed via overland flow onto Subbasin B .
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The runoff from Sub basin B, the easterly portion of this site (the portion of the site
being developed), is routed to a proposed swale adjacent to the proposed duplex and
conveyed northerly and easterly in said swale to a proposed pipe (culvert) in the
northeast corner of this site . Said pipe (culv ert) is to be connected to an existing
storm sewer pipe (12 inch RCP) in the alley, which outfalls into the previously
mentioned Arthur Ditch Box Culvert.
The runoff from the combination ofSubbasins EX2 and Bis routed to the proposed
pipe (culvert) as stated in the previous paragraphs .
The runoff from Subbasin EX3, from the alley adjacent to the east boundary of this
site, is conveyed to a proposed sump condition area inlet located in the center of the
alley .
The runoff from the combination of Sub basins EX2, EX3 and B is routed to the
existing 12" storm sewer as stated in the previous paragraphs .
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=C,CIA (1)
where Q is the flow in cfs , A is the total area of the basin in acres, Cc 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 , C0 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.
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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,; 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:
(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 hydro logic 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 .
DESIGN AREA AREA C2 ClO0 Tc (2) Tc (100) Q (2) Q (100)
POINT DESIG. (ACRES) (MIN) (MIN) (CFS) (CFS)
HISTORIC FLOWS
H1 0 .37 0.44 0.55 10.5 10 .0 0.40 1.44
DEVELOPED FLOWS
EXl 0 .04 0 .78 0 .98 5 .0 10.0 0 .09 0 .25
A 0 .10 0.40 0 .50 10 .0 10 .0 0 .10 0.36
EXl ,A 0.14 0 .50 0 .63 11.2 10 .0 0 .16 0 .61
EX2 0 .09 0 .73 0 .91 5 .0 10 .0 0 .21 0.58
B 0 .12 0 .50 0 .63 9 .2 10.0 0 .16 0 .53
1 EX2,B 0 .21 0 .60 0 .75 10 .7 10 .0 0 .31 1.11
2 EX3 0 .02 0.95 0 .83 5 .0 10.0 0 .07 0.16
EX2,EX3 ,B 0.23 0 .64 0 .80 10 .7 10 .0 0 .36 1.31
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3.7 Inlet Design
There is one sump condition area inlet required with the development of 620 South Sherwood
Street -Building B. This inlet is to be located in the alley adjacent to the east property line
of this site . This inlet has been sized to intercept the 100-year runoff at this location so as not
to conv ey flows onto the adjacent property to the north or the existing alley . (See Appendix
for calculations .)
3.8 Storm Sewer Design
There is one storm sewer pipe proposed with the development of 620 South Sherwood Street
-Building B . This storm sewer will carry flows from the swale in the northeast corner of this
site to the existing storm sewer system in the alley. (See Appendix for calculations .)
REACH DESCRIPTION
Swale to Existing 12" RCP
4. EROSION CONTROL
4.1 Introduction
PIPE
DIAMETER
(inches)
MINIMUM
SLOPE
(%)
Area Inlet Outfall Pipe
12 0 .1
DESIGN
DISCHARGE
(cfs)
1.11
This section represents the Erosion Control Report for 620 South Sherwood Street -Building
B 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.
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4.2 General Description
The total site is comprised of approximately 0 .22 acres . The proposed improvements
comprise the easterly portion of the site .
The general topography of this site consists poorly covered lawn . There is an existing house
and an existing shed located on this site, which are to remain . This area slopes northeasterly
at approximately one-half to one percent (0 .5 -1%).
4.3 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 :
Soil Designation
Fort Collins loam
Rainfall
Erodibility Zone
Slight to Moderate
Wind Hydrologic
Erodibility Zone Soil Group
Moderate B
(See Section 1. 3 for further discussion of soils found on this site.)
4.4 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 a gravel construction entrance. (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 fence will be utilized in limited areas adjacent to any stockpiles that are created during
grading .
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4.5 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 .
4.6 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 .
4. 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.
4.8 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
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5.
conditions .
MISCELLANEOUS
5.1 Varia~ces
There are no variances requested with the development of 620 South Sherwood Street -
Building B.
5.2 Irrigation Ditches
The Arthur Ditch is impacted by the development of 620 South Sherwood Street -Building
B . However, an agreement was executed between the City of Port Collins and the Arthur
Irrigation Company in 1990 for the construction of an inlet and pipe connecting to the Arthur
Ditch Box Culvert in the alley adjacent to the rear of this site as well as the construction of
a sluice gate at Hill Pond. The construction of the sluice gate allowed the Sherwood Lateral
to convey "only the desired irrigation water flows and all additional stormwater flows will
pass into Spring Creek", thereby addressing the additional flows being introduced into the
Arthur Ditch as a result of the re-development of this site . (See Appendix for a copy of the
aforementioned Agreement.)
5.3 Ditch Company Approval
Based on discussions with Glen Schlueter and Rodney Albers of Stormwater, even though
the proposed improvements impact the Arthur Ditch, they do not require additional
construction for connection to the Arthur Ditch or within the ditch right-of-way . Therefore,
it has been determined that additional Ditch Company Approval is not required . However,
the plans have been forwarded to the Arthur Ditch Company for signature .
5.4 Maintenance Agreements
The developer will be responsible for the maintenance of all temporary drainage structures .
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6. 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 . RCE Resource Consultants & Engineers, Inc ., "Old Town Master Drainage Basin
Plan for the City of Fort Collins, January 7, 1993 .
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APPENDIX A
MAPS AND FIGURES
I ~ >. ; .. < .!!.,U Vl Ill .5 ~ 0 ;: g ~ ·s; ~ ~ :::E Vl Q. W Mountoin ~ve W Oak St Pork Y =-I a: ·e ~ Olive S I I iii Bungolow .>t g Ct :::E .. Vl w Ook 1st .>t u 0 Akin :::EI Ave I ~ f----.----'---,.----1< Sa I I '\ LoPortej Ave ~ W Mountpin Ave ) iii E :, f < :1/v iii 8 ![/; ~ ., C I) -~ Ill ~ 0 • ~ 1-_.:.:.:..:f=.-::_;;_--+----t .s ... 0 0 iii II -g Ill 0 .I!, 0, 0 :, < .. .. iii O ..J ::c c w ~ Magnoli St Vl vi O VI vi vi VJ " 0 ~ .. ~ g VI ::It ·-II u .. ~ 0 0 0 >. ~ """) U O '"-Vl 3: 0 ,, W Myrtle St I Sunset [ ~-N c B ~e (~ ?. ._ 5l J Mont ~ ___ _;----...,...----io ~Li Pl ir h ~St w ~ ::It t \.. 'ii > cO O ~ ~ Boystone Dr ~ \ ~ ., I ~ ~ 101 ~I iii liii ~I iii J Pluf St ~ ~ Elizobeth St 1-w w a:: I-V) VI 0 ..J w :i: VI Ave c5 .. -;; EI " <~ North Dr NICB IITE WI Laurel S CSU ~ < C 0 :g I) :::E ~PA.. • l,olope ~ ~ !Dr . University A~ " -;; ilo \ FIGURE 1 VICINITY MAP ··--· II I ,II ·-----c;-'o"~ '{.~ ~ .;f c,'-to,. ~o,, Trimble "'I 1---Ct E Oak St I I I E Olive s I I E Magnolicl St I MULBERRl STREET E Myrtle S I I IE Laurel $t I I E Plum ISt iii C iii 0 .., I .. Locust St .s I) E .c I) 0 r ::i; I E Elizabeth St
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NTS
FIGURE 2 -SOILS MAP
JR Engineering, Ltd.
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APPENDIXB
EROSION CONTROL DESIGN -
COST ESTIMATE AND SCHEDULE
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RAINFALL PERFORMANCE STANDARD EVALUATION ST AND ARD FORM
PROJECT: 620 SOUTH SHERWOOD -BUILDING B
COMPLETED BY : DWK DATE : 06/03/96
DEVELOPED ERODIBILITY Ash Lsb Ssh Lb Sb
SUBBASIN ZONE (AC) (Ff) (%) (Ff) (%)
EXl 0.04 11 4 .5
A 0.10 73 1.4
EX2 0.09 15 6 .0
B 0 .12 158 1.6
EX3 0 .02 50 1.1
0 .37 78.5 2 .9
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 .6 % of the rainfall sedi-
mentation that would normally flow off a bare ground site during a 10-year, or less , precipitation
event.
PS
(%)
80.6
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JR Engineering, Ltd.
4812 South College Avenue, Fort Collins, Colorado 80525
EFFECTIVENESS CALCULATIONS
PROJECT: 620 SOUTH SHERWOOD -BUILDING B
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)
80.6 EXl 0.04
A 0 .10
SILT FENCE EX2 O.o9
SILT FENCE B 0 .12
X:\904 700\QPW\EFFECT1. WB2 PAGE 1 OF 2
(970)282-4335
STANDARD FORM B
DATE : 06 /03 /96
COMMENT
SMOOTH CONDITION
CALCULATIONS AC
SILT FENCE 0.00%
HOUSE/DRIVE 0.02
ROADS/WALKS 0.00
STRAW /MULCH 0.00
WEIGHTED C-FACTOR 0.01
WEIGHTED P-FACTOR 0.80
EFF 99 .60
SILT FENCE 0.00%
HOUSE/DRIVE 0.03
ROADS/WALKS 0.00
STRAW/MULCH 0.00
WEIGHTED C-FACTOR 0.00
WEIGHTED P-FACTOR 0 .80
EFF 99.76
SILT FENCE 100.00%
HOUSE/DRIVE 0 .05
ROADS/WALKS 0.00
STRAW/MULCH 0.00
WEIGHTED C-FACTOR 0.01
WEIGHTED P-FACTOR 0.80
EFF 99.56
SILT FENCE 100.00%
HOUSE/DRIVE 0.04
ROADS/WALKS O.o2
STRAW/MULCH 0.02
WEIGHTED C-FACTOR 0.02
WEIGHTED P-FACTOR 0 .80
EFF 98.80
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JR Engineering, Ltd .
4812 South College Avenue , Fort Collins , Colorado 80525
EFFECTIVENESS CALCULATIONS
PROJECT: 620 SOUTH SHERWOOD -BUILDING B
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)
INLET PROTECTION EX3 0.02
ST AND ARD FORM B
DATE:
COMMENT
SMOOTH CONDITION
CALCULATIONS
INLET PROTECTION
HOUSE/DRIVE
ROADS/WALKS
STRAW/MULCH
WEIGHTED C-FACTOR
WEIGHTED P-FACTOR
EFF
OVERALL EFFECTIVENESS=
X :\904 700\QPW\EFFECT1. WB2 PAGE 2 OF 2
(970)282-4335
06/03 /96
AC
100.00%
0 .00
0.02
0 .00
0.01
0.80
99.20
99.35
>80.6, O .K.
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JR Engineering , Ltd .
4812 South College Avenue, Fort Collins, Colorado 80525
620 SOUTH SHERWOOD STREET -BUILDING B
EROSION CONTROL COST ESTIMATE
JOB NO . 9047.00 COMPLETED BY:
ITEM DESCRIPTION UNITS UNIT COST QUANTITY
1 SILT FENCE LF $2.50 125
2 INLET PROTECTION EACH $250 .00 1
3 STRAW BALE BARRIER LF $5 .00 10
4 RESEED/MULCH ACRE $500.00 0 .03
4 CONSTRUCTION ENTRANCE EACH $250 .00 1
PRELIMINARY COST
TOTAL COST WITH FACTOR OF 150%
CITY RESEEDING COST
ITEM DESCRIPTION UNITS UNIT COST •QUANTITY
1 RESEED/MULCH ACRE $1,300.00 0 .08
PRELIMINARY COST
TOTAL COST WITH FACTOR OF 150%
ESCROW AMOUNT =
X:\904 700\QPW\EROSCOST. WB2 PAGE 1 of 1
DWK
(970) 282-4335
06/04/96
TOTAL COST
$312 .50
$250 .00
$50 .00
$15 .00
$250 .00
$877 .50
$1316.25
TOTAL COST
$104.00
$104 .00
$156.00
$1,316.25
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JR Engineering , Ltd .
4812 South College Avenue , Fort Collins , CO 805 25
(970) 282-4335
06/04/96
CONSTRUCTION SEQUENCE
STANDARD FORM C
PROJECT: 620 SOUTH SHERWOOD STREET -BUILDING B
SEQUENCE FOR 1996 ONLY COMPLETED BY: DATE : 06/03/96
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.
Demolition
Grading
MONTH
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
Vegetative:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Nettings/Mats/Blankets
Other
BLDG. CONSTRUCTION
STRUCTURES: INSTALLED BY:
VEGETATION/MULCHING CONTRACTOR:
DATE SUBMITTED : 06/96
HDVSF-C:89
X :\904700\QPW\CONSTSEQ.WB2
AUGUST SEPTEMBER OCTOBER NOVEMBER
CONTRACTOR MAINTAINED BY: DEVELOPER
TO BE DETERMINED BY BID
APPROVED BY CITY OF FORT COLLINS ON: --------
PAGE 1 OF 1
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APPENDIXC
HYDROLOGIC CALCULATIONS
--JR Engineering, Ltd. 4812 South College Avenue, Ft. Collins, CO 80525 LOCATION: ITEM: COMPUTATIONS BY: SUBMITTED BY: AREA TOTAL DESIGNATION AREA H1 0.37 EX1 0.04 EX2 0.09 EX3 0.02 A 0.10 B 0.12 620 SOUTH SHERWOOD -BUILDING B COMPOSITE "C" CALCULATIONS DWK JR ENGINEERING, LTD. AREA OF RUNOFF AREA OF BUILDING COEFF. ROAD/WALK 0.10 0.95 0.00 0.02 0.95 0.00 0.05 0.95 0.00 0.00 0.95 0.02 0.03 0.95 0.00 0.04 0.95 0.00 X:\904700\QPW\CVAL.WB2 -06/04/96 --STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) RUNOFF AREA OF RUNOFF COEFF. LAWN COEFF. 0.95 0.22 0.20 0.95 0.00 0.20 0.95 0.01 0.20 0.95 0.00 0.20 0.95 0.07 0.20 0.95 0.06 0.20 - ----(970) 282-4335 06/03/96 AREA OF RUNOFF COMPOSITE C LANDSCAPE/ COEFF. VALUE GRAVEL 0.05 0.50 0.44 0.02 0.50 0.78 0.03 0.50 0.73 0.00 0.50 0.95 0.00 0.50 0.40 0.02 0.50 0.50
JR Engineering, Ltd. 4812 South College Avenue, Fort Collins, Colorado 80525 LOCATION: DESIGN STORM: COMPUTATIONS BY: SUBMITTED BY: SUB-BASIN DATA BASIN DESIGN Area POINT (ac) (1) (2) H1 0.37 EX1 0.04 A 0.10 EX2 0.09 B 0.12 EX3 0.02 X:\904700\QPW\TOC.WB2 -06/04/96 620 SOUTH SHERWOOD -BUILDING B 2YEAR DWK JR ENGINEERING, LTD. INITIAL /OVERLAND TIME(ti) C Length Slope ti (ft) (%) (min) (3) (4) (5) (6) 0.44 96 1.5 10.5 0.78 11 4.5 1.2 0.40 73 1.4 10.0 0.73 15 6.0 1.5 0.50 58 1.0 8.5 0.95 --- ---(970) 282-4335 STANDARD FORM SF-2 DATE: 06/03/96 TIME OF CONCENTRATION tc=ti +tt TRAVEL TIME tc CHECK FINAL REMARKS (tt) (URBANIZED BASIN) tc Length Slope Vel. tt Comp Total L tc=(l/180)+10 (ft) (%) (fps) (min) tc (ft) (min) (7) (8) (9) (10) (11) (12) (13) (14) 10.5 96 10.5 10.5 MINIMUM=5 1.2 11 10.1 5.0 10.0 73 10.4 10.0 1.5 15 10.1 5.0 100 2.0 2.2 0.8 9.2 158 10.9 9.2 50 1.1 2.0 0.4 0.4 50 10.3 5.0
--------JR Engineering, Ltd. 4812 South College Avenue, Fort Collins, Colorado 80525 LOCATION: DESIGN STORM: 620 SOUTH SHERWOOD -BUILDING B 100YEAR STANDARD FORM SF-2 COMPUTATIONS BY: DWK TIME OF CONCENTRATION SUBMITTED BY: JR ENGINEERING, LTD. SUB-BASIN INITIAL /OVERLAND TRAVEL TIME DATA TIME (ti) (tt) BASIN DESIGN Area C Length Slope ti Length Slope Vel. tt POINT (ac) (ft) (%) (min) (ft) (%) (fps) (min) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) H1 0.37 0.55 96 1.5 8.8 EX1 0.04 0.98 11 4.5 0.4 A 0.10 0.50 73 1.4 8.6 EX2 0.09 0.92 15 6.0 0.7 B 0.12 0.63 58 1.0 6.7 100 1.0 2.0 0.8 EX3 0.02 1.00 50 1.1 2.0 0.4 X:\904700\QPW\TOC.WB2 -06/04/96 DATE: 06/03/96 tc =ti+ tt tc CHECK FINAL REMARKS (URBANIZED BASIN) tc Comp Total L tc=(l/180)+10 tc (ft) (min) (11) (12) (13) (14) 8.8 96 10.5 10.0 MINIMUM= 10 0.4 11 10.1 10.0 8.6 73 10.4 10.0 0.7 15 10.1 10.0 7.5 158 10.9 10.0 0.4 50 10.3 10.0 - -(970) 282-4335
JR Engineering, Ltd. 4812 South College Avenue, Fort Collins, Colorado 80525 LOCATION: DESIGN STORM: COMPUTATIONS BY: SUBMITTED BY: 620 SOUTH SHERWOOD -BUILDING B 2-YEAR DEVELOPED DWK JR ENGINEERING, LTD. DIRECT RUNOFF Street Des. Area A C2 Cf ACCf tc i Point Design. (ac) (min) (in/hr) H1 0.37 0.44 1.00 0.16 10.5 2.46 EX1 0.04 0.78 1.00 0.03 5.0 3.15 A 0.10 0.40 1.00 0.04 10.0 2.51 EX1,A 0.14 0.50 1.00 0.07 11.2 2.40 EX2 0.09 0.73 1.00 0.07 5.0 3.15 B 0.12 0.50 1.00 0.06 9.2 2.59 1 EX2,B 0.21 0.60 1.00 0.13 10.7 2.45 2 EX3 0.02 0.95 1.00 0.02 5.0 3.15 EX2,EX3,B 0.23 0.64 1.00 0.15 10.7 2.45 X:\904700\QPW\FLOW.WB2 -06/04/96 -09:10 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) TOTAL RUNOFF Q tc Sum i Q ACCf (cfs) (min) (Ac) (in/hr) (cfs) 0.40 0.09 0.10 0.16 0.21 0.16 0.31 0.07 0.36 PAGE 1 OF 1 - ---(970) 282-4335 DATE: 06/03/96 TRAVEL TIME REMARKS L Vel. Tt (ft) (fps) (min) MIN. tc = 5.0 MINUTES tc = tc(EX1) + tc(A) tc = tc(EX2) + tc(B)
-JR Engineering, Ltd. 4812 South College Avenue, Fort Collins, Colorado 80525 LOCATION: DESIGN STORM: 620 SOUTH SHERWOOD -BUILDING B 100-YEAR DEVELOPED COMPUTATIONS BY: DWK SUBMITTED BY: JR ENGINEERING, LTD. DIRECT RUNOFF Street Des. Area A C100 Cf ACCf tc i Point Design. (ac) (min) (in/hr) H1 0.37 0.44 1.25 0.20 10.0 7.12 EX1 0.04 0.78 1.25 0.04 10.0 7.12 A 0.10 0.40 1.25 0.05 10.0 7.12 EX1,A 0.14 0.50 1.25 0.09 10.0 7.12 EX2 0.09 0.73 1.25 0.08 10.0 7.12 B 0.12 0.50 1.25 0.08 10.0 7.12 1 EX2,B 0.21 0.60 1.25 0.16 10.0 7.12 EX3 0.02 0.95 1.25 0.02 10.0 7.12 2 EX2,EX3,B 0.23 0.64 1.25 0.18 10.0 7.12 X:\904700\QPW\FLOW.WB2 -06/04/96 -09:10 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) TOTAL RUNOFF a tc Sum i a ACCf (cfs) (min) (Ac) (in/hr) (cfs) 1.44 0.25 0.36 0.61 0.58 0.53 1.11 0.16 1.31 PAGE 1 OF 1 ----(970) 282-4335 DATE: 06/03/96 TRAVEL TIME REMARKS L Vel. Tt (ft) (fps) (min) MIN. tc = 10.0 MINUTES
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APPENDIXD
STORM SEWER CALCULATIONS
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JR Engineering, Ltd. cLIENTHlowe.srEp;.t--.J l-/o,-..ie:s10aNo. C/04-7, oO
PROJECT U,~ s • ~ f/(3--t;::wOtJD BY du% C~K. DATE /~/~/<::/~
SUBJECT A--e.GA--1N Lwr I f-.J A-t-t-GY SHEET NO. _L_ OF __L
' ,-
1 ;
--~~_,_~~~~~~l--+~~--+--'~----1-¾vTU_~,tJ.e-+--+-~J-
~---t-:----:=---t=-~--t---t---t--i--i--r-t:-· --e, F ~~• ~~
{ s
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Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Depth
Diameter
Oischar~e
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
Flow is subcritical.
620 SOUTH SHERWOOD STREET -DUPLEX
Worksheet for Circular Channel
x :\904700\project1 .fm2
SWALE OUTFALL PIPE
Circular Channel
Manning's Formula
Channel Sloee
0.013
0 .94 ft
1.00 ft
1.11 ft3/s
0.083896 %
0.77 ft2
2 .65 ft
0.47 ft
0.44 ft
94 .00 %
0.005890 ft/ft
1.45 ft/s
0.03 ft
0.97 ft
0.20
1.11 ft3/s
1.03 ft3/s
0.000971 ft/ft
JR Engineering , Ltd . Apr 24, 1996
09:17 :15 H aestad M ethods, Inc. 3 7 Brooksid e Roa d Wate rbury, CT 06708 (2 03) 7 5 5-1666
FlowMaster v4.1 b
Pag e 1 of 1
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·5_3_5 Grates for Pipes
Where a clear and present danger exists such as a siphon, a drop in elevation adjacent to a
sidewal k or road, a long pipe with one or more manholes , or at pipes which are near play-
grounds, parks , and residential areas , a grate may be required . For most culverts through
embankments and crossing streets , grates will not be required .
When called for on the plans, grates shall meet the following requirements :
a . Grating shall be constructed of steel bars with a minimum diameter of 5/8". Reinforcing
bars shall not be used.
b . Welded connections shall be 1/4 " minimum .
c . Spacing between bars shall normally be 6" unless site conditions are prohibitive.
d. All exposed steel shall be galvanized in accordance with AASHTO M 111 .
e . Welded joints shall be galvanized with a rust preventive paint.
f. Grates shall be secured to the headwall or end section by removable devices such as
bolts or hinges to allow maintenance access, prevent vandalism, and prohibit entrance by
children .
·s.4 Inlets
MAY 1984
Storm inlets shall be installed where sump (low-spot) conditions exist or street runoff-carrying
capacities are exceeded .
The curb inlets shown in the Standard Details, pages D-7. 8, 12 & 13, shall be used in all City Streets.
If larger inlets are required, the Colorado Department of Highways Type R Curb Inlet, Standard M-604-
12, shall be used . For drainageways other than streets (for example, parking lots, medians, sump
basins) an Area Inlet similar to the detail on page D-9 shall be used.
The outlet pipe of the storm inlet shall be sized on the basis of the theoretical capacity of the inlet, with
a minimum diameter of 15 inches, or 12 inches if elliptical or arch pipe is used .
All curb openings shall be installed with the opening at least 2 inches below the flow line elevation. The
minimum transition length shall be 3'6" as shown on the standard details previously listed.
Because of debris plugging, pavement overlaying, parked vehicles. and other factors which decrease
inlet capacity, the reduction factors listed in Table 5-4 shall be utilized .
Table 5-4
INLET CAPACITY REDUCTION FACTORS
Drainage Condition
Sump or Continuous Grade .......................................... .
Street -Sump ............................................................. .
Inlet Type
CDOH Type A-Curb
Opening
5·
10'
15'
4 ' Curb Opening
Street -Continuous Grade .......................................... 4' Curb Opening
Parking Lots, Medians ................................................... Area Inlet
Percentage of
Theoretical Capacity
80%
85%
90%
80%
80%
80%
The theoretical capacity of inlets in a low point or sump shall be determined from Figures 5-2 and 5-3 .
The theoretical capacity of curb openings on a continuous grade shall be determined from Figures 5-4.
5-5 and 5-6.
The standard curb-opening is illustrated by Figure 5-4 and is defined as having a gutter depression
apron W feet wide at the inlet opening which extends W feet upstream and downstream from the open-
ing, has a depression depth (a) equal to W/12 feet at the curb face, and a curb opening height (h) of at
least 0.5 feet. The graph as presented by Figure 5-5 is based on a depression apron width (W) equal to
2 feet and depression width (a) equal to 2 inches. The pavement cross-section is straight to the curb
5-8 DESIGN CRITERIA
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MAY 1984
....
~ 0.6 l------+------+--------+-----+---1--------1
....
IJJ EXAMPLE i O .5 l====-=-=:f======t=-=--===~=:2!:::""-----lf--------1
a: w > 0.4 1-------+-------+-------+--.,l---+--~f----------1
0
J: ....
a.. 0. 3 +-------+-----~---,,,C.--+---+---+--------i w
0
0
~ 0.2 +------.....-----~-----+--....... --+---------1
0 z
0
a.. 0.1
0 .0 ....................................................................................................... ~ ......................................................... ~ ....................... _.__
0 I 2 3 4 5
FLOW INTO INLET PER SQ . FT. OF OPEN AREA (CFS/FT 2 )
Figure 5-3
CAPACITY OF GRATED INLET IN SUMP
(From: Wright-Mclaughlin Engineers, 1969)
5-11" DESIGN CRITERIA
-----
APPENDIXE
ARTHUR DITCH COMPANY AGREEMENT
AGREEMENT
THIS AGREEMENT is made and entered into this /5~ day of Qc+eiber
1990, by and between THE CITY OF FORT COLLINS, COLORADO, a municipal corpora-
tion, hereinafter referred to as 11 Applicant,11 and THE ARTHUR IRRIGATION COMPANY,
a Colorado mutual irrigation company, hereinafter referred to as "Ditch Company. 11
PROJECT
The City Stormwater Utility plans to install 200+ L.F. of 12 inch r"ein-
forced concrete pipe from the alley intersection north to the Arthur Ditch
concrete box culvert as shown on the Sherwood Greens Condominiums plan attached
hereto as Attachment 11 A. 11 An area inlet constructed at the alley intersection
will introduce stormwater into the pipe and the pipeline will convey the water
to the Arthur Ditch. The pipe tie in at the Arthur box culvert will be con-
structed flush with the culvert's inside wall and a water tight connection
will be provided. This work will begin as soon as an agreement is executed.
Further, the Applicant will construct a sluice gate and safety rail at
Hillpond on Spring Creek at the headgate of the Sherwood Lateral as shown on
the Arthur Ditch structure at Hill Pond plan attached hereto as Attachment
11 B.11 This construction will allow the Sherwood Lateral to convey only the
desired irrigation water flows and all additional stormwater flows will pass
into Spring Creek after the sluice gate is installed.
WITNESS ETH:
WHEREAS, the Ditch Company is the owner of an irrigation ditch and the
right-of-way therefor through land located as shown on Attachment 11 A.11
WHEREAS, Applicant desires to construct and install a storm drain crossing
which will intersect the Ditch Company's right-of-way, with all construction
items as detailed in the Attachments attached hereto and made a part hereof
by reference.
WHEREAS, Attachments 11 A11 and 11 811 set forth all the plans and specifica-
tions and terms of this grant, and shall be in no way modified or changed by
any subsequent or related plans or materials not included therein; and
WHEREAS, the Ditch Company is willing to grant to Applicant this right
upon the terms and conditions hereinafter expressed;
NOW, THEREFORE, in consideration of the premises and the terms of the
within Agreement, it is agreed as follows:
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1. The Ditch Company grants unto Applicant the right to construct, in-
stall and maintain the above described items across the existing ditch of Ditch
Company, and further grants unto the Applicant the right of ingress and egress
to a part of its ditch as shall be reasonable and necessary for the exercise
of the rights granted herein.
2. Applicant has previously paid to Ditch Company an application fee
in the amount of Four Hundred Fifty Dollars ($450.00). This is detennined
to be a minimum initial payment to cover preliminary expenses, such as legal
work, time and motor vehicles for use by superintendent and/or directors; re-
view of the application; and other prelimiri'ary matters. In addition thereto,
Applicant agrees to pay for such additional, reasonable and necessary expenses
of the Ditch Company for legal services and inspection of the works by the
Ditch Company's President, engineers and superintendent.
3. The construction herein contemplated shall be in strict accordance
with the final set of plans with modifications set forth in Attachments 11 A11
and 11 B.11 However, the safety rail is not described in said plans, but must
nonetheless be built to the Ditch Company's satisfaction. Any excavations
or changes in the present ditch shall be backfilled, with non-shrink backfill,
compacted and stabilized to the entire satisfaction of the Ditch Company.
All compaction for dikes shall be done to ninety-five percent (95%) standard
Proctor density. The dikes shall be in confonnance with the plans for construc-
tion as furnished. Said work shall further be done under the supervision of
the superintendent or other designated agents of the Ditch Company.
4. All construction shall be commenced immediately and completed before
April 15, 1991. These periods are mandatory, except as may be extended by
the President of Ditch Company or other duly authorized representative of the
Ditch Company, and said construction shall in no way interrupt, impede or in-
terfere with the flow of irrigation water, nor shall such construction adversely
affect the quality of the water. All construction shall proceed with due care
to make certain that no contamination of the irrigation water occurs.
5. Upon the completion of the project, the Applicant shall promptly
notify the Ditch Company, and the parties shall jointly inspect the ditch at
the place of construction. If there are any deficiencies in the work of the
Applicant or any variations from the plans set forth in Attachments 11 A11 and
11 8,11 the Applicant shall forthwith remedy the same, in so doing, the Applicant
shall meet all reasonable requirements of the Ditch Company for the protection
of the ditch and surrounding property.
6. It is the intent of this Agreement that Applicant shall exercise
due care in the construction of said crossing. Accordingly, it is hereby rec-
ognized by and between the parties hereto that the Ditch Company is in no way
responsible for any damages caused by such construction or structure.
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7. The projects shall be without cost to the Ditch Company, and the
Applicant shall hereby indemnify and forever hold the Ditch Company harmless
for liability for damages caused by the project.
8. The Ditch Company shall have full power to operate, maintain, alter,
enlarge or relocate its ditch as if this Agreement had not been made, and any
expenses caused thereby to the Applicant shall not be chargeable to the Ditch
Company.
9. The Applicant agrees that, because of increased maintenance expenses
and difficulties occasioned by the location of the storm drain within the ditch
right-of-way, it shall conduct such maintenance activities to the storm drain
as are necessary to facilitate the customary carriage of irrigation water in
said section of the ditch.
10. In the event either the Applicant or the Ditch Company shall be in
default in any of their covenants herein, so as to require the party not in
default to retain counsel to attempt to enforce the covenants by negotiations
or otherwise, or to commence legal or equitable action against the defaulting
party, the defaulting party agrees to pay all reasonable expenses of said liti-
gation incurred by the enforcing party, including but not limited to docket
fees, depositions and reasonable attorneys' fees.
11. Prior to the commencement of construction, Applicant agrees to record,
at its expense, a fully executed copy of this Agreement with the Clerk and
Recorder of Larimer County, Colorado and furnish such recorded Agreement to
the Ditch Company.
THIS AGREEMENT shall extend to and be binding upon the heirs, successors
and assigns of the respective parties hereto.
IN WITNESS WHEREOF, the parties hereto have caused this Agreement to be
executed the day and year first hereinabove written.
THE CITY OF FORT COLLINS, COLORAilO,
a municipal corporation
By: Ar-<-U~
Title
-:,4 ,, :..:;,.,~
-3-
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STATE OF COLORADO )
) ss.
COUNTY OF LARIMER )
THE ARTHUR IRRIGATION COMPANY, a Colo-
rado mutual irrigation company
. The above and foregoin ackno~ledged befgre me this C
day of a-low.\ J I as u+~ ' and attested to by _ as .L:--~ eCity
of Fort Collins, Colorado, a munici al corporati
hand and official seal.
,,
/' My co s on expires:
f · VICKI A. :\
\
~ (SUEM-) ; :• ~ :~.•
'fl•. l~•• _,;,.·.... ..•· ~
0
COUNTY OF LARIMER
)
) ss.
)
The above and foregoing Agreement was acknowledged before me this ot~ol •
day of a7c/o:::4-u,, , 1990, by Calvin C. Johnson as President and attested
to by Gene E. Fischer-as Secretary of The Arthur Irrigation Company, a Colorado
mutual irrigation company.
Witness my hand and official seal.
My commission expires: December 30, 1991.
,-
(SE AL)
-4-