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Final Drainage Report
for
Evergreen Park Second Filing
Fort Collins, Colorado
November 10, 1997
Final Drainage Report
for
Evergreen Park Second Filing
Fort Collins, Colorado
November 10, 1997
Prepared For:
RJ Develco
605 South College Avenue
Fort Collins, Colorado 80524
Prepared By:
MENUMN
Northern Engineering Services, Inc
420 S. Howes, Suite 202
Fort Collins, Colorado 80521
Phone: (970)221-4158
Project Number: 9611.00
November 10, 1997
City of Fort Collins
Stormwater Utility
235 Mathews
Fort Collins, Colorado 80522
RE: Evergreen Park Second Filing Third Replat
Fort Collins, Colorado
Project Number: 9611.00
Dear Staff:
Northern Engineering is pleased to re -submit this Final Drainage Report for
Evergreen Park Second.Filing Third Replat for your review.
This report was prepared in compliance with technical criteria set forth in the City of
Fort Collins Storm Drainage Design Criteria and Construction Standards manual. We have
addressed the comments contained in the `Project Comment Sheet" dated October 2, 1997.
If you should have any questions or comments as you review this report, please feel
free to contact me at your convenience.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
k✓N - v"
Mary B. Wohnrade, P.E.
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303,2,"g.; $.
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420 SOUTH HOWES, SUITE 202, FORT COLLINS, COLORADO 80521, (970) 221-4158, FAX (970) 221-4159
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REVISION
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COMMENT SHEET
DATE: October 2, 1997 DEPT: Storm Water ' .
PROJECT: #24-96 Evergreen Park Subdivision, Third
Replat, 2nd Filing - (LDGS) Replat
PLANNER: Leanne Harter
All comments must be recieved no later than the staff review meeting:
Wednesday, October 22,1997
As you review the project, Bob Blanchard would like to be notified of
issues as they are discovered.
1. A cross-section of the existing swale along the north property line should be provided.
It must be shown that the proposed depth in the Swale is less than the existing depth in the
Swale.
RESPONSE: So.,n-g- I`A. FZ/
-T7-t7.- INAS Lram)='r- c •"-r or "'rt'FC ra+-C ✓l o�n t /�-ct�.�P-i
Tr+1S t-fx.s /3C=t9J Goy-,.L- 44-CMrL> .
2. Cross-section C shows the proposed pan not matching the existing ground elevation at
the property line. The off -site drainage should not be blocked. Please show swale C
matching the existing ground elevation.
RESPONSE: Tr+c O� =FEa g �v c 8 i'ae �w� o.� rt-rC aP-•••ate
,%,jl7 Trfa 71VI? or /-- !S oi.lL — O.O 3 f = 3V0 a p Ic7 SrFo�.�=
No0 />E cy Jst L �p R l✓i._joR /frnE. 7 N1vA tiJ off= CP.—oZ
14 /-ie�p _rL .A_✓cY it i7LS
Date: lUdeg �h
Lam: iT/n h��9n'�G/d
L P4iJgEa //4/7tP/
M M 1F YOU WE M REM COPIES OF REVISIONS
�� �I Repat v09� �r5 /�on5o5'
City of Fwrt Count
3. The UDSewer calculations do not match the proposed profile. A 16" pipe is modeled
where a 15" pipe is shown on the plans. Please use the 100-year water surface elevation
in the east pond as the tailwater elevation.
RESPONSE: /(v' r? as /, e ,4 /2-iff r/rc-» 770 /S
X c. ec S TrtL Z 1 � � 12 G1=1 Imp- pOJe4---� / �iiLr/✓i o.nJ �r liV„J 6
7•YIE:-: Anx GvulEt_ /••% 7- +t -Cr R I al p-.+�-f_)1 / S i �C� G,o!JJGi�Vr,T71/F
4. The property owners for lots 12 and 13 should be notified about remove their fences /
outside the drainage easement. Please provide a copy of the notification letter to
Stormwater.
RESPONSE:
5. Please show the existing 60' contour on the grading plan.
RESPONSE:
Please refer to the redlined report and plans for additional review comments.7
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Final Drainage Report
.for
Evergreen Park Second Filing Third Replat
November 10, 1997
I. INTRODUCTION
1.1 Objective
To provide a final drainage scheme for the proposed Evergreen Park Second Filing
Third Replat based on master drainage planning developed by others. Specific objectives as
part of this study are:
1. To adopt the drainage concepts contained in the Evergreen Park/
Greenbriar Outfall Drainage Basin Master Plan,
2. To consider the drainage schemes of all existing and proposed adjacent
developments,
3. To consider any possible adverse effects downstream of Evergreen Park
due to developed stormwater.
1.2 Mapping and Survernn
A field survey of the site was conducted by King Sc Associates, Windsor, Colorado on
Tuesday February 27, 1996. Based on this field survey information, topographic mapping
was computer generated by King &- Associates with a contour interval of one (1) foot.
1.3 Site Reconnaissance
Site visits were conducted on February 27 and March 22, 1996 by the project
engineer. Based on the topographic mapping, existing drainage basins and land use were
confirmed as well as existing structures and adjacent developments. The location and
dimensions of existing culverts and storm inlets and pans were verified as well as their
.. condition and flow direction.
IL SITE LOCATION AND DESCRIPTION
ij 2.1 Site Location
The project is located in the Northeast Quarter of Section 1, Township 7 North,
1 Range 69 West of the 6th Principal Meridian in Fort Collins, Colorado. The project is
bounded by Sugarpine Street on the west, Conifer Street on the south and North Lemay
Avenue on the east. (See Vicinity Map). The most recent development in the area is
Evergreen Park Second Filing Phase II to the west.
2.2 Site Description
Evergreen Park Second Filing Third Replat is approximately 5.675 acres and is an
infill site with existing residences surrounding the site on the north and east. Lots' 13-17 of
Block 6 located west of the site, which are part of Phase 2 of the Second Filing, are in
Final Drainage Report
Evergreen Park Second Filing Third Replat
November 10, 1997
Page 2
Northern Engineering Services, Inc.
various stages of construction ranging from vacant to the completed model home on Lot 1.7.
The site continuously receives fill from nearby construction sites and therefore the
topography is no longer is its natural state and is continuously changing. Telephone
pedestals are already located in the. utility easements and will require modification to raise
them to proposed grades. Asphalt paving and curb and gutter from previous developments,
terminate from the east and west with a 210- 245 foot void along Sitka Street to be
completed as part of this project.
The Third Replat includes Lots' 18-24 of Block 6 (on the north side of Sitka Street)
and Lots' 1-8 of Block 7 (on the south side of Sitka Street) as shown on the Replat of
Evergreen Park Second Filing. Lot 25 of Block 6 is owned by a private party and is not
included in the proposed development.
2.3 Irrigation Ditches and Reservoirs
There are no irrigation ditches or laterals currently on the site.
III. HISTORIC DRAINAGE BASIN
3.1 Major Basin Description
The site is located in the Evergreen Park/ Greenbriar Outfall Drainage Basin and is
included in an on -going study by Lidstone &-Anderson, Inc. (L&A, Reference 1). The site is
identified in the report as being located in Basin OA (See Exhibit 1). According to the draft
Master Drainage Basin Plan by L&A, developed runoff from the Third Replat site is to be
conveyed to the Evergreen East Detention Pond which is located near the southwest corner
of Conifer Street and North Lemay Avenue.
3.2 Historic Drainage Patterns
The site north of Sitka Street historically drains from northwest to southeast at slope
of roughly 1.0% or less. Developed runoff from Phase 2 to the west enters the site along the
west propertyline. Runoff also enters the site along the north propertyline from existing
residences.
The portion of the site south of Sitka Street historically drains from west to east at a
slope of approximately 0.50% towards an existing three (3) foot concrete valley pan located
340 feet east (Existing Pan-2)..
IV. DEVELOPED DRAINAGE BASIN
4.1 Developed Conditions
The proposed land use for the site includes the following:
• 18 Single Family Attached,
Proposed improvements to the site include:
Final Drainage Report Northern Engineering Services, Inc.
Evergreen Park Second Filing Third Replat
November 10, 1997
Page 3
• residential streets,
• water and sanitary services.
Two (2) lots will be added to Block 6 and one (1) lot will be added to Block 7 from
the original plat. The site will require a replat to reflect these changes which will then be the
Third Replat of Evergreen Park Second Filing.
4.2 Design Criteria and References
Drainage criteria outlined in both the City of Fort Collins Storm Drainage Design
Criteria Manual,(SDDCM) and Storm Drainage Criteria Manual by the Urban Drainage
and Flood Control District have been referenced for this Final Drainage Study.
4.3 Llydrologic Criteria
The Rational Method has been used to estimate peak stormwater runoff from the
developed site. The initial 2-year and major 100-year design storms have been used in the
evaluation of the proposed drainage system. Rainfall intensity data for the Rational Method
has been taken from Figure 3-1 of SDDCM.
4.4 Hvdraulic Criteria
The City of Fort Collins Storm Drainage Design Criteria has been referenced for all
hydraulic calculations. In addition, the following computer programs will be utilized for
final design:
• The computer program "HY8" by the U.S. Department of
Transportation, Federal Highway Administration, has been used to
develop rating curves for existing and proposed sidewalk culverts;
• The computer program "Flowmaster" will be used to analyze the
capacity of open channels;
• The computer program "UDSEWER" will be used to analyze the
capacity of proposed Storm Sewer Line 1.
4.5 Drainage Conceit
Developed stormwater from Evergreen Park Second Filing Third Replat will be
conveyed overland to a proposed storm sewer system located approximately 390' east of the
proposed site and, from there to the existing Evergreen East Detention Pond. Off -site
stormwater from adjacent properties will also be routed to the existing detention facility.
The City of Fort Collin's minimum design standards for culvert and swale capacities
cannot be realized with this project and therefore variances will be required. Special design
considerations are required as a result of existing topography and adjacent residences. Due
to these circumstances, affording limited flexibility, drainage improvements such as sidewalk
culverts and concrete pans have been sized to the maximum extent possible and will convey
' an increase in runoff due to development with minor deviation from historic water surface
Final Drainage Report Northern Engineering Services, Inc.
Evergreen Park Second Filing Third Replat
November 10, 1997
Page 4
elevations. The primary objective in the design of the proposed drainage improvements is to
disturb as few existing structures as possible and, at the same time provide a reasonable
drainage solution.
The Onsite Grading Plan for Evergreen Park Second Filing by Stewart &Associates
reflects a change in drainage basins from those shown on Sheet 1 of the plan included in the
master drainage study by Lidstone St. Anderson, Inc. (Reference 1). These changes are
summarized on Exhibit 1 in the appendix (Section A) of this report. The net change is
14,918.381 square feet or 0.342 acres in additional drainage area being routed to Evergreen
East Detention Pond . The engineer at Lidstone &-Anderson, Inc. who prepared the study
was contacted in order to verify what impact if any this change would have on the detention
ponds. Based on these discussions, it was concluded that this net change will not adversely
effect the detention ponds.
Where developed runoff leaves the site through adjacent properties, the flow is at or
below historic rates (Design Points 2 and 5). The maximum 100-year developed runoff
from Basin 5 (1.6 cfs) is less than that of historic basin H5 (3.2 cfs) due primarily to a
change in area (See Exhibit 2, Section B). Stormwater runoff from this developed basin will
follow the historic flow path to Pan 2 and then out to Conifer Street. The maximum 100-
year developed runoff from Basin 2 (3.0 cfs) is slightly less than that of historic basin H2
' (3.1 cfs) due primarily to a change in area (See Section B). Developed runoff will be
conveyed to a historically low area located on Lot 25 where a proposed drywell will be
located.
Stormwater from the proposed site has ordinarily been conveyed to an existing 4'
curb inlet and storm sewer system at the northwest corner of Conifer and Monterey Street.
A storm sewer located approximately 390 feet east of the site has been proposed to intercept
and route the increase in runoff due to the developed site. This storm sewer has been
designed to intercept the difference in the 100-Year developed and historic rates or 25.6 cfs -
�+ 12.7 cfs = 12.9 cfs. The approximate 100-year flow intercepted at Inlet 7 is 15.09 cfs (See
I Section E). The 100-year spill which would occur at Inlet 7 is 10.51 cfs and would be
conveyed to Conifer Street as it has historically. The existing 3 foot concrete valley pan
(Pan 2) will be removed and replaced, at the same slope and alignment as the existing pan,
following the construction of the proposed storm sewer line.
IV. EROSION CONTROL
5.1 Erosion Control Plan
Temporary sediment control consisting of two (2) curb and gutter gravel dikes will be
used in Sitka Street. Silt fencing will also be required on the site south of Sitka Street and
along the east property line as shown on the Grading and Erosion Control Plan.
Final Drainage. Report
Evergreen Park Second Filing Third Replat
. November 10, 1997
Page 5
Northern Engineering Services, Inc.
VI. CONCLUSIONS
6.1 Compliance with Standards
All drainage analyses have been performed according to the City of Fort Collins
Storm Drainage Design Criteria Manual (SDDCM) and the Urban Drainage and Flood
Control District's Drainage Criteria Manual.
A variance is requested for encroachment and freeboard requirements for pan flows at
r
cross -sections A -A, B-B, and C-C. e
The Department of Energy has issued a license agreement which approves the Ts
oot
drainage easement designation within the U.S.B.R. easement (see Section I). A note
also been added to the plat regarding fencing and landscaping restrictions within the
drainage easement.
The design of the drywell located adjacent to Lot 25 has been completed by Earth
Engineering Consultants. Supporting documentation of this design can be found in Section
J.
Final Drainage Report
Evergreen Park Second Filing Third Replat
November 10, 1997
Page 6
Northern Engineering Services, Inc.
REFERENCES
Evaluation of the Impact of the Proposed Evergreen Park
P.U.D., Second Filing Drainage Condition on Master Plan
Detention Facilities, by Lidstone &-Anderson, Inc., August 19,
1993.
2. Final Drainage Report and Erosion Control Plan for Evergreen
Park Second Filing Phase Two, TEC, The Engineering
Company, August 1993.
3. Lemay Plaza/Evergreen East Detention Pond Evaluation,
Lidstone &Anderson, Inc., March 7, 1996.
4. Storm Drainage Design Criteria and Construction Standards,
City of Fort Collins, Colorado, May, 1984.
5. Drainage Criteria Maunal, Urban Drainage and Flood Control
District, Wright -McLaughlin Engineers, Denver, Colorado,
March, 1969.
Final Drainage Report
Evergreen Park Second Filing Thud Replat
November 10, 1997
Page 7
Northern Engineering Services, Inc.
APPENDIX
PAGE
Section A:
Excepts from Master Plan and
Evergreen East Detention Pond Evaluation ................................ Al- A9
Section B:
Historic Hydrology.................................................................... B1- B8
Section C:
Developed Hydrology.................................................................. Cl- C15
Section D:
StreetCapacity............................................................................ D1- D6
Section E:
Design of Inlets and Culverts...................................................... E1- E20
Section F:
Existing and Proposed Pans ......................................................... F1- F20
Section G:
Storm Sewer Design/ Riprap Calculations .................................. G1- G7
Section H:
Erosion Control.................................................................... H1- H4
Section I:
U.S.B.R. License Agreement....................................................... I1- 14
Section J:
Lot 25 Drywell Design................................................................ J1- J3
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EVALUATION OF THE IMPACT OF THE
PROPOSED EVERGREEN PARK P.U.D.,
SECOND FILING DRAINAGE CONDITION
ON MASTER PLAN DETENTION FACILITIES
SUBMITTED TO:
R.J. Develco
605 South College Avenue
Fort Collins, CO 80524
SUBMPITED BY:
Lidstone & Anderson, Inc.
736 Whalers Way, F 200
Fort Collins, CO 80525
August 19, 1993
Introduction
The Evergreen Park P.U.D. is a residential tract at various levels of development located
in northeast Fort Collins located near the intersection of Conifer and Redwood Streets. The
development is located in the Evergreen Park/Greenbriar Outfall Drainage Basin and is therefore
subject to the conditions specified in the Master Drainage Plan for that basin [on -going study by
LA, 1992-93]. A location map of the Evergreen Park study area is given in Figure 1.
The Second Filing of the Evergreen Park P.U.D. straddles the boundary between Master
Plan Basins 2 and OA. The drainage pattern for the Second Filing proposes to divert a portion
of Basin 2 to Basin OA, and a portion of Basin OA to Basin 2. However, the proposed
diversions do not constitute an equal exchange in drainage area. Consequently, it was
recognized that there may be an impact to the Master Plan detention facilities. The detention
facilities which are subject to being impacted by the proposed drainage pattern are the Redwood
Pond (formerly Pond 2) at the intersection of Conifer and Redwood Streets, and the Evergreen
East Pond (formerly Pond OA) near the intersection of Lemay Avenue and Conifer Street.
The purpose of this study was to analyze the proposed drainage pattern in the context of
the Master Plan in order to identify all impacts on the Master Plan detention facilities. The
scope of this study was limited to the hydrologic analysis, using the EPA Stormwater
Management Model [SWMM], of the proposed drainage condition.
Proposed Drainage Plan
The drainage plan proposed by The Engineering Company rI'EC] for the Evergreen Park
P.U.D., Second Filing (Phases 1 and 2) is shown onFSheet 1. The Master Plan drainage basin
boundaries in the vicinity of the Second Filing are superimposed on the TEC plan. As shown
on Sheet 1, a 1.05-acre area along Foxtail Street is proposed to be diverted from Basin 2 to OA;
a 2.74-acre area along Sugarpine Street is proposed for diversion from Basin OA to 2.
Consequently, the drainage pattern would result in a net diversion of 1.69 acres from Basin OA
to Basin 2.
Hydrologic Analysis and Results of the Study
The Master Plan SWMM model was modified to reflect the proposed basin area changes
to Basins 2 and OA. Prior to the diversions, the areas of the two basins were both approximately
50 acres. Therefore, the diversions represent a net change in basin area of about 3.5 percent.
1
Since the total change in area is relatively small, the basin width and other parameters were not
adjusted. The Master Plan SWMM model schematic for the southeast area of the Evergreen
Park/Greenbriar Outfall Drainage Basin is given in Figure 2.
The 100-year return period event was analyzed for the proposed condition and
comparisons made to the Master Plan condition. A summary of the comparison between Master,
Plan and proposed .Evergreen Park drainage conditions is provided in Table 1. The table
indicates a slight increase in storage in the Redwood Pond and slight decrease in storage in the
Evergreen East Pond. Correspondingly, the results reveal an increase of 0.3 cfs in the 100-year
outflow from the Redwood Pond and a 0.2 cfs decrease in the 100-year discharge from the
Evergreen East Pond. Since the outflows from these two ponds coalesce in an open channel
before passing under Lemay Avenue, there is no net, impact to downstream facilities. The total
downstream 100-year discharge in both cases is 45 cfs. The full SWMM output for the
proposed condition is included at the end of this report.
1
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LEMAY PLAZA/EVERGREEN EAST
-DETENTION POND EVALUATION
PREPARED FOR:
City of Fort Collins
Stormwater Utility
235 Mathews
'Fort Collins, CO 80524
PREPARED BY:
Lidstone & Anderson, Inc.
736 Whalers Way, F 200
Fort Collins, CO 80525
(LA Project No. COFC95.06)
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Table 1. Summary of Results for the Master Plan Detention Facilities.
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EVERGREEN PARK/GREENBRIAR STORM DRAINAGE SOUTHEAST AREA 8/13/93 CLD LA,INC
DEVELOPED CONDITION MASTER PLAN W/EVERGREEN PARK MODIFICATIONS 100-YEAR STORM
PEAK FLOWS OF GUTTERS AND STORAGES OF RESERVOIRS "*
CONVEYANCE PEAK STORAGE TIME
ELEMENT (CFS) (AC -FT) (HR/MIN)
23 1. 3. 2 30.
24 1. 0. 2 30.
20 165. 0. 0 35.
21 4. 5. 2 10.
22 4. 0. 2 15.
37 313. 0. 0 40.
308 17. 9. 1 40.
263 17. 0. 1 45.
211 17. 0. 1 50.
212 273. 0. 0 40.
309 26. 8. 1 55.
311 13. 12. 1 55.
310 18. S. 1 25.
265 26. 0. 2 0.
268 13. 0. 2 0.
267 45. 0. 1 40.
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HISTORIC HYDROLOGY
Evergreen Park, Second Filing, Fort Collins, CO.
File Number: DSNPNTH2.WOl 19-Jun-97 Ca1c Bv:mbw
DESIGN POINT H2: (Includes Basins H2 & H11)
TOTAL AREA = A (ac)= 1.966
RUNOFF COEFFICIENTS: (From Table 3-3)
Impervious Area/ Lot(ac)=
0.1100
C for Roofs =
0.95
Area of Streets and Walks(ac)=
0.0000
C for Concrete =
0.95
Area of Gravel Parking (ac)=
0.0000
C for Gravel =
0.50
Area of Lawn (ac)=
1.8560
C for Lawn =
0.25
COMPOSITE RUNOFF COEFFICIENT:
C = 0.25(1.856)+ 0.95(0.110) = 0.29
1.966
Cf = 1.00 (Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25 (Frequency Adjustment Factor; Storm Return Period of 100- Years)
OVERLAND FLOW:
SWALE FLOW:
T2 = 1.87 (1.1 - CCf) SQRT(L) = 28.5 min
L (ft)= 400 CUBRT(S)
S (%) = 66.9-60.3 = 1.65 T100 = 1.87 (1.1 - CCf) SQRT(L) = 26.9 min
400 CUBRT(S)
C = 0.20
L (ft)= 62
S(%)= 60.3-60.0=
62
V(fps) = 1.00
0.48
Tt =
2-YEAR TIlvIE OF CONCENTRATION; Tc2 = 29.5 rein
100-YEAR TINE OF CONCENTRATION; Tc100 = 27.9 min
RAINFALL INTENSITY:
FROM FIGURE 3-1: i2(in/hr)= 1.49 i100(in/hr)= 4.34
Q2(cfs) = CCf x i2 x A =0.8
Q100(cfs) = CCf x i100 x A = 3.1
L = 1.0
60(v)
No Text
134/
HISTORIC HYDROLOGY
Evergreen Park, Second Filing, Fort Collins, CO.
File Number: DSNPNTH5.WQ1 05-Apr-96 Calc
DESIGN POINTH5: (Includes Basin H5)
TOTAL AREA = A (ac)= 2.165
RUNOFF COEFFICIENTS:
(From Table 3-3) .
Impervious Area/ Lot(ac)=
0.0000 C for Roofs =
0.95
Area of Streets and Walks(ac)=
0.0000 C for Concrete =
0.95
Area of Gravel Parking (ac)=
0.0000 C for Gravel =
0.50
Area of Lawn (ac)=
2.1650 C for Lawn =
0.25
COMPOSITE RUNOFF COEFFICIENT:
C =
0.25(2.165) =
0.25
2.165
Cf = 1.00
(Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25
(Frequency Adjustment Factor; Storm Return Period of 100- Years)
OVERLAND FLOW:
T2 = 1.87 (1.1 - CCf) SQRT(L) = 18.8 min
L (ft)= 155 CUBRT(S)
S (%) = 62.16-60.0 = 1.39 T100 = 1.87 (1.1 - CCf) SQRT(L) = 17.7 min
155 CUBRT(S)
C = 0.20
SWALE FLOW:
L (ft)= 446
S (%) = 60.0 - 58.61 =
446
V(fps) = 1.15
2-YEAR TIME OF CONCENTRATION; Tc2 =
100-YEAR TIME OF CONCENTRATION; Tc100 =
RAINFALL INTENSITY:
FROM FIGURE 3-1: i2(in/hr)= 1.62
Q2(cfs) = CCf x i2 x A = 0.9
QI00(cfs) = CCf x i100 x A = 3.2
Tt = L = 6.5 min I
0.31 60(V)
25.2 min
24.2 min
i100(in/hr)= 4.68
1
1
1
1
1
1
1
1
i35/
HISTORIC HYDROLOGY
Evergreen Park, Second Filing, Fort Collins, CO.
File Number: DSNPNTH7.WQ1 24-Apr-96 . Cale
DESIGN POINT H7: (Includes Basin 147)
TOTAL AREA = A (ac)= 7.478
RUNOFF COEFFICIENTS:
(From Table 3-3)
Impervious Area/ Lot(ac)=
0.7180 C for Roofs =
0.95
Area of Streets and Walks(ac)=
0.8090 C for Concrete =
0.95
Area of Gravel Parking (ac)=
0.0000 C for Gravel =
0.50
Area of Lawn (ac)=
5.9510 C for Lawn =
0.25
COMPOSITE RUNOFF COEFFICIENT:
C =
0.95(0.718+0.809)+0.25(5.951)
0.39
7.478
Cf =
1.00 (Frequency Adjustment Factor; Storm Return
Period of 2- Years)
Cf =
1.25 (Frequency Adjustment Factor; Storm Return Period of 100- Years)
OVERLAND FLOW:
T2 = 1.87
(1.1 - CCf) SQRT(L) = 36.8 min
L (ft)= 453
CUBRT(S)
S (%) = 64.92-60.7 =
0.92
T100 = 1.87
(l.l - CCf) SQRT(L) = 34.8 min
453
CUBRT(S)
C = 0.20
GUTTER FLOW:
L (ft)= 489
Tt =
L = 6.0 min
S (%) = 60.75 - 58.76 =
0.41
60(V)
489
V(fps) = 1.35
2-YEAR TIME OF CONCENTRATION; Tc2 =
42.9
min
100-YEAR TIME OF CONCENTRATION; Tc100 =
40.8
min
RAINFALL INTENSITY:
FROM FIGURE 3-1: i2(in/hr)= 1.16
i100(in/hr)=
3.47
Q2(cfs) = CCf x i2 x A = 3.4
Q100(cfs) = CCf x i100 x A = 12.7
HISTORIC HYDROLOGY
Evergreen Park, Second Filing, Fort Collins, CO..
File Number: DSNPTHIO.WQI
DESIGN POINT H10: (Includes Basins' H5, H7 & H10)
TOTAL AREA = A (ac)=
13.652
Area
RUNOFF COEFFICIENTS:
Basin H5=
2.1650
Composite c=
Basin H7 =
7.4780
Composite.c =
Basin H10 =
4.0090
Composite c=
COMPOSITE RUNOFF COEFFICIENT:
0.25
0.39
0.46
Calc
C = 2.165(0.25) +7.478(0.39) +4.009(0.46) = 0.39
13.652
Cf = 1.00 (Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25 (Frequency Adjustment Factor; Storm Return Period of 100- Years)
From Calculations for Design Point H7:
T2 = 42.9
T100 = 40.8
GUTTER FLOW: (Down Existing Pan 2)
L (ft)= 228.87 Tt = L = 2.9
S (%) = 58.76 - 57.80 = 0.42 60(V)
228.87
V(fps) = 1.32
GUTTER FLOW: (Down North Flowline of Conifer to Proposed Inlet)
L (ft)= 255 TI = L = 3.0
S (%) = 57.80 - 56.58 = 0.48 60(V)
255
V(fps) = 1.40
2-YEAR TIME OF CONCENTRATION; Tc2 = 48.8 min
100-YEAR TIME OF CONCENTRATION; Tc100 = 46.7 min
RAINFALL INTENSITY:
FROM FIGURE 3-1: i2(in/hr)= 1.07 i100(in/hr)= 3.16
Q2(cfs) = CCf x i2 x A = 5.7
QI00(cfs) = CCf x HOO x A = 20.9
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HISTORIC HYDROLOGY
Evergreen Park, Second Filing, Fort Collins, CO.
File Number: DSNPTHII.WB2 19-Jun-97 Calc
DESIGN POINT HI 1: (Includes Basin HI l)
TOTAL AREA = A (ac)= 0.961
RUNOFF COEFFICIENTS: (From Table 3-3)
Impervious Area/ Lot(ac)=
0.0000 C for Roofs = . 0.95
Area of Streets and Walks(ac)=
0.0000 C for Concrete = 0.95
Area of Gravel Parking (ac)=
0.0000 C for Gravel = 0.50
Area of Lawn (ac)=
0.9610 C for Lawn = 0.25
COMPOSITE RUNOFF COEFFICIENT:
C =
0.25(0.961) = 0.25
0.961
Cf = 1.00
(Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25
(Frequency Adjustment Factor; Storm Return Period of 100- Years)
OVERLAND FLOW:
SWALE FLOW:
L (ft)=
202
S (%) =
65.4-61.33=
202
C =
0.25
L (ft)= 66
S(%)= 61.33-61.25=
66
V(fps) = 0.90
T2 = 1.87 (1.1 - CCf) SQRT(L) = 17.9 min
CUBRT(S)
2.01 T100 = 1.87 (1.1 - CCf) SQRT(L) = 16.6 min
CUBRT(S)
0.12
Tt =
2-YEAR TIlAE OF CONCENTRATION; Tc2 = 19.1 min
100-YEAR TIME OF CONCENTRATION; Tc100 = 17.8 min
RAINFALL INTENSITY:
FROM FIGURE 3-1: i2(in/hr)= 1.89 i100(in/hr)= 5.55
Q2(cfs) = CCf x i2 x A =0.5
Q100(cfs) = CCf x i100 x A = 1.7
L = 1.2 min
60(V)
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L.
N
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U
c
0
U
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DEVELOPED HYDROLOGY
Evergreen Park, Second Filing, Fort Collins, CO.
File Number: DSNPNT-1.WQ1 04-Apr-96 Calc
DESIGN POINT 1: (Includes Basin 1)
TOTAL AREA = A (ac)= 1.541
RUNOFF COEFFICIENTS:
(From Table 3-3)
Impervious Area/ Lot(ac)= 0.2610
C for Roofs =
0.95
Area of Streets and Walks(ac)= 0.3380
C for Concrete =
0.95
Area of Gravel Parking (ac)= 0.0000
C for Gravel =
0.50
Area of Lawn (ac)= 0.9420
C for Lawn =
0.25
COMPOSITE RUNOFF COEFFICIENT:
C = 0.95(0.261+0.338)+0.25(0.942) = 0.52
1.541
Cf = 1.00 (Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25 (Frequency Adjustment Factor; Storm Return Period of 100- Years)
OVERLAND FLOW:
L (ft)= 192
S (%) = 66.9-62.0 = 2.55
192
C = 0.25
GUTTER FLOW:
L (ft)= 148
S (%) = 62.0 - 61.11 = 0.60
148
V(fps) = 1.55
2-YEAR TIME OF CONCENTRATION; Tc2 = 17.7
100-YEAR TIME OF CONCENTRATION; Tc100 = 16.5
RAINFALL INTENSITY:
T2 = 1.87 (1.1 - CCf) SQRT(L) = 16.1
CUBRT(S)
T100 = 1.87 (1.1 - CCf) SQRT(L) = 14.9
CUBRT(S)
Tt =
min
min
FROM FIGURE 3-1: i2(in/hr)= 1.98 i100(in/hr)= 5.73
Q2(cfs) = CCf x i2 x A = 1.6
Q100(cfs) = CCf x i100 x A = 5.8
L = 1.6
60(V)
G!/
min I
min I
GZ
DEVELOPED HYDROLOGY'
Evergreen Park, Second Filing, Fort. Collins, CO.
File Number: DSNPNT-2. WB2
DESIGN POINT 2: (Includes Basin 2 & 11)
TOTAL AREA = A (ac)= 1.528
1❑
Calc
RUNOFF COEFFICIENTS: (From Table 3-3)
Impervious Area/ Lot(ac)=
0.1100
C for Roofs =
0.95
Area of Streets and Walks(ac)=
0.0000
C for Concrete =
0.95
Area of Gravel Parking (ac)=
0.0000
C for Gravel =
0.50
Area of Lawn (ac)=
1.4180
C for Lawn =
0.25
COMPOSITE RUNOFF COEFFICIENT:
C = 0.95(0.11)+0.25(1.418) = 0.30
1.528
Cf = 1.00 (Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25 (Frequency Adjustment Factor; Storm Return Period of 100- Years)
OVERLAND FLOW:
T2 = 1.81(1.1 - CCf) SQRT(L) = 14.0
L (ft)= 168 CUBRT(S)
S (%) = 66.9-61.58= 3.17 T100 = 1.87 (1.1 - CCf) SQRT(L.) 13.0
168 CUBRT(S)
C = 0.25
min
min
GUTTER FLOW: (Down Swale 1)
L (ft)= 447 Tt = L = 6.2 min
S (%) = 61.58 - 60.0 = 0.35 60(V)
447 .
V(fps) = 1.20
2-YEAR TIME OF CONCENTRATION; Tc2 = 20.2 min
100-YEAR TIME OF CONCENTRATION; Tc100 = 19.2 min
RAINFALL INTENSITY:
FROM FIGURE 3-1: i2(in/hr)= 1.81 i100(in/hr)= 5.30
Q2(cfs) = CCf x i2 x A =0.8
Q100(cfs) = CCf x i100 x A = 3.0
C 3 /
DEVELOPED HYDROLOGY
Evergreen Park, Second Filing, Fort Collins, CO.
File Number: DSNPNT4.WQ1 01-May-97 Calc
DESIGN POINT 4: (Includes Basin 4)
TOTAL AREA = A (ac)= 1.313
RUNOFF COEFFICIENTS: (From Table 3-3)
Impervious Area/ Lot(ac)=
0.4230 C for Roofs = 0.95
Area of Streets and Walks(ac)=
0.3050 C for Concrete = 0.95
Area of Gravel Parking (ac)=
0.0000 C for Gravel = 0.50
Area of Lawn (ac)=
0.5850 C for Lawn = 0.25
COMPOSITE RUNOFF COEFFICIENT:
C = 0.95(0.423+0.305)+0.25(0.585) = 0.64
1.313
Cf = 1.00
(Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25
(Frequency Adjustment Factor; Storm Return Period of 100- Years)
OVERLAND FLOW:
T2 = 1.87 (1.1 - CCf) SQRT(L) = 11.6 min
L (ft)= 90 CUBRT(S)
S (%) = 65.3-63.3 = 2.20 T100 = 1.87 (1.1 - CCf) SQRT(L) = 10.7 min
90 CUBRT(S)
C = 0.25
GUTTER FLOW
L (ft)= 490
S (%) = 62.72 - 60.26 = 0.50
490
V(fps) = 1.43
2-YEAR THAE OF CONCENTRATION; Tc2 = 17.3
100-YEAR TIME OF CONCENTRATION; T000 = 16.5
RAINFALL INTENSITY:
Tt = L = 5.7
60(V)
min
min
FROM FIGURE 3-1: i2(in/hr)= 1.99 i100(in/hr)= 5.73
Q2(cfs) = CCf x i2 x A =1.7
Q100(cfs) = CCf x i100 x A = 6.0
min
DEVELOPED HYDROLOGY
Evergreen Park, Second Filing, Fort Collins, CO.
File Number: DSNPNT-5.WO1 01-May-97 Calc
DESIGN POINT 5: (Includes Basin 5)
TOTAL AREA = A (ac)= 1.443
RUNOFF COEFFICIENTS: (From Table 3-3)
Impervious Area/ Lot(ac)=
0.0000 C for Roofs = 0.95
Area of Streets and Walks(ac)=
0.0000 C for Concrete = 0.95
Area of Gravel Parking (ac)=
0.0000 C for Gravel = 0.50
Area of Lawn (ac)=
1.4430 C for Lawn = 0.20
COMPOSITE RUNOFF COEFFICIENT:
C =
0.20(1.443) = 0.20
1.443
Cf = 1.00
(Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25
(Frequency Adjustment Factor; Storm Return Period of 100- Years)
OVERLAND FLOW:
T2 = 1.87 (1.1 - CCf) SQRT(L) = 29.2 min
L (ft)= 420 CUBRT(S)
S (%) = 65.5-58.61= 1.64 T100 = 1.87 (1.1 - CCf) SQRT(L) = 27.6 min
420 CUBRT(S)
C = 0.20
SWALE FLOW:
L (ft)= 0
S (%) = 62.0 - 58.61 = ERR
0
V(fps) = 1.36
2-YEAR TIME OF CONCENTRATION; Tc2 = 29.2
100-YEAR TMIE OF CONCENTRATION; Tc100 = 27.6
RAINFALL INTENSITY:
Tt = L = 0.0
60(V)
min
min
FROM FIGURE 3-1: i2(in/hr)= 1.49 i100(in/hr)= 4.38
Q2(cfs) = CCf x i2 x A =0.4
Q 100(cfs) = CCf x i 100 x A= 1.6
mini
1
1
1
1
1
1
1
1
1
DEVELOPED HYDROLOGY
Evergreen Park, Second Filing, Fort Collins, CO.
File Number: DSNPNT-6.WQI 11-Mar-97 Calc
DESIGN POINT 6: (Includes Basins' 1-3, & 6)
TOTAL AREA = A (ac)= 5.888
RUNOFF COEFFICIENTS: (From Table 3-3)
Impervious Area/ Lot(ac)=
0.9140 C for Roofs = 0.95
Area of Streets and Walks(ac)=
0.8570 C for Concrete = 0.95
Area of Gravel Parking (ac)=
0.0000 C for Gravel = 0.50
Area of Lawn (ac)=
4.1170 C for Lawn = 0.25
COMPOSITE RUNOFF COEFFICIENT:
C = 0.95(0.914+0.857)+0.25(4.117) = 0.46
5.888
Cf = 1.00
(Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25
(Frequency Adjustment Factor; Storm Return Period of 100- Years)
From Calculations for Design Point 1:
T2 = 17.7
T100 = 16.5
GUTTER FLOW:
L (ft)= 504 Tt =
S (%) = 61.11 - 58.87 = 0.44
504
V(fps) = 1.38
2-YEAR TRVIE OF CONCENTRATION; Tc2 = 23.8 min
100-YEAR TIlAE OF CONCENTRATION; Tc100 = 22.6 min
RAINFALL INTENSITY:
FROM FIGURE 3-1: i2(in/hr)= 1.68
Q2(cfs) = CCf x i2 x A =4.6
Q100(cfs) = CCf x i100 x A = 16.4
i100(in/hr)= 4.85
c.51
L = 6.1 min I
60(v)
DEVELOPED HYDROLOGY
Evergreen Park, Second Filing, Fort Collins, CO.
File Number: DSNPNT7.WB2 01-May-97
DESIGN POINT 7: (Includes Basins' 4 & 7)
TOTAL AREA = A (ac)= 2.201
RUNOFF COEFFICIENTS: (From Table 3-3)
Impervious Area/ Lot(ac)= 0.7020
C for Roofs =
0.95
Area of Streets and Walks(ac)= 0.6140
C for Concrete =
0.95
Area of Gravel Parking (ac)= 0.0000
C for Gravel =
0.50
Area of Lawn (ac)= 0.8850
C for Lawn =
0.25
COMPOSITE RUNOFF COEFFICIENT:
C = 0.95(0.702+0.614)+0.25(0.885) = 0.67
2.201
Cf = 1.00 (Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25 (Frequency Adjustment Factor; Storm Return Period of 100- Years)
From Calculations for Design Point 4:
T2 17.3
T100 = 16.5
GUTTER FLOW:
L (ft)= 287 Tt = L = 3.3 min
S (%) = 60.26 - 58.76 = 0.52 60(V)
287
V(fps) = 1.43
2-YEAR TIME OF CONCENTRATION; Tc2 = 20.6 min
100-YEAR TIME OF CONCENTRATION; Tc100 = 19.8 min
RAINFALL INTENSITY:
FROM FIGURE 3-1: i2(in/hr)= 1.82 i100(in/hr)= 5.23
Q2(cfs) = CCf x i2 x A =2.7
Q100(cfs) = CCf x i100 x A = 9.6
DEVELOPED HYDROLOGY
Evergreen Park, Second Filing, Fort Collins, CO.
File Number: DSNPNT7a.WQ1 01-May-97 Calc
DESIGN POINT 7: (Includes Basins' 1-4, 6,& 7)
TOTAL AREA = A (ac)= 8.089
RUNOFF COEFFICIENTS: (From Table 3-3)
Impervious Area/ Lot(ac)=
1.6160 C for Roofs = 0.95
Area of Streets and Walks(ac)=
1.4710 C for Concrete = 0.95
Area of Gravel Parking (ac)=
0.0000 C for Gravel = 0.50
Area of Lawn (ac)=
5.0020 C for Lawn = 0.25
COMPOSITE RUNOFF COEFFICIENT:
C = 0.95(1.616+1.471)+0.25(5.002) = 0.52
8.089
Cf = 1.00
(Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25
(Frequency Adjustment Factor, Storm Return Period of 100- Years)
From Calculations for Design Point 6:
T2 = 23.8
T100 = 22.6
GUTTER FLOW:
L (ft)= 0 Tt =
S (%) = 60.26 - 58.76 = ERR
V(fps) = 0.00
2-YEAR TIME OF CONCENTRATION; Tc2 = 23.8 min
100-YEAR TIME OF CONCENTRATION; Tc100 = 22.6 min
RAINFALL INTENSITY: . .
FROM FIGURE 3-1: i2(in/hr)= 1.70 i100(in/hr)= 4.89
Q2(cfs) = CCf x i2 x A =7.1
Q100(cfs) = CCf x i100 x A = 25.6
L = ERR min
60(V)
DEVELOPED HYDROLOGY.
Evergreen Park, Second Filing, Fort Collins, CO.
File Number: DSNPNT-8.WQI I I -Mar-97 Calc
DESIGN POINT 8: (Includes Basin 8)
TOTAL AREA = A (ac)=
0.481
RUNOFF COEFFICIENTS: (From Table 3-3)
Impervious Area/ Lot(ac)=
0.0000 C for Roofs = 0.95
Area of Streets and Walks(ac)=
0.4650 C for Concrete = 0.95
Area of Gravel Parking (ac)=
0.0000 C for Gravel = 0.50
Area of Lawn (ac)=
0.0160 C for Lawn = 0.25
COMPOSITE RUNOFF COEFFICIENT:
C =
0.95(0.465)+0.25(0.016) = 0.93
0.481
Cf = 1.00
(Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25
(Frequency Adjustment Factor; Storm Return Period of 100- Years)
OVERLAND FLOW:
T2 = 1.87 (1.1 - CCf) SQRT(L) = 3.8 min
L (ft)= 10 CUBRT(S)
S (%) = .62.1-61.8 = 2.70 T100 = 1.87 (1.1 - CCf) SQRT(L) = 3.6 min
10 CUBRT(S)
C = 0.20
GUTTER FLOW:
L (ft)= 423 Tt = L = 5.0 min
S (0/,) = 61.3 - 59.39 = 0.46 60(V)
423
V(fps) = 1.40,
2-YEAR TIME OF CONCENTRATION; Tc2 = 8.9 min
100-YEAR TIME OF CONCENTRATION; TcI00 = 8.6 min
RAINFALL INTENSITY:
FROM FIGURE 3-1: i2(itVhr)= 2.62 HOO(inlbr)= 7.15
Q2(cfs) = CCf x i2 x A =1.2
Q100(cfs) = CCf x i100 x A = 3.4
Gam+
DEVELOPED HYDROLOGY
Evergreen Park, Second Filing; Fort Collins, CO.
File Number: DSNPNT-9.WQ1 04-Apr-96 Calc
DESIGN POINT 9: (Includes Basin 9)
TOTAL AREA = A (ac)= 0.312
RUNOFF COEFFICIENTS:
(From Table 3-3)
Impervious Area/ Lot(ac)=
0.0310 C for Roofs =
0.95
Area of Streets and Walks(ac)=
0.1410 C for Concrete =
0.95
Area of Gravel Parking (ac)=
0.0000 C for Gravel =
0.50
Area of Lawn (ac)=
0.1400 C for Lawn =
0.25
COMPOSITE RUNOFF COEFFICIENT:
C =
0.95(0.031+0.141)+0.25(0.140) =
0.64
0.312
Cf =
1.00 (Frequency Adjustment Factor; Storm Return
Period of 2- Years)
Cf =
1.25 (Frequency Adjustment Factor; Storm Return Period of 100- Years)
OVERLAND FLOW:
T2 = 1.87
(1.1 - CCf) SQRT(L) = 10.5 min
L (ft)= 79
CUBRT(S)
S (%) = 65.0-63.08 =
2.43
T100 = 1.87
(1.1- CCf) SQRT(L) = 9.7 min
79
CUBRT(S)
C = 0.25
GUTTER FLOW:
L (ft)= 81
Tt =
L = 0.6 min
S (%) = 62.58 - 61.60 =
1.21
60(V)
81
V(fps) = 2.20
2-YEAR TIME OF CONCENTRATION; Tc2 =
11.1
min
100-YEAR TIME OF CONCENTRATION; Tc100 =
10.4
min
RAINFALL INTENSITY:
FROM FIGURE 3-1: i2(in/hr)= 2.40
i100(in/hr)=
7.09
Q2(cfs) = CCf x i2 x A = 0.5
Q100(cfs) = CCf x i100 x A = 1.8
I
DEVELOPED HYDROLOGY
Evergreen Park, Second Filing, Fort Collins, CO.
File Number: DSNPT-l0.WQ1 24-Aor-96 Calc
DESIGN POINT 10: (Includes Basins' 1-8 & 10)
TOTAL AREA = A (ac)=
13.553
Area
RUNOFF COEFFICIENTS:
Basins' 1-4,6,7=
7.8790
Composite c=
0.52
.Basin 5 =
1.5310
Composite c =
0.26
Basin 8 =
0.6060
Composite c=
0.79
Basin 10=
3.5370
Composite c=
0.39
COMPOSITE RUNOFF COEFFICIENT:
C = 7.879(0.52)+1.531(0.26)+0.606(0.79)+ = 0.47
13.553
Cf = 1.00 (Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25 (Frequency Adjustment Factor; Storm Return Period of 100- Years)
From Calculations for Design Point 7:
72 = 23.8
T100 = 22.6
GUTTER FLOW: (Down Proposed Pan 2)
L (ft)= 228.95 Tt = L = 2.9
S (%) = 58.76 - 57.80 = 0.42 60(V)
228.95
V(fps) = 1.32
GUTTER FLOW: (Down North Flowline of Conifer to Proposed Inlet)
L (ft)= 255 Tt = . L = 3.0
S (%) = 57.80 - 56.58 = 0.48 60(V)
255
V(fps) = 1.40
2-YEAR TIME OF CONCENTRATION; Tc2 = 29.7 min
100-YEAR TIME OF CONCENTRATION; Tc100 = 28.5 min
RAINFALL INTENSITY:
FROM FIGURE 3-1: i2(in/hr)= 1.48 i100(in/hr)= 4.30
Q2(cfs) = CCf x i2 x A = 9.4
Q100(cfs) = CCf x i100 x A = 34.1
Gio/
min I
min
DEVELOPED HYDROLOGY
Evergreen Park, Second Filing, Fort Collins, CO.
File Number: DSNPNTII.WB2
DESIGN POINT 11: (Includes Basin 11)
Gi i
01=May-97 Calc By:MBR
TOTAL AREA = A (ac)=
0.758
RUNOFF COEFFICIENTS: (From Table 3-3)
Impervious Area/ Lot(ac)=
0.0000
C for Roofs =
0.95
Area of Streets and Walks(ac)=
0.0000
C for Concrete =
0.95
Area of Gravel Parking (ac)=
0.0000
C for Gravel =
0.50
Area of Lawn (ac)=
0.7580
C for Lawn =
0.25
COMPOSITE RUNOFF COEFFICIENT:
C = 0.25(0.758) = 0.25
0.758
Cf = 1.00 (Frequency Adjustment Factor, Storm Return Period of 2- Years)
Cf = 1.25 (Frequency Adjustment Factor; Storm Return Period of 100- Years)
OVERLAND FLOW:
T2 = 1.87 (1.1 - CCf) SQRT(L) = 14.0 min
L (ft)=
168
CUBRT(S)
S (%) =
66.9-61.58=
3.17 T100 = 1.87 (1.1 - CCf) SQRT(L) = 13.0 min
168
CUBRT(S)
C =
0.25
GUTTER FLOW: (Down Swale 1)
L (ft)=
144
Tt = L = 2.4 min
S (%) =
61.53 - 61.17 =
0.25 60(V)
144
V(fps) =
1.00
2-YEAR TIME OF CONCENTRATION; Tc2 = 16.4 min
100-YEAR TDAE OF CONCENTRATION; Tc 100 = 15.4 . min
RAINFALL INTENSITY:
FROM FIGURE 3-1: i2(in/hr)= 2.03 i100(in/hr)= 5.94
Q2(cfs) = CCf x i2 x A =0.4
Q100(cfs) = CCf x i100 x A = 1.4
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TAP -LE 4-1
INITIAL STORM -. STREET RUNOFF ENCROACHMENT
street C1asaNscatlon Maxhn Enaroechment
LOCAL (Includes places alleys No curb -overtopping. *Flow may spread to
marginal access) crown of street.
COLLECTOR No curb -overtopping. `Flow spread must
leave at least one lane width free of water.
MAJOR ARTERIAL No curb -overtopping. `Flow spread must
leave at least one-half of roadway
width free of water in each direction-
* Where no curb overtopping exists, encroachment shall not extend over property lines.
TABLE 4-2
MAJOR STORM - STREET RUNOFF ENCROACHMENT
Street ClseeNlondon Maxkn En clxnent
LOCAL (Includes places, alleys Residential dwellings, public,
marginal access. & collector) commercial and industrial buildings
shall not be inundated at the ground line
unless buildings are flood -proofed. The
depth of water over the crown shall not
exceed six (6) inches.
MAJOR ARTERIAL Residential dwellings, public,
commercial and industrial buildings
shall not be inundated at the ground line
unless buildings are flood -proofed. Depth of
water at the street crown shall not exceed
six (6) inches to allow operation of emergency
vehicles. The depth of water over the
hutter flowline shall not exceed 18 inches.
In some cases, the 18 inch depth over the
gutter flowline is more restrictive than the
6 inch depth over the street crown. For
these conditions, the most restrivtive of
the two criteria shall govern.
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SLOPE OF OUTER (T.)
REDUCTION FACTOR. F
0.60
0.80
0.55
0.725
0.50
0.65
0.45
0.575
0.40
0.50
milli
11111111
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0 21 4 6- 8 10 12 14
SLOPE OF GUTTER
Figure 4-2
REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPA.;ITY
Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain
allowable gutter capacity.
REFERENCE:
U.S. DEPARTMENT OF COMMERCE
BUREAU OF PUBLIC ROADS. 1965.
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F�,r�,z-E G ter Z5 1
Proposed 4' Metal Sidewalk Culvert 1
at Design Point 2
2-Year Design -Flow = 0.8 cfs
CURRENT DATE: 04-08-1996 FILE DATE: 04-08-1996
CURRENT TIME: 10:08:13 FILE NAME: EVGPROPI
FHWA CULVERT ANALYSIS
HY-8,. VERSION 4.1
C
SITE DATA
CULVERT
SHAPE,
MATERIAL,
INLET
U
L
INLET
OUTLET
CULVERT
BARRELS
V
ELEV.
ELEV.
LENGTH
SHAPE
SPAN
RISE
MANNING
INLET
(FT)
(FT)-
(FT)
MATERIAL
(FT)
(FT)
n
TYPE
1
4960.27
4960.26
5.17
1 RCB
4.00
0.24
.013
CONVENTIONAL
2
3
4'
5
6
SUMMARY OF
CULVERT FLOWS (CFS)
FILE:
EVGPROPI
DATE:
04-08-1996
ELEV (FT)
TOTAL
1
2
3
4
5
6
ROADWAY ITR
4960.40
0.0
0
0
0
0
0
0
0 1
4960.41
0.1
0
0
0
0
0
0
0 1
4960.41
0.2
0
0
0
0
0
0
0 1
4960.42
0.3
0
0
0
0
0
0
0 1
4960.42
0.4
0
0
0
0
0
0
0 1
4960.42
0.5
1
0
0
0
0
0
0 1
4960.43
0.6
1
0
0
0
0
0
0 1
4960.44
0.7
1
0
0
0
0
0
0 1
4960.45
0.8
1
0
0
0
0
0
0 26
4960.47
0.9
1
0
0
0
0
0
0 30
4960.49
1.0
I
0
0
0
0
0
0 30
4960.51
1.0
1
0
0
0
0
O.OVERTOPPING
2-Year
Design
Flow =
0.8 cfs at
Design
Point
2
Top Back
of Walk Elevation= 4960.51 =
Spill
Elevation
SUMMARY OF ITERATIVE
SOLUTION
ERRORS
FILE: EVGPROPI
DATE:
04-08-1996
HEAD
HEAD
TOTAL
FLOW
$ FLOW
ELEV(FT)
ERROR(FT)
FLOW(CFS)
ERROR(CFS)
ERROR
4960..40
0.00
0
0
0.00
4960.41
0.00
0
0
0.00
4960.41
0.00
0
0
0.00
4960.42
0.00
0
0
0.00
4960.42
0.00
0
0
0.00
4960.42
0.00
1
0
0.00
4960.43
0.00
1
0
0.00
4960.44
0.00
1
0 _
0.00
4960.45
0.00
1
0
7.83
4960.47
-0.00
1
0
17.91
4960.49
-0.00
1
0
26.12
<1> TOLERANCE (FT)
= 0.010
<2> TOLERANCE ($)
= 1.000
CURRENT DATE: 04-08-1996
CURRENT TIME: 10:08:13
aZ/
2
FILE DATE: 04-08-1996
FILE NAME: EVGPROPI
PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( 4 BY .24 ) RCB
DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER
FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH -VEL. DEPTH VEL. DEPTH
(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft)
0.0
4960.40
0.00
0.13
0-NF
0.00
0.00
0.00
0.00
0.00
0:14
0.1
4960.41
0.04
0.14
3-M1t
0.04
0.03
0.18
0.14
0.00
0.14
0.2
4960.41
0.06
0.14
3-Mlt
0.06
0.04
0.36
0.14
0.00'.0.14
0.3
4960.42
0.08
0.15
3-Mlt
0.08
0.06
0.54
0.14
0.00
0.14
0.4
4960.42
0.10
0.15
3-Mlt
0.10
'0.07
0.71
0.14
0.00
0.14
0.5
4960.42
0.12
0.15
3-Mlt
0.11
0.08
0.89
0.14
0.00
0.14
0.6
4960.43
0.13
0.16
3-Mlt
0.12
0.09
1.07
0.14
0.00
0.14
0.7
4960.44
0.15
0.17
3-Mlt
0.14
0.10
1.25
0.14
0:00
0.14
0.8
4960.44
0.15
0.17
3-Mlt
0.14
0.10
1.32
0.14
0.00
0.14
0.9
4960.44
0.15
0.17
3-Mlt
0.14
0.10
1.32
0.14
0.00
0.14
1.0
4960.52
0.15
0.25
3-M2t
0.14
0.10
1.32
0.14
0.00
0.14
El. inlet
face
invert
4960.27 ft
El.
outlet invert
4960.26
ft
El. inlet
throat invert
0.00
ft
El.
inlet crest
0.00
ft
***** SITE DATA ***** CULVERT INVERT **************
INLET STATION (FT) 0.00
INLET ELEVATION (FT) 4960.27
OUTLET STATION (FT) 5.17
OUTLET ELEVATION (FT) 4960.26
NUMBER OF BARRELS 1
SLOPE (V-FT/H-FT) 0.0020
CULVERT LENGTH ALONG SLOPE (FT) 5.17
***** CULVERT DATA SUMMARY ************************
BARREL SHAPE_ BOX
BARREL SPAN _ 4.00 FT
BARREL RISE 0.24 FT
BARREL MATERIAL CONCRETE
BARREL MANNING'S N 0.013
INLET TYPE CONVENTIONAL
INLET EDGE AND WALL BEVELED EDGE (1.5:1)
INLET DEPRESSION NONE
3
CURRENT DATE: 04-08-1996 FILE DATE: 04-08-1996
CURRENT TIME: 10:08:13 FILE NAME: EVGPROPI'
TAILWATER
CONSTANT WATER SURFACE ELEVATION
4960.40
ROADWAY OVERTOPPING DATA
ROADWAY SURFACE. PAVED
EMBANKMENT TOP WIDTH (FT) 5.00
CREST LENGTH (FT) 100.00
OVERTOPPING CREST ELEVATION (FT) 4960.51
Existing 2' Metal Sidewalk Culvert 2
Historic 2-Year Flow-- 3.5 cfs
CURRENT DATE: 04-10-1996
CURRENT TIME: 11:13:50
FHWA CULVERT ANALYSIS
HY-8, VERSION 4.1
FILE DATE: 04-07-1996
FILE NAME: EVG-EXST
C.
U
SITE DATA
CULVERT
SHAPE,
MATERIAL,
INLET
L
INLET
OUTLET CULVERT
BARRELS
V
ELEV.
ELEV. LENGTH
SHAPE
SPAN
RISE
MANNING
INLET
(FT)
(FT) (FT)
MATERIAL
(FT)
(FT)
n
TYPE
1
4958.76
4958.73 .5.17
1 RCB
2.00
0.24
.013
CONVENTIONAL
2
3
4
5
6
SUMMARY OF
CULVERT FLOWS
(CFS)
FILE:
EVG-EXST
DATE: 04-07-1996
ELEV (FT)
TOTAL
1
2
3
4.
5
6
ROADWAY ITR
4958.76
0.0
0
0
0
0
0
0
0 1
4958.95
0.5
1
0
0
0
0
0
0 1
4959.09
1.0
1
0
0
0
0
0
0 1
4959.27
1.5
2
0
0
0
0
0
0 1
4959.32
2.0
2
0
0
0
0
0
0 30
4959.36
2.5
2
0
0
0 .'
0
0
1 29
4959.38
3.0
2
0
0
0
0
0
1 18
4959.40
3.5
2
0
0
0
0
0
2 15
4959.41
4.0
2
0
0
0
0
0
2 13
4959.42
4.5
2
0
0
0
0
0
3 11
4959.43
5.0
2
0
0
0
0
0
3 10
4959.28
1.5
2
0
0
0
0
0
OVERTOPPING
Existing
2-Year Flow-- 3.5
cfs
SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: EVG-EXST DATE:
04-07-1996
HEAD'
HEAD
TOTAL
FLOW
% FLOW
ELEV(FT)
ERROR(FT)
FLOW(CFS)
ERROR(CFS)
ERROR
4958.76
0.00
0
0
0.00
4958.95
0.00
1
0
0.00
4959.09
0.00
1
0
0.00
4959.27
0.00
2
0
0.00
4§59.32
-0.00
2
0
12.66
4959.36
0.00
3
0
1.82
4959.38
0.00
3
0
1.71
4959.40
0.00
4
0
1.56
4959.41
0.00
4
0
1.43
4959.42
0.00
5
0
1.24
4959.43
-0.00
5
0
0.90
<1> TOLERANCE
(FT) = 0.010
<2> TOLERANCE (%) =
1.000
4F-Sl
2
CURRENT DATE: 04-10-1996 FILE DATE: 04-07-1996
CURRENT TIME: 11:13:50 FILE NAME: EVG-EXST
PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( 2 BY .24 ) RCB
DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER
FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH
(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft)
0 4958.76 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 -0.26
1 4958.95 0.19 0.19 1'-S2n 0.12 0.13 2.01 0.12 1.72 0.07
1 4959.09 0.33 0.33 5-S2n 0.19 0.20 2.59 0.19 1.89 0.12
2 4959.27 0.51 0.47 6-FFn 0.24 0.24 3.13 0.24 2.03 0.16
2 4959.31 0.56 0.51 6-FFn 0.24 0.24 3.36 0.24 2.15 0.20
2 4959.35 0.59 0.54' 6-FFn 0.24 0.24 3.54 0.24 2.25 0.24
2 4959.38 0.62 0.59 4-FFt 0.24 0.24 3.65 0.24 2.35 0.27
2 4959.39 0.62 0.63 4-FFt 0.24 0.24 3.67 0.24 2.43 0.30
2 4959.41 0.62 0.65 4-FFt 0.24 0.24 3.66 0.24 2.51 0.33
2 4959.43 0.60 0.67 4-FFt 0.24 0.24 3.58 0.24 2.58 0.36
2 4959.44 0.59 0.68 4-FFt 0.24 0.24 3.50 0.24 2.65 0.38
El. inlet face invert 4958.76 ft El. outlet invert 4958.73 ft
El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft
***** SITE DATA ***** CULVERT INVERT **************
INLET STATION (FT)
0.00
INLET ELEVATION (FT)
4958.76
OUTLET STATION (FT)
5.17
OUTLET ELEVATION (FT)
4958.73
NUMBER OF BARRELS
1
SLOPE (V-FT/H-FT)
0.0058
CULVERT LENGTH ALONG
SLOPE (FT)
5.17
***** CULVERT DATA SUMMARY
************************
BARREL SHAPE
BOX
BARREL SPAN
2.00 FT
BARREL RISE
0.24 FT
BARREL MATERIAL
CONCRETE
BARREL MANNING'S N
0.013
INLET TYPE
CONVENTIONAL
INLET EDGE AND WALL
BEVELED EDGE
(1.5:1)
INLET DEPRESSION
NONE
C 4= /
CURRENT DATE: 04-10-1996
CURRENT TIME: 11:13:50
3
FILE DATE: 04-07-1996
FILE NAME: EVG-EXST
TAILWATER
***** USER DEFINED CHANNEL CROSS-SECTION
FILE NAME: EVG-EXST
MAIN CHANNEL ONLY
FILE DATE: 04-07-1996
LEFT CHANNEL BOUNDARY
0
RIGHT CHANNEL BOUNDARY
0
MANNING N LEFT OVER BANK
0.000
MANNING N MAIN CHANNEL
0.020
MANNING N RIGHT OVER BAN.
0.000
SLOPE OF CHANNEL (FT/FT)
0.0043
CROSS-SECTION X
Y
COORD: NO. (FT)
(FT)
1 0.00
4963.64
2 0.00
4958.64
3 1.80
4958.47
4 3.30
4958.64
5 7.30
4959.71
6 7.30
4963.64
******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL
FLOW
W.S.E.
FROUDE
DEPTH
VEL.
SHEAR
(CFS)
(FT)
NUMBER
(FT)
(FPS)
(PSF)
0.00
4958.47
0.000
-0.26
0.00
0.00
0.50
4958.80
0.643
0.07
1.72
0.06
1.00
4958.85
0.655
0.12
1.89
0.06
1.50
4958.89
0.664
0.16
2.03
0.07
2.00
4958.93
0.671
0.20
2.15
0.08
2.50
4958.97
0.677
0.24
2.25
0.08
3.00
4959.00
0.682
0.27
2.35
0.09
3.50
4959.03
0.687
0.30
2.43
0.09
4.00
4959.06
0.691
0.33
2.51
0.10
4.50
4959.09
0.694
0.36
2.58
0.10
5.00
4959.11
0.697
0.38
2.65
0.11
ROADWAY -OVERTOPPING DATA
ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH (FT) 5.17
***** USER DEFINED ROADWAY PROFILE
CROSS-SECTION X Y
COORD. NO. (FT) (FT)
1 0.00 4959.50
2 40.00 4959.28
3 80.00 4959.50
.�m
1
Existing 2'
Metal Sidewalk
Culvert @ Design Point.H7
CURRENT DATE:
05-01-1997
FILE
DATE: 05-01-1997
CURRENT TIME:
12:09:30
FILE
NAME: EVG-EXST
FHWA CULVERT ANALYSIS
HY-8, VERSION 6.0
C
SITE DATA
CULVERT
SHAPE,
MATERIAL,
INLET
U
L
INLET
OUTLET CULVERT
BARRELS
V
ELEV.
ELEV. LENGTH
SHAPE
SPAN
RISE
MANNING
INLET
NO.
(ft)
(ft) (ft)
MATERIAL
(ft)
(ft)
n
TYPE
1
4958.76
4958.73 5.17
1 RCB
2.00
0.24
.013
CONVENTIONAL
2
3
4
5
6
SUMMARY OF CULVERT FLOWS (cfs)
FILE: EVG-EXST
DATE:
05-01-1997
ELEV (ft)
TOTAL
1
2
3
4
5
6
ROADWAY
ITR
4958.76
0.0
0.0
0.0
•0.0
0.0
0.0
0.0
0.00
1
4959.27
1.5.
1.5
0.0
0.0
0.0
0.0
0.0-
0.00
1
4959.38
3.0
1.7
0.0
0.0
0.0
0.0
0.0
1.11
30
4959.42
4.5
1.8
0.0
0.0
0.0
0.0
0.0
2.63
17
4959.44
6.0
1.8
0.0
0.0
0.0.
0.0
0.0
4.15
14
4959.47
7.5
1.8
0.0
0.0
0.0
0.0
0.0
5.70
12
4959.49
9.0
1.7
0.0
0.0
0.0
0.0
0.0
7.25
10
4959.50
10.5
1.6
0.0
0.0
0.0
0.0
0.0
8.83
8
4959.52
12.0
1_5
0.0
0.0
0.0
0.0
0.0
10.39
6
4959.52
12.7
1.5
0.0
0.0
0.0
0.0
0.0
11.07
4
4959.54
15.0
1.5
0.0
0.0
0.0
0.0
0.0
13.36
6
4959.28
1.5
1.5
0.0
0.0
0.0
0.0
0.0 OVERTOPPING
Existing 100-year design flow= 12.7
cfs
SUMMARY OF
ITERATIVE
SOLUTION
ERRORS
FILE:
EVG-EXST
DATE:
05-01-1997
HEAD
HEAD
TOTAL
FLOW
$ FLOW
ELEV (ft)
ERROR (ft)
FLOW (cfs) ERROR
(cfs)
ERROR
4958.76
0.000
0.00
0.00
0.00
4959.27
0.000
1.50
0.00
0.00
4959.38
0.000"
3.00
0.15
5.00
4959.42
0.000
4.50
0.05
1.11
4959.44
0.000
6.00
0.02
0.33
4959.47
0.000
7.50
0.02
0..27
4959.49
0.000
9.00
0.06
0.67
4959.50
0.000
10.50
0.06
0.57
4959.52
-0.001
12.00
0.09
0.75
4959.52
-0.001
12.70
0.12
0.94
4959.54
0.000
15.00
0.14
0.93
<1> TOLERANCE (ft) =
0.010
<2>
TOLERANCE (o)
= 1.000
2
CURRENT DATE: 05=01-1997 FILE DATE: 05-01-1997
CURRENT TIME: 12:09:30 FILE NAME: EVG-EXST
PERFORMANCE CURVE FOR CULVERT 1 - 1( 2.00 (ft) BY 0.24 (ft)) RCB
DIS- HEAD- INLET OUTLET '
CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW
FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL.
(cfs) (ft) . (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps)
0.00
4958.76
0.00
-0.03
0-NF
0.00
0.00
0.00
-0.26
0.00
0.00
1.50
4959.27
0.51
0.47
6-FFc
0.24
0.24
0.08
0.10
9.26
2.60
1.74
4959.37
0.61
0.56
6-FFc
0.24
0.24
0.08
0.18
10.73
3.01
1.82
4959.41
0.65
0.61
4-FFt
0.24
0.24
0.08
0.26
11.22
3.33
1.83
4959.44
0.66
0.68
4-FFt
0.24
0.24
0.24
0.32
3.82
3.57
1.78
4959.47
0.63
0.71
4-FFt
0.24
0.24
0.24
0.38.
3.70
3.78
1.69
4959.49
0.59
0.73
4-FFt
0.24
0.24
0.24
0.44
3.53
3.97
1.61
4959.51
0.55
0.75
4-FFt
0.24
0.24
0.24
0.48
3.36.
4.13
1.52
4959.52
0.52
0.76
4-FFt
0.24
0.24
0.24
0.53
3.17
4.27
1.51
4959.54
0.51
0.78
4-FFt
0.24
0.24
0.24
0.55
3.14
4.33
1.50
4959.60
0.51
0.84
4-FFt
0.24
0.24
0.24
0.62
3.13
4.52
El.
inlet
face invert
4958.76
ft
El. outlet invert
4958.73
ft
El.
inlet
throat
invert
0.00
ft
El. inlet crest
0.00
ft
***** SITE DATA ***** CULVERT INVERT **************
INLET STATION
0.00
ft
INLET ELEVATION
4958.76
ft
OUTLET STATION
5.17
ft
OUTLET ELEVATION
.4958.73
ft
NUMBER OF BARRELS
1
SLOPE (V/H)
0.0058
CULVERT LENGTH ALONG
SLOPE
5.17
ft
***** CULVERT DATA SUMMARY
************************
BARREL SHAPE
BOX
BARREL SPAN
2.00 ft
BARREL RISE
0.24 ft
BARREL MATERIAL
CONCRETE
BARREL MANNING'S n
0.013
INLET TYPE
CONVENTIONAL
INLET EDGE AND WALL
BEVELED EDGE
(1.5:1)
INLET DEPRESSION
NONE.
V
CURRENT DATE: 05-01-1997
CURRENT TIME: 12:09:30
TAILWATER
***** USER DEFINED CHANNEL CROSS-SECTION
MAIN CHANNEL ONLY
LEFT CHANNEL BOUNDARY
0
RIGHT CHANNEL BOUNDARY
0
MANNING
n LEFT OVER BANK
0.000
MANNING
n MAIN CHANNEL
0.014
MANNING
n RIGHT OVER.BANK
0.000
SLOPE OF
CHANNEL
0.0043
ft/ft .
CROSS-SECTION
X
Y
COORD.
NO. (ft)
(ft)
1
0.00
4963.64
2
0.00
4958.64
3
1.80
4958.47
4
3.30
4958.64
5
7.30
4959.71
******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM
CHANNEL
FLOW
W.S.E. FROUDE
DEPTH
VEL.
SHEAR
(cfs)
(ft) NUMBER
(ft)
(f/s)
(psf)
0.00
4958..47. 6.000
-0.26
0.00
0.0.0
1.50
4958.83 0.932
0.10
2.60
0.06
3.00
4956.91 0.959
0.18
3.01
0.08
4.50
4956.99 0.977
0.26
3.33
0.09
6.00
4959.05 0.990
0.32
3.57
0.10
7.50
4959.11 1.000
0.38
3.78
0.11
9.00
4959.17 1.009
0.44
3.97
0.12
10.50
4959.21 1.016
0.48
4.13
0.12
12.00
4959.26 1.022
0.53
4.27
0.13
12.70'
4959.28 1.025
0.55
4.33
0.13
15.06
4959.35 - 1.033
0.62
4.52
0.14
Note: Shear stress
was calculated using R.
ROADWAY OVERTOPPING DATA
ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH 5.00 ft
***** USER DEFINED ROADWAY PROFILE
CROSS-SECTION X Y
COORD. NO. ft ft
1 0.00 4959.50
2 40.00 4959.28
3 80.00 4959.50
3
FILE DATE: 05-01-1997.
FILE NAME: EVG-EXST
FILE NAME: EVG-EXST
FILE DATE: 04-07-1996
---------------------- -----------------------------------=------------ C,o1 --
UDINLET: INLET HYDARULICS AND SIZING.
DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
------------------------------------------------------------------------------
tU
SER:Northern Engineering Services -Ft Collins Colorado ....................... .N DATE 05-07-1997 AT TIME 11:18:10
*** PROJECT TITLE: Evergreen Park
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 7
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
`t GIVEN CURB OPENING LENGTH (ft)=
10.00
HEIGHT OF CURB OPENING (in)=
6.00
INCLINED THROAT ANGLE (degree)=
63.43
LATERAL WIDTH OF DEPRESSION (ft)=
2.00
SUMP DEPTH (ft)=
0.08
Note: The sump depth is additional
depth to flow depth.
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (%) =
0.55
1
STREET CROSS SLOPE (%) =
2.00
STREET MANNING N =
0.016
GUTTER DEPRESSION (inch)=
1.12
GUTTER WIDTH (ft) =
3.67
STREET FLOW HYDRAULICS:
�. WATER SPREAD ON STREET (ft) =
16.00
GUTTER FLOW DEPTH (ft) =
0.41
FLOW VELOCITY ON STREET (fps)=
2.62
FLOW CROSS SECTION AREA (sq ft)=
2.73
GRATE CLOGGING FACTOR (%)=
50.00
CURB OPENNING CLOGGING FACTOR(%)=
15.00
INLET INTERCEPTION,CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
BY FAA HEC-12 METHOD: DESIGN FLOW
FLOW INTERCEPTED
CARRY-OVER FLOW
BY DENVER UDFCD METHOD: DESIGN FLOW
FLOW INTERCEPTED
CARRY-OVER FLOW
10.93
(cfs)=
7.10
(cfs)=
7.10
(cfs)=
0.00
(cfs)=
7.10 6 GJZ
(cfs)=
7.10
(cfs)=
0.00
Cil
Curb Inlet / Back of Walk
File Number: PRFMNC7.WQ2
Project: Evergreen Park
Local Street w/ Drive -Over Curb and Gutter
Street Geometry Input:
W= Width from Crown to Flowline of Gutter (ft)=18
Ds= Gutter Depression (in)= 1.375
Wg= Gutter Width (in)= 14.00
Performance Curve: (Su
Curb-Opening.Inlet in a Sump: (Inlet 7)
When a Curb -Opening Inlet acts like an orifice (Ys+ Y)>(Hc+ Ds), its capacity is approximated by:
Qi= 0.67HcLc(64.4Yo)^0.50 Where: Hc= Curb Opening Height in Feet= 6"
Yo= (Ys + Y)-(Hc/2)sinO Lc= Curb Opening Length in Feet (Varies)
Hc+ Ds= 6"+ 1.375"= 0.61458' Ys= Sump Depth in Feet, (Varies)
Curb Opening Input: Y= Gutter Flow Depth in Feet, (Varies)
Lc= 10 O= Angle of Inlet Throat= 63.43 Deg
%= 15 %= Inlet Capacity Reduction Factor, (Varies)
Back of Walk Overtopping:
Flow over the back of walk is defined by the weir equation as:
Qo= CdLH11.5 Where: Cd= Overtopping Discharge Coefficient
L= Length of the Back of Walk (B.O.W.) Crest
Back of Walk Overtopping Input: H= Depth of Water Overtopping @ B.O.W.
Cd= 2.92 G1= Back of Walk Grade, (ft/ft)
G1= 0.004 G2= Back of Walk Grade, (ft/ft)
G2= 0.004
Ys+Y
Yo
Qi
H
L
Qo
Qt
(ft)
(ft)
(cfs)
(ft)
(ft)
(cfs)
(cfs)
0.00000
0.0000
0.00
0.0000
0.00
0.00
0.00 .
0.52083
0.29724
12.46
0.0000
0.00
0.00
12.46
0.56250
0.33890
13.30
0.0417
20.83
0.52
13.82
0.59670 0.37310 13.96 0.0759 37.93 2.31 16.27
unma.,s, M,
Ki 9$4b4� f F03, ° mgt4 l# 2 t� Q100 Inlet 7
0.68751 0.46391 15.56 0.1667 83.34 16.56 32.12
0.70000 0.47640 15.77 0.1792 89.58 19.84 35.61
0,76605 0.54245 16.83 0.2452 122.61 43.47 60.30
100-Year WSEL= 4958.76 + 0.6598 = 4959.42
Condition
U)
C
ro
n
N
0
a
0
L.
n
C
ro
c
U)
c
0
:-J
U
N
Existing Section C-C; Q100= 1.7 cfs
Cross Section for Irregular Channel
Project Description
Project File
c:\projects\evg\evg-swil.fm2
Worksheet
Existing Swale 1
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Section Data
Wtd. Mannings Coefficient 0.035
i Channel Slope
0.001210 Wft
Water Surface Elevation 4,961.52 ft
Discharge
1.70 cfs
Z�
4961.5
4961.8
A 4961.7
r
4961.E
to
N
W
r 4961.E
4961.4
4961.3
4961.2
0.0
10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0
Station (ft)
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Existing Section C-C; Q100=1.7 cfs
Worksheet for Irregular Channel
Project Description
Project File
c:\projects\evg\evg-swIl.fm2
Worksheet
Existing Swale 1
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.001210 ft/ft
Elevation range: 4,961.25 ft to 4,962.00 ft.
Station (ft)
Elevation (ft) Start Station
0.00
4,962.00 0.00
29.00
4,961.25
93.00
4,962.00
Discharge
1.70 cfs
Results
Wtd. Mannings Coefficient
0.035
Water Surface Elevation ;
--4�961.52�ft
Flow Area
4.41
ft'
Wetted Perimeter
33.08
ft
Top Width
33.07
ft
Height
0.27
ft
Critical Depth
4,961.39
ft
Critical Slope
0.043721
ft/ft
Velocity
0.39
ft/s
Velocity Head
0.23e-2
ft.
Specific Energy
4,961.52
ft
Froude Number
0.19
Flow is subcritical.
End Station Roughness
93.00 0.035
FlowMaster v5.13
Haestad Methods, Inc. -37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
CA
i
it
(l)
j
Q�
I
Q�
i1
�
o
c
N
s
A
nn
i
+n
' N
S: N
a 1+ O
ll J.
v
v
r3/
Proposed Section C-C; Q2= 0.4 cfs
Worksheet for Irregular Channel
Project Description
Project File
c:lprojectslevglevgprop2.fm2
Worksheet
Proposed Section C-C
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
• Channel Slope
0.002500 ft/ft
Elevation range: 4,961.21 ft to 4,963.00 ft.
Station (ft) Elevation (ft)
Start Station
End Station
0.00 4,962,00
0.00
33.00
29.00 4,961.26
33.00
35.00
33.00 4,961.29
35.00
46.50
34.00 4,961.21
35.00 4,961.29
42.50 4,962.00
46.50 4,963.00
Discharge 0.40 cfs
Results
Wtd. Mannings Coefficient 0.024
Water Surface Elevation 4,961.36
ft
Flow Area 0.74
ft2
1 Wetted Perimeter 10.48
ft
Top Width 10.47
ft
Height 0.15
ft
Critical Depth 4,961.31
ft
Critical Slope 0.019038 ft/ft
Velocity b.54
ft/s
Velocity Head 0.45e-2
ft
Specific Energy 4,961.36
ft
Froude Number 0.36
Flow is subcritical.
Roughness
0.035
0.016
0.035
11 /03/97
09:09:20 AM
Haestad Methods, Inc. 37 BrooKsiae Road Wateroury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
Section C-C; Q2= 0.4 ds
Cross Section for Irregular Channel
Project Description
1 Project File
c:\projects\evg\evgprop2.fm2
Worksheet
Section C-C
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
1 Section Data
Wtd. Mannings Coefficient 0.024
Channel Slope
0.002500 fUft
Water Surface Elevation 4,961.36 . ft
Discharge
0.40 cfs
C
0
m
w
05/01 /97
11:20:22 AM
h=5/
-s.7V 1 .L
0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0
Station (ft)
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
Proposed Section C-C; Q100= 1.4 cis
Worksheet for Irreguiar Channel
Project Description
Project File
0projects\evg\evgprop2.fm2
Worksheet
Proposed Section C-C
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope 0.002500 ft/ft
Elevation range: 4,961.21 ft to 4,963.00 ft.
Station (ft) Elevation (ft)
Start Station
End Station
0.00 4,962.00
0.00
33.00
29.00 4,961.26
33.00
35.00
33.00 4,961.29
35.00
46.50
34.00 4,961.21
35.00 4,961.29
42.50 4,962.00
46.50 4,963.00
Discharge 1.40 cfs
Results
Wtd. Mannings Coefficient 0.026
Water Surface Elevation 4,961.45
ft
Flow Area 1.92
ft2
Wetted Perimeter 15.06
ft
Top Width .15.05
ft
Height 0.24
ft
Critical Depth 4,961.37
ft
Critical Slope 0.019579 ft/ft
Velocity 0.73
ft/s
Velocity Head 0.01
ft
Specific Energy 4,961.46
ft
Froude Number 0.36
Flow is subcritical.
Roughness
0.035
0.016
0.035
11/03/97 _ -
09:08:41 AM Haestad Methods, Inc. 37 Brookside Road . Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
Section C-C; Q100= 1.4 cfs
Cross Section for Irregular Channel
Project Description
Project File
c:\projects\evg\evgprop2.fm2
Worksheet
Section C-C
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Section Data
Wtd: Mannings Coefficient 0.026
'
Channel Slope
0.002500 ft/ft
Water Surface Elevation 4,961.45 ft
Discharge
1.40 cfs
4963.0
4962. E
4962.E
4962.4
4962.2
C
0
0
m 4962. C
W
4961.6
05/01 /97
11:22:47AM
4961.6
4961.4
F7/
I
Il)
i-
li
I
i
I
4961.2
0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0
Station (ft)
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Prop. Pan 1; 2-Yr Design Flow= 0.8 cfs
. Worksheet for Irregular Channel = = = IS
Project Description
Project File
c:\haestad\fmw\evg-swll .fm2
Worksheet
Proposed Pan 1
Flow Element
Irregular Channel
'
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.002500 ft/ft
Elevation range: 4,960.73 ft to 4,966.81 ft.
Station (ft)
Elevation (ft)
Start Station
0.00
4,968.81
0.00
0.00
4,960.81
4.00
4.00
4,960.81
6.00
5.00
4,960.73
6.00
4,960.81
10.00
4,960.89
15.00
4,961.30
Discharge
0.80 cfs
Results
Wtd. Mannings Coefficient
0.020
Water Surface Elevation
4,960.92
ft
Flow Area
1.03
ft2
Wetted Perimeter
10.49
ft
Top Width
10.37
ft
Height
0.19
ft
Critical Depth
4,960.87
ft
Critical Slope
0.011594 ft/ft
Velocity
0.77
ft/s
Velocity Head
0.01
ft
Specific Energy
4,960.93
ft
Froude Number
0.43
Flow is subcritical. .
End Station
4.00
6.00
15.00
Roughness
0.035
0.013
0.035
04/10/96
10:37:21 AM
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Prop. Pan 1; 2-Yr Design Flow-- 0.8 cfs
Cross Section for Irregular Channel
Project Description
Project File
c:\haestad\fmw\evg-swil.fm2
Worksheet
Proposed Pan 1
' Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Section Data
Wtd. Mannings Coefficient 0.020
Channel Slope
0.002500 ft/ft
Water Surface Elevation 4,960.92 ft
Discharge
0.80 cfs
wncn r
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
Station (ft)
S�GTIO,%
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Prop. Pan 1;100-Yr Design Flow-- 3.0 cfs
Worksheet for Irregular Channel
Project Description
' Project File
c:lhaestad\fmwlevg-sw41.fm2
Worksheet
Proposed Pan 1
Flow Element
Irregular Channel
'
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.002500 ft/ft
Elevation range: 4,960.73 ft to 4,968.81 ft.
Station (ft)
Elevation (ft) Start Station End Station
Roughness
0.00
4,968.81 0.00 4.00
0.035
0.00
4,960.81 4.00 6.00
0.013
4.00
4,960.81 6.00 15.00
0.035
5.00
4,960.73
'
6.00
4,960.81
10.00
4,960.89
15.00
4,961.30
Discharge
3.00 cfs
Results
Wtd. Mannings Coefficient 0.023
Water Surface Elevation 4,961.06 ft
Flow Area
2.65 ft2
Wetted Perimeter
12.40 ft
Top Width
12.13 ft
Height
0.33 ft
'
Critical Depth
4,960.96 ft
Critical Slope
0.013844 fttft
Velocity
.1.13 ft/s
'
Velocity Head
0.02 ft
Specific Energy
4,961.08 ft
Froude Number
0.43
Flow is subcritical.
04/ 10/96
10:36:14 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
Prop. Pan 1;100-Yr Design Flow--- 3.0 cfs
Cross Section for Irregular Channel
Project Description
Project File
c:\haestad\fmwlevg-swlt.fm2
Worksheet
Proposed Pan 1
Flow Element
Irregular Channel
Method
Manning's Formula.
Solve For
Water Elevation -
Section Data
Wtd. Mannings Coefficient 0.023
Channel Slope
0.002500 ftfft
Water Surface Elevation 4,961.06 ft
Discharge
3.00 cfs
n
0a10f96
10:36:35AM
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0
Station (ft)
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
16.0
FlowMaster v5.13
Page 1 of 1
i
OL
1.
m
I
,=,z/
OL
1.
m
I
,=,z/
i! FiW Y x.
!t ` qq;
�i I iikl
l.t.
�q i
Emsting Pan 2; Q2= 3.4 cfs
' Worksheet for Irregular Channel
Project Description
'
Project File
c:lprojectslevglevg-exst.fm2
Worksheet
Evergreen Park; Existing Pan 2
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.004260 ft/ft
'
Elevation range: 4,958.47 ft to 4,967.71 ft.
Station (ft)
Elevation (ft) Start Station
0,00
4,963,64 0.00
'
0.00
4,958.64 3.30
1.80
4,958.47
3.30
4,958.64
7.30
4,959.71
7.30
4,967.71
Discharge
3.40 cfs
Results
Wtd. Mannings Coefficient
0.020
Water Surface Elevation
4,958.95
ft
Flow Area
1.50
ft2
Wetted Perimeter
4.85
ft
Top Width
4.48
ft .
Height
0.48
ft
Critical Depth
4,958.87
ft
'
Critical Slope
0.008305 f tft
Velocity
2.26
ftts
Velocity Head
0.08
ft
'
Specific Energy
4,959.03
ft
Froude Number
0.69
' Flow is subcritical.
End Station
3.30
7.30
Roughness
0.013
0.035
03/11/97
02:11:46 PM
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
E6dsting Pan 2; Q100= 12.7 cfs
Worksheet for Irregular Channel
Project Description
Project File
c:\projects\evg\evg-exst.fm2
Worksheet
Evergreen Park; Existing Pan 2
Flow Element
Irregular Channel
}'
Method
Manning's Formula
Solve For
Water Elevation
' Input Data
Channel Slope
0.004260 fttft
'
Elevation range: 4,958.47 ft to 4,967.71 ft.
Station (ft)
Elevation (ft) -
Start Station
0.00
4,963.64
0.00
'
0.00
4,958.64
3.30
1.80
4,958.47
3.30
4,958.64
4,959.71
7.30
4,967.71
Discharge
12.70 cfs
Results
' Wtd. Mannings Coefficient 0.014
Water Surface Elevation 4,959.25
ft
Flow Area
2.97
ftz
Wetted Perimeter
6.27
ft
Top Width
5.57
ft
Height
0.78
ft
Critical Depth
4,959.26
ft
Critical Slope
0.004006 ft/ft
Velocity
4.28
fUs .
Velocity Head
0.28
ft
'
Specific Energy
4,959.53
ft
Froude Number .
1.03
Flow is supercritical.
1
03/11 /97
02:11:32 PM
End Station
3.30
7.30
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
Roughness
0.013 .
0.035
FlowMaster v5.13
Page 1 of 1
Existing Pan 2; Q100= 12.7 cfs
Cross Section for Irregular Channel
Project Description
Project File
c:\projects\evg\evg-exst.fm2
Worksheet
Evergreen Park; Existing Pan 2
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Section Data
Wtd. Mannings Coefficient 0.014
Channel Slope 0.004260 ft/ft
Water Surface Elevation 4,959.25 ft
Discharge 12.70 cfs
w
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0
Station (ft)
03/11 /97
02:12:15 PM
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
r=,/ —7 /
,-,ep /
Proposed Pan 2; Q100= 10.51 cfs
Worksheet for Irregular Channel
Project Description
Project File.
c:\projectslevglevgprop2.fm2
Worksheet
Evergreen Park Second Filing; Swale 2
Flow Element
Irregular Channel"
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope 0.004260 ft/ft
Elevation range: 4,958.47 ft to 4,959.71 ft.
Station (ft) Elevation (ft)
Start Station
End Station
Roughness
0.00 4,958.67
0.00
6.00,
0.035
6.00 4,958.55
6.00
.9.00
0.013
7.50 4,958.47
9.00
15.00
0.035
9.00 4,958.55
15.00
4,959.71
Discharge
10 51 cfs
Results
Wtd. Mannings Coefficient 0.020
Water Surface Elevation
4,959.00
ft
Flow Area
4.29
ftz
Wetted Perimeter
11.68
ft
Top Width
11.31
ft
Height
0.53
ft
Critical Depth
4,958.91
ft
Critical Slope
0.008724
fttft
Velocity
2.45
ftts
Velocity Head
0.09
ft
Specific Energy
4,969.09
ft
Froude Number
0.70
Flow is subcritical.
Water elevation exceeds lowest end station by
0.33 ft.
05/07/97
' 11:33:24 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
Proposed Pan 2; Q100= 10.51 cfs
Cross Section for Irregular Channel
Project Description
'
Project File
c:\projects\evg\evgprop2.fm2
Worksheet
Evergreen Park Second Filing; Swale 2
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Section Data
Wtd. Mannings Coefficient 0.020
'
Channel Slope
0.004260 ft/ft
Water Surface Elevation 4,959.00 ft
' Discharge
10.51 cfs
4959.8
4959.E
4959.4
4959.e
C
O
tD
lL 4959.0
05/07/97
11:34:16AM
4958.8
4958.E
4958.4 L
0.0
2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
Station (ft)
FlowMaster v5.13
Haestad Methods, Inc. " 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
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STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver
Metro Denver Cities/Counties & UDFCD Pool Fund Study
USER:NORTHERN ENG SERVICES INC-FT COLLINS COLORADO ............................
ON DATA 11-03-1997 AT TIME 10:21:38 VERSION=03-26-1994
*** PROJECT TITLE :Evergreen Park Second Filing; Storm Sewer Line 1
FILE N06 EVGSTRM2.OUT
*** RETURN PERIOD OF FLOOD IS 100 YEARS
RAINFALL INTENSITY TABLE IS GIVEN
*** SUMMARY OF SUBBASIN RUNOFF PREDICTIONS
TIME
OF CONCENTRATION
MANHOLE BASIN
OVERLAND
GUTTER '
BASIN
RAIN I
PEAK FLOW
ID NUMBER AREA
* C
To (MIN;
Tf (MIN)
Tc (MTN)
INCH/HR
CFS
----------------------------------------------------------------------
1.00
0.00
0.00
0.00
0.00
9.00
0.00
2.00
0.00
0.00
CG
0.O
9.0C
0.00
3.00
0.00
0.00
0.00
0.00
9.00
0.00
4.00
0.00
0.00
0.00
5.00
9.00
7.55
5.00
0.00
0.00
0.00
5.00
9.00
7.55
THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES
DENVER CRITERIA WAS NOT USED TO CHECK THE COMPUTATED Tc.
*** SUMMARY OF HYDRAULICS AT MANHOLES
-------------------------------------------------------------------------------
MANHOLE
CNTRBTING
RAINFALL
RAINFALL DESIGN
GROUND
WATER
COMMENTS
ID NUMBER
AREA * C
DURATION
INTENSITY PELkK
FLOW
ELEVATION
ELEVATION
MINUTES
INCH/HR
CFS
FEET
FEET
----------------------_---------------------------------------------------------
1.00
0.00
0.00
O.CO
15.09
4956.00
4954.34
OK
2.00
1.68
6.06
9.00
15.09
4957.31
4955.09
OK
3.00
1.68
5.62
9.00
15.09
4958.07
4956.32
OK
4.00
0.84
5.00
9.00
7.55
4958.76
4959.42
NO
5.00
0.84
5.00
9.00
7.55
4958.76
4959.42
NO
NOTE: THE
STARTING WATER SURFACE ELEVATION IS
CRITICAL DEPTH
IN THE STORM SEWER.
OK MEANS WATER ELEVATION
IS LOWER THAN GROUND
ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
NOTE:
THE GIVEN
FLOW DEPTH-TC-SEWER SIZE R;`--C=
-------------------------------------------------------------------------------
SEWER
MAMHOLE
NUMBER
SEWER
RE-UIRED
SUGGESTED
EXISTING
ID NUMBER
UPSTREAM
DNSTREAM
SHAPE
DIA(RISE)
DTA(RISE).DIA(RISE)
WIDTH
-------=-----------------------------------------------------------------------
ID NO.
ID NO.
(IN) (FT)
(IN) (FT)
(IN) (FT)
(FT)
1.00
2.00
1.00
ROUND
22.77
24..00
24.00
0.00
2.00
3.00
2.00
ROUND
22.91
24.00
24.00
0.00
3.00
4.00
3.00
ROUND
16.93
18.00
15.00
0.00
4.00
5.00
3.00
ROUND
16.93
.18.00
15.00
0.00
NOTE: SEWER
ID 2.00 IS
A 191'x30"
HERCP.
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED_ BY THE SUGGESTED SEWER SIZE; OTHERWISE,
EXISITNG SIZE WAS USED
-------------------------------------------------------------------------------
SEWER
DESIGN
FLOW
NORMAL
NORAML
CRITIC
CRITIC
FULL
FROUDE
COMMENT
ID
FLOW Q
FULL Q
DEPTH
VLCITY
DEPTH
VLCITY
VLCITY
NO.
NUMBER
CFS
CFS
FEET
FPS.
FEET
FPS
FPS
-------------------------------------------------------------------------------
1.0
15.1
17.4
1.44
6.24
1.42
6.34
4.80
0.95
V-OK
2.0
15.1
17.1
1.46
6.15
1.42
6.34
4.80
0.92
V-OK
3.0
7.5
5.5
1.25
6.15
1.08
'6.69
6.15
0.00
V-OK
4.0
7.5
5.5
1.25
6.15
1.08
.6.69
6.15
O.00
V-OK '
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
SEWER
SLOPE
INVERT ELEVATION
BURIED
DEPTH
COMMENTS -
ID NUMBER
'UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM
%
(FT)
(FT)
(FT)
(FT)
----------------------------------------------------------------------
1.00
0.59
4953.66
4952.92
1.65
1.08
OK
2.00
0.57
4954.77
4953.86
1.30
1.45
OK
3.00
0.61
4956.95
4955.55
1.00
1.27
OK
4.00
0.61
4956.95
4.955.55
1.00
1.27
OK
OK MEANS BURIED
DEPTH
IS GREATER THAN REQUIRED SOIL
COVER OF
1 FEET
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
------------------------------------------------------------------------------
SEWER
SEWER
SURCHARGED
CROWN ELEVATION
WATER ELEVATION
FLOW
ID NUMBER
LENGTH
LENGTH
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM
CONDITION
FEET
FEET,
FEET
FEET
FEET
FEET.
-----------------------------------------------------------------=------------
1.00
124.64
0.00
4955.66
49S4.92
4955.09
4954.34
SUBCR
2.00
160.11
0.00
4956.77.
4955.86
4956.32
4955.09
SUBCR
3.00
230.39
230.39
4958.20
4956.79
4959.42
1 4956.32
PRSS'ED
4.00
230.39
230.39
4958.20
4956.79
4959.42
4956.32
PRSS'ED
PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=S'JBCRITICAL FLOW
*** SUMMARY OF ENERGY GRADIENT LINE ?LONG SEWERS
----------------------------
UPST
MANHOLE
---------------------------------------------------
SEWER
.JUNCTURE LOSSES
DOWNST MANHOLE
SEWER MANHOLE
ENERGY
FRCTION
BEND
BEND LATERAL LATERAL
MANHOLE
ENERGY
ID NO ID
NO.
ELEV FT
FT
K COEF
LOSS FT K COEF LOSS FT
ID
FT
------------------------
1.0
2.00
7-------------------------------------------------------
4955.70
1.36
0.08
0.00 0.00 0.00
1.00'4.954.34
2.0
3.00
4956.91
1.11
0.28
0.10 0.00 0.00
2.00
4955.70
-3.0
4.00
4960.04
2.72
0:70.
0.41 0.00 0.00
3.00
4956.91
4.0
5.00
4960.04
2.72
0.70
0.41 0.00 0.00
3.00
4956.91
BEND LOSS
=BEND K* FLOWING FULL
VHEAD
IN SEWER.
LATERAL
LOSS=
OUTFLOW
FULL VHEAD-JCT
LOSS K*INFLOW FULL VHEAD
FRICTION
LOSS=O MEANS
IT IS NEGLIGIBLE
OR POSSIBLE ERROR DUE TO
JUMP.
4 41
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE _INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
*** SUMMARY OF EARTH EXCAVATION VOLUME FOR COST ESTIMATE.
THE TRENCH SIDE SLOPE = 1
---------------=---------------------------------------------------------------
MANHOLE
GROUND INVERT MANHOLE
ID NUMBER
ELEVATION ELEVATION HEIGHT
FT FT FT
-------------------------------------------------------------------------------
1.00
4956.00 4952.92 3.08
2:00
4957.31 4953.66 3.65
3.00
4958.07 4954.77 3.30
4.00
4958.76 4956.95 1.81
5.00
4958.76 4956.95 1.81
-------------------------------------------------------------------------------
SEWER
UPST TRENCH WIDTH DNST TRENCH WIDTH
TRENCH
WALL EARTH
ID NUMBER
ON GROUND AT INVERT ON GROUND AT INVERT
LENGTH THICKNESS VOLUME
FT FT FT FT
FT
INCHES CUBIC YD
-
------------------------------------------------=------------------------------
1.00
6.80 4.50 5.65 4.50
124.64
3.00 94.4
2.00
6.10 4.50c.=1 4.5C
160.11
3.00 121.4
3.00
3.99 3.63 :.:2 3.63
230.39
2.25 101.E
4.00
3.99 3.63 5.42 3.63
23G.39
2.25 101.6
TOTAL EARTH
VOLUME FOR SEWER TRENCHES = 418.946
CUBIC YARDS
EARTH VOLUME WAS ESTIMATED TO HAVE
BOTTOM WIDTH=DIAMETER
OR WIDTH OF SEWER + 2 - B
B=ONE FEET WHEN DIAMETER OR WIDTH <=48
INCHES
B=TWO FEET WHEN DIAMETER OR WIDTH >48 INCHES
IF BOTTOM
WIDTH <MINIMUM WIDTH, 2 FT, THE MINIMUM WIDTH WAS
USED.
BACKFILL
DEPTH UNDER SEWER WAS ASSUMED TO BE ONE
FOOT
SEWER WALL
THICKNESS=EQIVLNT DIAMATER IN INCH/12
+1 IN INCHES
Q � l7.a�1Gr=S
5-7 vifc 'roc L
m
GLl
AW
U
Ron
OC
0
Jy� O\qF N
�c. M
TYPE L
Use Do instead of 0 whenever flow is supercritical in the barrel.
**Use Type L for a distance of 3D downstream .
FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR
CONDUIT OUTLET.
' FIGURE 5-7 IS VALID FOR 0/ D2.5-,
OF 6.0 OR LESS.
W
J
m
H
0= DESIGN DISCHARGE M CFS
D= CIRCULAR CONDUIT DIAMETER IN FEET 4
Yt = TAILWATER DEPTH
0
00
0
U
N
In
W
LL
O
O`
a
� O
�
V
v
d d
L
�
�
N
v
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N
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U 0
W
CD
0
0'
7
m
Ml
W
o'
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT:
Evergreen Park Second Filing
STANDARD FORM A
COMPLETED BY: Mary
B. Wohnrade,
P.E.
DATE: May 7, 1996
Developed
Erodibility
Asb
Lab
Ssb
Lb Sb PS(rable 8-A)
Sub -Basin
Zone
(ac)
(ft)
(%)
(ft)
1
Moderate
1.541
340
1.70
2
Moderate
1.443
696
0.95
3
Moderate
0.859
325
1.70
Total =
3.843
470 1.42 79.3
4
Moderate
1.103
562
0.75
75.3
5
Moderate
1.531
546
1.17
78.4
8
Moderate
0.606
160
1.00
75.6
9
Moderate
0.312
160
2.13
79.1
Total =
•7.395
3.843(79.3)+1.103(75.3)+1.531(78.4)+0.606(75.6)+0.312(79.1)/7.395=-
78.2
Lb = sum (Lsb x Asb) / sum Asb
Sb = sum (Ssb x Asb) j sum Asb
Performance Standard (PS) = See Table 5.1
EFFECTIVENESS CALCULATIONS
PROJECT: Evergreen Park Second Filing STANDARD FORM B
COMPLETED BY: Mary B. Wohnrade, P.E. DATE: May 7, 1996
Erosion Control Method
C-Factor
P-Factor
Comment
Hay Mulch
0.06
1.00
Basins'
1-3,5
Bare Ground
1.00
0.90
Basins'
4,8,9
Roads/Walks
0.01
1.00
Basins'
1,3A8,9,
Gravel Filter
1.00
0.80
Basins'
1 - 4
Silt Fence Barrier
1.00
0.50
Basins'
4,5,8,9
Straw Bale Barrier
1.00
0.80
n/a
Major Performance Sub -Basin
Area Calculations
Basin Standard (%)
(Ac)
1,2,3
79.3
3.843
Roads/Walks = 0.554 ac
Hay Mulch = 3.289 ac
Gravel Filter
Net C Factor = 0.554(0.01)+3.289(0.06)/3.843 = 0.053
Net P Factor = 0.80
EFF = (1-(0.053 x 0.80))/100= 95.8%
4
75.3
1.103
Roads/Walks = 0.305 acres
Bare Ground = 0.798 acres
Gravel Filter, Silt Fence
Net C Factor = (0.305(0.01)+0.798(1.00))/1.103 = 0.73
Net P Factor = 0.804.804.90=0.58
EFF = (1-(0.73 x 0.58))/100= 57.7%
5
78.4
1.531
Silt Fence
Hay Mulch = 1.531
Net C Factor = 0.06(1.531)/1.531 = 0.06
Net P Factor = 0.50
EFF = (1-(0.06 x 0.50))/100= 97.0%
8
75.6
0.606
Streets/Walks = 0.465
Bare Ground = 0.141 ac
Silt Fence
Net C Factor = (0.01(0.465)+1.00(0.141))/0.606 = 0.24
Net P Factor = 0.504.90=0.45
EFF = (1-(0.24 x 0.45))/100= 89.2%
9
79.1
0.312
Streets/Walks = 0.141 ac
Bare Ground = 0.171 ac
Silt Fence
Net C Factor = (0.01(0.141)+1.00(0.171))/0.312 = 0.55
Net P Factor = 0.50xO.90= 0.45
EFF = (1-(0.55 x 0.45))/100= 75.1%
3.843(95.8)+1.103(57.7)+1.531(97.0)+0.606(89.2)+0.312(75.1)/7.395
= 89.0 > 78.2 :. OK
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Department of Energy
`f Western Area Power Administration ,
Rocky Mountain Customer Service Region
P.O. Box 3700
Loveland, CO 80539-3003 '
AUG 2 6 1997
Ms. Mary B. Wohnrade P.E. '
Project Engineer
Northern Engineering Services, Inc.
420 South Howes, Suite 202 '
Fort Collins, CO 80521
Dear Ms. Wohnrade: I'
Enclosed is a license agreement for the 50-foot drainage easement that R.J. Develco, Inc.,
proposes to construct on the Western Area Power Administration easement for the Poudre- ,
Richard's Lake Transmission Line in Section 1, T.7N., R.69W., 6th P.M., Larimer County, ,
Colorado. ..
If the license is satisfactory, please have it executed on behalf of R.J. Develco, Inc., and return M
it to this office for execution on behalf of the United States. If you have any questions on this
matter, call me at (970) 490-7284.
Sincerely,
Dave Gaul
Realty Officer
Enclosure
UNITED STATES OF AMERICA
DEPARTMENT OF ENERGY
WESTERN AREA POWER ADMINISTRATION
Poudre-Richard's Lake 115-kV Transmission Line
Section 1, Township 7 North, Range 69 West
6th Principal Meridian, Larimer County, Colorado
Vicinty of Structures 20/8 and 20/9
LICENSE AGREEMENT
THIS LICENSE AGREEMENT, made this day of , 1997, between
R.J. DEVELCO, INC.(LICENSEE), whether one or more, and the UNITED STATES OF AMERICA,
Department of Energy, Western Area Power Administration, (Western), represented by the
officer executing this agreement, pursuant to the Reclamation Act, Act of June 17,
1902, 32 Stat. 388, and acts amendatory thereof.and supplementary thereto, and the
Department of Energy Organization Act, Act of August 4, 1977, 91 Stat. 565.
WITNESSETH:
Western concurs that the 50-foot drainage easement (FACILITY) proposed by the
LICENSEE will not interfere with the operation and maintenance of Western's Poudre-
Richard's Lake 115-kV Transmission Line, if constructed in the manner and at the
locations shown on Exhibit A, attached hereto and made a part hereof.
In consideration of Western's concurrence, the LICENSEE agrees to the following:
(a) This license does not grant any right, privilege, or interest in the land
The LICENSEE is responsible for obtaining any necessary land rights from the
underlying landowner.
(b) This license is only valid provided the FACILITY is constructed, operated and
maintained in conformance with the attached drawings and/or exhibits. Any
relocations, changes, or upgrades require additional concurrence by Western.
LICENSEE agrees to alter or relocate its FACILITY, at no cost to Western, to
accommodate future modifications of Western's facilities, including but not
limited to, upgrades of the transmission line.
(c) LICENSEE shall notify Western at least 10 days prior to commencing
installation of the FACILITY to permit inspection by WESTERN; Contact Bud Jones
in our Loveland office, (970) 490-7314.
(d) To abide by and comply with all applicable Federal, State and local laws and
building and safety codes.
(e) LICENSEE agrees to indemnify and hold harmless Western, its employees, or
agents, from any loss or damage and from any liability on account of personal
injury, death, or property damage arising out of Licensee's, its agents,
contractors, or subcontractors use of the land covered by this License Agreement.
(f) This agreement shall be binding on the successors or assigns of LICENSEE and
Western; however, it shall not be assigned by LICENSEE without prior written
consent of Western.
(g) A minimum clearance of at least 12 feet from the conductors must be maintained
at all times.
LICENSEE
R.J. DEVELCO, INC. -
605 SOUTH COLLEGE AVENUE
FORT COLLINS, CO 80524
(Signature)
(Title)
THE UNITED STATES OF AMERICA
Western Area Power Administration
Acting Regional Manager
t
..run—�O—w r r "V 1 1 : 10 LVYCLMrvL• MKGM �•r... rrr•_. ,.. -r n�
EXHIBIT A '
Western Area Power Administration Page 1 of 2
Rocky Mountain Customer Service Region
NOTE: A minimum clearance of
RIGHT-OF-WAY USE APPLICATION least 12 feet from the
conductors must be maim
Date: /'er,5-1 tained at all times.
Transmission Line: ! p^���— ��YGJNc l!� K-✓ �z�rfy�aSt'io.J L r�� ,
Description of Proposal (Narrative): !r`!c-L-'^oe-� R _•fit-'+� Jss�ic E.�sc v,� d
i7GSi 6. ..l q—f).�r� �R- i>< `Jc7' loot-iro,J o/= %I'i-C EXS Ti•.l �i %' NS3rZ Ca[c..�lC/�I j ,
Location: Section 1 Township -7 4 Rangc L5 vv G —r I (Meridian) '
County: State:
Complete if applicable: SubdivisionEw'85f--,x-e='4 r=•.-.-44 , Lots ) —9 ,
Block I City
PROFILE: Show the location, height (feet), and distance (feet) from the nearest transmission
line structure.
WAPA Structure `~�-�� WAPA Structure
G
c.
ound Surf:�ce
PLAN: Show the location and dimensions (in feet) of the proposed facility in relation to the
center conductor of the transmissiion line.
Transmission Line
WAPA Structure_
No. 20/8
ROW--------------------
----------------------------- --------------- ROW
I Transmission Line
WAPA Structure—
*- --------- No. 20/9
-----------------------------------------------ROW
Show NORTH by arrow at (+) in block
------- ------- at left and show approximate location
in Section at right.
Attach other drawings and information as appropriate.
NW I/4
%WI/4 'SCl/4
Address:
Telephone No.: (91d )3• '
SUOARM E
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August 29, 1997
Northern Engineering
420 South Howes Street
Suite 220
Fort Collins, Colorado 80521
Attn: _ Mr. Mike Jones
Re: Drywell Design
Evergreen Park
Fort Collins, Colorado
EEC Project No. 1972062
Mr. Jones:
-00
Ali 1
EEC
6:2
1
EARTH ENGINEERING 1
CONSULTANTS, INC.
1
As you requested, a senior project engineer from Earth Engineering Consultants, Inc. (EEC) has
completed a design for the proposed drywell at the Evergreen Park area in Fort Collins. A diagram
for that design is included with this report; that information is also being provided with this letter
in AutoCAD 13 format on the enclosed disk.
The drywell design is based on a peak discharge of 3.2 cubic feet per second with minor surface
ponding of the discharge water. The surface area of 788 square feet could be developed with
essentially any configuration. It will be crucial for the operation of this drywell that the ground
surface in this area be maintained to prevent clogging of the surface of the drywell. In our test
borings at this site, no free groundwater was observed. With the granular site materials and apparent
depth to groundwater, we do not expect the drywell will cause -an unacceptable rise in adjacent
groundwater levels.
If you have any questions concerning the enclosed information, or if we can be of further service to
you in any other way, please do not hesitate to contact us.
Very truly yours,
Earth ig Consultants, Inc. 1
.0�0�►Q• �� �Sr�n;
T
v
®: 957
Lestets.S'l�n 1
PrincipaY'Yigiti' er
LLL/dmf 1
CENTRE FOR ADVANCED TECHNOLOGY
2301 RESEARCH BOULEVARD, SUITE 104 -
• FORT COLLINS, COLORADO 80526 - 1
(970) 224-1522 (FAX) 224-4564
.JZ�
Cf.
!-'
A
11
Area = 788 sf
.
Excavate Silty Sandy Cloy and Replace
w/ free draining grovel
(3/4' Weathered Rock or Excavated Site Grovel)
Approx. 3.5' to 4'
Natural Silty Sandy Cloy (CL)
p 0 0p 0 0
0 0 0 0
0 0 � 0 00 0 C 0 0000 000 00000
p p 000 0 0
0 000 00 O
p 0 0000 p p 00 O 0 00
O 00 O pO p 00 0 p 0 p 00
000 00 0
O O 0 00
O p 0 000 0 00p 000 OO 00p OO 00
Natural Gravel w/ Sand (SP/GP)
Cobbles w/ depth
Section A
11
Sheet 1
EVERGREEN PARK DRYWELL
FORT COLLINS, COL❑RAD❑
PROJECT
N0:1972062 DATE: AUGUST 1997
EARTH ENGINEERING CONSULTANTS
EVERGREEN PARK _I 3
FORT COLONS, COLORADO
PROJECT NO: 1872062 DATE: JULY 1997
LOG OF BORING B"1
RIG TYPE: CME45
SHEET 1 OF 1
WATER DEPTH
FOREMAN: OSH
START DATE
07115197
WHILE DRILLING
None
AUGER TYPE: 4" CFA
FINISH DATE
07/15197
AFTER DRILLING
None
SPT HAMMER: MANUAL
SURFACE ELEV
WA
24 HOUR
WA
SOIL DESCRIPTION
D
N
Ou
MC
0D
A -LIMITS
-200
SWELL
LL
PI
PRESSURE
%@ SOd PSF
TYPE
(FEET)
(BLOWS/FT)
(PSF)
(%)
(PCF)
(%)
SANDY SILTY CLAY (CL)
1
olive/brown
medium dense
2
SS
_
8
3000
7.9
30
14
74.2
3
4
GRAVEL W/ SAND (GP/SP) SS
_ _
50/10"
6.3
brown
5
medium dense
w/ apparent Cobbles
6
7
4.1
8
9
10
11
12
13
GRAVELLY SAND(SP/GP)
brown
14
medium dense SS
_
50l9"
11.4
I
15
16
BOTTOM OF BORING 15.5-
_
17
18
19
20
21
22
23
24
25
Earth Engineering Consultants
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