HomeMy WebLinkAboutDrainage Reports - 06/09/1995Fin
FINAL
DRAINAGE AND EROSION CONTROL REPORT
FOR
HORSETOOTH EAST
PROFESSIONAL OFFICE BUILDING L"
FORT COLLINS, COLORADO
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WELSH ENGINEERING SCIENCE & TECHNOLOGY INC.
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FINAL
DRAINAGE AND EROSION CONTROL REPORT
FOR
HORSETOOTH EAST
PROFESSIONAL OFFICE BUILDING L dt�)
FORT COLLINS, COLORADO
Prepared for:
The Neenan Company
2290 East Prospect
P.O. Box 2127
Fort Collins, CO 80522
Prepared by:
WESTEC
2629 Redwing Road, Suite 200
Fort Collins, Colorado 80526
No. 95427
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REVISED
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16466
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May 15, 1995
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\1/ YY C � ■ C L.
WELSH ENGINEERING SCIENCE & TECHNOLOGY, INC.
■
■ May 15, 1995
■
' Mr.Glen D. Schlueter
City of Fort Collins
Utility Services Stormwater
235 Mathews
Fort Collins, Colorado 80522
RE: HORSETOOTH EAST PROFESSIONAL OFFICE BUILDING - FINAL DRAINAGE AND
EROSION CONTROL REPORT
Dear Mr. Schlueter:
Transmitted herewith is a revised copy of the subject report for your review and approval.
All calculations for this report have been made in accordance with criteria established by .
the City of Fort Collins.
If you have any questions or require any modifications please call me.
Thank you.
Sincerely,
WATER, WASTE & LAND, INC.
'�" ow
/
Maurice H. Lutkin, P.
Manger, Civil Engi eering Division
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FINAL DRAINAGE AND EROSION CONTROL REPORT
FOR
HORSETOOTH EAST PROFESSIONAL BUILDING
FORT COLLINS, COLORADO
DEVELOPMENT LOCATION AND DESCRIPTION
Location
A new, two-story office building is planned for Lot 3 of the Horsetooth East Business
Park as shown on the enclosed Site Map. A site layout at a larger scale is shown on
a print of the Grading and Drainage Plan appended at the end of this report. The site,
containing approximately 4.4 acres within the lot lines and 4.66 drainable acres, is
bounded by the Robert Shields Ditch on the south, Collindale Golf Course on the west,
Public Service Facilities on the north and Automation Way on the east. The site lies
in the Northeast Quarter of Section 31, Township 7 North, Range 68 West, 6th P.M.,
City of Fort Collins, County of Larimer, State of Colorado.
Prooertv Description
The property is undeveloped. It is presently partially covered with native grasses and
' a stockpile of earth from recent construction in the area. The site slopes from the
west to the east at a gradient of approximately 1 %. There is an existing detention
pond along the north edge of the site that is utilized mainly by Public Service
' development although there is excess capacity that will be used for the proposed office
building runoff.
' DRAINAGE BASIN IDENTIFICATION
' Description
The proposed development lies in the Fox Meadows Drainage Basin. The Horsetooth
' Business Park, First Filing, Drainage Report [11, a portion of which is included in
Attachment A, indicates that all development within the Horsetooth Business Park will
be limited to a release rate of 0.17 cubic feet per second per acre and provides
' rationale for this restriction. Therefore, this office building site is allotted a release rate
of 0.75 cfs.
' DRAINAGE DESIGN CRITERIA
Regulations
The City of Fort Collins Storm Drainage Design Criteria (21 is being used as the basis
for this report.
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' Development Criteria Constraints
The constraints to developing this site are described by Stewart and Associate [1].
They include a maximum permitted release rate of 0.17 cfs per acre for all
development in Horsetooth East Business Park. The release rate from 4.4 acres, the
area within the lot lines of the site, equals 0.75 cubic feet per second.
Hvdrolooic Criteria
' The Rational Method and the runoff from a 100-year storm were used to design the
drainage system for the Horsetooth East Professional Office Building development .
Calculations are included in Appendix I.
' Calculations
' All calculations for this report have been made in accordance with criteria established
by the City of Fort Collins.
' Variances
No variances are requested.
' DRAINAGE DESIGN
' Concept
All drainage from the office building development will be conveyed to the existing
' detention pond on the north edge of the site. This pond was found to be smaller than
was originally contemplated in the Horsetooth Business Park, First Filing although it is
more than adequate to handle the detention requirements of Public Service's
' development of 81839 cubic feet [1]. The additional needs of the office building
development was determined from a mass balance analysis and the pond will be
reconstructed and ponding will be provided in the new parking area to handle the
' increased needs.
Details
The reconstruction of the pond will consist of deepening it to a bottom elevation of
4945.5, which is 6 inches above the original design elevation for the bottom of the
pond and is the existing invert elevation of the outlet works. The pond spillway area
will be regraded to actually allow high water ponding to the original design elevation
of 4950.5 and the pond will be extended at the west end to create more capacity.
The roof of the office building, the south end and the west side of the building and the
area between the west lot line and the railroad tracks will be drained to this extended
pond via a series of yard drains on the office building property. The office building
parking lot runoff will be collected in one curb inlet and piped to the pond. This
parking lot grading will provide additional capacity in the parking lot at times of high
water ponding to elevation 4950.5. All significant runoff from the site of the proposed
office building will therefore be directed to the detention pond.
1 The parking lot basin is designated Basin A and Basins B1 through B5 are the
designations given to the western drainage area. These basins are delineated on the
Drainage Study and Erosion Control Plan appended to the end of this report.
A time of concentration of 10 minutes was calculated for Basin A at Design Point A.
' This will result in a flow at Design Point A of 9.4 cfs for a 10 year event and 19.1 cfs
for a 100 year event. A curb inlet with an opening of 4 feet will handle the flow from
the 10 year event with water at a depth of 18 inches (9.6 cfs). Water drains from this
inlet to the main pond in a 15 inch pipe which is capable of carrying 12 cfs with water
at a depth of 18 inches at the inlet. As the intensity of the storm increases beyond
that of a 10 year event the parking lot pond will fill to the point where water can flow
directly to the main pond to the north through the curb cut set at elevation 5050.3.
Under certain conditions, both ponds will fill to an elevation of 5050.5 before flowing
over the original spillway to Automation Way and Big Horn Drive.
The western drainage area system consists of five ADS in -line yard drains designed to
collect runoff from a 10 year event and convey it to the enlarged detention pond that
' is also part of this project. In order to design this line, Basin B was divided into five
sub basins mentioned above with each sub basin containing its design point.
Calculations supporting the pipe and fitting sizes shown on the drawings, are attached.
' Some product information on the ADS in -line drains is also enclosed. The two 18"
diameter in -line drains receiving roof runoff are graded as shown on the drawings to
pond and provide sufficient head for water to enter the drain at the appropriate rate.
Runoff from events exceeding a 10 year storm will still drain to the detention pond
' over a natural gradient of about 0.5% from south to north along the common property
line between the railroad and the office building.
The mass balance analysis, using a composite runoff coefficient of 0.85 and a 100
year event, indicates the development of the Horsetooth East Professional Office
Building will require a detention volume of 41,000 cubic feet (the volume at 2 hours
' was used per the Denver Regional COG regulations for a balance that is still increasing
at that time [31). This, added to the requirements for Public Service of 81839 cubic
feet, brings the total requirement to just under 123,000 cubic feet. The reconstructed
pond provides 104,507 cubic feet and the pond in the parking lot, at 18 inches deep,
provides an additional 19,283 cubic feet, a total of 123,790 cubic feet.
The release rate from the original pond established by Stewart [11 for Public Service
was 1.19 cfs. The release rate for the proposed office building is 0.75 cfs bringing the.
new release rate from the reconstructed pond to 1.94 cfs. This will be accomplished
by enlarging the opening in the outlet works from 21 square inches, as constructed
under Horsetooth East Business Park, First Filing, to 27 square inches.
' RAINFALL EROSION ANALYSIS
Site Soils
' The Larimer County, Soil Conservation Service Soils Report identifies the soils at the
site as belonging the Nunn Clay Loam described as having slight rainfall erodibility.
The rainfall erosion season as detailed in the City of Fort Collins, Erosion Control
Reference Manual [21 (the Manual) is between May 1 and October 31. The natural
drainage of the site is from the west to the east. A mixture of dryland grass and weed
' cover currently provides an estimated 50 percent cover over the entire site.
The Manual details the site as having moderate wind erodibility characteristics. The
' predominant wind direction is from the west-northwest in this area. The wind erosion
season as detailed in the Manual is between November 1st and May 31st.
' Construction at the site is estimated to begin Mid -May 1995 and continue through
September,1995.
' Performance Standard
The estimated "During Construction" and "After Construction" Performance Standard
for the new office building site are 79.8 and 93.9, respectively. For the purpose of
estimating the site's Performance Standard the entire site was evaluated based on final
development contours. The limits of disturbance and sub -basins are shown on the
Drainage Study and Erosion Control Plan.
The Performance Standard for the site was estimated using the methods detailed in the
Manual and the estimated, average slope length and slope for the site. Flow lengths
and slopes developed for calculation of the "During Construction" Performance
Standard is presented on Standard Form A in Appendix Il. The Performance Standard
was taken from Table 5.1 of the Manual. The "After Construction" Performance
Standard is calculated by dividing the "During Construction" Performance Standard by
0.85.
Practice Factor Measures
Sediment control practice measures for the office building development will consist of
the construction of a silt fence, gravel filter inlet and a sediment trap in the existing
detention pond to the north. The location and details of these practice measures are
shown on the Drainage Study and Erosion Control drawing and the Details drawing.
Practice factor measures for the site after construction will be dismantled and thus a
weighted P - Factor of 1.0 was used to calculate the effectiveness. The calculations
for the weighted P - Factor for each basin during and after construction are presented
on Standard Form B in Appendix II.
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' Cover Factor Measures
Cover factor measures for the site during construction will consist of the building floor
and revegetation of the disturbed detention pond areas with dryland grasses. The
building and distured pond areas were assigned C - Factor values of 0.01 and 0.06,
respectively.
' Cover factor measures for the site after construction iscompleted will consist of
implementation of the landscaping plan which calls for landscaping or establishment
of the grass cover of at least 60 percent cover over the disturbed areas of the site.
Grass will be established with the use of hay or straw mulch applied and secured at
a rate of 2 tons per acre. The landscaping and mulched/revegetated areas were
assigned C - Factor values of 0.06 as selected from Table 5.2 and Figure 5.1. Cover
factor values for the paved areas and the undisturbed grassed areas were not changed
from "During Construction" conditions. The calculations for the weighted C - Factor
' for each basin during and after construction are presented on Standard Form B in
Appendix II.
"During Construction" Effectiveness Evaluation
The Net Effectiveness for the erosion control measures at the site during construction
was calculated as 80.8 percent and exceeds the "During Construction" Performance
Standard value of 79.8 percent. Calculations of the basin effectiveness value and the
Net Effectiveness for the site are presented on Standard Form B in Appendix II.
"After Construction" Effectiveness Evaluation
The Net Effectiveness for the erosion control measures at the site after construction
was calculated as 97.5 percent and exceeds the "After Construction" Performance
Standard value of 93.9 percent. Calculations of the basin effectiveness value and the
Net Effectiveness for the site are presented on Standard Form B in Appendix II.
WIND EROSION ANALYSIS
The surface soils at the new office building site are rated as moderately wind erodible.
Construction at the site will begin by May, 1995 at the end of the wind season of
November to May and the site does not fall under any of the exclusions available in the
Manual.
Construction disturbance at the site as detailed above will occur across the entire site.
The limited size of the construction area and the necessary access in this area will
restrict the available area for placement of a wind barrier. For this reason the wind
erosion features to be constructed at the site will consist primarily of natural features
at the site, water erosion controls and the features to be constructed.
The wind erosion control measures which will be implemented during construction will
'
include the items listed below and are detailed on the Erosion Control and Grading and
Drainage Plans.
• The south drainage channel along the south margin of the development.
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• The silt fence along the east margin of the property.
• The stormwater detention pond berm to the north of the proposed building.
• The railroad embankment west of the site.
• The walls and structural fill of the building.
• The paved parking and walk areas.
Wind erosion control measures which will be implemented after construction will
consist of mulching and seeding the disturbed areas. Hay or straw mulch will be
applied and crimped into the soil surface at a rate of 2 tons per acre after seeding of
the site. The silt fence will be removed when the mulch is applied. The remainder of
the wind erosion control features will remain intact to counter soil loss during
vegetative establishment.
INSTALLATION SCHEDULE
Construction of the new office building is proposed to start in Mid -May 1995 and
continue during the summer with the floors completed by June of 1995. The
approximate date of implementation of the erosion control measure during construction
are shown on Standard Form C in Appendix II. As shown on Form C the sediment trap
and silt fence will be constructed prior to overlot grading. Permanent vegetation will
be seeded and mulched after the completion of the project during the late -summer prior
to the next wind erosion season.
EROSION CONTROL SECURITY
The erosion control security requirement for the new office building site was estimated
based on the specification of Section 2.0 of the Manual. The cost of the erosion
control measures at the site as detailed above were estimated to cost $1,520 with a
security requirement of $2,280. The estimated cost to revegetate the disturbed areas
with a dryland grass mix according to the city's 1993 mulch and revegetation bid was
$2,860 with a security requirement of $4,290. The larger amount is required prior to
construction. Both cost estimates are detailed in Appendix II.
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REFERENCES
1. James H. Stewart & Associates, Drainage Reoort. Horsetooth Business Park, First
fjaM April1991.
2. City of Fort Collins, Colorado, Storm Drainage Design Criteria and Construction
Standards, May 1984, Revised January 1991.
3. Denver Regional Council of Governments, Urban Storm Drainage Criteria Manual,
Volumes I and II, March, 1969, 6th Printing Vol I September 1978.
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ATTACHMENT A
'SUPPORTING DOCUMENTS
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LOCATION:
The Horsetooth Business Park is located on the southwest corner of
Horsetooth Road and Timberline Road. The property is bounded on the north
' by Horsetooth Road, on the east by Timberline Road, on the west by the
Union Pacific Railroad, and on the south by Collindale Business Park.
The total Hor etooth Business Park contains 32.2 acres. The Horsetooth
' Business Park First Filin is located at the northwest corner of the site,
adjacen__t_t_o__tTe_lJnion Pacific Railroad, and contains a gross area of 10.38
acres to the center of adjoining streets. Horsetooth Business Park is
' IMMed iri the Foothills Drainage Basin. Portions of the site have been
previously platted as South Collins Tech Center First. Second, and Third
Filings.
1 EXISTING CONDITIONS:
The pavement, curbs, and sidewalks 'on Horsetooth Road are completed,
and portions of the pavement, curb, and sidewalk on Timberline Road are
cons tru cted. Some of the utilities, pavement, curbs, and walks shown on
the South Collins Tech Center First Filing plans have been installed,
although a part of these improvements do not fit the present plan, and
will be removed. Other than the previously_ installed streets. the i
is a pasture covered with vegeta ion.
There are no offsite flows onto the site. There is an irrigation
ditch which flows from west to east across the south edge of .the site.
This ditch belongs to Mr. Bob Shields, and delivers water from Warren Lake
to sites east of Timberline Road. This ditch is open from a point on the
west side of the Union Pacific Railroad to the west side of Timberline
Road, and picks up historic surface flow from the railroad right—of—way,
along with some run—off from the Horsetooth Business Park site. We
anticipate that in the future this ditch will be put in a pipe from
Timberline Road to the east side of the Union Pacific Railroad, and that
it will still carry historic surface run—off from the railroad right—of—way.
PROPOSED IMPROVEMENTS:
The Horsetooth Business Park First Filing consists of 10.38 acres.
7.93 acres of which are to be impervious. We plan to provide stormwater
e ention for the difference between tFe 2 year historic runoff and the
100 year developed runoff. This calculates to be 2.21 acre feet of
detention. There will be a small detention pon ocated in the parkin
o e•nort.heast..co.cnec of, the.site, and a large detention pond located
' along the south side of the site.
The maximum allowable outflow from the total 32.2 acres of the
Horsetoot usiness Parls_..stte_is... .5.c.f,.s,. The 5.5 c.f.s. outflow is
determined 6y the available ca aP city of the existing 24 inch pie under
Timberline Roa he 24 inch pipe was instaTT— in 989 as a part`oFT-he
Foothills Drainage Basin major improvements, its purpose being to carry
storm flows from the Collindale Business Park and from the Horsetooth
Business Park. The allowable outflow pergross acre of the Horsetooth
Business Park is ivided_by . , _equal•s..0_l. c. .s. per acre, therefore
' the—iotal�outflow from the 10.38 acre site is 1.16 c.f.s.
Sheet 1
' Horsetooth Business
April 4, 1991
Page 2
Park, First Filing
' We pr e to use 1 inch RCP storm drains for all the pipes in the
' Horset usiness Park Sheet 12 of t is report is a pro i e o the
proposed storm pipe system. Also shown on sheet 12 is the calculated
hydraulic grade line. along with calculations of pipe flow velocity and
capacity at critical points. We calculated all of the velocities and
' capacities in the pipe system based on the pipe outflow going into a
completely filled Collindale Business Park detention pond. This is the
most conservative situation, since the high water line elevation of the
Collindale Business Park pond will be lower for all storms except the 100
year storm, and even during the 100 year storm, it will not reach the full
level for 3 hours. The calculated ca a i Hof the outfall � pe—Aa—jt ente
the Co,l,lindale Busines.s.—Eadc ppnd_is 5.3 c.c.s.. which is close enough
to the 5.5 c.f.s. allowable release rate.
The hydraulic grade line is a maximum_ 0.22 feet bove manhole lids,.
' which is not to o the manhole s. There is a safety valve built
into the storm pipe system. w ich is that when there is more runoff entering
the pipe system through street catch basins than the downstream pipes can
carry, there will be backflow into the detention ponds. Detention snds
constructed in the Horsetooth Business Park shall have an outflow
restriction plate rich ie hin_aed., so that it will allow b4rkflow to enter
the pond through a 15 inch opening. Sheet 13 of this report shows the
detention ponds for this filing, along with the approximate location, size,
and high water line of future ponds.
The small detention pond located in the north parking lot will provide
14.594 cubic feet of the total required 96,433 cubic feet of detention
volume. The outflow from the small pond is 0.57 c.f.s., of the allowed
1.76 c.f.s., therefore. the outflow from the large pond located at the
south end of the site will be the difference, which is 1.19 c.f.s. The
proper volume will accumulate in the north detention pond due to the fact
that we have used the 0.57 c.f.s. release rate and the basin area of 1.9
acres to calculate a detention requirement of 14608 cubic feet, which is
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substantially the same as the maximum pond volume of 14594 cubic feet.
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his release rate of 0.57 c.f.s. is larger than the allowable (1.9) (0.17)
0.32 c.f.s., but we have compensated for this by decreasing the release
ate of the south pond from (8.48) (0.17) - 1.44 c.f.s. to 1.19 c.f.s.
The large de ten tion pond located at the south end of the site ham,
a proposed capacity of llD5f3 pubic foot. and a required rigfen+inn_ vp_
of 81839 cubic feet, so there is 28724 cubic feet excess capacity. The
bottom of this pond is to be left flat so that it will become a wetlands,
with cattails and wetlands grasses. The wetland will become an effective
settling basin and will provide a better water quality into the storm
drainage system. The restricted outflow of 1.19 c.f.s. will slow the flow
through the pond and allow the wetland settling area to be more effective.
Sheet 2
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Horsetooth Business Park, First Filing
April 4, 1991
Page 3
There will be additional detention ponds constru
tIudb�
Pnw�—+ham e. l ditionaonds will be
The allowable release ra e r
all of the future parcels to be developed in the Horsetooth Business Park
shall be 0.17 c.f.s, per gross acre.
There is an existing 18 inch storm drain running east from the manhole
at the intersection of Automation Way and Elk Road. This 18 inch line
flows to the east and is part of a previously proposed system which will
possibly be abandoned, therefore we are plugging the 18 inch pipe in the
manhole and outflowing the manhole via a new 15 inch pipe draining to the
south.
The attached computation sheets show how we arrived at the allowable
outflow, required detention volume and volume of the detention ponds.
The attached grading and drainage plan shows the proposed grades and
drainage facilities.
Phillip . Robinson, P.E. & L.S.
to
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Sheet 3
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APPENDIX I
HYDROLOGY AND HYDRAULIC CALCULATIONS
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w
'Eli
U
p
c..i
N
VN
v1 V1 M �O
00 N N 00 N 0\
o
ti
V
o c c c o c
a
a
a
0\ 00 N [- 0\ 01
v1 O N d' d' M
Q
N O C C C C
F.
V1
cz
alf�CUf�W
t r
to
'� a.
Q' �-r N M d• v�
A
. .... . ...
�A Si � 0� CQioK ���G Lo �"
14
�00
In AJ
"J
.4j
40
1A 82 x
C A
19- 8 1x7 Ze 2- 4=37
4,,-W L.ACT7 MJ
Af 5.0 a.
vas �04 h9yne Q5izoo4eyi
AJ t6r
Circular Channel Analysis & Desion
Calved with Nanning Equation
Open � Channel •-• Uniform -f I ow
war;:sheet Name: CMI
Comment: REAR, D^A I N 3 TO 4 •- GRAVITY
Calve For Full Flow Capacity
Given Input Data:
Di a,meter..........
1.00
ft
Slope .............
0.0040 ft/ft
Mannino's n.......
0.012
Discharge.........
2.44
cfs
Computed Results:
Full Flow Capacity.....
2.44
cfs ✓�
Full Flow Depth........
1.00
ft
Velocity..........
3.11
-Fps
Flow Area.........
0.79
s-f
Critical Depth....
0.67
-Ft
Critical Slope....
0.0064 ft/ft
Percent Full I ......
100. 00
::
Full Capacity.....
2.44
cfs
QMAX e.94D........
2.63
cfs
Froude Num,ber.....
FULL
Opan Channel How Module. Version -.41 (c) 1941
i daestad Methods, Inc. x- 37 Drookside rd w Waterbury, Ct (i670'0
Circular Charnel Analysis & Desi o� �
Colved with Manninp's Equation
Open Channel •. Uri forr� -flow
work -sheet Name- SMI
Comment: REAR DRAIN - 2 TO 3 - GRAVITY
Colve For Full Mow Capacity
Givers Input Data:
Diameter..........
0.50
ft
Slope .............
0.0050
Ft/Ft
Mannina's n.......
0.012
Discharge.........
4.43
cfs
Computed Results:
Full Flow Capacity.....
0.43
c•fs �^
Full Flow Depth........
0.50
ft
Velocity..........
2.117
fps
Flow Area.........
0.20
sf
Critical Depth....
0.3:,
-Ft
Critical Slope....
0.00,01
Ft/ft
Percent Full......
100.00
%
Full Capacity.....
0.43
c-fs
G?MAX G.94D........
0.46
c F s
FrGUde Number.....
FULL
Open Channel Flow Module. Version 3.41 (c) 19?1
Haestad Methods, Inc. k 37 Drookside Rd k Waterbury. Ct 067013
1
1
1
1
1
1
1
1
1
l
1
1
1
1
1
1
1
1
Pressure rirye Analysis & Dasion
Circular ripe
Wo hs`eet Name: SMI
Comimen �t : PA Ri :I NG LOT MAIN -- 6" POND
Solve For Discharge
Given Inprut Data -
Elevation @ 1..... 4946.20 ft
Pressure a 1...... 1.21 psi
Elevation C 2..... 4945.70 -ft
Pressure G 2...... 0.54 psi
Di aaieten.......... 15.00 in
Length............ 210.00 ft
HaZenl''WilliaMS C.. 140.00
Computed R'ssuIts:
Di scharce......... 4005.40 opm � CGS
'velocity.......... 7.27 fps
Headloss.......... 2.05 -ft
Energy Grade G 1.. 4749.01 ft
Enaroy Grade @ 2.. 4947.77 ft
Friction Slope.... 7.741 ft/1000 ft
Open. Channel Flow module, Vansion 3.41 (c) 19^1
�Iaestad Methods, Inc, x• 37 Drookside fed 4 Waterbury? Ct 06700
1
1
1
1
1
1
1
1
1
1
1
Pressure rice Analysis & Desion
circular ripe
Workshaet Naane. CMI
Comment: PARI(ING LOT DRAIN, 12" POND/
Colve For Discharge
Given Input Data:
Elevation @ 1..... 4^,46.20 ft
Pressure 0 1 . . . . . . 1.65 psi
Elevation @ 2..... 4945.70 ft
Pressure C 2...... 0.54 psi,
Diaamete .......... 15.00 in
Length............ 210.00 ft
Hazen -Williams C.. 14o.00
Computed ,Results:
Discharge......... 4973.99 gpm
Velocity.......... 9.04 -fps
I- leadloss.......... 3.06 Ft
Energy Grade @ 1.. 4951.28 ft
Energy Grade @ 2.. 4940.22 -Ft
Friction Slope.... 14.575 ft/1000 Ft
Open Channel flow Module. Version 3.41 (c) 1^91
Ilacstad Methods. Inc. 37 Dr oakside Rd x Waterbury, Ct 06700
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Pressure Pipe Analysis Desi an
Circular Pipe
Wcrkshaet Name: Sr'MI
Comment: PARia:ING LOT DRAIN la" f Gi.',D
Solve For Discharge
Givers Input Data:
Elevation @ i..... 4946.20 ft
r'ressure @ I...... 1.36 psi
Elevation @ 2..... 4945.70 .ft
Pressure @ 2...... 0.54 psi
Di as,eter.......... 15.00 in
Length............ 210.Oo ft
Hazen ... Williasms C.. 140.00
Cc,r,outed Results:
Di scharae......... 53 >. 15 apri
Velocity.......... 9.79 fps
Head 1osS.......... 3.55 'ft
Energy Grade @ 1.. 4751.90 ft
Energy Grade @ 2.. 4940.43 ft
Pricticn Slope.... 16.002 ft/1000 ft
Span Channel Flow Module. Version 3.41 (c) 10,^1
laestad Methods, Inc. 37 Gokside R'd x Waterbury, Ct 06708
No Text
No Text
0.8
0.7
1L 0.6
IAJ
Z 0.5
w
> 0.4
O
2
H
a 0.3
w
C
C7
? 0.2
Z
O
a"0
EXAMPLE
M
0.0
0 I 2 3 4
FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2)
Figure 5-3
CAPACITY OF GRATED INLET IN SUMP
(From: Wright -McLaughlin Engineers, 1969)
5
MAY 1984
5-11
DESIGN CRITERIA
I
1
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I
I
I
WATER Project: Calculated By- %—
WASTE Project No.: Checked By:
& LAND Task: Q)4,a. ✓ACC' Dater 2
�c
44.¢ 4c-
�, c
Ac-
X
/ � _ �, ,4- . x o. �7 = D, 7�G=s
1
2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226-6475
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
WATER Project: Calculated By:
W A S T E Project No.: Checked By:
& LAND Task: Date:
,U of
("= D•
a_ = O. / s�
= 2/ .1AJCd&-5
_ o. s - 4e- '5- _ �es,=�r-,�Zax
d
Q
1¢,' A
T4,=- e4
9�
2629 REDWING ROAD SUITE 200 FORT COLLINS. COLC==:O 805:8 (303) 225-3535 FAX (302) 226-6475
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
WATERProject: _ Calculated By:
VIC W A S T E Project No.: Checked By:
& LAND Task: Date:
16P
2 , tA) .
2 •G it
2/ SQ in1. 6-W s T"
17(,a. ,4, ice.
/5 n
�L H c�PF �4TL
2629 REDWING ROAD SUITE _OJ FORT CCLLINS, COLt:RA00 805=6 (303) 226-35_'S F0.Y (30_') 226 -6a'S
I
1
1
H
1
1
1
H
1
G'
L
1
1
C
1
1
1
WATER Project: �� �— �r�/ Calculated By: zZA L
VV W A S T E Project No.: 4 ' Checked By:
& LAND Task: Date: _ 27
-USA" N, 5
/nN - Lr AJ5-
A C ,4 c c_ (2 e 0.25
,BA St r,J O. 22 A c A LL
AC- Q.2S
= �i m•.v C' 17�3
614-7/AJ 64- - o. o/. A C-
c _
0. 46 AC- e- 04 '
4�qc
_ %c,
C� ^ A
y12 Aa-eyi
1 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORAOO 80526 (303) 226-3535 FAX (303) 226-6475
1 WATER Project: Calculated By:
W A S T E Project No.: Checked By:
1 & LAND Task: Date:
1
1 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226-6475
1
1
i
1
I
I
1
1
11
1
1
WATER Project: Calculated By:
viv W A S T E Project No.: Checked By:
LAND Task: Date:
o. (3
.77
TEA = 7-t
.9Kx r z- x 0.3�
1 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475
1
1
1
1
1
1
1
1
i
1
1
1
1
1
1
1
1
1
1
Circular Charnel Anal vai s & Desi ors
Oolved with Manning's Equation
Orren Channel • untiforn -flow
worksheet Naa,e: OMI
Comment: REAR DRAIN - 1 TO 2 - CRAVITY
Colve For Full Flow Capacity
Givan Input Data:
¢'r
Di arlater..........
0.-.3
'ft
Slope .............
0.0100 ft/•ft
Mannino's n.......
0.012
Discharge.........
0.20
cfs
Computed
Results:
Full
Flow Capacity.....
0.20
cf-s awe`
Full
Flow- Depth........
0.33
ft
Velocity..........
2.35
-fps
Flow Area.........
0.09
sf
Critical Depth....
0.25
ft
Critical Slope....
0.0114
ft/ft
Pei -cent rt full ......
100.0:
::
Capacity.....
0.20
cfs
(F�ull
JG INAX @. 94D. . . . . . . .
0.22
c'f s
Froude Number.....
FULL
Opens Channel Flow Module. Version 3.41 ic> 1971
Ilaastad Math ods, Inc. * 37 Drookside Rd x Waterbury, Ct 06700
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Circular Channel A � �al'vsi s ": Desi on
Solved with Manning's Equation
Open Channel -- Uni fo rr. flow
Worksheet Name; CMI
Comment: REAP; D^AIN -- 1 TO 2 •- CRAVITY
Solve For Full Flow Capacity
Given Input Data:
Di arneter...........
0. 50
f t
Slope .............
0.0050 ft/•ft
Mannino's n.......
0.012
Discharge.........
0.43
cfs
Computed Results:
Full Flow Capacity.....
0.43
cfs �--'—
Ful1 Flow Cepth........
0.50
ft
Velocity..........
2.17
fps
Flow Area.........
0.20
s-f
Critical Depth....
0.33
ft
Critical Slope....
0.0001 ft/ft
Pei -cent Full.......
100.00
%
Full Capacity.....
0.43
cfs
QMAX G.94D........
0.46
cfs
FrGude 11:uaber.....
FULL
Open Channel Flow Module. Version 31.41 (c) 17^1
:taestad Methods, Inc. * __i Drcokside Rd x• Waterbury, Ct 06700
f
Circular Channel Analysis & Desion
Solved with Ma n i no ' s Ecuat i on
Open Channel - Uni orm flow
Work:sheet Naavme: CMI
Comment: : REAR DRAIN -- 4 TO S
Colve For Actual Discharge
Given Input Data:
Di asmeter..........
Slope .............
Mannino's n.......
Depth .............
Computed Results:
Di scharce..........
Velocity..........
Flow Area .........
Critical Depth....
Critical Slope....
Percent Full......
Full Capacity......
GMAX C.94D........
Froude.Numbei......
1.00 ft
0.0060 ft/ft
0.012
1.00 -Ft
2.99 cfs
3.01 fps
0.79 sf
0.74 ft
0.0074 ft/ft
100.00 %
_2.99 cfs
_.22 c-fs
FULL
Open Channel flow Mcdule. 'version 3.41 (c) 1991
Haestad Methods. Inc. * -37 Brookside Rd * waterbLtrv, Ct 0 ,700
Circular Channel Analysis & Desio_n
Solved with Manning's Equation
Open � Channel - Uniform flow
Wcrksheet Na,s;e: SMI
Cos.ament: REAR D^AIN - 5 TO END
Solve For Actual Discharge
Given. Input Data:
Diameter..........
1.25
ft
Slope .............
0.0050 ft/ft
Manrnino's n.......
0.012
Depth .............
1.25
ft
Computed Results:
Di scharoe.........
4.95
c•f s
Velocity..........
4.03
fps
Flow Area.........
1.23
sf
Critical Depth....
0.^:0
ft
Critical Slope....
0.0066 ft/ft
Percent Full......
100.00
Full Capacity.....
4.95
c•fs
GMAX C.74D........
5.32
cfs
Froude Number.....
FULL
Coen Channel Flow Module. Version 3.41 (c) 1991
Haastad Methods, Inc. •x _7 Brookside Rd -xWaterbury Ct C?6700
I
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1
1
WATER Project: Calculated By:
W A S T E Project No.: Checked By:
& LAND Task: Date:
�)P-/ . DP 2 ANC
/DP4-
-- JA) u A,� -N 2 7/ 24G
:. - - .. �� __-�r-� -- p.4�- Jai'• F� .
_. USG. .n1 2'/BAC
6c1� ru
A'L- .
1 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475
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r
Inline Drains
12'
OVIPIW 4'A'
Aaaaw
8" Inline Drain 2708AG
8" Round Cast Iron Grate
4" or 6" Adapter for 4" or 6" Pipe
.10" Inline Drain 2710AG
10" Round Cast Iron Grate
6" or 8" Adapter for 6" or 8" Pipe
12" Inline Drain 2712AG
12" Hinged Cast Iron Grate
4", 6", 8", 10", 12" Adapters
for 4" - 12" Pipe
18" Inline Drain 2718AG
18" Round Cast Iron Grate
81, 10", 12", 15'; 18"Adapters
for 8" - 18" Pipe
I.Q44PrT
p 61jfl,
All Dimensions Are Nominal
ADS pipe fittings N-12 Wye N-12 Elbow 450
With N-12 Branch
N-12 Tee
loth N-12 Branch
IJ
I
1
size ADS
D'd dose
OtOauct dimension
L A a Z
'
4' x 4' 0481 AG
10.50' 2.25' 2.25' 3.00'
6' x 4' 0681 AG
13.00' 3.25' 2.25' 4.0r
6' x 6- 0682 AG
15.00' 3.25' 3.25' 4.2S'
x 4' 0881 AG
17.5r 4.25' 2.25' 5.00'
8' x 6' 0882 AG
19.25' 4.25' 3.25' 5.25-
'8'
8' x r 0883 AD
22.00' 4.25' 4.25' 5.25'
10'x 4' 1081 AG
20.50' 5.25' 2.25' 6.00'
1 r x 6' 1082 AG
22.00' S.25' 3.25' 6.25'
1 r x 8' 1083 AG
23.75' 5.25' 4.25' 8.50,
t r x 1 r 1084 AG
27.25' S.25' 5.25' B.5r
12" x 4' 1281 AG
22.75' 6.00' 2.25' 7.25'
k1
2' x r 1282 AG
24.25' 8.0r 3.25' 7.25'
2' x 8' 1253 AG
26.00-BAr TO* 7.5r
7 x 1 r 1284 AG
28.00' 6.00' 5.25' 7.75'
x 12'-1285 AG
31.5r 6.Or 6.00' 7.75'
'x r 1581 AG
25.0r 6.Sr 2.75- &75-
15' x r 1 S82 AG
26.75' 6.50` 3.75" 8.75'
15' x 8' 1583 AG
28.50' 6.50' 4.50' 9.00*
1S'x 10' 1S84 AG
30.50' 8.50' S.25' 9.2S'
15'x 12' 1S85 AG
32.25' 6.50' 6.Or 9.25'
15' 1S88 AG
37.00' 6.60' 8.Sr 9.50'
',1S'x
18'x r 1881 AG
27.Or 7.Sr 2475" 11.50'
18'x r 1882AG
29.00' 7.50' 3.7S' 11.Sr
18'x 6' 1883 AG
30.50' 7.50" 4.54Y 12.0r
18'x 1 r 1894 AG
32.50' 7.50' 5.25' 12.Sr
18'x 12' 1SSSAG
18' 1886 AG
34.SO' 7.Sr B.Or 12.50'
337.5r 871301
8'x15'1887G4
7.50'.rSr 13.000
IMP
N-12 Coupling
A
1
1
0
1_ L a
sae ADS
D Cade
Omauct dimenwns
L A
+'
047t AG
5.00'
2.25'
6'
0671 AG
7,50"
3.25'
8'
0871 AG
10.25'
4.25'
10'
1071 AG
12.50'
5.25'
12'
1271 AG
t+.00'
6.00'
15'
1571 AG
15.50'
6.50'
18'
1871 AG
18.00'
7.50"
n
size ADS
product dullemiam
D'd code
L A a Zt Z2
4'x 4' 0491 AG
12.75' 2.W 2.25' 4.Sr &Or
rx 4' 0691 AG
15.5r 3.25' 2.25' S.OV 6.25
rx 6' 0692 AG
18.Or 3.W 3.25' 9.Sr &75'
6'x 4' 0891 AG
20.50' 4.25' 2.25' 10.75' 7.S0'
r x 6' 0892 AG
22.25" 4.25' 3.25' 11.Sr &Or
r x 8' 0893 AG
26.Or 4.25' 4.25' 13.Sr 8.25'
10' x 4' 1091 AG
23.5r 5.25- 2.25- 12.5r 9.25-
10' x r 1092 AG
26.Or 5.25' 3.25' 13.75' 9.54r
1rx 8' 1093 AG
27.75' 5.25' 4.25' 14.5r 9.75'
10'x 10' 1094 AG
32.00' 5.25' 5.25' 17.0r 10.25-
12'x 4' 1291 AG
25.75' 6.00' 2.25' 14.00r 10.75'
12'x 6' 1292 AG
28.25' 6.00' 3.25' 15.2S' 11.Or
12'x 8' 1293 AG
30.75' 6.0r 4.25' 16.5r 11.25-
17x1r 1294 AG
33.Or &W 5.25' 17.75' 11.75'
12* x 12' 1295 AG
37.25' B.O V 6.01r 20.01r 120r
15'x 4' 1591 AG
28.5r &ST 2.75' 16.25' 1275'
15'x 6' 1592 AG
31.0r 6.5r 3.75' 17.Sr 13.0r
1S'x 8' 1593 AG
33.Sr 640' 4.5r 18.75' 13.Sr
15' x it 1594 AG
36.5r &Sr S.2S 20.5r 14.0r
1Sx 12' 1595 AG
38.00r &Sr 6.Or 21.5r 14.25'
1S'x 15 1596 AG
".Or 6.5r 6.Sr 24.5r 19.00'
trx 4' 1891 AG
29.0r 7.5r 2.75- 19.25 18.Sr
1rx r 1892 AG
32.5r 7.Sr 3.7S' 20.7S' 17.0r
trx 8' 1893 AG
34.50' 7.5r 4.5r 22.25' 17.Sr
1rx 10' 1894 AG
39.0r 7.50' US' 24.00' 18.01r
1rx 12' 1895 AG
42.5r 7.Sr 6.Or 26.0r 185r
1rx 15' 1896 AG
45.Or ?.Sr 6.51r Z7.25' 19.0r
trx tr 1897AG
S1.Or 7.Sr 7.5r 30.50' 220r
N-12 Elbow 22.50
Z '
A i
sae ADS
D code
Wa&KI aimerlsgns
A Z r
+'
0422 AG
2.25'
1.25'
5.25'
r
0622 AG
3.25'
1.75
7.75'
8'
0822 AG
4.25'
4.50'
12.Sr
10"
1022 AG
5.25"
5.50'
15.00"
1T
1222 AG
6.00"
6.25"
18.0r
15'
1522 AG
6.50"
7.75'
23.Or
aura
ADS
We=dimerw=
D
coda
A
Z
r
4'
044S AG
2.25'
2.25'
5.25"
r
064S AG
3.25'
4.Sr
7.75'
r
0845 AG
4.25'
&Sr
12.5r
1r
1045 AG
5.25'
tO.W
15.00'
12'
1245 AG
6.6r
12.25'
18.00'
15'
1545 AG
6.SV
14.75'
23.00'
N-12 Elbow 900
size ADS
D code
waduct dimena"
A Z r
4'
0490 AG
2.2S"
5.25'
5.25"
r
0690 AG
3.25'
9.Or
7.75"
Or
0890 AG
4.25'
t* r7
t25r
1 r
1090 AG
5.25"
23.00'
15.00'
12'
1290 AG
6.00'
26.75'
1 &00"
15'
1590 AG
6.Sr
3200'
23.00'
FOOTNOTE: Additional standard fittings are
shown in the ADS fittings man-
ual available from your ADS
sales engineer.
1
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APPENDIX II
' RAINFALL AND WIND EROSION CALCULATIONS
I
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WATER Project: -l-d�-r" iT• Calculated By: Q7r�
W A S T E Project No.: gzrl Checked By:
& LAND Task: : T-Date:
LLVG
ICKr y I N
-- - --,g _- �_? �.
1
2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475
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WATER Project: tly Calculated By:—:77_Af-
INKW A S T E Project No.: y� AM Checked By:
& LAND Task: 7Zc_e4>5K66J Date:Illo-0125
_
s-�
q��a
L" �Nzx-r� 2:>
N�5 ZW"7�v
5. Lieu t�
11
2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226-6475
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RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT:
/�o2,scmb-{ aAyT
STANDARD FORM A
COMPLETED
BY: �(_ . 7TL
DATE:. �O %
----------------------
DEVELOPED
----------------------------------------�---
ERODIBILITY Asb Lsb
Ssb
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