HomeMy WebLinkAboutKINGSTON WOODS PUD FINAL - 58 91C - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTAugust 3, 1992
Project No: 1005-27-92
Mr. Glen Schlueter Civil Engineer
City of Fort Collins Storm Water Utility
P.O. Box 580
Ft. Collins, Colorado 80522
Re: Kingston Woods P.U.D. 2nd Filing; Ft. Collins, Colorado
Dear Glen,
We have been coordinating our drainage design for Kingston Woods 2nd Filing with Mike Jones
of Northern Engineering Services who is preparing the drainage design for Kingston Woods. Our
understanding from Mike, is that the Storm Water Utility has generally approved the concept ,
where Kingston Woods has increased detention volumes and decreased detention outlet flows.
This would allow for Kingston Woods 2nd Filing storm drainage to be designed without
detention. We have therefore prepared calculations for the conveyance of all storm runoff from
Kingston Woods 2nd Filing without providing detention. All drainage would be directed to the
extreme northwest corner of the Kingston Woods 2nd Filing site. The Kingston Woods plan is to
discharge through a storm sewer along the northernmost boundary of Kingston Woods 2nd
Filing to the northeast corner of Kingston Woods 2nd Filing. Then northerly through the Casa
Grande property to the existing storm sewer in Laredo Lane. This is a major change from the
preliminary drainage design which carried through the original Horsetooth Commons drainage
concept. We suggest that all reference to the preliminary drainage report be discontinued as we
had discussed at one time.
Attached are the drainage and erosion control calculations for Kingston Woods 2nd Filing for
your review. We have suggested to Mike Jones that our calculations and plan be included in the
final revised drainage report for Kingston Woods. We will provide you a more detailed
discussion of our drainage design soon. Our drainage report could be included in the appendix of
Mike's drainage report, or his report in the appendix of ours, depending on timing.
If you have any questions, please call.
20262's
a �4�Q
Brian W.
Shear Engineero
Engineering Corporation //'�nSIM111 i ����?\`\\\
BWS / jr
cc: Mike Jones; Northern Engineering
Don Frederick; Frederick Land Surveying
Leo Schuester; Progeressive Living Structures
4836 S. College, Suite 12 Fort Collins, CO 80525 (303)226-5334
R-M-P Medium Density Planned Residential District — designation for medium density
areas planned as a unit (PUD) to provide a variation in use and building placements
with a minimum lot area of 6,000 square feet.
R-L-M Low Density. Multiple Family District— areas containing low density multiple family
units or any other use in the R-L District with a minimum lot area of 6,000 square feet
for one -family or two-family dwellings and•9,000 square feet for multiple -family
dwellings.
M-L Low Density Mobile Home District — designation for areas for mobile home parks
containing independent mobile homes not exceeding 6 units per acre.
M-M Medium Density Mobile Home District — designation for areas of mobile home
parks containing independent mobile homes not exceeding 12 units per acre.
B-G General Business District — district designation for downtown business areas,
including a variety of permitted uses, with minimum lot areas equal to 112 of the total
floor area of the building.
B-P Planned Business District — designates areas planned as unit developments to
provide business services while protecting the surrounding residential areas with
minumum lot areas the same as R-M.
H-B Highway Business District — designates an area of automobile -orientated busi-
nesses with a minimum lot area equal to 1/2 of the total floor area of the building.
B-L Limited Business District — designates areas for neighborhood convenience
centers, including a variety of community uses with minimum lot areas equal to two
times the total floor area of the building.
C Commercial District —designates areas of commercial, service and storage areas.
I-L Limited Industrial District —designates areas of light industrial uses with a minimum
area of lot equal to two times the total floor area of the building not to be less than
20,000 square feet.
I-P Industrial Park District —designates light industrial park areas containing controlled
industrial uses with minimum lot areas equal to two times the total floor area of the
building not to be less than 20,000 square feet.
I-G General Industrial District — designates areas of major industrial development.
T Transition District — designates areas which are in a transitional stage with regard
to ultimate development.
For current and more explicit definitions of land uses and zoning classifications, refer to the
Code of the City of Fort Collins, Chapters 99 and 118.
Table 3-3 `
RATIONAL METHOD RUNOFF COEFFICIENTS FOR -COMPOSITE -ANAL -PSIS
Runoff Coefficient
Streets, Parking Lots, Drives:
Asphalt................................................................................................ 0.95�"
Concrete............................................................................................. 0.
Gravel................................................................................................. 0.50
Roofs..........................................................................................................
Lawns, Sandy Soil:
Flat<2%.............................................................................................
Average2 to 7%..................................................................................
Steep>7%..........................................................................................
Lawns, Heavy Soil:
Flat<2%.............................................................................................
Average2 to 7%..................................................................................
Steep >7%......... :.....................................................
...........................
0.95
0.10
0.15
0.20
0.20 -m'
0.25
0.35
MAY 1984
3-4
DESIGN CRITERIA
1069 -Z7 -il
3.1.7 Time of Concentration
In order to use the Rainfall Intensity Duration Curve, the time of concentration must be
known. This can be determined either by the following equation or the "Overland Time of
Flow Curves" from the Urban Storm Drainage Criteria Manual, included in this report (See
Figure 3-2).
Tc =1.87 (1.1 - CC,) D 72
S Ili
Where Tc =Time of Concentration, minutes
S = Slope of Basin, %
C = Rational Method Runoff Coefficient
D = Length of Basin, feet
Cf = Frequency Adjustment Factor
Time of concentration calculations should reflect channel and storm sewer velocities as well
as overland flow times.
3.1.8 Adjustment for Infrequent Storms
The preceding variables are based on the initial storm, that is, the two to ten year storms. For
storms with higher intensities an adjustment of the runoff coefficient is required because of
the lessening amount of infiltration, depression retention, and other losses that have a
proportionally smaller effect on storm runoff.
These frequency adjustment factors are found in Table 3-4.
Table 3-4
RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS
Storm Return Period
(years)
3.2 Analysis Methodology
Frequency Factor
C,
2 to 10 1.00
11 to25 1.10
26 to 50 1.20
51 to 100 1.25
Note: The product of C times C, shall not exceed 1.00
The methods presented in this section will be instituted for use in the determination and/or verification
of runoff at specific design points in the drainage system. These methods are (1), the Rational Method
and (2) the Colorado Urban Hydrograph Procedure (CUHP). Other computer methods, such as
SWMM, STORM, and HEC-1 are allowable if results are not radically different than these two. Where
applicable, drainage systems proposed for construction should provide the minimum protection as
- ---determinedbythe methodology so mentioned above. --
3.2.1 Rational Method
For drainage basins of 200 acres or less, the runoff may be calculated by the Rational
Method, which is essentially the following equation:
Q = CfCIA
Where Q = Flow Quantity, cfs
A =Total Area of Basin, acres
Cf = Storm Frequency Adjustment Factor (See Section 3.1.8)
C = Runoff Coefficient (See Section 3.1.6)
1 = Rainfall Intensity, inches per hour (See Section 3.1.4)
3.2.2 Colorado Urban Hydrograph Procedure
For basins larger than 200 acres, the design storm runoff should be analyzed by deriving
synthetic unit hydrographs. It is recommended that the Colorado Urban Hydrograph
Procedure be used for such analysis. This procedure is detailed in the Urban Storm Drainage
Criteria Manual, Volume 1, Section 4.
MAY 1984 3-5
e oS i•1- tit,
DESIGN CRITERIA
DRAINAGE CRITERIA ;ANUAL
RUNOFF
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.2 .3 .5 1 2 3 5 10 20
VELOCITY IN FEET PER__ SECOND
FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
*MOST FREQUENTLY OCCURRING"UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE: "Urban Hydrology For Small Watersheds" Technical
Release No. 55, USDA, SCS Jan. 1975.
5 -1-84
URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT
No Text
4.2.3 Major Storms
The determination of the allowable street flow due to the major storm shall be based on the
following criteria:
• Theoretical capacity based on allowable depth and inundated area.
• Reduced allowable flow due to velocity conditions.
4.2.3.1 Street Encroachment
Table 4-2 sets forth the allowable street inundation for the major storm runoff.
Table 4-2
MAJOR STORM — STREET RUNOFF ENCROACHMENT
Street Classification Maximum Encroachment
Local (includes places, alleys,
marginal access & collector)
Arterial and Major Arterial
4.2.3.2Theoritical Capacity
Residential dwellings, public,
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 6 inches.
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
6 inches to allow operation of emergency
vehicles. The depth of water over the
gutter 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 restrictive of
the two criteria shall govern.
Manning's equation shall be used to calculate the theoretical runoff -carrying capac-
ity based on the allowable street inundation. The equation will be as follows:
Q =1.486 Rv3 S112 A
n
Where Q = Capacity, cis
— - - -- n = Roughness Coefficient
R = Hydraulic Radius, A/P
S = Slope, feet/feet
A = Area, feet
Appropriate "n" values can be found in Table 4-3. Any values not listed should be
located in the Geological Survey Water Supply Paper, 1849.
Table 4-3
MANNING'S ROUGHNESS COEFFICIENTS FOR STREET SURFACES
Surface Roughness Coefficient
Gutter& Street...................................................................... 0.016
DryRubble........................................................................... 0.035
Mowed Kentucky Bluegrass ................................................. 0.035
Rough Stony Field w/Weeds................................................ 0.040
Sidewalk & Driveway............................................................ 0.016
166S- Zl'i1 Z
MAY 1984 4-5 DESIGN CRITERIA
4.2.2.1 Street Encroachment
The encroachment of gutter flow on the street for the initial storm runoff shall not ex-
ceed the specifications set forth in Table 4-1. A storm drainage system shall begin
where the encroachment reaches the limits found in this table.
Table 4-1
INITIAL STORM — STREET RUNOFF ENCROACHMENT
Street classification Maximum Encroachment
Local (includes places, alleys, No curb -topping. t Flow may spread to
marginal access) crown of street
Collector No curb -topping. t Flow spread must
leave at least one lane width free of water
Major Arterial
No curb -topping. t Flow spread must
leave at least one-half (1/2) of roadway
width free of water in each direction
t Where no curbing exists, encroachment shall not extend over property lines.
4.2.2.2Theoretical Capacity
Once the allowable pavement encroachment has been established, theoretical
gutter capacity shall be computed using the following revised Manning's equation
for flow in shallow triangular channels:
Q = 0.56 Z S1/2 yera
n
Where Q=Theoretical Gutter Capacity, cfs
y = Depth of Flow at Face of Gutter, feet
n = Roughness Coefficient
S = Channel Slope, feet/feet
Z = Reciprocal of Cross Slope, feet/feet
A nomograph based on the previous equation has been developed and is included
in Figure 4-1. The graph is applicable for all gutter configurations. An "n" value of
0.016 shall be used for all calculations involving street runoff.
4.2.2.3 Allowable Gutter Flow
In order to calculate the actual flow rate allowable, the theoretical capacity shall be
multiplied by a reduction factor. These factors are determined by the curve in Figure
4-2 entitled "Reduction Factors for Allowable Gutter Capacity". The allowable gutter
flow calculated thusly is the value to be used in the drainage system calculations.
MAY 1984 4-2
1663o —Zl A-L
DESIGN CRITERIA
(COS -27-92
RECOMMENDED TYPICAL CROSS SECTIONS
FOR NEW DEVELOPMENT
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4' 5' 6' 13' 12' 13 6 5' 4'
IZIG�IMO�.ioyrzlvp,
68' RIGHT OF WAY
COLLECTOR
INTERSECTION/TURN LANE
(BIKE LANES, NO PARKING)
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COLLECTOR
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8' 5' 4'
(WITH PARKING AND BIKE LANES)
D-2
f00g "Z.1 -�Z
2 YEAR STORM (WATER DEPTH = 0.46')
CURB 8 CUTTER
A=0.866 S.F. : P=4.594• ; n=0.016 R=A/P
0 = (1.49/n) (A) (R)2/3(S)1/2
0 = 26.51 (S)1/2
TR E
A=2.759 S.F. : P=16.483' : n=0.016 R=A/P
0 = (1.49/n) (A) (R)2/3(S)'/2
0 = 78.03 (S)1/2
ONE HALF STREET CAPACITY = (26.51 + 78.03) (S)1/2= 104.54 (S)1/2
100 YEAR STORM (WATER DEPTH = 0.67')
CURB k CUTTER
A=2.152 S.F.: P=7.566' : n=0.015 R=A/P
0 = (1.49/n) (A) (R)2/3(S)1/2
0 = 86.67 (S)1/2
STREET
A=6.083 S.F. : P=16.60' : n=0.016 R=A/P
0 = (1.49/n) (A) (R)2/3(S)'/2
0 = 290.07 (S)I/2
ONE HALF STREET CAPACITY = (86.67 + 290.07) (S)1/2= 376.74 (S)1/2
YEAR STORM DEPTH �100 YEAR STORM DEPTH
LOCAL STREET - 34' FLOWLINE TO FLOWLINE
(, FATTIER S604 PLAN% 4 CdVR'r
2 YEAR STORM (WATER DEPTH = 0.47•)
CURB 8 CUTTER
A=0.798 S.F.: P=2.748' : n=0.016 ; R=A/P
0 = (1.49/n) (A) (R)2/3(S)1/2
0 = 32.59 (S)I/2
STREET
A=2.53 S.F. ; P=16.227' ; n=0.016 ; R=A/P
0 - (1.49/n) (A) (R)2/3(S)1/2
0 = 68.25 (5)1/2
ONE HALF STREET CAPACITY = (32.59 + 68.25) (S)'/2= 100.84 (S)1/2
100 YEAR STORM (WATER DEPTH = 0.67')
CURB 8 CUTTER
A=1.36 S.F. ; P=4.148' ; n=0.016 ; R=A/P
0 = (1.49/n) (A) (R)2/3(S)1/2
0 = 60.22 (S)1/2
STREET
A=6.252 S.F. ; P=19.766' ; n=0.016 ; R=A/P
0 = (1.49/n) (A) (R)2/3(S)1/2
0 = 270.27 (S)1/2
ONE HALF STREET CAPACITY = (60.22 + 270.27) (S)1/2 = 330.49 (S)1/2
YEAR S70RU DEPTH \-100 YEAR STORM DEPTH
RESIDENTIAL COLLECTOR - 42' FLOWLINE TO FLOWLINE
2 YEAR STORM (WATER DEPTH = 0.47•)
CURB 8 CUTTER
A-0.798 S.F. ; P=2.748' ; n=0.016 R=A/P
0 = (t.49/n) (A) (R)2/3(S)1/2
0 = 32.59 (S)1/2
STREET
A=2.53 S.F. : P=16.227' ; n=0.016 R=A/P
0 = (1.49/n) (A) (R)2/3(S)1/2
0 = 68.25 (S)1/2
ONE HALF STREET CAPACITY = (32.59 + 68.25) (5)1/2= IOO.B4 (S)I/2
100 YCA_R STORM (WATER DCPTH = 0.67'
CURB 8 CUTTER
A=1.36 S.F. : P=4.148' ; n=0.016 : R-A/P
Q - (1.49/n) (A) (R)2/1(S)1/2
0 = 60.22 (S)1/2
STREET
A=6.613 S.F. ; P=23.580' ; n=0.016 ; R=A/P
0 = (1.49/n) (A) (R)2/3(S)1/2
0 = 263.85 (S)1/2
ONE HALF STREET CAPACITY = (60.22 + 263.85) (S)1/2= 324.07 (S)1/2
YEAR STORM DEPTH `100 YEAR STORM DEPTH
RESIDENTIAL COLLECTOR - 50' FLOWLINE TO FLOWLINE
(R(CHMOWD DrRIvE)
STORM WATER CAPACITY
FOR STREETS
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MAY 1984
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TABLE 4
A bs P;1De-
CIRCULAR PIPE FLAW CAPACITY
Full Flow (cubic feet per second)
Mannings "n"= 0.012
Dia. *Cony. % Slope (feet per 100 feet) L___._.
(in.) Factor 0.02 0.05 0.10 0.20 0.35 0.50 0.75 1.00 1.25 �1.50 1.75 2.0 2.5 5.0 10.0 20
(c.f.s.)
3 0.957 0.014 0.021 0.030 0.043 0.057 0.068 0.083 0.096 0.107 0.12 0.13 0.14 0.15 0.21 0.30 0.
4 2.062 0.029 0.046 0.065 0.092 0.122 0.146 0.179 0.206 0.231 0.25 0.27 0.29 0.33 0.46 0.65 0.
5 3.738 0.053 0.084 0.118 0.167 0.221 0.264 0.324 0.374 0.418 0.46 0.49 0.53 0.59 0.84 1.18 1.
6 6.079 0.086 0.136 0.192 0.272 0.360 0.430 0.526 0.608 0.680 0.74 0.80 0.86 0.96 1.36 1.92 2.
8 13.091 0.185 0.293 0.414 0.585 0.774 0.926 1.134 1.309 1.464 1.60 1.73 1.85 2.07 2.93 4.14 5.
10 23.74 0.34 0.53 0.75 1.06 1.40 1.68 2.06 2.37 2.65 2.91 3.14 3.36 3.75 5.31 7.51 10.
15 69.98 0.99 1.56 2.21 3.13 4.14 4.95 6.06 7.00 7.82 8.57 9.26 9.90 11.06 15.65 22.13 31.
18 113.80 1.61 2.54 3.60 5.09 6.73 8.05 9.86 11.38 12.72 13.94 15.05 16.09 17.99 25.45 35.99 50.
24 245.08 3.47 5.48 7.75 10.96 14.50 17.33 21.22 24.51 27.40 30.02 32.42 34.66 38.75 54.80 77.50 109,
27 335.51 4.74 7.50 10.61 15.00 19.85 23.72 29.06 33.55 37.51 41.09 44.38 47.45 53.05 75.0 106.1 IM
36 722.57 10.22 16.16 22.85 32.31 42.75 51.09 62.58 72.26 80.79 88.50 95.59 102.19 114.25. 161.6 228.5 32:
42 1089.9 15.41 24.37 34.47 48.74 64.5 77.1 94.4 109.0 121.9 133.5 144.2 154.1 172.3 243.7 344.7 48'
48 1556.1 22.01 34.80 49.21 69.59 92.1 110.0 134.8 155.6 174.0 190.6 205.9 220.1 246.0 348.0 492.1 69
i
* Conveyance Factor = (1.486 x R2/3 x A) / n
Aft
SX (Cross Slope)
STREET S Longitudinal Slope)
SIDE 4B
A4� `ov
0
L o
(Gutter Flow) f— ;U
CARRY
OVER
Frouda No. It This Point _ �Fw
0-01 117\— / ����3 Curbs 1
r �
W Qi B
(Intercepted Flow)
L'
( Length of Opening)
A 4j -ELA&
.•i
JO:•Ji
�& Is
x
Curb & Gutter
Original Gutter Line
�.•• \ Sx
Gutter Depression at Inlet
SECTION A —A
SECTION B—B SECTION B—B
( Straight Cross Slope) (Fort' Collins Standard 6 Vertical C&G)
NOTE: THE FORT COLLINS STANDARDS HAVE
GUTTERS WITH CROSS SLOPES STEEPER, -THAN SX.
FIGURE 5-4
STANDARD CURB -OPENING INLET
MAY 1984
5-12 DESIGN CRITERIA
Ioc,S-zl`�Z,
nperatures. This will
ver temperatures, it is
1 than would be neces-
i APPENDICES
APPENDIX 5 I q7 S Ed;fie,�
Y PVC PIPE DIMENSIONS
r Nominal Wall Thickness Outside Diameters
Pipe Size Diimmum Tolerance Average OD Average Tolerance
ASTM D 1785, PVC PIPE, SCHEDULE 40
1
0.133
+0.020
1.315
1'/
0.140
+0.020
1.660
1 %z
0.145
+0.020
1.900
2
0.154
+0.020
2.375
2'/z
0.203
+0.024
2.875
3
0.216
+0.026
3.500
3'/z
0.226
+0.027
4.000
4
0.237
+0.028
4.500
5
0.258
+0.031
5.563
6
0.280
+0.034
6.625
8
.0+32').
+0.039
10
0.365
+0.044
10.750
12
0.406
+0.049
12.750
ASTM D 1785,
PVC PIPE, SCHEDULE
80
1
0.179
+0.021
1.315
1'/
0.191
+0.023
1.660
1'/z
0.200
+0.024
1.900
2
0.218
+0.026
2.375
2'h
0.276
+0.033
2.875
3
0.300
+0.036
3.500
3'/2
0.318
+0.038
4.000
4
0.337
+0.040
4.500
5
0.375
+0.045
5.563
6
0.432
+0.052
6.625
8
0.500
+0.060
8.625
10
0.593
+0.071
10.750
12
0.687
+0.082
12.750
ASTM D 2241,
PVC PIPE
(SDR-PR), SDR
21 (200)
1
0.063
+0.020
1.315
1'/
0.079
+0.020
1.660
1'/z
0.090
+0.020
1.900
2
0.113
+0.020
2.375
2'/z
0.137
+0.020
2.875
3
0.167
+0.020
3.500
3'h
0.190
+0.023
4.000
4
0.214
+0.026
4.500
5
0.265
+0.032
5.563
±0.005
±0.005
±0.006
±0.006
±0.007
±0.008
±0.008
±0.009
±0.010
±0.011
±0.015
±0.015
±0.015
±0.005
±0.005
±0.006
±0.006
±0.007
±0.008
±0.008
±0.009
±0.010
±0.01 1
±0.015
±0.015
±0.015
±0.005
±0.005
±0.006
±0.006
±0.007
±0.008
±0.008
±0.009
±0.010
±0.012
±0.012
±0.012
±0.015
±0.015
±0.050
±0.050
±0.050
±0.050
±0.075
±0.075
±0.075
±0.010
±0.012
±0.012
±0.012
±0.015
±0.015
±0.015
±0.015
±0.030
±0.035
±0.075
±0.075
±0.075
±0.015
±0.015
±0.030
±0.030
±0.030
±0.030
±0.050
±0.050
iD ncn
JOK-Zl-5Z
i
I
AIIVAN('-Fn nPAIMAr.F CYSTFM-_ INC
N-12TM'PIPE
"FACT
SHEET"
NOMINAL DIAMETER (I.D.)
Attribute
12" *
15" •
181, *
24"
30"
36"
Weight:
Pounds/Foot
3.2
4.6
6.4
11.5
15.5
18.1
Pounds/20 Ft. Length
65.0
92.0
127.0
230.0
310.0
360.0
Inside Diamter:
(Nominal)
12.15'
15.02"
18.15
24.40'
30.15"
36.25"
Outside Diameter:
(Nominal)
14.45"
17.65"
21.10"
28.30"
36.10"
42.25"
Wall Thickness:
(Nominal)
.050"
.070"
.080"
.115"
.135"
.175"
Pipe Stiffness:
5% Deflection
Min. 45 PSI
Min. 42 PSI
Min. 40 PSI
Min. 34 PSI
Min. 28 PSI
Min. 22 PSI
Water Inlet Area:
Min. 1.0
Min. 1.0
Min. 1.0
Min. 1.0
Min. 1.0
Min. 1.0
(Perforated Pipe)
Sq.ln./Ft.
Sq.ln./Ft.
Sq.ln./Ft.
Sq.ln./Ft.
Sq.ln./Ft.
Sq.ln./Ft.
Marking:
ADS°12" I.D.
ADS@15" I.D.
ADS°18" I.D.
ADS024" I.D.
ADS030" I.D.
ADS°36" I.D.
N-12 TM
N-12 TM
N-12 T"'
N-12 TM
N-12 TM
N-12 TM
AASHTO M294
AASHTO M294
AASHTO M294
AASHTO M294
AASHTO M294
AASHTO M294
Plant, Month
Plant, Month
Plant, Month
Plant, Month
Plant, Month
Plant, Month
Day, Year and
Day, Year and
Day, Year and
Day, Year and
Day, Year and
Day, Year and
shift of Mfg.
shift of Mfg.
shift of Mfg.
shift of Mfg.
shift of Mfg.
shift of Mfg.
ADVANCED DRAINAGE SYSTEMS, INC.
5 `-NPE (t•1LFT AT CWC. Fbw-r C
1.0 12 5
10 4
.9 II 8
3
10 6
.8 ►- LL F-
0 2
9 04 -►=
/ w
.7 of 3 /
B
w z 1.5
a �
L
/ (n 2 \
I O
6 7 P o< 1i v 1. l0 CA ��.o><
z -C1-'0
:o.�c�S�-tcm� Z .9
Trt13le" ,Part a J w
—.8-------- a .B
5.5 ° 0
6 u
�- w 0 .7
w 5 = z U. z w , 4
. .4 =
w 0 .6
z 4.5 z o 3 w
— w x
`- 4 L 0 2 0 .5
0 0 x
z
z � o
w '3 3.5 w w �- 4
a a o:
0 0 I w
w w 0 08 F-
0 .25 3 o .06 0 .3
_ = 0 z
co �_ a_ —
w w x .04 .25
= 2.5 = a 03 a
.15
0 �
I,.. . 2
c .02 0
U a
15 U 01 LL,
0
0
-- yo a
1.5
.10
a=2 h
IW-j
Figure 5-2
NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2"
Adapted from Bureau of Public Roads Nomograph
InPS-4T-192
MAY 1984
5-10
DESIGN CRITERIA
,ohs-Zl-iz,
Project No: 1005-27-92
Kingston Woods 2nd Filing Final mittal to City of Fort Collins
Submittal Date: 08/03/92
APPENDIX II
(Erosion Control Calculations)
Project No: 1005-27-92
Kingston Woods 2nd Filing Final Su. Attal to City of Fort Collins
Submittal Date: 08/03/92
Erosion Control
Existing Site: The site is approximately 6.0 acres and the majority of the site drains to
the Northeast property line. The site is bounded by Casa Grande P.U.D. to
the North, Richmond Drive to the East, Horsetood Road to the South and
Kingston Woods P.U.D., (currently being submitted to the City), to the
West.
Proposed
Development: Twenty-two (22) single family homes are proposed along with the
necessary infrastructure. Patterson Place will be constructed to connect
Richmond Drive to the East and Kingston Woods P.U.D. to the West.
Two (2) Cul-de-Sacs are planned off the North and South Sides of
Patterson Place.
Erosion Control
Measures: In order to minimize the soil erosion from the site, the following measures
are called for on the Erosion Control Plan (sheet 8 of 11).
1. A 50' tracking pad to be constructed at the intersection of Patterson
Place and Richmond Drive.
2. Silt fence to be placed along all downstream property lines and along
Richmond Drive.
3. Hay bales to be placed in all swales.
4. Gravel filters to be placed aroung all storm sewer inlets on site.
Conclusion: The attached soil erosion calculations indicate that the soil erosion plan
(sheet 8 of 11) complies with the City of Ft. Collins standards and will
effectively minimize the erosion from the site if all the measures are
installed per the plan and the City of Ft. Collins erosion control details
included in the Utility plans for Kingston Woods 2nd Filing.
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: k I ftivv6vJ W644 a STANDARD FORM A
COMPLETED BY: (Murk Otixrsc�nn��1k �s�e.�,rNC INZPr1Y1C DATE: 7 8 Z
DEVELOPED
ERODIBILITY
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBAgIN
ZONE
(ac)
(ft)
($)
(feet)
M
M
(11oc�era��
3,15
zoo
I,- 6'
29U
ong
lEo
4Z
T
ma�er,�tc.
3.07
g s,
Z.2
340
I, oZ
11�
t,4
73Z.06
I,Z5%
.
Sq,Ji SU
q
3gb7� •
Lb= S`w(3 as i b7o13.
� s l32
03 �
'
6,2Z
I.
G.22
10660 -Z'1 -at 'Z
MARCH 1991 8-14 DESIGN CRITERIA
EFFECTIVENESS CALCULATIONS
YRUJECT: k ►n436�dra W645 IL,
COMPLETED BY:
DATE:
Erosion Control
C-Factor
P-Factor
Method
Value
Value
Comment
Greve\ 'F,\�« S9r�uti�\e-s S,11f��ce. I,U o,8�0,41o,S
Qtiawil 8is,a 1�►'IL�Za�
Qart So,i (��pyh,
Lo
M1
3� d
o.o 1
Ito
P•,�tr�
0,01
M)
G,4r,�Z /oiSgr,il
•meek%.,, V
C..ss•
0, zu
Otto
�. Vn1 ,� � p �
MAJOR PS SUB AREA,
BASIN (�) BASIN (AC)
CALCULATIONS
79,E Z Do Pav�1 (ireti : 0,4ac.
Sod 7 50t%u x 3,t S ` 1,5b
-�tmP.C7re�e\ Or,�t��fti�1;,n5'Pn� = 0,04.,e
Bsrc. So;1 3,ts-(o,4+,1.5(,to,ot) = I,IS
O,o9(o,2)+1,56(0,0,)r0,9�o,oi)l_ 0,3-74
VJ+G4 P CI,IS �0.v) t 0,o4(0,8) t 1,56(I.(,) t 0,q G,0)1x0.8 x0
3,15 U.384
rl 3,07 -Paoe� Aye` : 0,5hc.
- SaA Solo x 3,U1 1,53
?ems, GrA%\ Onu< JTr", tv%s V4 = o,oicr,
CS.,rc $o,\ iroo't) 3,01-�ts+153To•o4) _ o ac
o,oti(o,i)+ I,S3(o,ol) t O,S(O,oi)]
= 0,33E
t.o (o,g) + Q,o9(o.�) t 1,53(t•o) t o,S�l,o)1
x0.8 x0,S
= G,3g6
eFr c CI-�.33K,34)]kI00
ti
I06S-7-77-°1Z
MARCH 1991 8-15 DESIGN CRITERIA
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= Cf C o = 1.Z�(O0,�3
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executive, 28
PAGE
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• PAGE
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• 3.1.6 Runot. jefficients
The runoff coefficients to be used with the Rational Method referred to in Section 3.2
_. "Analysis Methodology" can be determined based on either zoning classifications or the
types of surfaces on the drainage area. Table 3-2 lists the runoff coefficients for the various
types of zoning along with the zoning definitions. Table 3-3 lists coefficients for the different
kinds of surfaces. Since the Land Development Guidance System for Fort Collins allows land
development to occur which may vary the zoning requirements and produce runoff coeffi-
cients different from those specified in Table 372, the runoff coefficients should not be based
solely on the zoning classifications.
The Composite Runoff Coefficient shall be calculated using the following formula:
C = (sC;A,)/A,
Where C = Composite Runoff Coefficient
C; = Runoff Coefficient for specific area A;
A; =Area of surface with runoff coefficient of C,
n = Number of different surfaces to be considered
A, =Total area over which C is applicable: the sum of all A;'s is equal to A,
Table 3-2
RATIONAL METHOD RUNOFF COEFFICIENTS FOR ZONING CLASSIFICATIONS
Description of Area or Zoning
Coefficient
Business: BP, BL........................................................................................
0.85
Business: BG, HB, C..................................................................................
0.95
Industrial: IL, IP..........................................................................................
0.85
Industrial: IG...............................................................................................
0.95
Residential: RE, RLP..................................................................................
0.45
0.50
Residential: RL, ML, RP.............................................................................
Residential: FILM, RMP..............................................................................
0.60
Residential: RM, MM..................................................................................
0.65
Residential: RH..........................................................................................
0.70
Parks, Cemeteries......................................................................................
0.25
Playgrounds...............................................................................................
0.35
RailroadYard Areas...................................................................................
0.40
UnimprovedAreas......................................................................................
0.20
Zoning Definitions
R-E Estate Residential District — a low density residential area primarily in outlying
areas with a minimum lot area of 9,000 square feet.
R-L Low Density Residential District — low density residential areas located throughout
-- — -- the City with aminimum lot -area of-6;000-square-feet.
R-M Medium Density Residential District — both low and medium density residential
areas with a minimum lot area of 6,000 square feet for one -family or two-family
dwellings and 9,000 square feet for a multiple family dwelling.
R-H High Density Residential District— high density residential areas with a minimum lot
area of 6,000 square feet for one -family or two-family dwellings, 9,000 square feet
for a multiple family dwelling, and 12.000 square feet for other specified uses.
R-P Planned Residential District — designation of areas planned as a unit (PUD) to pro-
vide a variation in use and building placements with a minimum lot area of 6,000
square feet.
R-L-P Low Density Planned Residential District— areas planned as a unit (PUD) to permit
variations in use, density and building placements, with a minumum lot area of 6,000
square feet.
ra®;..Z7-yZ
MAY 1984 3-3 DESIGN CRITERIA