HomeMy WebLinkAboutOnsite Drainage Report
Onsite Drainage Report
33 ST. FINNBAR FARM RD.
ST. FINNBAR SUBDIVISION LOT 5
CARBONDALE, CO 81623
RFE Project # 2021-26
June 4, 2021
Prepared by
Adam Racette, PE
Roaring Fork Engineering
592 Highway 133
Carbondale, CO 81623
1.0 General
1.1 Existing Conditions
The property under evaluation is located in the St. Finnbar Subdivision located east of the Town
of Carbondale. The focus of this drainage report is on the proposed development for the
property. The parcel is 13.406 acres and is Garfield County parcel ID number 239131218005.
The parcel location is shown in the figure below. The entire property is currently undeveloped.
The existing topography slopes gently across the property at approximately 2-5% slopes from
east to west towards a natural drainage path near the northwest property corner. The building
envelope is located at near the east side of the parcel and is approximately 1.589 acres.
Vegetation consists of mostly grassy areas with small amounts of larger vegetation along the
east, north and west property lines.
A subdivision soils investigation and report was performed by HP-Kumar, Inc. and is dated
August 4, 1998. Borings 1 and 4 in the report are used to estimate the underlying soils for the
proposed development. These borings indicate roughly one to two feet of topsoil at the surface
with well-draining gravel soils below.
1.2 Proposed Conditions
The proposed project includes a single-family home with an attached garage. A detached
barn/garage and ADU will be permitted separately for this property. There is a proposed gravel
driveway for access to the property. It includes an autocourt that provides maneuverability for
vehicles and parking areas. Additionally, there is hardscaped areas surrounding the residence
SITE
along with minor landscaped areas. Runoff from hardscaped surfaces is directed away from the
structures. Area drains were used in most landscaped areas to collect water and direct it to a
proposed drywell. Downspouts will collect runoff from the roof and direct it to the proposed
drywell through the proposed stormwater collection system.
2.0 Drainage Basins
The onsite drainage was analyzed as three separate drainage basins. The point of concentration
for each basin is conveyed to a shallow drywell. Proposed drywells are located at the
west/northwest corner of the building envelope, at the southern building envelope line close to
St. Finnbar Far Rd., and at the autocourt area, close to the future garage/barn. Each drywell is
sized to capture and detain the 25-year storm event and bypass the 100-year event.
Basin 1 is 27,170 square feet and 35-percent impervious. Impervious area is from the roof
structure and surrounding hardscape areas. All runoff is collected through a series of area drains,
roof drains, and downspouts. All collection points are tied into the on-site storm system, which is
conveyed through piping. All collection points are located at low points surrounding the site and
can collect and convey runoff for a 100-year storm event. This point of concentration is directed
to a five-foot diameter, six-foot deep drywell located at the west/northwest corner of the building
envelop. The 100-year storm event will overflow the drywell and follow the historic drainage
pattern to the northwest.
Basin 2 is 6,562 square feet and 74-percent impervious. Impervious area is from a small roof
area from the main structure, future roof structure from the garage/barn, and driveway runoff.
Surface drainage is collected through inlets located at low points. The roof structure is captured
using roof drains or downspouts which are conveyed to the storm system. The point of
concentration is a four-foot diameter, six-foot deep drywell which is sized for a 25year storm.
The 100-year storm event will overflow the drywell and follow the historic drainage pattern to
the northwest.
Basin 3 is 6,562 square feet and 74-percent impervious. Impervious area includes a majority of
the driveway, the pickleball court, and the future ADU roof structure. A small inlet collects
potential water from a future deck, a downspout collects runoff from the ADU roof structure
which ties into the storm system, and the remaining runoff is routed through a swale to the low
point at the drywell. The point of concentration is at the drywell, which is a 5-foot diameter, six-
foot deep structure which can capture and detain the 25-year storm event. The 100-year storm
event will overflow the drywell and follow the historic drainage pattern.
Below is the peak flows for the developed and pre-developed 25-year storm event conditions for
each basin.
Below are the 25-year storm event detention volumes for each basin.
25 Year Peak Discharge Developed Calculations
1 Hour(P 1)0.95
Return Period 25
Basin ID Total Area Imp. Area Impervious C Value Time of C Intensity Q Max
See(D1)(ft2)(ft2)(%)From Table (Td)I=88.8P1/(10+Td)1.052 (ft3/sec)
1 27170.13 9623.72 35.42%0.483 5 4.89 1.47
2 6561.70 4828.82 73.59%0.625 5 4.89 0.46
3 41366.80 9868.44 23.86%0.444 5 4.89 2.06
25 Year Peak Discharge Pre Development Calculations
1 Hour(P 1)0.95
Return Period 25
Basin ID Total Area Imp. Area Impervious C Value Time of C Intensity Q Max
See(D1)(ft2)(ft2)(%)From Table (Td)I=88.8P1/(10+Td)1.052 (ft3/sec)
1 27170.13 0.00 0.00%0.370 5 4.89 1.13
2 6561.70 0.00 0.00%0.370 5 4.89 0.27
3 41366.80 0.00 0.00%0.370 5 4.89 1.72
25 Year Storage Calculations - Basin 1
Rainfall Duration
(minutes)
Intensity (inches/Hour)
EQ 5-1 Volume In ft3 EQ 5-2 Volume Out ft3 EQ 5-3
Volume Difference
ft3 EQ 5-4 C 0.483
(Td)I=88.8P1/(10+Td)1.052 Vi=(1/720)*C*I*Td*A Vo=30(1+Tc/Td)*Qa*Td Vd=Vi-Vo A 27170.13 ft2
5 4.89 445.58 338.23 107.35 Tc 5 Minutes
8 4.03 588.50 439.70 148.80 Qa 1.127 ft3
11 3.43 688.05 541.17 146.88 P1(25)0.95
14 2.98 760.94 642.64 118.30
17 2.63 816.32 744.11 72.20
20 2.36 859.61 845.58 14.03
23 2.13 894.24 947.05 -52.81
26 1.94 922.46 1048.52 -126.06
29 1.79 945.81 1149.99 -204.18
32 1.65 965.37 1251.46 -286.09
35 1.54 981.96 1352.93 -370.97
38 1.44 996.14 1454.40 -458.26
41 1.35 1008.38 1555.87 -547.49
44 1.27 1019.01 1657.34 -638.33
47 1.20 1028.30 1758.81 -730.51
50 1.14 1036.48 1860.28 -823.80
53 1.08 1043.70 1961.75 -918.05
56 1.03 1050.10 2063.22 -1013.12
59 0.98 1055.81 2164.69 -1108.88
62 0.94 1060.92 2266.16 -1205.24
65 0.90 1065.50 2367.63 -1302.13
68 0.86 1069.62 2469.10 -1399.48
71 0.83 1073.34 2570.57 -1497.23
74 0.80 1076.70 2672.04 -1595.34
77 0.77 1079.74 2773.51 -1693.76
80 0.74 1082.51 2874.98 -1792.47
83 0.72 1085.02 2976.45 -1891.43
86 0.69 1087.31 3077.92 -1990.61
Maximum Difference 148.80
25 Year Storage Calculations - Basin 2
Rainfall Duration
(minutes)
Intensity (inches/Hour)
EQ 5-1 Volume In ft3 EQ 5-2 Volume Out ft3 EQ 5-3
Volume Difference
ft3 EQ 5-4 C 0.625
(Td)I=88.8P1/(10+Td)1.052 Vi=(1/720)*C*I*Td*A Vo=30(1+Tc/Td)*Qa*Td Vd=Vi-Vo A 6561.70 ft2
5 4.89 139.12 81.68 57.44 Tc 5 Minutes
8 4.03 183.74 106.19 77.55 Qa 0.272 ft3
11 3.43 214.83 130.70 84.13 P1(25)0.95
14 2.98 237.58 155.20 82.38
17 2.63 254.87 179.71 75.17
20 2.36 268.39 204.21 64.18
23 2.13 279.20 228.72 50.49
26 1.94 288.01 253.22 34.79
29 1.79 295.30 277.73 17.57
32 1.65 301.41 302.23 -0.82
35 1.54 306.59 326.74 -20.15
38 1.44 311.02 351.24 -40.23
41 1.35 314.84 375.75 -60.91
44 1.27 318.16 400.25 -82.10
47 1.20 321.06 424.76 -103.70
50 1.14 323.61 449.27 -125.65
53 1.08 325.87 473.77 -147.91
56 1.03 327.87 498.28 -170.41
59 0.98 329.65 522.78 -193.13
62 0.94 331.24 547.29 -216.04
65 0.90 332.67 571.79 -239.12
68 0.86 333.96 596.30 -262.34
71 0.83 335.12 620.80 -285.68
74 0.80 336.17 645.31 -309.14
77 0.77 337.12 669.81 -332.69
80 0.74 337.98 694.32 -356.34
83 0.72 338.77 718.82 -380.06
86 0.69 339.48 743.33 -403.85
Maximum Difference 84.13
Below is a summary of the storage requirements and drywell capacity.
2.1 Offsite Drainage
No offsite drainage basins were analyzed for the project since the proposed structure is located at
a high point in the area.
3.0 Hydrological Criteria
The FAA Rational Method was used to determine the peak flows for the proposed basin. The
peak flows were calculated to ensure drainage structures have capacity to convey a 100-year
storm event over a 1-hour period. The rainfall intensity is calculated using the Time of
Concentration (Td). Due to the small basin, a time of concentration value of five minutes is
assumed, since this is the smallest applicable value for the FAA Rational Method equation. The
runoff coefficient (C) is in relation to the impervious area.
25 Year Storage Calculations - Basin 3
Rainfall Duration
(minutes)
Intensity (inches/Hour)
EQ 5-1 Volume In ft3 EQ 5-2 Volume Out ft3 EQ 5-3
Volume Difference
ft3 EQ 5-4 C 0.444
(Td)I=88.8P1/(10+Td)1.052 Vi=(1/720)*C*I*Td*A Vo=30(1+Tc/Td)*Qa*Td Vd=Vi-Vo A 41366.80 ft2
5 4.89 623.42 514.96 108.46 Tc 5 Minutes
8 4.03 823.38 669.45 153.93 Qa 1.717 ft3
11 3.43 962.67 823.94 138.73 P1(25)0.95
14 2.98 1064.64 978.43 86.21
17 2.63 1142.12 1132.92 9.20
20 2.36 1202.70 1287.41 -84.71
23 2.13 1251.15 1441.89 -190.75
26 1.94 1290.63 1596.38 -305.76
29 1.79 1323.29 1750.87 -427.58
32 1.65 1350.67 1905.36 -554.69
35 1.54 1373.87 2059.85 -685.98
38 1.44 1393.72 2214.34 -820.62
41 1.35 1410.84 2368.83 -957.99
44 1.27 1425.71 2523.32 -1097.60
47 1.20 1438.72 2677.80 -1239.09
50 1.14 1450.15 2832.29 -1382.14
53 1.08 1460.25 2986.78 -1526.53
56 1.03 1469.22 3141.27 -1672.05
59 0.98 1477.21 3295.76 -1818.55
62 0.94 1484.35 3450.25 -1965.90
65 0.90 1490.76 3604.74 -2113.98
68 0.86 1496.52 3759.23 -2262.70
71 0.83 1501.72 3913.71 -2411.99
74 0.80 1506.43 4068.20 -2561.78
77 0.77 1510.69 4222.69 -2712.01
80 0.74 1514.55 4377.18 -2862.63
83 0.72 1518.07 4531.67 -3013.60
86 0.69 1521.27 4686.16 -3164.89
Maximum Difference 153.93
Drywell Storage
Drywell Basins Diameter Storage Depth Perforated Depth Internal Volume External (18" of Screened Rock) Volume Total Capacity Required Capacity
(Name)(#)D (ft)H (ft)P (ft)π*H*(D/2)2) (ft3)0.3*π*P*((D/2)+1.5)2 - (D/2)2) (ft3)(ft3)(ft3)
DRYWELL A 1 5 6 4 118 37 155 148.80
DRYWELL B 2 4 6 4 75 31 106 84.13
DRYWELL C 3 5 6 4 118 37 155 153.93
The rainfall intensity (i) was then calculated using the equation below, which has been developed
from the Intensity-Duration-Frequency (IDF) Intensity Equation with variables specific to this
region.
𝑖𝑖= 88𝑃𝑃1(10 + 𝑇𝑇𝑑𝑑)1.052
The rainfall depths used were obtained from the National Oceanic Atmospheric Administration
(NOAA) Point Precipitation Frequency Estimates Database IDF charts for the Aspen area. The
1-hour Rainfall depths (P1) were chosen with a rainfall value of 1.20 inches for the 100-year
event. From this, the peak flow can be derived using this Runoff Coefficients (C), a function of
the Soil Group (in this case B) and the percentage of impervious area within each sub basin were
developed using Figure 3.2. The Runoff Coefficient was then multiplied by the Rainfall Intensity
(I) and the acreage of each Major Basin (A) to determine the peak discharge for the Major Basin.
Q allowable was calculated the same way, except the basin was treated as undeveloped or 100%
pervious. The Peak Discharge (Qp) in cubic feet per second (CFS) is given by the equation
below. 𝑄𝑄𝑝𝑝=𝐶𝐶𝑖𝑖𝐶𝐶
Where: Qp = Peak Discharge (cfs)
A = Area (Acres)
i = Rainfall intensity (inches per hour)
C = Runoff Coefficient (Unitless)
The tables below contain the peak flows for the developed 100-year storm event for each
subbasin and the entire Basin 1. These tables were used to size all conveyance pipes for a 100-
year storm event for a one-hour duration.
100 Year Sub Basin Peak Discharge Developed Calculations
1 Hour(P 1)1.2
Return Period 100
Sub Basin Total Area Imp. Area Impervious C Value Time of C Intensity Sub Basin Flow Rate
(Name)At (ft2)Ai (ft2)Ai/At (%)From Table (Td)I=88.8P1/(10+Td)01.052 Qsub (ft3/sec)
1.1 857.76 857.76 100.00%0.950 5 6.17 0.12
1.2 677.24 333.02 49.17%0.510 5 6.17 0.05
1.3 487.68 487.68 100.00%0.950 5 6.17 0.07
1.4 604.83 604.83 100.00%0.950 5 6.17 0.08
1.5 930.64 930.64 100.00%0.950 5 6.17 0.13
1.6 564.92 437.88 77.51%0.650 5 6.17 0.05
1.7 423.55 361.94 85.45%0.750 5 6.17 0.05
1.8 824.69 824.69 100.00%0.950 5 6.17 0.11
1.9 1149.44 1149.44 100.00%0.950 5 6.17 0.15
1.10 536.82 536.82 100.00%0.950 5 6.17 0.07
1.11 672.60 672.60 100.00%0.950 5 6.17 0.09
1.12 466.59 466.59 100.00%0.950 5 6.17 0.06
1.13 196.79 0.00 0.00%0.350 5 6.17 0.01
1.14 243.15 243.15 100.00%0.950 5 6.17 0.03
1.15 712.90 712.90 100.00%0.950 5 6.17 0.10
1.16 17820.53 1003.78 5.63%0.380 5 6.17 0.96
2.1 938.55 938.55 100.00%0.950 5 6.17 0.13
2.2 1261.28 160.56 12.73%0.400 5 6.17 0.07
2.3 1628.00 1628.00 100.00%0.950 5 6.17 0.22
2.4 2733.87 2101.71 76.88%0.650 5 6.17 0.25
3.1 886.74 886.74 100.00%0.950 5 6.17 0.12
3.2 40480.06 8981.70 22.19%0.450 5 6.17 2.58
Storm System Pipes
Pipe System Pipe Contibuting Sub-Basins Design Flow Rate
Qdes
A1 1.1 0.12
A2 1.1-1.2 0.16
A3 1.1-1.3 0.23
A4 1.1-1.3 0.23
A5 1.1-1.3 0.23
A6 1.4 0.08
A7 1.1-1.4 0.31
A8 1.5 0.13
A9 1.6 0.05
A10 1.5.1-7 0.22
A11 1.1-1.7 0.53
A12 1.8 0.11
A13 1.1-1.8 0.64
A14 1.9 0.15
A15 1.9 0.15
A16 1.10 0.07
A17 1.9-1.10 0.23
A18 1.11 0.09
A19 1.9-1.11 0.32
A20 1.9-1.11 0.32
A21 1.12 0.06
A22 1.12-1.13 0.07
A23 1.14 0.03
A24 1.15 0.10
A25 1.12-1.15 0.20
A26 1.9-1.15 0.52
A27 1.1-1.15 1.16
B1 2.1 0.13
B2 2.1 0.13
B3 2.1-2.2 0.20
B4 2.3 0.22
C1 N/A N/A
C2 3.1 0.12
C3 3.1 0.12
A
B
C
K=0.462
Pipe Design Flow
Rate
Proposed
Slope
Manning
Coefficient
Required Pipe Diameter
Equation 4-31
Required Pipe
Diameter
Proposed Pipe
Diameter
Qdes (ft3/sec) S (%)n d (ft) = {nQdes/K√S}3/8 Dreq (in) Dpro (in)
A1 0.12 1.00%0.01 0.25 3.01 4.0
A2 0.16 1.00%0.01 0.29 3.43 4.0
A3 0.23 1.00%0.01 0.32 3.90 4.0
A4 0.23 1.00%0.01 0.32 3.90 4.0
A5 0.23 1.00%0.01 0.32 3.90 4.0
A6 0.08 1.00%0.01 0.22 2.64 4.0
A7 0.31 1.00%0.01 0.36 4.36 6.0
A8 0.13 1.00%0.01 0.26 3.10 4.0
A9 0.05 1.00%0.01 0.19 2.23 4.0
A10 0.22 1.00%0.01 0.32 3.85 4.0
A11 0.53 1.00%0.01 0.45 5.34 6.0
A12 0.11 1.00%0.01 0.25 2.96 4.0
A13 0.64 1.00%0.01 0.48 5.73 6.0
A14 0.15 2.00%0.01 0.25 2.95 4.0
A15 0.15 2.00%0.01 0.25 2.95 4.0
A16 0.07 2.00%0.01 0.18 2.22 4.0
A17 0.23 2.00%0.01 0.28 3.40 4.0
A18 0.09 2.00%0.01 0.20 2.41 4.0
A19 0.32 2.00%0.01 0.32 3.86 4.0
A20 0.32 2.00%0.01 0.32 3.86 4.0
A21 0.06 2.00%0.01 0.18 2.10 4.0
A22 0.07 2.00%0.01 0.18 2.22 4.0
A23 0.03 2.00%0.01 0.14 1.65 4.0
A24 0.10 2.00%0.01 0.21 2.46 4.0
A25 0.20 2.00%0.01 0.27 3.25 4.0
A26 0.52 2.00%0.01 0.39 4.64 6.0
A27 1.16 1.00%0.01 0.60 7.15 8.0
B1 0.13 2.00%0.01 0.23 2.73 4.0
B2 0.13 2.00%0.01 0.23 2.73 4.0
B3 0.20 2.00%0.01 0.27 3.23 4.0
B4 0.22 2.00%0.01 0.28 3.36 4.0
C1 N/A 5.50%0.01 N/A N/A 4.0
C2 0.12 5.50%0.01 0.18 2.21 4.0
C3 0.12 5.50%0.01 0.18 2.21 4.0
Pipe Sizing
To ensure the storm system has capacity to convey a 100-year storm event, inlets were also sized
to the 100-year storm event. Below are tables to show that each area drains and trench drain has
capacity for the specified storm event. All inlets greater than eight inches have added in a 0.5-
depression to create low points surrounding the site for increased inlet capacity.
Pipe Design Flow
Rate
Proposed Pipe
Diameter Slope Manning
Coefficient
Full Pipe Cross
Sectional Area Full Pipe Flow Rate Q Design /
Q Full d/D Hydraulic Grade Line
(Depth of Flow)
Depth of Flow Less Than
80% of Pipe Diameter
Qdes (ft3/sec) Dpro(in)S (%)n A (ft) = π (Dpro/2)2 Qfull (ft3/s) = A(1.49/n)((Dpro/48)2/3)S1/2 Qdes/Qfull (from Chart)d (in) = (d/D)*Dpro (Yes/No)
A1 0.12 4.0 1.00% 0.01 0.087 0.248 0.47 0.53 2.12 Yes
A2 0.16 4.0 1.00% 0.01 0.087 0.248 0.66 0.66 2.64 Yes
A3 0.23 4.0 1.00% 0.01 0.087 0.248 0.93 0.85 3.39 Yes
A4 0.23 4.0 1.00% 0.01 0.087 0.248 0.93 0.85 3.39 Yes
A5 0.23 4.0 1.00% 0.01 0.087 0.248 0.93 0.85 3.39 Yes
A6 0.08 4.0 1.00% 0.01 0.087 0.248 0.33 0.45 1.80 Yes
A7 0.31 6.0 1.00% 0.01 0.196 0.731 0.43 0.52 3.09 Yes
A8 0.13 4.0 1.00% 0.01 0.087 0.248 0.51 0.57 2.28 Yes
A9 0.05 4.0 1.00% 0.01 0.087 0.248 0.21 0.35 1.40 Yes
A10 0.22 4.0 1.00% 0.01 0.087 0.248 0.90 0.81 3.22 Yes
A11 0.53 6.0 1.00% 0.01 0.196 0.731 0.73 0.70 4.22 Yes
A12 0.11 4.0 1.00% 0.01 0.087 0.248 0.45 0.52 2.06 Yes
A13 0.64 6.0 1.00% 0.01 0.196 0.731 0.88 0.81 4.83 Yes
A14 0.15 4.0 2.00% 0.01 0.087 0.351 0.44 0.52 2.06 Yes
A15 0.15 4.0 2.00% 0.01 0.087 0.351 0.44 0.52 2.06 Yes
A16 0.07 4.0 2.00% 0.01 0.087 0.351 0.21 0.35 1.40 Yes
A17 0.23 4.0 2.00% 0.01 0.087 0.351 0.65 0.65 2.58 Yes
A18 0.09 4.0 2.00% 0.01 0.087 0.351 0.26 0.38 1.52 Yes
A19 0.32 4.0 2.00% 0.01 0.087 0.351 0.91 0.83 3.30 Yes
A20 0.32 4.0 2.00% 0.01 0.087 0.351 0.91 0.83 3.30 Yes
A21 0.06 4.0 2.00% 0.01 0.087 0.351 0.18 0.33 1.30 Yes
A22 0.07 4.0 2.00% 0.01 0.087 0.351 0.21 0.35 1.40 Yes
A23 0.03 4.0 2.00% 0.01 0.087 0.351 0.09 0.24 0.94 Yes
A24 0.10 4.0 2.00% 0.01 0.087 0.351 0.27 0.38 1.52 Yes
A25 0.20 4.0 2.00% 0.01 0.087 0.351 0.57 0.60 2.40 Yes
A26 0.52 6.0 2.00% 0.01 0.196 1.034 0.50 0.57 3.42 Yes
A27 1.16 8.0 1.00% 0.01 0.349 1.574 0.74 0.70 5.62 Yes
B1 0.13 4.0 2.00% 0.01 0.087 0.351 0.36 0.47 1.88 Yes
B2 0.13 4.0 2.00% 0.01 0.087 0.351 0.36 0.47 1.88 Yes
B3 0.20 4.0 2.00% 0.01 0.087 0.351 0.56 0.60 2.40 Yes
B4 0.22 4.0 2.00% 0.01 0.087 0.351 0.62 0.63 2.52 Yes
C1 N/A 4.0 5.50% 0.01 0.087 0.581 N/A N/A N/A N/A
C2 0.12 4.0 5.50% 0.01 0.087 0.581 0.21 0.35 1.40 Yes
C3 0.12 4.0 5.50% 0.01 0.087 0.581 0.21 0.35 1.40 Yes
Hydraulic Grade Line and Pipe
Sub Basin and Circular Inlet Calculations
1 Hour(P 1)1.2 m=40%Ys=.04 (Depress inlet by 0.04')
Return Period 100 Cg=50%Co=0.65
Inlet ID Basin ID Total Area Imp. Area Impervious C Value
Concentration Intensity Q Max Inlet Type Diameter
Area(EQ. 4-20)Inlet Capacity (EQ 4-19)Has Capacity
See(D1)(ft2)(ft2)(%)From Table (Td)I=88.8P1/(10+Td)1.052 ft3/sec Wo (inches)Ae=(1-Cg)mA Q=CoAe√2gYs (Yes/No)
A2-INLET 1.2 677.24 333.02 49.17% 0.510 5 6.17 0.049 8" Round 8 0.070 0.081 Yes
A9-INLET 1.6 564.92 437.88 77.51% 0.650 5 6.17 0.052 8" Round 8 0.070 0.081 Yes
A10-INLET 1.7 423.55 361.94 85.45% 0.750 5 6.17 0.045 8" Round 8 0.070 0.081 Yes
A22-INLET 1.13 196.79 0.00 0.00% 0.350 5 6.17 0.010 8" Round 8 0.070 0.081 Yes
B3-INLET 2.2 1261.28 160.56 12.73% 0.400 5 6.17 0.071 8" Round 8 0.070 0.081 Yes
4.0 Appendix A: Design Drawings