HomeMy WebLinkAboutWPO200600087 Calculations Final Site Plan and Comps. 2007-03-08 UVA Research Park
Town Centers III and IV
ENGINEERING CALCULATIONS
County of Albemarle, Virginia
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Prepared for :
University of Virginia
Real Estate Foundation
465 Crestwood Drive
Charlottesville , Virginia 22903
Prepared by:
The Cox Company
220 East High Street
Charlottesville, Virginia 22902
November 30, 2006
Revised
March 8, 2007
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TABLE OF CONTENTS
DIVISION 1 — Stormwater Management
✓ DIVISION 2 — Storm Pipe Calculations — ,,i,S- D
DIVISION 3 — Storm Inlet Calculations
DIVISION 4 — Erosion Control: Sediment Basin Calculations
The Cox Company UVA Research Park
06-50 Town Centers III and IV
DIVISION 1 — Stormwater Management
The Cox Company UVA Research Park
06-50 Town Centers III and IV
Storm Water Management Summary
The Town Centers Three and Four sites will primarily drain surface storm water off into
two watersheds. Each sub area lies within a larger existing watershed. Both sites were
included within the previously approved stormwater master plan for the UVA Research
Park.
Master planning for the Research Park assumes a full build-out to the region and the
Town Center sub areas were designed to be captured and treated in two existing storm
water management basins located downstream from the site and close to U.S. 29. The
basins were constructed and designed to "bank" allowable impervious areas as they each
phase of the Park developed. Excerpts from the approved storm water management study
were copied and are included within this section of the calculations. No other treatment
is proposed with this development.
Specific details and calculations related to stormwater piping, inlet sizing and storm
water conveyance were not addressed in the master plan. Calculations and summary
tables for those sections are included within this booklet. Within the storm piping
calculations, the sub areas are described as the western reach and the eastern reach.
UVA RESEARCH PARK
AT NORTH FORK
Albemarle County, Virginia
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FORK
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APPROX. AREA OF SITE ( 4)i1,4
ANALYZED IN THIS REPORT /VA/4
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5- 649
606
VICINITY MAP
Dewberry & Davis Architects
Engineers
10525 Battleview Parkway Manassas, Va. 20109 Planners
Surveyors
(703) 369-4933 FAX(703) 631-2834
Sof 14.00
STORMWATER MANAGEMENT/BMP
ANALYSIS AND FLOODPLAIN STUDY
FOR THE UVA RESEARCH
PARK AT NORTH FORK
ALBEMARLE COUNTY, VIRGINIA
PREPARED FOR:
UNIVERSITY OF VIRGINIA REAL ESTATE FOUNDATION
P.O. Box 9023
2333 Old Ivy Road
Charlottesville, Virginia 22903
PREPARED BY:
DEWBERRY & DAVIS
Battlefield Business Park
10525 Battleview Parkway
Manassas, Virginia 20175-3907
OCTOBER 1997
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4
i
B1\IP CALCULATIONS
FOR
UVA RESEARCH PARK AT NORTH FORK
*ow N40
Introduction
I31\1P facilities are desiiuned to remove pollutants from storm\vater runoff before the runoff is
conveyed to a receiving waterway. There are various types of B1\1P facilities that can be used to
treat surface runoff. and the ability of each type of facility to remove pollutants varies. BMP
facilities for the UVA Research Park at North Fork will consist of two ponds. the larger pond
(pond 1 ) being a wet pond for greater pollutant removal efficiency, and the smaller pond being an
extended detention dry pond. The attached Table 2 (Exhibit I ) from the Chesapeake Bay Local
Assistance Department's (CBLAD's) "Local Assistance Manual" shows the removal efficiencies
for several types of BMP facilities, including extended detention dry ponds and wet ponds.
which have removal efficiencies of 20-50%. The ensuing calculations show the amount of
relative pollutant load reduction that is achieved by the two ponds. Pond 2 will provide BMP
storage for subbasin B2. while Pond 1 will provide BMP storage for subbasins Cl. C2, Dl. D2.
El. E2. Fl. and F2 plus the offsite area within its drainage basin.
Calculation of Pollutant Load Reduction Requirement
,S'te'p 1: Determine the percentage of the site that u/Il he impervious following development
Proposed Land Use Cover - Phase 1, UVA Research Park at North Fork
Subbasin Impervious Area (Ac.) Open Space (Ac.) Total Area (Ac.)
Al 18.93 34.97 53.90
A2 0.65 9.51 10.16
B1 13.69 3124 44.93
B2 28.39 20.17 48.56
Cl 11.16 11.12 22.28
C2 40.19 30.75 70.94
D1 6.66 5.67 12.33
D2 7.72 13.76 21.48
E1 7.43 9.56 16.99
E2 4.00 4.95 8.95
Fl 5.12 2.11 7.23
F2 3.14 1.29 4.43
*Other 4.50 9.19 13.69
Total 151.58 184.29 335.87
`,fir
1 :ncontrolled area at southern end of site near .1irport Road
uimpervious = 151.58'335.87( 100) = 45.1P0
Step Determine the relative pollutant local;Le'ne'r'utecl hi t/rc: .trite hers'e'c/utt urcrc1.2e land COVer
COnclit1on S.
For new development. the pre-development pollutant load can be calculated by first determining
the weighted pollutant load for the watershed in lbs/acre/year. The weighted pollutant load is
calculated by determining all of the existing land uses for the watershed. and the acreage covered
by each of these uses. For each type of land use. a pollutant loading in lbs/acre/year can be
determined from the CBLAD's "Local Assistance Manual," Appendix C. Table 1. page C-10.
The total acreage for each type of land use is multiplied by the pollutant loading, and the results
are summed and divided by the total acreage to arrive at the weighted pollutant load. The
weighted pollutant load is then compared to the values in Table 1 to find the "equivalent
impervious cover." These procedures are outlined in Appendix C of the "Local Assistance
Manual."
Weighted Pollutant Load for Flat Branch Watershed Upstream of U.S. Route 29
Land Use Acres *Loading (lbs/ac/yr) Total Load (lbs/yr)
Woods 411.66 0.12 49.40
Business/Industrial 127.01 8.37 1063.07
Residential (1/8 ac) 1.82 3.38 6.15
Residential (1A ac) 6.92 2.13 14.74
Residential (1 ac) 1.79 0.41 0.73
Residential (2 ac) 1.94 0.31 0.60
Total 551.14 1134.69
Weighted Load = 1134.69/551.14 = 2.06 lbs/ac/yr
From Table 1. Equivalent Impervious Cover = 20%; Assume l\a terst, d = 19
The pre-development pollutant load is then calculated using the Simple Method formula:
Lpre = P x P, x [0.05 + 0.009(I„atershed)] XC x A x 2.72/12
where: Lyre = relative pre-development phosphorus load (lbs/yr)
*NW •Nvoil
P = average annual rainfall depth (42 inches for Albermarle County)
P. __ unitless correction tactor for storm with no runoff= 0.9
equivalent impervious cover for watershed (°ol
C = flow-weighted mean pollutant concentration (mal) = (1.26 when I„a,„hed 20
= 1.06 when I"Aater,hed 20
A = applicable area of site (ac.)
L .r. = 42 x 0.9 x [0.05 — 0.009( 10)] x 0.26 x 335.87 x 2.72/12
Lrr = 165.4 lb/yr
Step 3. Determine the relative post-development pollutant loud
The Simple Method is also used for this calculation.
Lrosr = PxPix [0.05 + 0.009(I epost)] xCxAx2.72/12
where: Lrs, = relative post-development phosphorus load (lbs/yr)
1s,te(post) = equivalent post-development impervious cover for watershed (%)
Lrost = 42x0.9x [0.05 + 0.009(45.1)] x0.26x335.87x2.72/12
Cron = 341.1 lb/yr
Step 4: Determine the relative Removal Requirement (RR)for the site.
RR = Leos, - lire
RR = 341.1 - 165.4 = 175.7 lb/yr
Step 5' Determine the overall B.1IP removal efficiency required t%RR) fbr the site.
%RR = RR/Lrost x 100
%RR = 175.7/341.1 x 100
°oRR = 51.5
Calculation of Relative Pollutant Reduction for Pond 1
Pond 1 will be a wet pond (retention pond) sized to accommodate a volume 4 times greater than
the runoff volume generated by the mean storm. Wet ponds are very effective at removing
soluble pollutants. including soluble phosphorus and nitrogen. as well as sediment and other
nutrients from the surface runoff. Sources. including the aforementioned Table 2 (exhibit 1 )
from CBLAD's "Local Assistance Manual. credit wet retention ponds (design 4.9 x \.',) with
a pollutant removal efficiency of
Step I. t alcidate percent (?I 1111percuu/s cover fol' Pond J LIIL'1'.ched.
*Land Use Cover - Area Draining to Pond I
Existing Conditions for Offsite Areas/Post-developed Conditions for Onsite Areas
Subbasin Impervious Area (Ac.) Open Space (Ac.) Total Area (Ac.)
Cl 12.13 15.25 27.38
C2 43.02 42.82 85.84
Dl 6.66 5.67 12.33
D2 19.60 64.43 84.03
E 1 9.48 18.32 27.80
E2 5.58 11.70 17.28
Fl 16.37 50.07 66.44
F2 8.31 23.33 31.64
01 9.29 39.61 48.90
G2 9.32 39.73 49.05
Total 139.76 310.93 450.69
* Includes offsite areas: all offsite areas assumed to have an average impervious cover of 190/0
(pre-developed conditions)
%Impervious = 139.76/450.69 x 100 = 31.0
Step Calculate relative pollutant load conveyed to Pond 1.
The Simple Method is also used to calculate the pollutant load conveyed to Pond 1. This
calculation is for post-developed conditions onsite: however. existing conditions ( 19% average
impervious cover) has been assumed for offsite areas.
P x P x [0.05 + 0.009(Isttopost))] x C 1 ,A x 2.72112
L = 42 N 0.9 s [0.05 + 0.009(31.01] x 0.26 x 450.70 x 2.72/12
,,fir
= 330.3 11- \,.
Stcp ; ( '/r/culatc the rciativc pnst dol cloprnrrrt > u1lutarzt lucid 1C(.111c1i()11tor/,011d I.
As noted previously. wet ponds I desi`in 7) have a pollutant removal efficiency of 50% (see
Exhibit I ). Therefore, the pollutant load removed from the surface runoff by Pond I is calculated
as follows:
Lem = Lp,„,(°(iefflclency/l 00)
where: Lr,,,, = relative post-development phosphorus load removed (lbsiyr)
Lfen = 330.3(50/100) = 165.2 lbs/yr
Calculation of Relative Pollutant Reduction for Pond 2
Pond 2 will be an extended detention dry pond. Extended detention dry ponds with detention
times of 24 hours or more remove about 90% of particulate pollutants through the settling
process. However, this type of pond is not as effective at removing soluble pollutants when it
does not have a shallow marsh bottom. Available sources credit extended detention ponds that
do not have a shallow marsh bottom with a pollutant removal efficiency between 30-40%,
provided that runoff is detained for 24 hours. The ensuing calculations assume a removal
efficiency of 30% which is consistent with the efficiency ratings in Table 2.
Step 1: Calculate percent of.impervious cover for Pond 2 watershed.
*Land Use Cover - Area Draining to Pond 2
Existing Conditions for Offsite Areas/Post-developed Conditions for Onsite Areas
Subbasin Impervious Area (Ac.) Open Space (Ac.) Total Area (Ac.)
B2 28.39 20.17 48.56
Total 28.39 20.17 48.56
* There are no offsite areas draining to Pond 2
°/olmpervious = (28.39/48.56) x 100 = 58.5%
Step 2: Calculate the relative pollutant load conveyed to pond 2.
LT,„„ = P x P1 x [0.05 + 0.009) itc,p„,,l)1 x C x A x ,2.72/12
•
= 42 x (I.�) S 10.05 — I).009(58.5)1 x 48.56 \ ".72/12
11-vvr
.Step 3 Calculate the relative post-cievelopmcut pollutant load reduction for porlcl 2.
Lr_m = L;nst(n,betficiencv/1 00)
Lren. 62.4(30/100) = 18.7 lbs/yr
Total Relative Phosphorus Load Removed by Ponds 1 and 2
165.2 (pond 1) + 18.7 (pond 2) = 183.9 lbs/yr
183.9 lbs/yr removed > 175.7 lbs/yr required
The proposed BMP measures (ponds 1 and 2) will reduce the relative post-development
phosphorus load from the site to less than the relative pre-developed load; therefore, the
proposed measures are adequate for the UVA Research Park at North Fork site.
BMP STORAGE REQUIREMENTS FOR POND 1 AND POND 2
The preceding calculations demonstrate that the proposed BMP measures for the UVA Research
Park at North Fork site are adequate for reducing post-development pollutants from surface water
runoff. The proposed BMP measures include two ponds. The following calculations will
determine the amount of BMP storage required for ponds 1 and 2. Pond 1 will be sized to have a
permanent pool volume of 4 times greater than the runoff volume generated by the mean storm
for the watershed. As noted earlier in this calculation set, a significant amount of offsite area
will drain to pond 1. As with earlier calculations. this offsite area is assumed to have an average
impervious cover of 1 9% based on existing watershed conditions. Pond 2 will be sized to
accommodate the "first flush" runoff volume of 0.5 inch per impervious acre as required by
Albermarle County.
Required BMP Storage for Pond 1
Step 1: Calculate the rainfall/runoff coefficient (R,.)_for the pond l watershed.
R„ = rainfall/runoff coefficient = 0.05 + 0.009(I)
where: 1 = percent of site imperviousness
fir✓ 44100
•
R. = 0.05 --- 0.009(31
0.=29
Step 2 Determine the mean runotf volume to pond 1.
, = [(R,,, x R,)/12]A
where: V, = mean runoff volume (acre-ft)
Rm = depth of mean storm (inches)
= rainfall/runoff coefficient = 0.05 = 0.009(1)
I = percent of site imperviousness
A = area of contributing watershed (acres)
V1 = [(0.5 x 0.329)/12]450.69
V, = 6.18 acre-ft
Vr = 6.18 acre-ft(43,560 ft'/acre) = 269.123 ft'
V,= 242.194 ft3/(3 5.31 ft3/m) = 7,621 in'
Step 3: Determine the BIIIP (normal pool) volume to pond I.
Vb„p = 4.0xV,
where: V,rnp = BMP (normal pool) volume (m')
Vmp = 4.0 x 7,621 m3 = 30,487 m3
Required BMP Storage for Pond 2
Step I: Determine the amount of proposed impervious area that drains to pond 2.
Impervious Area= (58.5/100) x 48.56 acres
Impervious Area = 28.41 acres
Step Determine the storage volume required for pond 2.
Required storage Volume = 28.41 ac(43,560 ft''ac n0.5 in H1 ft/12 in)
Nisi" squire
Required Storage Volume = 51.560 tt=
Required Storage Volume = 51.53id IV( I m-.35.31 5 It 1 = 1 .430.111 mr
X'X HI :T 1 slue
• GUIDANCE CALCULATON PROCEDURE '""
STRUCTURAL BMPs FOR CHESAPEAKE BAY PRESERVATION AREAS TABLE 2
Average
Total P
Removal
Acceptable BMP Efficiency
A. Extended Detention
(1) Design 2 (6-12): 20%
(2) Design 3 (24 hours): 30%
(3) Design 4 (shallow marsh): 50%
B. Wet Pond
(1) Design 5 (0.5 in/imp.ac): 35%
(2) Design 6 (2.5 V): 40-45%
(3) Design 7 (4.0 V): 50%
C. Infiltration
(1) Design 8 (0.5 in/imp. ac): 50%
(2) Design 9 (1.0 in/imp. ac): 65%
(3) Design 10 (2-year storm): 70%
D. Grassed Swale
(1) Design 15 (check dams): 10-20%
These designs are taken from Metropolitan Washington Council of Governments, Controlling Urban Runoff:
A Practical Manual for Planning and Designing Urban BMPS, ,1987
Effeciency ratings are taken from John P. Hartigan, P.E., Three Step Process for Evaluating Compliance with
BMP Requirements for Chesapeake Bay Preservation Areas, 1990
C-11
Now
•
UVA Research Park at North Fork
Impervious Surface Totals
PRA
Total Impervious Acreage: 4.2 Acres
Micro-aire
Total Impervious Acreage: 2.4 Acres
Motion Control
Total Impervious Acreage: 1.5 Acres
Area in Right-of Way
Total Impervious Acreage: 3.0 Acres
Biotage
Total Impervious Acreage: 1.9 Acres
Discovery Drive
Total Impervious: Area = 39802.4 sq.ft. or 0.91 Acres
ETC #1
Total Impervious: Area = 74693.4 sq.ft. or 1.71 Acres
ETC #2
Total Impervious: Area = 71306.2 sq.ft. or 1.64 Acres
NOW k
" • •4
'4'jr4tVafl?1i'1]
4.41114W
Town Center #1
Total Impervious: Area = 186480.3 sq.ft. or 4.28 Acres
Town Center #2
Total Impervious: Area = 151239.1 sq.ft. or 3.47 Acres
Grand Total: 25.0 Acres
Arc:::,; 45C Ac:e!.:
inToLinomert Capz3,ciiy; ,
60C;
DIVISION 2 — Storm Pipe Calculations
The Cox Company UT/A Research Park
06-50 Town Centers III and IV
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User Name: Eric Woolley Date: 03-08-07
Project: UVAF: TC 3 Site Time: 17:33:34
Network: 01 — Eastern Reach Page: 1 of 26
Storm Sewers Detail Report
PIPE DESCRIPTION: Pipe 1
- ---RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 1
Downstream Pipe = Outfall
Pipe Material = RCP
Pipe Length = 134.59 ft
Plan Length = 136.59 ft
Pipe Type = Circular
Pipe Dimensions = 36.00 in
Pipe Manning 's "n" = 0.013
Pipe Capacity at Invert Slope = 70.38 cfs
Invert Elevation Downstream = 450.00 ft
Invert Elevation Upstream = 451 .50 ft
Invert Slope = 1 . 11%
Invert Slope (Plan Length) = 1 .10%
Rim Elevation Downstream = 453.00 ft
Rim Elevation Upstream = 477.00 ft
Natural Ground Slope = 17.83%
Crown Elevation Downstream = 453.00 ft
Crown Elevation Upstream = 454.50 ft
-- - -FLOW INFORMATION- - --
Catchment Area = 0.44 ac
Runoff Coefficient = 0.750
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 2.25 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 5.57 ac
Weighted Coefficient = 0.758
Total Time of Concentration = 7.06 min
Total Intensity = 6.07 in/hr
Total Rational Flow = 25.85 cfs
Total Flow = 25.85 cfs
Uniform Capacity = 70.38 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
Nome
-,11010
- - - -HYDRAULIC INFORMATION- - - -
HGL Elevation Downstream = 451 .26 ft
HGL Elevation Upstream = 452.76 ft
HGL Slope = 1 . 11
EGL Elevation Downstream = 452.57 ft
EGL Elevation Upstream = 454.07 ft
EGL Slope = 1 . 11 %
Critical Depth = 19.70 in
Depth Downstream = 15. 10 in
Depth Upstream = 15. 10 in
Velocity Downstream = 9. 19 ft/s
Velocity Upstream = 9. 19 ft/s
Uniform Velocity Downstream = 0.00 ft/s
Uniform Velocity Upstream = 9.20 ft/s
Area Downstream = 2.81 ft"2
Area Upstream = 2.81 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = 19.443 ft
- - - -INLET INFORMATION- - - -
Downstream Inlet = EW 1
N.✓
PIPE DESCRIPTION: Pipe 2
- - --RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - --PIPE INFORMATION- - - -
Current Pipe = Pipe 2
Downstream Pipe = Pipe 1
Pipe Material = RCP
Pipe Length = 202.20 ft
Plan Length = 206. 13 ft
Pipe Type = Circular
Pipe Dimensions = 18.00 in
Pipe Manning ' s "n" = 0.013
Pipe Capacity at Invert Slope = 17.00 cfs
Invert Elevation Downstream = 471 .00 ft
Invert Elevation Upstream = 476.30 ft
Invert Slope = 2.62%
Invert Slope (Plan Length) = 2.57%
Rim Elevation Downstream = 477.00 ft
Rim Elevation Upstream = 483.30 ft
Natural Ground Slope = 3. 12%
Crown Elevation Downstream = 472.50 ft
Crown Elevation Upstream = 477.80 ft
- - --FLOW INFORMATION- - - -
Catchment Area = 0.63 ac
Runoff Coefficient = 0.710
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 3.00 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 1 .09 ac
Weighted Coefficient = 0.684
Total Time of Concentration = 5. 17 min
Total Intensity = 6.64 in/hr
Total Rational Flow = 5.02 cfs
Total Flow = 5.02 cfs
Uniform Capacity = 17.00 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
.410
- - - -HYDRAULIC INFORMATION- - - -
HGL Elevation Downstream = 471 .56 ft
HGL Elevation Upstream = 476.86 ft
HGL Slope = 2.62 %
EGL Elevation Downstream = 472.65 ft
EGL Elevation Upstream = 477.95 ft
EGL Slope = 2.62 %
Critical Depth = 10.34 in
Depth Downstream = 6.70 in
Depth Upstream = 6.70 in
Velocity Downstream = 8.37 ft/s
Velocity Upstream = 8.37 ft/s
Uniform Velocity Downstream = 11 .78 ft/s
Uniform Velocity Upstream = 8.37 ft/s
Area Downstream = 0.60 ft"2
Area Upstream = 0.60 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = 0.801 ft
- -- -INLET INFORMATION- - - -
Downstream Inlet = DI 2
PIPE DESCRIPTION: Pipe 3
- - - -RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - --PIPE INFORMATION- - - -
Current Pipe = Pipe 3
Downstream Pipe = Pipe 2
Pipe Material = RCP
Pipe Length = 23.99 ft
Plan Length = 27.99 ft
Pipe Type = Circular
Pipe Dimensions = 15.00 in
Pipe Manning 's "n" = 0.013
Pipe Capacity at Invert Slope = 9.32 cfs
Invert Elevation Downstream = 476.50 ft
Invert Elevation Upstream = 477.00 ft
Invert Slope = 2.08%
Invert Slope (Plan Length) = 1 .79%
Rim Elevation Downstream = 483.30 ft
Rim Elevation Upstream = 483.80 ft
Natural Ground Slope = 2.08%
Crown Elevation Downstream = 477.75 ft
Crown Elevation Upstream = 478.25 ft
- - --FLOW INFORMATION- - - -
Catchment Area = 0.47 ac
Runoff Coefficient = 0.650
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 2.06 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 0.47 ac
Weighted Coefficient = 0.650
Total Time of Concentration = 5.00 min
Total Intensity = 6.70 in/hr
Total Rational Flow = 2.06 cfs
Total Flow = 2.06 cfs
Uniform Capacity = 9.32 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
`41010
- - - -HYDRAULIC INFORMATION- - - -
HGL Elevation Downstream = 477.66 ft
HGL Elevation Upstream = 477.69 ft
HGL Slope = 0. 12 %
EGL Elevation Downstream = 477.71 ft
EGL Elevation Upstream = 477.90 ft
EGL Slope = 0.79 %
Critical Depth = 6.86 in
Depth Downstream = 13.91 in
Depth Upstream = 7.01 in
Velocity Downstream = 1 .73 ft/s
Velocity Upstream = 3.65 ft/s
Uniform Velocity Downstream = 6. 10 ft/s
Uniform Velocity Upstream = 0.00 ft/s
Area Downstream = 1 . 19 ft"2
Area Upstream = 0.56 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = NA
- - - -INLET INFORMATION- - - -
Downstream Inlet = DI 3
NEW
PIPE DESCRIPTION: Pipe 4
- - - -RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 4
Downstream Pipe = Pipe 1
Pipe Material = RCP
Pipe Length = 24.02 ft
Plan Length = 28.01 ft
Pipe Type = Circular
Pipe Dimensions = 27.00 in
Pipe Manning ' s "n" = 0.013
Pipe Capacity at Invert Slope = 39.95 cfs
Invert Elevation Downstream = 471 . 10 ft
Invert Elevation Upstream = 471 .50 ft
Invert Slope = 1 .67%
Invert Slope (Plan Length) = 1 .43%
Rim Elevation Downstream = 477.00 ft
Rim Elevation Upstream = 477.00 ft
Natural Ground Slope = 0.00%
Crown Elevation Downstream = 473.35 ft
Crown Elevation Upstream = 473.75 ft
- - - -FLOW INFORMATION- - - -
Catchment Area = 0.24 ac
Runoff Coefficient = 0.620
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 1 .00 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 4.03 ac
Weighted Coefficient = 0.779
Total Time of Concentration = 7.02 min
Total Intensity = 6.08 in/hr
Total Rational Flow = 19.27 cfs
Total Flow = 19.27 cfs
Uniform Capacity = 39.95 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
- - - -HYDRAULIC INFORMATION-- - -
HGL Elevation Downstream = 472.20 ft
HGL Elevation Upstream = 472.60 ft
HGL Slope = 1 .67 %
EGL Elevation Downstream = 473.75 ft
EGL Elevation Upstream = 474. 15 ft
EGL Slope = 1 .67 %
Critical Depth = 18.43 in
Depth Downstream = 13.21 in
Depth Upstream = 13.21 in
Velocity Downstream = 9.97 ft/s
Velocity Upstream = 9.97 ft/s
Uniform Velocity Downstream = 9.96 ft/s
Uniform Velocity Upstream = 9.96 ft/s
Area Downstream = 1 .93 ft"2
Area Upstream = 1 .93 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = 0.932 ft
- - - -INLET INFORMATION- - - -
Downstream Inlet = DI 2
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PIPE DESCRIPTION: Pipe 5
- - - -RAINFALL INFORMATION-- - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 5
Downstream Pipe = Pipe 4
Pipe Material = RCP
Pipe Length = 64.41 ft
Plan Length = 68.41 ft
Pipe Type = Circular
Pipe Dimensions = 24.00 in
Pipe Manning 's "n" = 0.013
Pipe Capacity at Invert Slope = 28. 17 cfs
Invert Elevation Downstream = 472.50 ft
Invert Elevation Upstream = 473.50 ft
Invert Slope = 1 .55%
Invert Slope (Plan Length) = 1 .46%
Rim Elevation Downstream = 477.00 ft
Rim Elevation Upstream = 480.50 ft
Natural Ground Slope = 5.43%
Crown Elevation Downstream = 474.50 ft
Crown Elevation Upstream = 475.50 ft
- - - -FLOW INFORMATION- - - -
Catchment Area = 0.20 ac
Runoff Coefficient = 0.860
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 1 . 15 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 3.02 ac
Weighted Coefficient = 0.799
Total Time of Concentration = 6.89 min
Total Intensity = 6. 12 in/hr
Total Rational Flow = 14.88 cfs
Total Flow = 14.88 cfs
Uniform Capacity = 28. 17 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
- - - -HYDRAULIC INFORMATION-- - -
HGL Elevation Downstream = 473.53 ft
HGL Elevation Upstream = 474.53 ft
HGL Slope = 1 .55 %
EGL Elevation Downstream = 474.82 ft
EGL Elevation Upstream = 475.82 ft
EGL Slope = 1 .55 %
Critical Depth = 16.69 in
Depth Downstream = 12.40 in
Depth Upstream = 12.40 in
Velocity Downstream = 9.09 ft/s
Velocity Upstream = 9.09 ft/s
Uniform Velocity Downstream = 9.09 ft/s
Uniform Velocity Upstream = 9.09 ft/s
Area Downstream = 1 .64 ft"2
Area Upstream = 1 .64 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = 2.469 ft
- - - -INLET INFORMATION- - - -
Downstream Inlet = DI 5
PIPE DESCRIPTION: Pipe 6
- - - -RAINFALL INFORMATION-- - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 6
Downstream Pipe = Pipe 5
Pipe Material = RCP
Pipe Length = 66.54 ft
Plan Length = 70.53 ft
Pipe Type = Circular
Pipe Dimensions = 24.00 in
Pipe Manning ' s "n" = 0.013
Pipe Capacity at Invert Slope = 27.72 cfs
Invert Elevation Downstream = 476.00 ft
Invert Elevation Upstream = 477.00 ft
Invert Slope = 1 .50%
Invert Slope (Plan Length) = 1 .42%
Rim Elevation Downstream = 480.50 ft
Rim Elevation Upstream = 483.50 ft
Natural Ground Slope = 4.51%
Crown Elevation Downstream = 478.00 ft
Crown Elevation Upstream = 479.00 ft
- -- -FLOW INFORMATION- - - -
Catchment Area = 0.21 ac
Runoff Coefficient = 0.850
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 1 . 18 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 2.82 ac
Weighted Coefficient = 0.795
Total Time of Concentration = 6.76 min
Total Intensity = 6. 15 in/hr
Total Rational Flow = 13.92 cfs
Total Flow = 13.92 cfs
Uniform Capacity = 27.72 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
- - - -HYDRAULIC INFORMATION- - - -
HGL Elevation Downstream = 477.00 ft
HGL Elevation Upstream = 478.00 ft
HGL Slope = 1 .50 %
EGL Elevation Downstream = 478.22 ft
EGL Elevation Upstream = 479.22 ft
EGL Slope = 1 .50 %
Critical Depth = 16. 13 in
Depth Downstream = 12.03 in
Depth Upstream = 12.03 in
Velocity Downstream = 8.83 ft/s
Velocity Upstream = 8.83 ft/s
Uniform Velocity Downstream = 8.84 ft/s
Uniform Velocity Upstream = 8.84 ft/s
Area Downstream = 1 .58 ft"2
Area Upstream = 1 .58 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = 2.545 ft
- - - -INLET INFORMATION- - --
Downstream Inlet = DI 7
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Now
PIPE DESCRIPTION: Pipe 7
- - - -RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 7
Downstream Pipe = Pipe 6
Pipe Material = RCP
Pipe Length = 67.30 ft
Plan Length = 71 .29 ft
Pipe Type = Circular
Pipe Dimensions = 21 .00 in
Pipe Manning ' s "n" = 0.013
Pipe Capacity at Invert Slope = 19.31 cfs
Invert Elevation Downstream = 479.50 ft
Invert Elevation Upstream = 480.50 ft
Invert Slope = 1 .49%
Invert Slope (Plan Length) = 1 .40%
Rim Elevation Downstream = 483.50 ft
Rim Elevation Upstream = 489.50 ft
Natural Ground Slope = 8.92%
Crown Elevation Downstream = 481 .25 ft
Crown Elevation Upstream = 482.25 ft
- ---FLOW INFORMATION- - - -
Catchment Area = 0.30 ac
Runoff Coefficient = 0.850
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 1 .75 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 2.62 ac
Weighted Coefficient = 0.791
Total Time of Concentration = 6.62 min
Total Intensity = 6. 19 in/hr
Total Rational Flow = 12.91 cfs
Total Flow = 12.91 cfs
Uniform Capacity = 19.31 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
- - - -HYDRAULIC INFORMATION- - - -
HGL Elevation Downstream = 480.55 ft
HGL Elevation Upstream = 481 .55 ft
HGL Slope = 1 .49 %
EGL Elevation Downstream = 481 .70 ft
EGL Elevation Upstream = 482.70 ft
EGL Slope = 1 .49 %
Critical Depth = 16.06 in
Depth Downstream = 12.56 in
Depth Upstream = 12.56 in
Velocity Downstream = 8.60 ft/s
Velocity Upstream = 8.60 ft/s
Uniform Velocity Downstream = 8.60 ft/s
Uniform Velocity Upstream = 8.60 ft/s
Area Downstream = 1 .50 ft"2
Area Upstream = 1 .50 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = 5.040 ft
- - - -INLET INFORMATION- - - -
Downstream Inlet = DI 8
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Now
PIPE DESCRIPTION: Pipe 8
- - - -RAINFALL INFORMATION-- - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 8
Downstream Pipe = Pipe 7
Pipe Material = RCP
Pipe Length = 65.51 ft
Plan Length = 69.50 ft
Pipe Type = Circular
Pipe Dimensions = 18.00 in
Pipe Manning ' s "n" = 0.013
Pipe Capacity at Invert Slope = 12.97 cfs
Invert Elevation Downstream = 485.50 ft
Invert Elevation Upstream = 486.50 ft
Invert Slope = 1 .53%
Invert Slope (Plan Length) = 1 .44%
Rim Elevation Downstream = 489.50 ft
Rim Elevation Upstream = 493.50 ft
Natural Ground Slope = 6. 11%
Crown Elevation Downstream = 487.00 ft
Crown Elevation Upstream = 488.00 ft
- - - -FLOW INFORMATION- - - -
Catchment Area = 0.46 ac
Runoff Coefficient = 0.860
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 2.67 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 2.31 ac
Weighted Coefficient = 0.783
Total Time of Concentration = 6.48 min
Total Intensity = 6.23 in/hr
Total Rational Flow = 11 .37 cfs
Total Flow = 11 .37 cfs
Uniform Capacity = 12.97 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
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- - - -HYDRAULIC INFORMATION- - - -
HGL Elevation Downstream = 486.59 ft
HGL Elevation Upstream = 487.59 ft
HGL Slope = 1 .53 %
EGL Elevation Downstream = 487.65 ft
EGL Elevation Upstream = 488.65 ft
EGL Slope = 1 .53 %
Critical Depth = 15.45 in
Depth Downstream = 13.05 in
Depth Upstream = 13.05 in
Velocity Downstream = 8.29 ft/s
Velocity Upstream = 8.29 ft/s
Uniform Velocity Downstream = 8.28 ft/s
Uniform Velocity Upstream = 8.28 ft/s
Area Downstream = 1 .37 fit"2
Area Upstream = 1 .37 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = 2.834 ft
- -- -INLET INFORMATION- - - -
Downstream Inlet = DI 9
Now
PIPE DESCRIPTION: Pipe 9
- - - -RAINFALL INFORMATION-- - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 9
Downstream Pipe = Pipe 8
Pipe Material = RCP
Pipe Length = 66.58 ft
Plan Length = 70.58 ft
Pipe Type = Circular
Pipe Dimensions = 18.00 in
Pipe Manning ' s "n" = 0.013
Pipe Capacity at Invert Slope = 12.87 cfs
Invert Elevation Downstream = 489.50 ft
Invert Elevation Upstream = 490.50 ft
Invert Slope = 1 .50%
Invert Slope (Plan Length) = 1 .42%
Rim Elevation Downstream = 493.50 ft
Rim Elevation Upstream = 499.70 ft
Natural Ground Slope = 9.31%
Crown Elevation Downstream = 491 .00 ft
Crown Elevation Upstream = 492.00 ft
- - - -FLOW INFORMATION-- - -
Catchment Area = 0. 16 ac
Runoff Coefficient = 0.810
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 0.88 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 1 .85 ac
Weighted Coefficient = 0.764
Total Time of Concentration = 6.34 min
Total Intensity = 6.28 in/hr
Total Rational Flow = 8.95 cfs
Total Flow = 8.95 cfs
Uniform Capacity = 12.87 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
*41110,
- - - -HYDRAULIC INFORMATION- - - -
HGL Elevation Downstream = 490.42 ft
HGL Elevation Upstream = 491 .42 ft
HGL Slope = 1 .50 %
EGL Elevation Downstream = 491 .38 ft
EGL Elevation Upstream = 492.38 ft
EGL Slope = 1 .50 %
Critical Depth = 13.89 in
Depth Downstream = 11 .05 in
Depth Upstream = 11 .05 in
Velocity Downstream = 7.86 ft/s
Velocity Upstream = 7.86 ft/s
Uniform Velocity Downstream = 7.87 ft/s
Uniform Velocity Upstream = 7.87 ft/s
Area Downstream = 1 . 14 ft"2
Area Upstream = 1 . 14 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = 0.082 ft
- - - -INLET INFORMATION- - - -
Downstream Inlet = DI 10
PIPE DESCRIPTION: Pipe 10
-- - -RAINFALL INFORMATION-- - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 10
Downstream Pipe = Pipe 9
Pipe Material = RCP
Pipe Length = 212.04 ft
Plan Length = 216.00 ft
Pipe Type = Circular
Pipe Dimensions = 18.00 in
Pipe Manning ' s "n" = 0.013
Pipe Capacity at Invert Slope = 14.78 cfs
Invert Elevation Downstream = 490.70 ft
Invert Elevation Upstream = 494.90 ft
Invert Slope = 1 .98%
Invert Slope (Plan Length) = 1 .94%
Rim Elevation Downstream = 499.70 ft
Rim Elevation Upstream = 502.00 ft
Natural Ground Slope = 1 .08%
Crown Elevation Downstream = 492.20 ft
Crown Elevation Upstream = 496.40 ft
- - - -FLOW INFORMATION- - - -
Catchment Area = 0.70 ac
Runoff Coefficient = 0.860
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 4.06 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 1 .69 ac
Weighted Coefficient = 0.759
Total Time of Concentration = 5.92 min
Total Intensity = 6.40 in/hr
Total Rational Flow = 8.29 cfs
Total Flow = 8.29 cfs
Uniform Capacity = 14.78 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
SIM'
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- - - -HYDRAULIC INFORMATION-- - -
HGL Elevation Downstream = 491 .50 ft
HGL Elevation Upstream = 495.70 ft
HGL Slope = 1 .98 %
EGL Elevation Downstream = 492.65 ft
EGL Elevation Upstream = 496.85 ft
EGL Slope = 1 .98 %
Critical Depth = 13.39 in
Depth Downstream = 9.64 in
Depth Upstream = 9.64 in
Velocity Downstream = 8.61 ft/s
Velocity Upstream = 8.61 ft/s
Uniform Velocity Downstream = 8.61 ft/s
Uniform Velocity Upstream = 8.61 ft/s
Area Downstream = 0.96 ft"2
Area Upstream = 0.96 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = 0.774 ft
- - - -INLET INFORMATION- - - -
Downstream Inlet = DI 11
Now
PIPE DESCRIPTION: Pipe 11
- - - -RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 11
Downstream Pipe = Pipe 4
Pipe Material = RCP
Pipe Length = 70.88 ft
Plan Length = 74.82 ft
Pipe Type = Circular
Pipe Dimensions = 15.00 in
Pipe Manning ' s "n" = 0.013
Pipe Capacity at Invert Slope = 13.28 cfs
Invert Elevation Downstream = 473.00 ft
Invert Elevation Upstream = 476.00 ft
Invert Slope = 4.24%
Invert Slope (Plan Length) = 4.01%
Rim Elevation Downstream = 477.00 ft
Rim Elevation Upstream = 483.00 ft
Natural Ground Slope = 8.46%
Crown Elevation Downstream = 474.25 ft
Crown Elevation Upstream = 477.25 ft
- - - -FLOW INFORMATION- - - -
Catchment Area = 0.78 ac
Runoff Coefficient = 0.750
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 3.93 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 0.78 ac
Weighted Coefficient = 0.750
Total Time of Concentration = 5.00 min
Total Intensity = 6.70 in/hr
Total Rational Flow = 3.93 cfs
Total Flow = 3.93 cfs
Uniform Capacity = 13.28 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
4401,
- - - -HYDRAULIC INFORMATION- - - -
HGL Elevation Downstream = 473.47 ft
HGL Elevation Upstream = 477. 16 ft
HGL Slope = 5.21 %
EGL Elevation Downstream = 474.85 ft
EGL Elevation Upstream = 478.54 ft
EGL Slope = 5.21 %
Critical Depth = 9.63 in
Depth Downstream = 5.59 in
Depth Upstream = 5.59 in
Velocity Downstream = 9.43 ft/s
Velocity Upstream = 9.43 ft/s
Uniform Velocity Downstream = 13. 18 ft/s
Uniform Velocity Upstream = 0.00 ft/s
Area Downstream = 0.42 ft"2
Area Upstream = 0.42 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = NA
- - - -INLET INFORMATION- - - -
Downstream Inlet = DI 5
,.✓
New
PIPE DESCRIPTION: Pipe 12
- - - -RAINFALL INFORMATION-- - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 12
Downstream Pipe = Pipe 10
Pipe Material = RCP
Pipe Length = 90.57 ft
Plan Length = 94.55 ft
Pipe Type = Circular
Pipe Dimensions = 15.00 in
Pipe Manning' s "n" = 0.013
Pipe Capacity at Invert Slope = 9.60 cfs
Invert Elevation Downstream = 495.00 ft
Invert Elevation Upstream = 497.00 ft
Invert Slope = 2.21%
Invert Slope (Plan Length) = 2. 12%
Rim Elevation Downstream = 502.00 ft
Rim Elevation Upstream = 501 .00 ft
Natural Ground Slope = -1 . 10%
Crown Elevation Downstream = 496.25 ft
Crown Elevation Upstream = 498.25 ft
- - - -FLOW INFORMATION- - - -
Catchment Area = 0.64 ac
Runoff Coefficient = 0.710
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 3.08 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 0.64 ac
Weighted Coefficient = 0.710
Total Time of Concentration = 5.00 min
Total Intensity = 6.70 in/hr
Total Rational Flow = 3.08 cfs
Total Flow = 3.08 cfs
Uniform Capacity = 9.60 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
- - - -HYDRAULIC INFORMATION- - --
HGL Elevation Downstream = 496.48 ft
HGL Elevation Upstream = 497.85 ft
HGL Slope = 1 .52 %
EGL Elevation Downstream = 496.58 ft
EGL Elevation Upstream = 498. 14 ft
EGL Slope = 1 .73 %
Critical Depth = 8.48 in
Depth Downstream = 15.00 in
Depth Upstream = 8.48 in
Velocity Downstream = 2.51 ft/s
Velocity Upstream = 4.31 ft/s
Uniform Velocity Downstream = 6.96 ft/s
Uniform Velocity Upstream = 0.00 ft/s
Area Downstream = 1 .23 ft"2
Area Upstream = 0.72 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = NA
- - - -INLET INFORMATION- - - -
Downstream Inlet = DI 12
PIPE DESCRIPTION: Pipe 12B
- - - -RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 12B
Downstream Pipe = Pipe 10
Pipe Material = RCP
Pipe Length = 125.69 ft
Plan Length = 129.59 ft
Pipe Type = Circular
Pipe Dimensions = 15.00 in
Pipe Manning ' s "n" = 0.013
Pipe Capacity at Invert Slope = 12.88 cfs
Invert Elevation Downstream = 495.00 ft
Invert Elevation Upstream = 500.00 ft
Invert Slope = 3.98%
Invert Slope (Plan Length) = 3.86%
Rim Elevation Downstream = 502.00 ft
Rim Elevation Upstream = 507.00 ft
Natural Ground Slope = 3.98%
Crown Elevation Downstream = 496.25 ft
Crown Elevation Upstream = 501 .25 ft
- - - -FLOW INFORMATION- - - -
Catchment Area = 0.35 ac
Runoff Coefficient = 0.650
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 1 .54 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 0.35 ac
Weighted Coefficient = 0.650
Total Time of Concentration = 5.00 min
Total Intensity = 6.70 in/hr
Total Rational Flow = 1 .54 cfs
Total Flow = 1 .54 cfs
Uniform Capacity = 12.88 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
slime
- - - -HYDRAULIC INFORMATION- - - -
HGL Elevation Downstream = 496.28 ft
HGL Elevation Upstream = 500.58 ft
HGL Slope = 3.43 %
EGL Elevation Downstream = 496.30 ft
EGL Elevation Upstream = 500.77 ft
EGL Slope = 3.56 %
Critical Depth = 5.91 in
Depth Downstream = 15.00 in
Depth Upstream = 5.91 in
Velocity Downstream = 1 .26 ft/s
Velocity Upstream = 3.44 ft/s
Uniform Velocity Downstream = 8.62 ft/s
Uniform Velocity Upstream = 0.00 ft/s
Area Downstream = 1 .23 ft"2
Area Upstream = 0.45 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = NA
- - - -INLET INFORMATION- - - -
Downstream Inlet = DI 12
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User Name: Eric Woolley Date: 03-08-07
Project: UVAF: TC 3 Site Time: 16: 18:57
Network: 02 - Western Reach Page: 1 of 28
Storm Sewers Detail Report
PIPE DESCRIPTION: Pipe 14
- - - -RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 14
Downstream Pipe = Outfall
Pipe Material = RCP
Pipe Length = 63.56 ft
Plan Length = 66.56 ft
Pipe Type = Circular
Pipe Dimensions = 36.00 in
Pipe Manning ' s "n" = 0.013
Pipe Capacity at Invert Slope = 83.62 cfs
Invert Elevation Downstream = 482.00 ft
Invert Elevation Upstream = 483.00 ft
Invert Slope = 1 .57%
Invert Slope (Plan Length) = 1 .50%
Rim Elevation Downstream = 485.00 ft
Rim Elevation Upstream = 514.00 ft
Natural Ground Slope = 45.62%
Crown Elevation Downstream = 485.00 ft
Crown Elevation Upstream = 486.00 ft
- - - -FLOW INFORMATION- - - -
Catchment Area = 0.42 ac
Runoff Coefficient = 0.830
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 2.33 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 3.88 ac
Weighted Coefficient = 0.787
Total Time of Concentration = 6.86 min
Total Intensity = 6. 13 in/hr
Total Rational Flow = 18.83 cfs
Total Flow = 18.83 cfs
Uniform Capacity = 83.62 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
N►" `4000
- - - -HYDRAULIC INFORMATION- - - -
HGL Elevation Downstream = 482.97 ft
HGL Elevation Upstream = 483.97 ft
HGL Slope = 1 .57 %
EGL Elevation Downstream = 484.39 ft
EGL Elevation Upstream = 485.39 ft
EGL Slope = 1 .57 %
Critical Depth = 16.69 in
Depth Downstream = 11 .61 in
Depth Upstream = 11 .61 in
Velocity Downstream = 9.55 ft/s
Velocity Upstream = 9.55 ft/s
Uniform Velocity Downstream = 0.00 ft/s
Uniform Velocity Upstream = 9.55 ft/s
Area Downstream = 1 .97 ft"2
Area Upstream = 1 .97 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = 20.535 ft
- - --INLET INFORMATION- - --
Downstream Inlet = Outfall 14
PIPE DESCRIPTION: Pipe 15
- - - -RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 15
Downstream Pipe = Pipe 14
Pipe Material = RCP
Pipe Length = 129.25 ft
Plan Length = 134.22 ft
Pipe Type = Circular
Pipe Dimensions = 18.00 in
Pipe Manning' s "n" = 0.013
Pipe Capacity at Invert Slope = 15.45 cfs
Invert Elevation Downstream = 510.00 ft
Invert Elevation Upstream = 512.80 ft
Invert Slope = 2. 17%
Invert Slope (Plan Length) = 2.09%
Rim Elevation Downstream = 514.00 ft
Rim Elevation Upstream = 520.40 ft
Natural Ground Slope = 4.95%
Crown Elevation Downstream = 511 .50 ft
Crown Elevation Upstream = 514.30 ft
- - --FLOW INFORMATION- - - -
Catchment Area = 0.08 ac
Runoff Coefficient = 0.880
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 0.46 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 0.43 ac
Weighted Coefficient = 0.794
Total Time of Concentration = 5.72 min
Total Intensity = 6.47 in/hr
Total Rational Flow = 2.21 cfs
Total Flow = 2.21 cfs
Uniform Capacity = 15.45 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
"w✓`
- - - -HYDRAULIC INFORMATION-- - -
HGL Elevation Downstream = 510.38 ft
HGL Elevation Upstream = 513. 18 ft
HGL Slope = 2. 17 %
EGL Elevation Downstream = 510.98 ft
EGL Elevation Upstream = 513.78 ft
EGL Slope = 2. 17 %
Critical Depth = 6.75 in
Depth Downstream = 4.60 in
Depth Upstream = 4.60 in
Velocity Downstream = 6.21 ft/s
Velocity Upstream = 6.21 ft/s
Uniform Velocity Downstream = 9.89 ft/s
Uniform Velocity Upstream = 6.21 ft/s
Area Downstream = 0.36 ft"2
Area Upstream = 0.36 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = 3. 167 ft
- - - -INLET INFORMATION- - - -
Downstream Inlet = DI 15
s w.r
PIPE DESCRIPTION: Pipe 16
- - - -RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 16
Downstream Pipe = Pipe 15
Pipe Material = RCP
Pipe Length = 212.91 ft
Plan Length = 216.86 ft
Pipe Type = Circular
Pipe Dimensions = 18.00 in
Pipe Manning ' s "n" = 0.013
Pipe Capacity at Invert Slope = 15.26 cfs
Invert Elevation Downstream = 516.00 ft
Invert Elevation Upstream = 520.50 ft
Invert Slope = 2. 11%
Invert Slope (Plan Length) = 2.08%
Rim Elevation Downstream = 520.40 ft
Rim Elevation Upstream = 529.00 ft
Natural Ground Slope = 4.04%
Crown Elevation Downstream = 517.50 ft
Crown Elevation Upstream = 522.00 ft
- - --FLOW INFORMATION- -- -
Catchment Area = 0. 18 ac
Runoff Coefficient = 0.780
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 0.96 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 0.35 ac
Weighted Coefficient = 0.775
Total Time of Concentration = 5. 10 min
Total Intensity = 6.67 in/hr
Total Rational Flow = 1 .82 cfs
Total Flow = 1 .82 cfs
Uniform Capacity = 15.26 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
- - - -HYDRAULIC INFORMATION- - - -
HGL Elevation Downstream = 516.35 ft
HGL Elevation Upstream = 520.85 ft
HGL Slope = 2. 11 %
EGL Elevation Downstream = 516.88 ft
EGL Elevation Upstream = 521 .38 ft
EGL Slope = 2. 11 %
Critical Depth = 6. 10 in
Depth Downstream = 4.20 in
Depth Upstream = 4.20 in
Velocity Downstream = 5.82 ft/s
Velocity Upstream = 5.82 ft/s
Uniform Velocity Downstream = 5.82 ft/s
Uniform Velocity Upstream = 5.82 ft/s
Area Downstream = 0.31 ft"2
Area Upstream = 0.31 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = 3.908 ft
- -- -INLET INFORMATION- - - -
Downstream Inlet = DI 16
Niue w.rr
PIPE DESCRIPTION: Pipe 17
- - - -RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 17
Downstream Pipe = Pipe 16
Pipe Material = RCP
Pipe Length = 24.01 ft
Plan Length = 28.00 ft
Pipe Type = Circular
Pipe Dimensions = 15.00 in
Pipe Manning ' s "n" = 0.013
Pipe Capacity at Invert Slope = 9.32 cfs
Invert Elevation Downstream = 524.50 ft
Invert Elevation Upstream = 525.00 ft
Invert Slope = 2.08%
Invert Slope (Plan Length) = 1 .79%
Rim Elevation Downstream = 529.00 ft
Rim Elevation Upstream = 529.05 ft
Natural Ground Slope = 0.00%
Crown Elevation Downstream = 525.75 ft
Crown Elevation Upstream = 526.25 ft
-- - -FLOW INFORMATION- - - -
Catchment Area = 0. 17 ac
Runoff Coefficient = 0.770
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 0.87 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 0. 17 ac
Weighted Coefficient = 0.770
Total Time of Concentration = 5.00 min
Total Intensity = 6.70 in/hr
Total Rational Flow = 0.87 cfs
Total Flow = 0.87 cfs
Uniform Capacity = 9.32 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
- - - -HYDRAULIC INFORMATION-- - -
HGL Elevation Downstream = 524.76 ft
HGL Elevation Upstream = 525.44 ft
HGL Slope = 2.82 %
EGL Elevation Downstream = 525. 11 ft
EGL Elevation Upstream = 525.79 ft
EGL Slope = 2.82 %
Critical Depth = 4.40 in
Depth Downstream = 3. 10 in
Depth Upstream = 3. 10 in
Velocity Downstream = 4.77 ft/s
Velocity Upstream = 4.77 ft/s
Uniform Velocity Downstream = 4.77 ft/s
Uniform Velocity Upstream = 0.00 ft/s
Area Downstream = 0. 18 fit"2
Area Upstream = 0. 18 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = NA
- - - -INLET INFORMATION- - - -
Downstream Inlet = DI 17
ti.rr
PIPE DESCRIPTION: Pipe 18
- - --RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - --PIPE INFORMATION- - - -
Current Pipe = Pipe 18
Downstream Pipe = Pipe 14
Pipe Material = RCP
Pipe Length = 43.01 ft
Plan Length = 47.98 ft
Pipe Type = Circular
Pipe Dimensions = 15.00 in
Pipe Manning ' s "n" = 0.013
Pipe Capacity at Invert Slope = 12.06 cfs
Invert Elevation Downstream = 510.00 ft
Invert Elevation Upstream = 511 .50 ft
Invert Slope = 3.49%
Invert Slope (Plan Length) = 3. 13%
Rim Elevation Downstream = 514.00 ft
Rim Elevation Upstream = 516.50 ft
Natural Ground Slope = 5.81%
Crown Elevation Downstream = 511 .25 ft
Crown Elevation Upstream = 512.75 ft
- - --FLOW INFORMATION- - - -
Catchment Area = 0.42 ac
Runoff Coefficient = 0.800
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 2.28 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 0.42 ac
Weighted Coefficient = 0.800
Total Time of Concentration = 5.00 min
Total Intensity = 6.70 in/hr
Total Rational Flow = 2.28 cfs
Total Flow = 2.28 cfs
Uniform Capacity = 12.06 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
- - - -HYDRAULIC INFORMATION-- - -
HGL Elevation Downstream = 510.37 ft
HGL Elevation Upstream = 512.31 ft
HGL Slope = 4.52 %
EGL Elevation Downstream = 511 .25 ft
EGL Elevation Upstream = 513.20 ft
EGL Slope = 4.52 %
Critical Depth = 7.24 in
Depth Downstream = 4.41 in
Depth Upstream = 4.41 in
Velocity Downstream = 7.55 ft/s
Velocity Upstream = 7.55 ft/s
Uniform Velocity Downstream = 11 .77 ft/s
Uniform Velocity Upstream = 0.00 ft/s
Area Downstream = 0.30 ft"2
Area Upstream = 0.30 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = NA
- - - -INLET INFORMATION- - - -
Downstream Inlet = DI 15
PIPE DESCRIPTION: Pipe 19
- - - -RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 19
Downstream Pipe = Pipe 14
Pipe Material = RCP
Pipe Length = 175.70 ft
Plan Length = 180.69 ft
Pipe Type = Circular
Pipe Dimensions = 24.00 in
Pipe Manning ' s "n" = 0.013
Pipe Capacity at Invert Slope = 25.30 cfs
Invert Elevation Downstream = 503.50 ft
Invert Elevation Upstream = 505.70 ft
Invert Slope = 1 .25%
Invert Slope (Plan Length) = 1 .22%
Rim Elevation Downstream = 514.00 ft
Rim Elevation Upstream = 516.50 ft
Natural Ground Slope = 1 .42%
Crown Elevation Downstream = 505.50 ft
Crown Elevation Upstream = 507.70 ft
- - - -FLOW INFORMATION- - - -
Catchment Area = 0.32 ac
Runoff Coefficient = 0.720
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 1 .56 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 2.61 ac
Weighted Coefficient = 0.776
Total Time of Concentration = 6.49 min
Total Intensity = 6.23 in/hr
Total Rational Flow = 12.73 cfs
Total Flow = 12.73 cfs
Uniform Capacity = 25.30 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
fir►'
- - --HYDRAULIC INFORMATION-- - -
HGL Elevation Downstream = 504.50 ft
HGL Elevation Upstream = 506.70 ft
HGL Slope = 1 .25 %
EGL Elevation Downstream = 505.52 ft
EGL Elevation Upstream = 507.72 ft
EGL Slope = 1 .25 %
Critical Depth = 15.40 in
Depth Downstream = 12.04 in
Depth Upstream = 12.04 in
Velocity Downstream = 8.07 ft/s
Velocity Upstream = 8.07 ft/s
Uniform Velocity Downstream = 8.07 ft/s
Uniform Velocity Upstream = 8.07 ft/s
Area Downstream = 1 .58 ft"2
Area Upstream = 1 .58 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = 0.581 ft
- - - -INLET INFORMATION- -- -
Downstream Inlet = DI 15
Nome
PIPE DESCRIPTION: Pipe 20
- - --RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 20
Downstream Pipe = Pipe 19
Pipe Material = RCP
Pipe Length = 166. 12 ft
Plan Length = 170. 12 ft
Pipe Type = Circular
Pipe Dimensions = 18.00 in
Pipe Manning 's "n" = 0.013
Pipe Capacity at Invert Slope = 9.29 cfs
Invert Elevation Downstream = 512.50 ft
Invert Elevation Upstream = 513.80 ft
Invert Slope = 0.78%
Invert Slope (Plan Length) = 0.76%
Rim Elevation Downstream = 516.50 ft
Rim Elevation Upstream = 519.00 ft
Natural Ground Slope = 1 .50%
Crown Elevation Downstream = 514.00 ft
Crown Elevation Upstream = 515.30 ft
- - - -FLOW INFORMATION- - - -
Catchment Area = 0.20 ac
Runoff Coefficient = 0.810
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 1 . 12 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 0.79 ac
Weighted Coefficient = 0.758
Total Time of Concentration = 5. 13 min
Total Intensity = 6.66 in/hr
Total Rational Flow = 4.04 cfs
Total Flow = 4.04 cfs
Uniform Capacity = 9.29 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
- - - -HYDRAULIC INFORMATION-- - -
HGL Elevation Downstream = 513. 19 ft
HGL Elevation Upstream = 514.49 ft
HGL Slope = 0.78 %
EGL Elevation Downstream = 513.59 ft
EGL Elevation Upstream = 514.89 ft
EGL Slope = 0.78 %
Critical Depth = 9.24 in
Depth Downstream = 8.30 in
Depth Upstream = 8.30 in
Velocity Downstream = 5.07 ft/s
Velocity Upstream = 5.07 ft/s
Uniform Velocity Downstream = 5.75 ft/s
Uniform Velocity Upstream = 5.08 ft/s
Area Downstream = 0.80 ft"2
Area Upstream = 0.80 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = 0.029 ft
- - - -INLET INFORMATION- - - -
Downstream Inlet = DI 20
some Noir
PIPE DESCRIPTION: Pipe 21
- - --RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - --PIPE INFORMATION- - - -
Current Pipe = Pipe 21
Downstream Pipe = Pipe 20
Pipe Material = RCP
Pipe Length = 42.66 ft
Plan Length = 46.65 ft
Pipe Type = Circular
Pipe Dimensions = 15.00 in
Pipe Manning 's "n" = 0.013
Pipe Capacity at Invert Slope = 8.09 cfs
Invert Elevation Downstream = 514.00 ft
Invert Elevation Upstream = 514.67 ft
Invert Slope = 1 .57%
Invert Slope (Plan Length) = 1 .44%
Rim Elevation Downstream = 519.00 ft
Rim Elevation Upstream = 518.67 ft
Natural Ground Slope = -0.77%
Crown Elevation Downstream = 515.25 ft
Crown Elevation Upstream = 515.92 ft
- - - -FLOW INFORMATION- - - -
Catchment Area = 0.59 ac
Runoff Coefficient = 0.740
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 2.95 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 0.59 ac
Weighted Coefficient = 0.740
Total Time of Concentration = 5.00 min
Total Intensity = 6.70 in/hr
Total Rational Flow = 2.95 cfs
Total Flow = 2.95 cfs
Uniform Capacity = 8.09 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
itse *too
- - --HYDRAULIC INFORMATION-- - -
HGL Elevation Downstream = 514.52 ft
HGL Elevation Upstream = 515.48 ft
HGL Slope = 2.24 %
EGL Elevation Downstream = 515.10 ft
EGL Elevation Upstream = 516.05 ft
EGL Slope = 2.24 %
Critical Depth = 8.28 in
Depth Downstream = 6.26 in
Depth Upstream = 6.26 in
Velocity Downstream = 6.08 ft/s
Velocity Upstream = 6.08 ft/s
Uniform Velocity Downstream = 6.08 ft/s
Uniform Velocity Upstream = 0.00 ft/s
Area Downstream = 0.48 ft"2
Area Upstream = 0.48 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = NA
- ---INLET INFORMATION- - - -
Downstream Inlet = DI 21
4orar "trio
PIPE DESCRIPTION: Pipe 22
- ---RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 22
Downstream Pipe = Pipe 19
Pipe Material = RCP
Pipe Length = 52. 17 ft
Plan Length = 56. 17 ft
Pipe Type = Circular
Pipe Dimensions = 18.00 in
Pipe Manning ' s "n" = 0.013
Pipe Capacity at Invert Slope = 13.00 cfs
Invert Elevation Downstream = 505.90 ft
Invert Elevation Upstream = 506.70 ft
Invert Slope = 1 .53%
Invert Slope (Plan Length) = 1 .42%
Rim Elevation Downstream = 516.50 ft
Rim Elevation Upstream = 517.00 ft
Natural Ground Slope = 0.96%
Crown Elevation Downstream = 507.40 ft
Crown Elevation Upstream = 508.20 ft
- - - -FLOW INFORMATION- - - -
Catchment Area = 0.50 ac
Runoff Coefficient = 0.810
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 2.73 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 1 .33 ac
Weighted Coefficient = 0.811
Total Time of Concentration = 6.29 min
Total Intensity = 6.29 in/hr
Total Rational Flow = 6.84 cfs
Total Flow = 6.84 cfs
Uniform Capacity = 13.00 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
- - - -HYDRAULIC INFORMATION-- - -
HGL Elevation Downstream = 507.28 ft
HGL Elevation Upstream = 507.71 ft
HGL Slope = 0.82 %
EGL Elevation Downstream = 507.53 ft
EGL Elevation Upstream = 508. 16 ft
EGL Slope = 1 .21
Critical Depth = 12. 15 in
Depth Downstream = 16.60 in
Depth Upstream = 12. 15 in
Velocity Downstream = 4.02 ft/s
Velocity Upstream = 5.39 ft/s
Uniform Velocity Downstream = 7.45 ft/s
Uniform Velocity Upstream = 7.45 ft/s
Area Downstream = 1 .70 ft"2
Area Upstream = 1 .27 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = 0.509 ft
- - --INLET INFORMATION- - - -
Downstream Inlet = DI 20
NW, Norio°
PIPE DESCRIPTION: Pipe 23
- - --RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 23
Downstream Pipe = Pipe 22
Pipe Material = RCP
Pipe Length = 55.60 ft
Plan Length = 59.59 ft
Pipe Type = Circular
Pipe Dimensions = 18.00 in
Pipe Manning 's "n" = 0.013
Pipe Capacity at Invert Slope = 13.36 cfs
Invert Elevation Downstream = 506.90 ft
Invert Elevation Upstream = 507.80 ft
Invert Slope = 1 .62%
Invert Slope (Plan Length) = 1 .51%
Rim Elevation Downstream = 517.00 ft
Rim Elevation Upstream = 517.20 ft
Natural Ground Slope = 0.36%
Crown Elevation Downstream = 508.40 ft
Crown Elevation Upstream = 509.30 ft
- - --FLOW INFORMATION- - - -
Catchment Area = 0. 16 ac
Runoff Coefficient = 0.820
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 0.91 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 0.83 ac
Weighted Coefficient = 0.812
Total Time of Concentration = 6.02 min
Total Intensity = 6.37 in/hr
Total Rational Flow = 4.34 cfs
Total Flow = 4.34 cfs
Uniform Capacity = 13.36 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
fir►` `400
- - - -HYDRAULIC INFORMATION-- - -
HGL Elevation Downstream = 508.22 ft
HGL Elevation Upstream = 508.60 ft
HGL Slope = 0.68
EGL Elevation Downstream = 508.33 ft
EGL Elevation Upstream = 508.92 ft
EGL Slope = 1 .06 %
Critical Depth = 9.59 in
Depth Downstream = 15.86 in
Depth Upstream = 9.59 in
Velocity Downstream = 2.63 ft/s
Velocity Upstream = 4.54 ft/s
Uniform Velocity Downstream = 6.76 ft/s
Uniform Velocity Upstream = 6.76 ft/s
Area Downstream = 1 .65 ft"2
Area Upstream = 0.96 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = 0.398 ft
- - - -INLET INFORMATION- - - -
Downstream Inlet = DI 23
PIPE DESCRIPTION: Pipe 24
- - --RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 24
Downstream Pipe = Pipe 23
Pipe Material = RCP
Pipe Length = 63. 19 ft
Plan Length = 67. 18 ft
Pipe Type = Circular
Pipe Dimensions = 18.00 in
Pipe Manning ' s "n" = 0.013
Pipe Capacity at Invert Slope = 13.21 cfs
Invert Elevation Downstream = 508.00 ft
Invert Elevation Upstream = 509.00 ft
Invert Slope = 1 .58%
Invert Slope (Plan Length) = 1 .49%
Rim Elevation Downstream = 517.20 ft
Rim Elevation Upstream = 517.50 ft
Natural Ground Slope = 0.47%
Crown Elevation Downstream = 509.50 ft
Crown Elevation Upstream = 510.50 ft
- - - -FLOW INFORMATION- - - -
Catchment Area = 0.00 ac
Runoff Coefficient = 0.500
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 0.00 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 0.67 ac
Weighted Coefficient = 0.810
Total Time of Concentration = 5.70 min
Total Intensity = 6.47 in/hr
Total Rational Flow = 3.53 cfs
Total Flow = 3.53 cfs
Uniform Capacity = 13.21 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
fir+' '400
- - --HYDRAULIC INFORMATION- - - -
HGL Elevation Downstream = 509.00 ft
HGL Elevation Upstream = 509.72 ft
HGL Slope = 1 . 14 %
EGL Elevation Downstream = 509. 12 ft
EGL Elevation Upstream = 510.00 ft
EGL Slope = 1 .38 %
Critical Depth = 8.61 in
Depth Downstream = 11 .96 in
Depth Upstream = 8.61 in
Velocity Downstream = 2.83 ft/s
Velocity Upstream = 4.23 ft/s
Uniform Velocity Downstream = 6.33 ft/s
Uniform Velocity Upstream = 6.33 ft/s
Area Downstream = 1 .25 ft"2
Area Upstream = 0.83 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = 0.350 ft
- - --INLET INFORMATION- - - -
Downstream Inlet = DI 24
PIPE DESCRIPTION: Pipe 25
- - - -RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 25
Downstream Pipe = Pipe 24
Pipe Material = RCP
Pipe Length = 61 .31 ft
Plan Length = 65.30 ft
Pipe Type = Circular
Pipe Dimensions = 18.00 in
Pipe Manning ' s "n" = 0.013
Pipe Capacity at Invert Slope = 11 .99 cfs
Invert Elevation Downstream = 509.20 ft
Invert Elevation Upstream = 510.00 ft
Invert Slope = 1 .30%
Invert Slope (Plan Length) = 1 .23%
Rim Elevation Downstream = 517.50 ft
Rim Elevation Upstream = 518.67 ft
Natural Ground Slope = 1 .91%
Crown Elevation Downstream = 510.70 ft
Crown Elevation Upstream = 511 .50 ft
- - - -FLOW INFORMATION- - - -
Catchment Area = 0.34 ac
Runoff Coefficient = 0.810
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 1 .88 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 0.67 ac
Weighted Coefficient = 0.810
Total Time of Concentration = 5.41 min
Total Intensity = 6.56 in/hr
Total Rational Flow = 3.58 cfs
Total Flow = 3.58 cfs
Uniform Capacity = 11 .99 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
Ifte Now
- - - -HYDRAULIC INFORMATION-- - -
HGL Elevation Downstream = 510.07 ft
HGL Elevation Upstream = 510.72 ft
HGL Slope = 1 .07 %
EGL Elevation Downstream = 510.25 ft
EGL Elevation Upstream = 511 .00 ft
EGL Slope = 1 .24 %
Critical Depth = 8.67 in
Depth Downstream = 10.41 in
Depth Upstream = 8.67 in
Velocity Downstream = 3.38 ft/s
Velocity Upstream = 4.25 ft/s
Uniform Velocity Downstream = 5.93 ft/s
Uniform Velocity Upstream = 5.93 ft/s
Area Downstream = 1 .06 ft^2
Area Upstream = 0.84 ft^2
Kj (JLC) = 0.50
Calculated Junction Loss = 0.357 ft
-- - -INLET INFORMATION- - - -
Downstream Inlet = MH 25
Now Now
PIPE DESCRIPTION: Pipe 26
- - - -RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - --PIPE INFORMATION- - - -
Current Pipe = Pipe 26
Downstream Pipe = Pipe 25
Pipe Material = RCP
Pipe Length = 59.01 ft
Plan Length = 63.00 ft
Pipe Type = Circular
Pipe Dimensions = 18.00 in
Pipe Manning 's "n" = 0.013
Pipe Capacity at Invert Slope = 12.23 cfs
Invert Elevation Downstream = 510.20 ft
Invert Elevation Upstream = 511 .00 ft
Invert Slope = 1 .36%
Invert Slope (Plan Length) = 1 .27%
Rim Elevation Downstream = 518.67 ft
Rim Elevation Upstream = 518.67 ft
Natural Ground Slope = 0.00%
Crown Elevation Downstream = 511 .70 ft
Crown Elevation Upstream = 512.50 ft
- - --FLOW INFORMATION- - - -
Catchment Area = 0.32 ac
Runoff Coefficient = 0.810
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 1 .77 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 0.32 ac
Weighted Coefficient = 0.810
Total Time of Concentration = 5.00 min
Total Intensity = 6.70 in/hr
Total Rational Flow = 1 .77 cfs
Total Flow = 1 .77 cfs
Uniform Capacity = 12.23 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
%we 441110
-- - -HYDRAULIC INFORMATION-- - -
HGL Elevation Downstream = 511 .08 ft
HGL Elevation Upstream = 511 .59 ft
HGL Slope = 0.87 %
EGL Elevation Downstream = 511 . 12 ft
EGL Elevation Upstream = 511 .78 ft
EGL Slope = 1 . 11 %
Critical Depth = 6.01 in
Depth Downstream = 10.56 in
Depth Upstream = 6.01 in
Velocity Downstream = 1 .65 ft/s
Velocity Upstream = 3.43 ft/s
Uniform Velocity Downstream = 4.93 ft/s
Uniform Velocity Upstream = 0.00 ft/s
Area Downstream = 1 .08 ft"2
Area Upstream = 0.52 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = NA
- - - -INLET INFORMATION- - - -
Downstream Inlet = DI 26
New Ngisior
PIPE DESCRIPTION: Pipe 27
-- --RAINFALL INFORMATION- - - -
Return Period = 10 Year
Rainfall File = Albemarle 05
- - - -PIPE INFORMATION- - - -
Current Pipe = Pipe 27
Downstream Pipe = Pipe 19
Pipe Material = RCP
Pipe Length = 24.01 ft
Plan Length = 28.00 ft
Pipe Type = Circular
Pipe Dimensions = 15.00 in
Pipe Manning ' s "n" = 0.013
Pipe Capacity at Invert Slope = 9.32 cfs
Invert Elevation Downstream = 512.00 ft
Invert Elevation Upstream = 512.50 ft
Invert Slope = 2.08%
Invert Slope (Plan Length) = 1 .79%
Rim Elevation Downstream = 516.50 ft
Rim Elevation Upstream = 516.60 ft
Natural Ground Slope = 0.00%
Crown Elevation Downstream = 513.25 ft
Crown Elevation Upstream = 513.75 ft
- - --FLOW INFORMATION- - - -
Catchment Area = 0. 17 ac
Runoff Coefficient = 0.690
Inlet Time = 5.00 min
Inlet Intensity = 6.70 in/hr
Inlet Rational Flow = 0.77 cfs
Inlet Input Flow = 0.00 cfs
Inlet Hydrograph Flow = 0.00 cfs
Total Area = 0. 17 ac
Weighted Coefficient = 0.690
Total Time of Concentration = 5.00 min
Total Intensity = 6.70 in/hr
Total Rational Flow = 0.77 cfs
Total Flow = 0.77 cfs
Uniform Capacity = 9.32 cfs
Skipped flow = 0.00 cfs
Infiltration = 0.00 gpd
- - - -HYDRAULIC INFORMATION-- - -
HGL Elevation Downstream = 512.24 ft
HGL Elevation Upstream = 512.91 ft
HGL Slope = 2.77
EGL Elevation Downstream = 512.57 ft
EGL Elevation Upstream = 513.24 ft
EGL Slope = 2.77 %
Critical Depth = 4. 13 in
Depth Downstream = 2.92 in
Depth Upstream = 2.92 in
Velocity Downstream = 4.60 ft/s
Velocity Upstream = 4.60 ft/s
Uniform Velocity Downstream = 8.36 ft/s
Uniform Velocity Upstream = 0.00 ft/s
Area Downstream = 0. 17 ft"2
Area Upstream = 0. 17 ft"2
Kj (JLC) = 0.50
Calculated Junction Loss = NA
- - - -INLET INFORMATION- - - -
Downstream Inlet = DI 20
DIVISION 3 — Storm Inlet Calculations
The Cox Company UVA Research Park
06-50 Town Centers III and IV
INLET NUMBER 2 LENGTH 10.0 STATION 12+66
DRAINAGE AREA = 0.400 ACRES C VALUE = .750 CA = 0.300
DRAINAGE AREA = 0.040 ACRES C VALUE = .750 CA = 0.030
SUM CA= 0.330 INT= 4.00 CFS= 1.320 CO= 0.410 GUTTER FLOW= 1.730
GUTTER SLOPE = 0.0112 FT/FT PAVEMENT CROSS SLOPE = 0.0208 FT/FT
SPREAD AT A SLOPE OF .011 (ft./ft.) IS 6.09 (ft.)
XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX
P EFFEC. LENGTH (ft) = 13.60 H (ft) = 0.500
DEPTH OF WATER (ft) = 0.12 SPREAD (ft) = 5.82
INLET NUMBER 2 LENGTH 10.0 STATION 12+66
DRAINAGE AREA = 0.400 ACRES C VALUE = .750 CA = 0.300
DRAINAGE AREA = 0.040 ACRES C VALUE= .750 CA = 0.030
SUM CA= 0.330 INT= 6.50 CFS= 3.185 CO= 0.000 GUTTER FLOW= 3.185
GUTTER SLOPE = 0.0112 FT/FT PAVEMENT CROSS SLOPE = 0.0208 FT/FT
SPREAD AT A SLOPE OF .011 (ft./ft.) IS 8.44 (ft.)
XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX
P EFFEC. LENGTH (ft) = 13.60 H (ft) = 0.500
DEPTH OF WATER (ft) = 0.22 SPREAD (ft) = 10.48
*err Name
•
J1- <
_ t/\)
INLET NUMBER 3 LENGTH 8.0 STATION 14+75 v ;lot'
DRAINAGE AREA= 0.630 ACRES C VALUE = .710 CA = 0.447
SUM CA= 0.447 INT= 4.00 CFS= 1.789 CO= 0.000 GUTTER FLOW= 1.789
GUTTER SLOPE = 0.0801 FT/FT PAVEMENT CROSS SLOPE = 0.0208 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
3.17 2.0 0.63 0.0833 4.0 0.98 3.5 0.146 0.164
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 14.4 EFFICIENCY= 0.77
CFS INTERCEPTED= 1.38 CFS CARRYOVER= 0.41
INLET NUMBER 3 LENGTH 8.0 STATION 14+75
DRAINAGE AREA = 0.630 ACRES C VALUE = .710 CA = 0.447
SUM CA= 0.447 INT= 6.50 CFS= 2.907 CO= 0.000 GUTTER FLOW= 2.907
GUTTER SLOPE = 0.0801 FT/FT PAVEMENT CROSS SLOPE = 0.0208 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
4.74 2.0 0.42 0.0833 4.0 0.90 3.5 0.146 0.152
XXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 18.4 EFFICIENCY= 0.64
CFS INTERCEPTED= 1.86 CFS CARRYOVER= 1.04
C), = sx
Lit LI
N...
INLET NUMBER 4 LENGTH 8.0 STATION 15+75
DRAINAGE AREA = 0.470 ACRES C VALUE = .700 CA = 0.329
SUM CA= 0.329 INT= 4.00 CFS= 1.316 CO= 0.000 GUTTER FLOW= 1.316
GUTTER SLOPE = 0.0801 FT/FT PAVEMENT CROSS SLOPE = 0.0208 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
2.21 2.0 0.90 0.0833 4.0 1.00 3.5 0.146 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 12.5 EFFICIENCY= 0.84
CFS INTERCEPTED= 1.11 CFS CARRYOVER= 0.21
INLET NUMBER 4 LENGTH 8.0 STATION 15+75
DRAINAGE AREA = 0.470 ACRES C VALUE = .700 CA = 0.329
SUM CA= 0.329 INT= 6.50 CFS= 2.139 CO= 0.000 GUTTER FLOW= 2.139
GUTTER SLOPE = 0.0801 FT/FT PAVEMENT CROSS SLOPE = 0.0208 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
3.74 2.0 0.53 0.0833 4.0 0.96 3.5 0.146 0.161
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 15.7 EFFICIENCY= 0.72
CFS INTERCEPTED= 1.55 CFS CARRYOVER= 0.59
'Now *woe
INLET NUMBER 5 LENGTH 8.0 STATION 12+66
DRAINAGE AREA = 0.220 ACRES C VALUE = .620 CA = 0.136
DRAINAGE AREA = 0.020 ACRES C VALUE = .620 CA = 0.012
SUM CA= 0.149 INT= 4.00 CFS= 0.595 CO= 0.210 GUTTER FLOW= 0.805
GUTTER SLOPE = 0.0143 FT/FT PAVEMENT CROSS SLOPE = 0.0208 FT/FT
SPREAD AT A SLOPE OF .014 (ft./ft.) IS 3.17 (ft.)
XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX
P EFFEC. LENGTH (ft) = 11.60 H (ft) = 0.500
DEPTH OF WATER (ft) = 0.08 SPREAD (ft) = 3.81
INLET NUMBER 5 LENGTH 8.0 STATION 12+66
DRAINAGE AREA = 0.220 ACRES C VALUE = .620 CA = 0.136
DRAINAGE AREA = 0.020 ACRES C VALUE = .620 CA = 0.012
SUM CA= 0.149 INT= 6.50 CFS= 1.557 CO= 0.000 GUTTER FLOW= 1.557
GUTTER SLOPE = 0.0143 FT/FT PAVEMENT CROSS SLOPE = 0.0208 FT/FT
SPREAD AT A SLOPE OF .014 (ft./ft.) IS 5.36 (ft.)
XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX
P EFFEC. LENGTH (ft) = 11.60 H (ft) = 0.500
DEPTH OF WATER (ft) = 0.15 SPREAD (ft) = 7.23
Nor
INLET NUMBER 6 LENGTH 8.0 STATION 6
DRAINAGE AREA = 0.780 ACRES C VALUE = .750 CA = 0.585
SUM CA= 0.585 INT= 4.00 CFS= 2.340 CO= 0.000 GUTTER FLOW= 2.340
GUTTER SLOPE = 0.0493 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
4.93 2.0 0.41 0.0833 4.2 0.89 3.5 0.147 0.151
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 14.7 EFFICIENCY= 0.76
CFS INTERCEPTED= 1.77 CFS CARRYOVER= 0.57
INLET NUMBER 6 LENGTH 8.0 STATION 6
DRAINAGE AREA = 0.780 ACRES C VALUE = .750 CA = 0.585
SUM CA= 0.585 INT= 6.50 CFS= 3.802 CO= 0.000 GUTTER FLOW= 3.802
GUTTER SLOPE = 0.0493 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
6.66 2.0 0.30 0.0833 4.2 0.77 3.5 0.147 0.133
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 19.4 EFFICIENCY= 0.62
CFS INTERCEPTED= 2.34 CFS CARRYOVER= 1.46
New
•
INLET NUMBER 7 LENGTH 6.0 STATION 7
DRAINAGE AREA= 0.200 ACRES C VALUE = .860 CA = 0.172
SUM CA= 0.172 INT= 4.00 CFS= 0.688 CO= 0.000 GUTTER FLOW= 0.688
GUTTER SLOPE = 0.0242 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
2.06 2.0 0.97 0.0833 4.2 1.00 3.5 0.147 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 6.7 EFFICIENCY= 0.98
CFS INTERCEPTED= 0.68 CFS CARRYOVER= 0.01
INLET NUMBER 7 LENGTH 6.0 STATION 7
DRAINAGE AREA = 0.200 ACRES C VALUE= .860 CA = 0.172
SUM CA= 0.172 INT= 6.50 CFS= 1.118 CO= 0.000 GUTTER FLOW= 1.118
GUTTER SLOPE = 0.0242 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a SW SE
3.64 2.0 0.55 0.0833 4.2 0.97 3.5 0.147 0.162
XXL O LXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 8.3 EFFICIENCY= 0.90
CFS INTERCEPTED= 1.01 CFS CARRYOVER= 0.11
New
INLET NUMBER 8 LENGTH 6.0 STATION 8
DRAINAGE AREA = 0.210 ACRES C VALUE = .850 CA= 0.178
SUM CA= 0.178 INT= 4.00 CFS= 0.714 CO= 0.000 GUTTER FLOW= 0.714
GUTTER SLOPE = 0.0500 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
1.79 2.0 1.12 0.0833 4.2 1.00 3.5 0.147 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 8.4 EFFICIENCY= 0.89
CFS INTERCEPTED= 0.64 CFS CARRYOVER= 0.08
INLET NUMBER 8 LENGTH 6.0 STATION 8
DRAINAGE AREA = 0.210 ACRES C VALUE = .850 CA = 0.178
SUM CA= 0.178 INT= 6.50 CFS= 1.160 CO= 0.000 GUTTER FLOW= 1.160
GUTTER SLOPE = 0.0500 FT,/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
2.57 2.0 0.78 0.0833 4.2 1.00 3.5 0.147 0.166
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 10.3 EFFICIENCY= 0.79
CFS INTERCEPTED= 0.92 CFS CARRYOVER= 0.24
New
INLET NUMBER 9 LENGTH 6.0 STATION 9
DRAINAGE AREA = 0.300 ACRES C VALUE = .850 CA = 0.255
SUM CA= 0.255 INT= 4.00 CFS= 1.020 CO= 0.000 GUTTER FLOW= 1.020
GUTTER SLOPE = 0.0082 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
5.16 2.0 0.39 0.0833 4.2 0.87 3.5 0.147 0.148
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 6.1 EFFICIENCY= 1.00
CFS INTERCEPTED= 1.02 CFS CARRYOVER= 0.00
INLET NUMBER 9 LENGTH 6.0 STATION 9
DRAINAGE AREA = 0.300 ACRES C VALUE = .850 CA = 0.255
SUM CA= 0.255 INT= 6.50 CFS= 1.658 CO= 0.000 GUTTER FLOW= 1.658
GUTTER SLOPE = 0.0082 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a SW SE
6.91 2.0 0.29 0.0833 4.2 0.75 3.5 0.147 0.130
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 8.1 EFFICIENCY= 0.91
CFS INTERCEPTED= 1.51 CFS CARRYOVER= 0.14
41111110 NO.*
INLET NUMBER 10 LENGTH 8.0 STATION 10
DRAINAGE AREA = 0.460 ACRES C VALUE = .860 CA = 0.396
SUM CA= 0.396 INT= 4.00 CFS= 1.582 CO= 0.000 GUTTER FLOW= 1.582
GUTTER SLOPE = 0.0126 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
5.95 2.0 0.34 0.0833 4.2 0.82 3.5 0.147 0.140
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 8.6 EFFICIENCY= 0.99
CFS INTERCEPTED= 1.57 CFS CARRYOVER= 0.01
INLET NUMBER 10 LENGTH 8.0 STATION 10
DRAINAGE AREA = 0.460 ACRES C VALUE = .860 CA = 0.396
SUM CA= 0.396 INT= 6.50 CFS= 2.571 CO= 0.000 GUTTER FLOW= 2.571
GUTTER SLOPE = 0.0126 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
7.78 2.0 0.26 0.0833 4.2 0.70 3.5 0.147 0.122
X CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 11.5 EFFICIENCY= 0.88
CFS INTERCEPTED= 2.27 CFS CARRYOVER= 0.30
Name
INLET NUMBER 11 LENGTH 4.0 STATION 11
DRAINAGE AREA = 0.160 ACRES C VALUE = .810 CA = 0.130
SUM CA= 0.130 INT= 4.00 CFS= 0.518 CO= 0.000 GUTTER FLOW= 0.518
GUTTER SLOPE = 0.0058 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
3.46 2.0 0.58 0.0833 4.2 0.97 3.5 0.147 0.163
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 3.9 EFFICIENCY= 1.00
CFS INTERCEPTED= 0.52 CFS CARRYOVER= 0.00
INLET NUMBER 11 LENGTH 4.0 STATION 11
DRAINAGE AREA = 0.160 ACRES C VALUE= .810 CA = 0.130
SUM CA= 0.130 INT= 6.50 CFS= 0.842 CO= 0.000 GUTTER FLOW= 0.842
GUTTER SLOPE = 0.0058 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
5.10 2.0 0.39 0.0833 4.2 0.88 3.5 0.147 0.149
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 5.1 EFFICIENCY= 0.94
CFS INTERCEPTED= 0.79 CFS CARRYOVER= 0.05
INLET NUMBER 12 LENGTH 10.0 STATION 12
DRAINAGE AREA = 0.960 ACRES C VALUE = .860 CA = 0.826
SUM CA= 0.826 INT= 4.00 CFS= 3.302 CO= 0.000 GUTTER FLOW= 3.302
GUTTER SLOPE = 0.0145 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
Sw 5x
SPREAD W W/T SW SW/SX Eo a S'W SE
8.52 2.0 0.23 0.0833 4.2 0.65 3.5 0.147 0.115
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 13.8 EFFICIENCY= 0.90
CFS INTERCEPTED= 2.98 CFS CARRYOVER= 0.32
INLET NUMBER 12 LENGTH 10.0 STATION 12
DRAINAGE AREA = 0.960 ACRES C VALUE= .860 CA= 0.826
SUM CA= 0.826 INT= 6.50 CFS= 5.366 CO= 0.000 GUTTER FLOW= 5.366
GUTTER SLOPE = 0.0145 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a SW SE
10.69 2.0 0.19 0.0833 4.2 0.54 3.5 0.147 0.099
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 18.5 EFFICIENCY= 0.75
CFS INTERCEPTED= 4.05 CFS CARRYOVER= 1.32
sir ti..r+
INLET NUMBER 13 LENGTH 8.0 STATION 13
DRAINAGE AREA = 0.640 ACRES C VALUE = .710 CA = 0.454
SUM CA= 0.454 INT= 4.00 CFS= 1.818 CO= 0.000 GUTTER FLOW= 1.818
GUTTER SLOPE = 0.0050 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
8.25 2.0 0.24 0.0833 4.2 0.67 3.5 0.147 0.118
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 7.7 EFFICIENCY= 1.00
CFS INTERCEPTED= 1.82 CFS CARRYOVER= 0.00
INLET NUMBER 13 LENGTH 8.0 STATION 13
DRAINAGE AREA = 0.640 ACRES C VALUE = .710 CA = 0.454
SUM CA= 0.454 INT= 6.50 CFS= 2.954 CO= 0.000 GUTTER FLOW= 2.954
GUTTER SLOPE = 0.0050 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a SW SE
10.38 2.0 0.19 0.0833 4.2 0.55 3.5 0.147 0.101
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 10.3 EFFICIENCY= 0.93
CFS INTERCEPTED= 2.75 CFS CARRYOVER= 0.20
NOW" NSW
INLET NUMBER 15 LENGTH 12.0 STATION 37+40
DRAINAGE AREA = 0.420 ACRES C VALUE = .860 CA = 0.361
SUM CA= 0.361 INT= 4.00 CFS= 1.445 CO= 0.230 GUTTER FLOW= 1.675
GUTTER SLOPE = 0.0300 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
4.63 2.0 0.43 0.0833 4.2 0.91 3.5 0.147 0.153
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 10.9 EFFICIENCY= 1.00
CFS INTERCEPTED= 1.67 CFS CARRYOVER= 0.00
INLET NUMBER 15 LENGTH 12.0 STATION 37+40
DRAINAGE AREA = 0.420 ACRES C VALUE _ .860 CA = 0.361
SUM CA= 0.361 INT= 6.50 CFS= 2.348 CO= 1.000 GUTTER FLOW= 3.348
GUTTER SLOPE = 0.0300 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
7.12 2.0 0.28 0.0833 4.2 0.74 3.5 0.147 0.128
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 16.2 EFFICIENCY= 0.91
CFS INTERCEPTED= 3.06 CFS CARRYOVER= 0.29
Nese •ftrof
INLET NUMBER 16 LENGTH 12.0 STATION 36+05
DRAINAGE AREA = 0.780 ACRES C VALUE = .880 CA = 0.686
SUM CA= 0.686 INT= 4.00 CFS= 2.746 CO= 0.000 GUTTER FLOW= 2.746
GUTTER SLOPE = 0.0491 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
5.49 2.0 0.36 0.0833 4.2 0.85 3.5 0.147 0.145
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 16.0 EFFICIENCY= 0.92
CFS INTERCEPTED= 2.52 CFS CARRYOVER= 0.23
INLET NUMBER 16 LENGTH 12.0 STATION 36+05
DRAINAGE AREA = 0.780 ACRES C VALUE = .880 CA= 0.686
SUM CA= 0.686 INT= 6.50 CFS= 4.462 CO= 0.000 GUTTER FLOW= 4.462
GUTTER SLOPE = 0.0491 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
7.28 2.0 0.27 0.0833 4.2 0.73 3.5 0.147 0.127
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 21.3 EFFICIENCY= 0.78
CFS INTERCEPTED= 3.46 CFS CARRYOVER= 1.00
Nome *Nor
INLET NUMBER 17 LENGTH 8.0 STATION 31+00
DRAINAGE AREA = 0.180 ACRES C VALUE _ .780 CA = 0.140
SUM CA= 0.140 INT= 4.00 CFS= 0.562 CO= 0.000 GUTTER FLOW= 0.562
GUTTER SLOPE = 0.0408 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
1.70 2.0 1.18 0.0833 4.2 1.00 3.5 0.147 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 7.2 EFFICIENCY= 1.00
CFS INTERCEPTED= 0.56 CFS CARRYOVER= 0.00
INLET NUMBER 17 LENGTH 8.0 STATION 31+00
DRAINAGE AREA = 0.180 ACRES C VALUE _ .780 CA = 0.140
SUM CA= 0.140 INT= 6.50 CFS= 0.913 CO= 0.000 GUTTER FLOW= 0.913
GUTTER SLOPE = 0.0408 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
2.13 2.0 0.94 0.0833 4.2 1.00 3.5 0.147 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE X )(XXX
REQUIRED LENGTH (ft) = 8.8 EFFICIENCY= 0.99
CFS INTERCEPTED= 0.90 CFS CARRYOVER= 0.01
Now
INLET NUMBER 18 LENGTH 8.0 STATION 31+00
DRAINAGE AREA = 0.170 ACRES C VALUE = .770 CA = 0.131
SUM CA= 0.131 INT= 4.00 CFS= 0.524 CO= 0.000 GUTTER FLOW= 0.524
GUTTER SLOPE = 0.0408 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
1.65 2.0 1.21 0.0833 4.2 1.00 3.5 0.147 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 6.9 EFFICIENCY= 1.00
CFS INTERCEPTED= 0.52 CFS CARRYOVER= 0.00
INLET NUMBER 18 LENGTH 8.0 STATION 31+00
DRAINAGE AREA = 0.170 ACRES C VALUE = .770 CA = 0.131
SUM CA= 0.131 INT= 6.50 CFS= 0.851 CO= 0.000 GUTTER FLOW= 0.851
GUTTER SLOPE = 0.0408 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
1.98 2.0 1.01 0.0833 4.2 1.00 3.5 0.147 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 8.5 EFFICIENCY= 0.99
CFS INTERCEPTED= 0.85 CFS CARRYOVER= 0.01
Nov' ti..
INLET NUMBER 19 LENGTH 8.0 STATION 19
DRAINAGE AREA = 0.420 ACRES C VALUE = .800 CA = 0.336
SUM CA= 0.336 INT= 4.00 CFS= 1.344 CO= 0.000 GUTTER FLOW= 1.344
GUTTER SLOPE = 0.0123 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
5.41 2.0 0.37 0.0833 4.2 0.86 3.5 0.147 0.146
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 7.8 EFFICIENCY= 1.00
CFS INTERCEPTED= 1.34 CFS CARRYOVER= 0.00
INLET NUMBER 19 LENGTH 8.0 STATION 19
DRAINAGE AREA = 0.420 ACRES C VALUE = .800 CA = 0.336
SUM CA= 0.336 INT= 6.50 CFS= 2.184 CO= 0.000 GUTTER FLOW= 2.184
GUTTER SLOPE = 0.0123 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
7.19 2.0 0.28 0.0833 4.2 0.73 3.5 0.147 0.128
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 10.4 EFFICIENCY= 0.93
CFS INTERCEPTED= 2.03 CFS CARRYOVER= 0.15
•wo,
INLET NUMBER 20 LENGTH 6.0 STATION 20
DRAINAGE AREA = 0.320 ACRES C VALUE = .720 CA = 0.230
SUM CA= 0.230 INT= 4.00 CFS= 0.922 CO= 0.000 GUTTER FLOW= 0.922
GUTTER SLOPE = 0.0050 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a SW SE
5.67 2.0 0.35 0.0833 4.2 0.84 3.5 0.147 0.143
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 5.1 EFFICIENCY= 1.00
CFS INTERCEPTED= 0.92 CFS CARRYOVER= 0.00
INLET NUMBER 20 LENGTH 6.0 STATION 20
DRAINAGE AREA = 0.320 ACRES C VALUE = .720 CA = 0.230
SUM CA= 0.230 INT= 6.50 CFS= 1.498 CO= 0.000 GUTTER FLOW= 1.498
GUTTER SLOPE = 0.0050 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a SW SE
7.47 2.0 0.27 0.0833 4.2 0.72 3.5 0.147 0.125
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 6.8 EFFICIENCY= 0.98
CFS INTERCEPTED= 1.46 CFS CARRYOVER= 0.03
Nome
INLET NUMBER 21 LENGTH 6.0 STATION 21
DRAINAGE AREA = 0.210 ACRES C VALUE = .810 CA = 0.170
SUM CA= 0.170 INT= 4.00 CFS= 0.680 CO= 0.000 GUTTER FLOW= 0.680
GUTTER SLOPE = 0.0159 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
2.70 2.0 0.74 0.0833 4.2 1.00 3.5 0.147 0.166
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 5.9 EFFICIENCY= 1.00
CFS INTERCEPTED= 0.68 CFS CARRYOVER= 0.00
INLET NUMBER 21 LENGTH 6.0 STATION 21
DRAINAGE AREA = 0.210 ACRES C VALUE_ .810 CA = 0.170
SUM CA= 0.170 INT= 6.50 CFS= 1.106 CO= 0.000 GUTTER FLOW= 1.106
GUTTER SLOPE = 0.0159 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
4.30 2.0 0.47 0.0833 4.2 0.93 3.5 0.147 0.156
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 7.4 EFFICIENCY= 0.95
CFS INTERCEPTED= 1.05 CFS CARRYOVER= 0.06
INLET NUMBER 22 LENGTH 10.0 STATION 22
DRAINAGE AREA = 0.590 ACRES C VALUE= .740 CA = 0.437
SUM CA= 0.437 INT= 4.00 CFS= 1.746 CO= 0.000 GUTTER FLOW= 1.746
GUTTER SLOPE = 0.0151 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
5.98 2.0 0.33 0.0833 4.2 0.82 3.5 0.147 0.140
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 9.5 EFFICIENCY= 1.00
CFS INTERCEPTED= 1.75 CFS CARRYOVER= 0.00
INLET NUMBER 22 LENGTH 10.0 STATION 22
DRAINAGE AREA = 0.590 ACRES C VALUE = .740 CA = 0.437
SUM CA= 0.437 INT= 6.50 CFS= 2.838 CO= 0.000 GUTTER FLOW= 2.838
GUTTER SLOPE = 0.0151 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
7.82 2.0 0.26 0.0833 4.2 0.69 3.5 0.147 0.122
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 12.7 EFFICIENCY= 0.94
CFS INTERCEPTED= 2.67 CFS CARRYOVER= 0.17
NSW NNW
INLET NUMBER 23 LENGTH 8.0 STATION 23
DRAINAGE AREA = 0.500 ACRES C VALUE = .810 CA = 0.405
SUM CA= 0.405 INT= 4.00 CFS= 1.620 CO= 0.000 GUTTER FLOW= 1.620
GUTTER SLOPE = 0.0058 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
7.49 2.0 0.27 0.0833 4.2 0.71 3.5 0.147 0.125
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 7.4 EFFICIENCY= 1.00
CFS INTERCEPTED= 1.62 CFS CARRYOVER= 0.00
INLET NUMBER 23 LENGTH 8.0 STATION 23
DRAINAGE AREA = 0.500 ACRES C VALUE = .810 CA = 0.405
SUM CA= 0.405 INT= 6.50 CFS= 2.632 CO= 0.000 GUTTER FLOW= 2.632
GUTTER SLOPE = 0.0058 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a SW SE
9.52 2.0 0.21 0.0833 4.2 0.60 3.5 0.147 0.107
XXXXXXXXXXCURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 9.9 EFFICIENCY= 0.95
CFS INTERCEPTED= 2.49 CFS CARRYOVER= 0.14
r
'`� •may"
INLET NUMBER 24 LENGTH 8.0 STATION 24
DRAINAGE AREA = 0.160 ACRES C VALUE = .820 CA = 0.131
SUM CA= 0.131 INT= 4.00 CFS= 0.525 CO= 0.000 GUTTER FLOW= 0.525
GUTTER SLOPE = 0.0465 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
1.61 2.0 1.24 0.0833 4.2 1.00 3.5 0.147 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 7.2 EFFICIENCY= 1.00
CFS INTERCEPTED= 0.52 CFS CARRYOVER= 0.00
INLET NUMBER 24 LENGTH 8.0 STATION 24
DRAINAGE AREA = 0.160 ACRES C VALUE= .820 CA= 0.131
SUM CA= 0.131 INT= 6.50 CFS= 0.853 CO= 0.000 GUTTER FLOW= 0.853
GUTTER SLOPE = 0.0465 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
1.94 2.0 1.03 0.0833 4.2 1.00 3.5 0.147 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 8.9 EFFICIENCY= 0.98
CFS INTERCEPTED= 0.84 CFS CARRYOVER= 0.01
INLET NUMBER 26 LENGTH 8.0 STATION 26
DRAINAGE AREA = 0.340 ACRES C VALUE = .810 CA = 0.275
SUM CA= 0.275 INT= 4.00 CFS= 1.102 CO= 0.000 GUTTER FLOW= 1.102
GUTTER SLOPE = 0.0160 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
4.28 2.0 0.47 0.0833 4.2 0.93 3.5 0.147 0.157
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 7.4 EFFICIENCY= 1.00
CFS INTERCEPTED= 1.10 CFS CARRYOVER= 0.00
INLET NUMBER 26 LENGTH 8.0 STATION 26
DRAINAGE AREA = 0.340 ACRES C VALUE = .810 CA = 0.275
SUM CA= 0.275 INT= 6.50 CFS= 1.790 CO= 0.000 GUTTER FLOW= 1.790
GUTTER SLOPE = 0.0160 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
5.96 2.0 0.34 0.0833 4.2 0.82 3.5 0.147 0.140
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXX X
REQUIRED LENGTH (ft) = 9.8 EFFICIENCY= 0.95
CFS INTERCEPTED= 1.71 CFS CARRYOVER= 0.08
r
Nue. 'fir
INLET NUMBER 27 LENGTH 8.0 STATION 27
DRAINAGE AREA = 0.320 ACRES C VALUE = .810 CA = 0.259
SUM CA= 0.259 INT= 4.00 CFS= 1.037 CO= 0.000 GUTTER FLOW= 1.037
GUTTER SLOPE = 0.0160 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
4.08 2.0 0.49 0.0833 4.2 0.94 3.5 0.147 0.158
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 7.2 EFFICIENCY= 1.00
CFS INTERCEPTED= 1.04 CFS CARRYOVER= 0.00
INLET NUMBER 27 LENGTH 8.0 STATION 27
DRAINAGE AREA = 0.320 ACRES C VALUE = .810 CA= 0.259
SUM CA= 0.259 INT= 6.50 CFS= 1.685 CO= 0.000 GUTTER FLOW= 1.685
GUTTER SLOPE = 0.0160 FT FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
5.75 2.0 0.35 0.0833 4.2 0.83 3.5 0.147 0.142
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 9.4 EFFICIENCY= 0.97
CFS INTERCEPTED= 1.63 CFS CARRYOVER= 0.06
ver
INLET NUMBER 28 LENGTH 4.0 STATION 28
DRAINAGE AREA = 0.170 ACRES C VALUE = .690 CA = 0.117
SUM CA= 0.117 INT= 4.00 CFS= 0.469 CO= 0.000 GUTTER FLOW= 0.469
GUTTER SLOPE = 0.0072 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
2.78 2.0 0.72 0.0833 4.2 0.99 3.5 0.147 0.166
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 4.0 EFFICIENCY= 1.00
CFS INTERCEPTED= 0.47 CFS CARRYOVER= 0.00
INLET NUMBER 28 LENGTH 4.0 STATION 28
DRAINAGE AREA = 0.170 ACRES C VALUE = .690 CA = 0.117
SUM CA= 0.117 INT= 6.50 CFS= 0.762 CO= 0.000 GUTTER FLOW= 0.762
GUTTER SLOPE = 0.0072 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
SPREAD W W/T SW SW/SX Eo a S'W SE
4.39 2.0 0.46 0.0833 4.2 0.92 3.5 0.147 0.156
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 5.0 EFFICIENCY= 0.94
CFS INTERCEPTED= 0.72 CFS CARRYOVER= 0.04
*aloe kyr
DIVISION 4 — E&SC: Sediment Basin Calculations
The Cox Company UVA Research Park
06-50 Town Centers III and IV
UVA Research Park: Existing Basin 1
Engineering Calculations for the Erosion & Sediment Control Plan
Temporary Sediment Basin Computations
Disturbed Drainage Area: 7.06 Acre Reduced from original design *
Wet Storage Required: 67 (cy/ac) x 7.06 Acre
473.02 cy
Dry Storage Required: 67 (cy/ac) x 7.06 Acre
473.02 cy
Bottom of Basin: 464.00 Existing
Orifice Elevation: 468.50 Retrofit if necessary
Pricipal Spillway: 471.00 Existing
Emergency Spillway: none
Top of Dam: 474.00 Existing
Wet Storage Available: 606.13 cy
Dry Storage Available: 579.04 cy
Elevation Area (ft^2) Vol. (ft^3) Vol. (cy) Area (ac)
464.0 - t i s 2168 0.0498
466.0 3426 5594.0 207.19 0.0787
468.0 ;a 5 4826 8252,0 305.63 0.1108
_ 408_5 5252 2519.5 93.31 0.1206
470.0 �'ly1, 6446 87715 324.94 0.1480
471.0 7275 6860.5 254.09 0.1670
472.0 8104 7689.5 284.80 __ 0.1860
474.0 T- 1L 10250 18354.0 679.78 0.2353
Sub-Total: Wet @ Elev.: 464.0-468.5 16365.5 606.1
Sub-Total: Dry @ Elev.: 468.5-471.0 15634.0 579.0
Total: 31999.5 1185.2
*Original design calculations taken from SDP 02-110, Amended Dec-2005
`rrr ..,,r
UVA Research Park: Basin 2
Engineering Calculations for the Erosion & Sediment Control Plan
Temporary Sediment Basin Computations
Disturbed Drainage Area: 5.83 Acre
Wet Storage Required: 67 (cy/ac) x 5.83 Acre
390.6 cy
Dry Storage Required: 67 (cy/ac) x 5.83 Acre
390.6 cy
Bottom of Basin: 472.00
Orifice Elevation: 477.20
Pricipal Spillway: 480.00
Emergency Spillway: 481 .00
Top of Dam: 482.00
Wet Storage Available: 397.4 cy
Dry Storage Available: 398.4 cy
Elevation4___w Area (ft^2) Vol. (ft^3) Vol. (cy) Area (ac)
472.0 z° 1120 0.0257
474.0 Z 1792 2912.0 107.85 0.0411
476.0 3 I 2592 4384.0 162.37 0.0595
477.2 7 7 i 4 ! 3133 3435.0 127.22 0.0719
478.0 sO1-19 3520 2661.2 98.56 0.0808
480.0 q 9 I .52_ _ 4576 8096.0 299.85 0.1051
482.0 i 6 Z- 6400 10976.0 406.52 0.1469
Sub-Total Wet @ Elev.: 477.2 10731.0 397.4
Sub-Total Dry @ Elev.: 480.0 10757.2 398.4
Total: 21488.2 795.9
1992 3.14
TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET
(with or without an emergency spillway)
Project U'!A � d 1�A+�� Td w� C 3 A--
Basin # 2. Location c;,(.)1-4 140,-.7-7 or -T:c. 4
Total area draining to basin: '. 83 acres.
Basin Volume Design
Wet Storage:
1. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres).
67 cu. yds. x '. 3 acres = o. ' cu. yds.
2. Available basin volume = ,7.4 cu. yds. at elevation 4/7.2- . (From
storage - elevation curve)
3. Excavate ?77 74 cu. yds. to obtain required volume*.
* Elevation corresponding to required volume = invert of the dewatering
orifice.
4. Available volume before cleanout required.
33 cu. yds. x 03 acres = 1924 cu. yds.
5. Elevation corresponding to cleanout level = 41 .s .
(From Storage - Elevation Curve)
6. Distance from invert of the dewatering orifice to cleanout level = 1.7 ft.
(Min. = 1.0 ft.)
Dry Storage:
7. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres).
67 cu. yds. x 5.83 acres = cu. yds.
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Now
1992
3.14
8. Total available basin volume at crest of riser* = 795 . 5 cu. yds. at
elevation Lao. o . (From Storage - Elevation Curve)
* Minimum = 134 cu. yds./acre of total drainage area.
9. Diameter of dewatering orifice = in.
10. Diameter of flexible tubing = 7 in. (diameter of dewatering orifice
plus 2 inches).
Preliminary Design Elevations
11. Crest of Riser = 480. 0
Top of Dam = 452_ • O
Design High Water = 4-5I
Upstream Toe of Dam = 47z .0
Basin Shape
12. Length of Flow L = Z • 8
Effective Width We
If > 2, baffles are not required
If < 2, baffles are required
Runoff
13. Q2 = 9.4-4 cfs (From Chapter 5)
14. Q25 = 27. 98 cfs (From Chapter 5)
Principal Spillway Design
15. With emergency spillway, required spillway capacity Qp = Q, _ 19.44_ cfs.
(riser and barrel)
Without emergency spillway, required spillway capacity Qp = Q25 = 27.2e3 cfs.
(riser and barrel)
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r 1992 3.14
16. With emergency spillway:
Assumed available head (h) = ( .0 ft. (Using Q2)
h = Crest of Emergency Spillway Elevation - Crest of Riser Elevation
Without emergency spillway:
Assumed available head (h) = OA ft. (Using Q25)
h = Design High Water Elevation - Crest of Riser Elevation
17. Riser diameter (Dr) = in. Actual head (h) = l ft.
(From Plate 3.14-8.)
Note: Avoid orifice flow conditions.
18. Barrel length (1) = 78 ft.
Head (H) on barrel through embankment = 11 ft.
(From Plate 3.14-7).
19. Barrel diameter = 21 in.
(From Plate 3.14-B [concrete pipe] or Plate 3.14-A [corrugated pipe]).
20. Trash rack and anti-vortex device
Diameter = 4 a inches.
Height = l ( inches.
(From Table 3.14-D).
Emergency Spillway Design
21. Required spillway capacity Qe = Q25 - Qp = 8. 4 cfs.
22. Bottom width (b) = 8 ft.; the slope of the exit channel (s) =
3. I ft./foot; and the minimum length of the exit channel (x) =
S 1 ft.
(From Table 3.14-C).
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1992 3.14
Anti-Seep Collar Design
23. Depth of water at principal spillway crest (Y) = 8 ft.
Slope of upstream face of embankment (Z) = 2 :1.
Slope of principal spillway barrel (Sb) = %
Length of barrel in saturated zone (La) = S ft.
i f
24. Number of collars required = 2 dimensions = 4•5 x 4•S
(from Plate 3.14-12).
Final Design Elevations 1J
25. Top of Dam = A:62 .0
Design High Water = 45 t . o
Emergency Spillway Crest = 48 t - 0
Principal Spillway Crest = 450. o
Dewatering Orifice Invert = 47 7 z
Cleanout Elevation = 47-5 .0
Elevation of Upstream Toe of Dam
or Excavated Bottom of "Wet Storage
Area" (if excavation was performed) = 47z . o
III - 115
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