HomeMy WebLinkAboutSDP200500094 Calculations 2005-09-12University Village:
Phase III Addition
STORMWATER MANAGEMENT
ENGINEERING CALCULATIONS
County of 'Albeiilarle, Virginia
t sn
1
Prepared for:
MD DeveIopmelr tLA,LC
1 Boar's Head Pointe
Charlottesville, Virginia 22903
Prepared by:1
The Cox Company
220 East High Street
Charlottesville, Virginia 22902
Schtemhcr 12, 2()05
Kcviscd
Nnvemher 2 h, 2005
TABLE OF CONTENTS
DIVISION I — Stormwater Management
DIVISION 2 — Storm Pipe Calculations
DIVISION 3 — Storm Inlet Calculations
DIVISION 4 — Erosion Control: Sediment Trap Calculations
The Cox Company Universiti Pillage
0; -140 Phasc !11
DIVISION 1 — Stormwater Management
The Cox Companl University Village
03-140 Phase 111
Storm Water Management Summary
The site, as proposed, will primarily drain surface storm water off into two watersheds. Within
the storm pipill calculations, the sub areas are described as the western reach and the eastern
reach. There are different methods of treating storm water for each sub area.
During initial planning, the westerl sub area was designed and intended to be captured and
treated in the existin- large storm retention basin located downstream from the site adjaccllt to
U.S. 29. IIowever, VDOT assumed responsibility for this basin upon taking the land in a right of'
way acquisition. As a result of this taking, University Village was unsuccessful in obtainin" an
casement to the existim facility that they built. Therefore, phase III of the development will now
be treated on -site.
There were three key limitations placed on establishing the location for the on -site facility for the
western sub area. The current residents were very optimistic that the developer could site the
facility to:
1) Eliminate the need to clear existing large trees.
2) Linut the disturbance to the existing trail network on -site.
3) Provide a reasonably attractive storm water management facility.
The assumption for the residents was that this could hopefully be done \vithout significantly
increasing the cost or size of the facility due to the constraints.
he resultant biofilter shown on the plan was designed with these limitations in mind. The
largest and most desirable existing trees were spared and the disturbance to the general layout of
the trail network will remain generally intact. The use of the biofilter also provides additional
vegetation in an area of the site that matches the use. The use of the biofilter provides water
quality treatment for all storm events and minimizes earthwork adjacent to specimen trees.
The attached simple method worksheet shows that the required rate of removal efficiency for the
watershed draining to the proposed biofilter is 58°, %. This rate is above the lower level limitation
of 50 %, but is below the upper level limitation of 65 %. The sizing requirements for each range
are different. In this instance, we have interpolated the sizing requirement between the two
ranges to result in a biofilter size requirement of 3.8% of the impervious area tabulation.
Therefore, the required size is 1,459 square -feet. The size provided is 1,467 sf.
The critical storm durations were calculated for the 2, 10 and 100 -year storms. The
implememation of the proposed biofilter with spillway will yield a peak rate of runoff that will be
less than the existing peak rate of flow. I lydrographs for each storm event are included within the
calculations. The basin is also sized to capture the required treatment volume as calculated using
the modified siIllple Illethod worksheet.
The casterri sub area is currently within the watershed of an existing storm water in.mauement
basin oil University Village property. Water quality for the impervious areas will be treated by
the use of two "Filterra" precast storm treatineut structures. Surface areas at this site rucct file
InallLlfacturcrs specification for treatable area. Stolle Outlet protection is also proposed at the
outlet of the existing pipe network that the eastern sub area surface area drains into. 'The pipe
currently outfalls into a crass lined swale.
Eric Woolley, PE
Project Engineer
The Cox Company
220 East High Street,
Charlottesville, VA 22902
November 15, 2005
Plan Review of Filterra t '
University Village — Phase III Project, Albemarle County
Dear Sirs
Thank you for submitting the partial plans (dated 11-09-2005) for our review of the
University View Phase III project.
The 6'x4' Filten structure was studied for,
Planned Filterra ti box size
Filterrai? contributing drainage area meeting project's regional sizing specification
Spot elevations (TC) for FilterraV and bypass relief
FilterraC> invert elevations are 3.5' below TC
The bypass is lower than the FilterraCW elevation (spot elevations)
The grading pattern encourages cross linear flow and not head -on flow
The FilterraCl) outlet drain pipe is sized correctly and exits perpendicular to the wall
For any conflicting structures such as storm drain pipes below Filterra *)
For most efficient placement of Filterra( units
4 -6" opening throat detail and standard notes on plans
The plan review concluded that the Filterra` structure listed above was sited and sized
appropriately to heat stormwater to our published specifications.
Operational consistency with these specifications is contingent upon the stormwater units
being installed correctly and according to the plans, as well as regular maintenance being
performed. Installation Help documents will be forwarded to the Buyer at time of order.
The Filterra' Installation, Operation and Maintenance Manual will be forwarded to the
Owner when the units are activated by Amcricast.
Fours sincerely
r
Dean Baddorf
Filterra'fxl Storinwatcr Bioretention Filtration System
Nlanufactured b Amcricast T: (804) 752' - 115-}
1135? Virginia Precast Read T: (804) 798 -8400
Ashland, VA 23005 T: dhaddrn fi li um .l3hcrra.. un
Table of Contents
Table of Contents
i
MASTER SUMMARY + * * * * * * * * * * + * **
Watershed....... Mod. Rational Grand Summary ........ 1.01
Master Network Summary ............. 1.02
RAINFALL DATA * + * * * * * * * * * * + * **
Alb 100yr....... 100yr
I -D -F Table ........................ 2.01
Alb 10yr........ 10yr
I -D -F Table ........................ 2.02
Alb 2yr......... 2yr
I -D -F Table 2.03
TC CALCULATIONS * * * * * * * * * * * * * * * * + *
EXISTING........ Tc Calcs ........................... 3.01
STR. PIPE ROUTED Tc Calcs ........................... 3.03
rte * * + * * * * * * * * * + * +* POND VOLUMES * + + * rr *t * * * + * * * * *t
ON -SITE BASIN... Vol: Elev -Area ..................... 4.01
POND ROUTING * + + * * * * * * * * + * * + * * *+
CONTROL DEVICE.. 2yr
Diverted Hydrograph ................ 5.01
Table of Contents
Table of Contents (continued)
CONTROL DEVICE.. 10yr
ii
Diverted Hydrograph ................ 5.02
CONTROL DEVICE.. 100yr
Diverted Hydrograph ................ 5.03
ON -SITE BASIN... Pond Infiltration Calcs ............ 5.04
RATIONAL METHOD CALCS * * * * * * * * * * * * * * * * * **
EX. MOD.RATIONAL C and Area ......................... 6.01
MOD.RATIONAL.... 2yr
Mod. Rational Graph ................ 6.02
Mod. Rational Storm Calcs .......... 6.03
MOD.RATIONAL.... 10yr
Mod. Rational Graph ................ 6.04
Mod. Rational Storm Calcs .......... 6.05
MOD.RATIONAL.... 100yr
Mod. Rational Graph ................ 6.06
Mod. Rational Storm Calcs .......... 6.07
PROP. RATIONAL.. C and Area ......................... 6.08
Type.... Mod. Rational Grand Summary Page 1.01
Name.... Watershed
File.... D: \COXWOOLLEYBU \UNIVERSITY VILLAGE \POND \,BASIN.PPW
MODIFIED RATIONAL METHOD
Grand Summary For All Storm Frequencies - - --
Q = CiA *Units Conversion;Where Conversion = 43560 / (12 3600)
Area =1.597 acres Tc 6.22 min
VOLUMES
Freq. Adjusted Duration I Qpeak Allowable Inflow Storage
years 'C'min in /hr cfs cfs cu.ft cu.ft
100 .619 17.00 5.7200 5.70 5.67 5812 1863
10 .619 16.00 4.4000 4.38 4.32 4208 1331
2 .619 14.00 3.5400 3.53 3.35 2962 930
Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... D: \COKWOOLLEYBU \UNI`JERSITY VILLAGE \POND
MASTER DESIGN STORM SUMMARY
Default Network Design Storm File, ID ALBEMARL.IDQ IDF Storms 10
Max
Rainfall
17.00 3.79
Return Event Type IDF File IDF ID
100yr I -D -F Table STORMS Alb 100yr
10yr I -D -F Table STORMS Alb 10yr
2vr I -D -F Table STORMS Alb 2yr
END SECTION
MASTER NETWORK SUMMARY
3920
END SECTION
Modified Rational Method Network
2323
END SECTION
Node= Outfall; +Node Diversion;)
1085
Trun= HYG Truncation: Blank =None;L =Left; R =Rt; LR= Left &Rt)
Max
5.43
17.00 3.79
17.00 2.07
Return HYG Vol
Pond Storage
4.38
6.22 3.53
Node ID Type Event cu.ft Trun
cu.ft
END SECTION JCT 100 3920
END SECTION JCT 10 2323
END SECTION JCT 2 1085
MOD.RATIONAL AREA 100 5806
MOD.RATIONAL AREA 10 4203
MOD.RATIONAL AREA 2 2958
ON -SITE BASININ POND 100 5796
ON -SITE BASININ POND 10 4196
ON -SITE BASININ POND 2 2953
ON -SITE BASINOUT POND 100 3920
2841
ON -SITE BASINOUT POND 10 2323
2608
ON -SITE BASINOUT POND 2 1085
2331
Qpeak Qpeak Max WSEL
min cfs ft
17.00 5.43
17.00 3.79
17.00 2.07
6.22 5.70
6.22 4.38
6.22 3.53
7.00 5.70
7.00 4.38
7.00 3.53
17.00 5.43 645.45
17.00 3.79 645.36
17.00 2.07 645.24
Type.... I -D -F Table
Name.... Alb 100yr Tag: 100yr
File.... C:\ PROGRAM\ HAESTAD \PPKW \RAINFALL',STOP.MS.IDF
Storm... Alb 100yr Tag: 100yr
Rainfall - Intensity- Duration Curve
Time, min Intens., in /hr
5.00 8.8000
10.00 7.0000
15.00 6.0000
20.00 5.3000
25.00 4.8000
30.00 4.4000
35.00 4.1000
40.00 3.8000
45.00 3.6000
50.00 3.4000
55.00 3.3000
60.00 3.1000
Page 2.01
Event: 100 yr
Type.— I -D -F Table
Name.... Alb 10yr Tag: 10yr
File.... C: \PROGRA- 1 \HAESTAD \PPKW \RAINFALL \STORMS.IDF
Storm... Alb 10yr Tag: 10yr
Rainfall - Intensity- Duration Curve
Time, min Intens., in /hr
5.00 6.7000
10.00 5.4000
15.00 4.5000
20.00 4.0000
25.00 3.5000
30.00 3.2000
35.00 2.9000
40.00 2.7000
45.00 2.5000
50.00 2.4000
55.00 2.2000
60.00 2.1000
Page 2.02
Event: 10 yr
Type.... I -D -F Table
Name.... Alb 2yr Tag: 2yr
File.... C: \PROGRA-- 1 \HAESTAD \PPKW \RAINFALL \STORMS.IDF
Storm... Alb 2yr Tag: 2yr
Rainfall- Intensity- Duration Curve
Time, min Intens., in /hr
5.00 5.2000
10.00 4.1000
15.00 3.4000
20.00 3.0000
25.00 2.6000
30.00 2.4000
35.00 2.1000
40.00 2.0000
45.00 1.8000
50.00 1.7000
55.00 1.6000
60.00 1.4000
Page 2.03
Event: 2 yr
Type.... Tc Calcs Page 3.01
Name.... EXISTING
File.... D: \COXWOOLLEYBU \UPdIVERSITY VILLAGE \POND \BASIN.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #l: Tc: User Defined
Description: Minimum
Segment #1 Time: 5.00 min
Total Tc: 5.00 min
Type.... Tc Calcs Page 3.03
Name.... STR. PIPE ROUTED
File.... D: \COXWOOLLEYBU \UNIVERSITY VILLAGE`,PONDBASIN.PPW
Title... Pipe
TIME OF CONCENTRATION CALCULATOR
Pipe
Segment #l: Tc: User Defined
Description: Piped
Segment #1 Time: 6.22 min
Total Tc: 6.22 min
Type.... Vol: Elev -Area Page 4.01
Name.... ON -SITE BASIN
File.... D: \COXwOOLLEYBU \UNIVERSITY VILLAGE \POND \BASIN.PPw
Elevation Planimeter Area Al +A2 +sgr(A1 *A2)Volume Volume Sum
ft)sq.in) (sq.ft)sq.ft)cu.ft)cu.ft)
644.00 1467 0 0 0
645.00 2169 5420 1807 1807
646.00 2684 7266 2422 4229
POND VOLUME EQUATIONS
Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2 -ELl) * (Areal + Area2 + sq.rt.(Areal *Areal))
where: ELl, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELl, EL2, respectively
Volume = Incremental volume between ELl and EL2
Type.... Diverted Hydrograph Page 5.01
Name.... CONTROL DE`,IICE Event: 2 yr
File.... D: \COXWOOLLEYBU \UNIVERSITY VILLAGE \POND'
Storm... Alb 2yr Tag: 2yr
DIVERTED HYDROGRAPH...
HYG file =
HYG ID = CONTROL DEVICE
HYG Tag = 2yr
Peak Discharge = 2.07 cfs
Time to Peak = 17.00 min
HYG Volume = 1085 cu.ft
HYDROGRAPH ORDINATES cfs)
Time Output Time increment 1.00 min
min Time on left represents time for first value in eacq row.
11.00 00 14 66 1.34 1.82
16.00 2.07 2.07 1.91 1.62 1.32
21.00 99 75 56 48 40
26.00 34 29 24 21 17
31.00 14 12 10 08 07
36.00 05 04 03 02 02
41.00 01 01 00 00
3
2
0
1
Hydre ph
ON -SITE YKSIN 2yr
Plotted Curves
CONTROL DEVICE 2yr
ON -SITE BASIN IN 2yr
Time (min)
0
0 10 20 30 40
Plotted Curves
CONTROL DEVICE 2yr
ON -SITE BASIN IN 2yr
Time (min)
0
0 10
Type.... Diverted Hydrograph
Name.... CONTROL DEVICE
File.... D: \COXWOOLLEYBU \UNIVERSITY VILLAGE'
Storm... P_lb 1017r Tag: 10yr
Time
min
10.00
15.00
20.00
25.00
30.00
35.00
40.00
45.00
DIVERTED HYDROGRAPH...
HYG file =
HYG ID = CONTROL DEVICE
HYG Tag = 10yr
Peak Discharge = 3.79 cfs
Time to Peak = 17.00 min
HYG Volume = 2323 cu.ft
Page 5.02
Event: 10 r
HYDROGRAPH ORDINATES cfs)
Output Time increment 1.00 min
Time on left represents time for first value in each row.
00 63 1.54 2.36 2.95
3.42 3.71 3.79 3.63 3.28
2.83 2.34 1.79 1.32 99
74 56 48 40 34
29 24 21 17 14
12 10 08 07 05
04 03 02 02 01
01 00
4
3
U
6 2
1
0
Hydro, ph
ON -SITE BASIN 10yr
10 20 30 40
Time (min)
Plotted Curves
CONTROL DEVICE 10yr
ON -SITE BASIN IN 10yr
Type.... Diverted Hydrograph Page 5.03
Name. . . . CONTROL DEVICE E 100 - ,r
File.... D: \COX:7OOLLEY13U \UIDIIVERSITY VILLAGE \POND\
Storm... Alb 100yr Tag: 100yr
DIVERTED HYDROGRAPH...
HYG file =
HYG ID = CONTROL DEVICE
HYG Tag = 100yr
Peak Discharge = 5.43 cfs
Time to Peak = 17.00 min
HYG Volume = 3920 cu.ft
HYDROGRAPH ORDINATES cfs)
Time Output Time increment 1.00 min
min Time on left represents time for first value in each row.
8.00 00 46 1.67 2.85 3.79
13.00 4.41 4.86 5.16 5.34 5.43
18.00 5.32 4.95 4.39 3.75 3.01
23.00 2.30 1.61 1.21 91 68
28.00 53 45 38 33 28
33.00 23 19 16 14 11
38.00 09 08 06 05 04
43.00 03 02 01 01 00
48.00 00
5
4
in
3
0
LL
2
1
0
Hydroc h
ON -SITE BASH 100yr
1
10 20 30 40
Time (min)
Plotted Curves
CONTROL DEVICE 100yr
ON -SITE BASIN IN 100yr
10 20 30 40
Time (min)
Plotted Curves
CONTROL DEVICE 100yr
ON -SITE BASIN IN 100yr
Type.... Pond Infiltration Calcs
Name.... ON -SITE BASIN
File.... D: \COXWOOLLEYBU \UNIVERSITY VILLAGE` \BASIN.PPW
INFILTRATION RATING TABLE CALCULATIONS
Infilt.(cfs) _ (.5000 (in /hr) * Area) * Ku
Where: Ku = units conversion factor
W.S.Elev
ft
No storage at this elevation...
644.00
644.10
644.20
644.30
644.40
644.50
644.60
644.70
644.80
644.90
645.00
645.10
645.20
645.30
645.40
645.50
645.60
645.70
645.80
645.90
646.00
Total Area Infilt.
sq.ft cfs
infiltration set to zero.
1467 00
1531 02
1596 02
1663 02
1731 02
1801 02
1872 02
1944 02
2018 02
2093 02
2169 03
2218 03
2268 03
2318 03
2368 03
2420 03
2471 03
2524 03
2577 03
2630 03
2684 03
Page 5.04
Type.... C and Area Page 6.01
Name.... EX. MOD.RATIONAL
File.... D: \COXWOOLLEYBU \UNIVERSITY VILLAGE \POND \BASIN.PPW
Title... Existing Prepared Site
RATIONAL C COEFFICIENT DATA
Existing Prepared Site
Area C x Area
Soil /Surface Description C acres acres
Previously Graded and Seeded .4000 1.597 .639
WEIGHTED C & TOTAL AREA - - -> .4000 1.597 .639
Type.... Mod. Rational Graph Page 6.02
Name.... MOD.RATIONAL Tag: 2yr Event: 2 yr
File.... D:\COXWOOLLEYBU \UNIVERSIT's VILLAGEPOND'BASIN.PPW
Storm... Alb 2yr Tag: 2yr
MODIFIED RATIONAL METHOD
Graphical Summary for Maximum Required Storage - - --
Method I
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 2 yr Allowable Outflow: 3.35 cfs
C' Adjustment: 1.000 1 Required Storage: 930 cu.ft
Peak Inflow: 3.53 cfs
HYG File: 2yr
Q Td = 14.00 min Return Freq: 2 yr
Approx. Duration for Max. Storage / C adj.factor:1.000
Tc= 6.22 min
I = 4.9316 in /hr Area = 1.597 acres
Q = 4.91 cfs Weighted C = .619
Adjusted C = .619
Required Storage
930 cu.ft Td= 14.00 min
I = 3.5400 in /hr
x x x x x x_ xJx x x x x x x x x x x Q= 3.53 cfs
X x
o Q = 3.35 cfs
x o Ix (Allow.Outflow)
x o
x o NOT TO SCALE x
xo ------ - - - - --
o x
14.31 min T
Type.... Mod. Rational Storm Calcs Page 6.03
Name.... MOD.RATIONAL Tag: 2yr Event: 2 yr
File.... D:COXWOOLLEYBO UNIVERSITY VILLAGE \POND \BASIN.PPW
Storm... Alb 2yr Tag: 2yr
MODIFIED RATIONAL METHOD
Summary for Single Storm Frequency - - --
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 2 yr - C' Adjustment = 1.00OAllowable Q = 3.35 cfs
Hydrograph Storm Duration, Td = 14.00 min To = 6.22 min
Hydrograph File: 2yr
VOLUMES
Wtd. Adjusted Duration Intens. Area Qpeak Inflow Storage
C' C' min in /hr acres cfs cu.ft cu.ft
619 .619 6.22 4.9316 1.597 4.91 1833 583
619 .619 10.00 4.1000 1.597 4.08 2450 821
Storage Maximum
619 .619 14.00 3.5400 1.597 3.53 2962 930
619 .619 15.00 3.4000 1.597 3.39 3048 916
619 .619 20.00 3.0000 1.597 2.99 Qpeak < Qallow
Type.... Mod. Rational Graph Page 6.04
Name.... MOD.RATIONAL Tag: 10yr Event: 10 yr
File.... D: \COXWOOLLEYBU`,UNIVERSITY VILLAGE \POND \BASIN.PPW
Storm... Alb 10yr Tag: 10yr
MODIFIED RATIONAL METHOD
Graphical Summary for Maximum Required Storage - - --
Method I
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 10 yr Allowable Outflow: 4.32 cfs
C' Adjustment: 1.000 Required Storage: 1331 cu.ft
Peak Inflow: 4.38 cfs
HYG File: 10yr
Q Td = 16.00 min I Return Freq: 10 yr
Approx. Duration for Max_. Storage - - - - - -/ C adj.factor:1.000
Tc= 6.22 min
I = 6.3828 in /hr Area = 1.597 acres
Q = 6.36 cfs Weighted C = .619
Adjusted C = .619
Required Storage
1331 cu.ft Td= 16.00 min
I = 4.4000 in /hr
x x x x, x x xJx x x x x x x x x x x Q= 4.38 cfs
x x
o Q = 4.32 cfs
x o Ix (Allow.Outflow)
1. o
o NOT TO SCALE x
x o
0 1_
I ------------
16.10 min T
Type.... Mod. Rational Storm Calcs Page 6.05
Name.... MOD.RATIONAL Tag: 10yr Event: 10 yr
File.... D O COXWOOLLEYBU =IVERSITY VILLAGE \POND`,BASIN.PPW
Storm... Alb 10yr Tag: 10yr
MODIFIED RATIONAL METHOD
Summary for Single Storm Frequency - - --
Q = CiA *Units Conversion;Where Conversion =43560 / (12 3600)
RETURN FREQUENCY:10 yr C' Adjustment = I.000A1lowable Q = 4.32 cfs
Hydrograph Storm Duration,Td = 16.00 min Tc = 6.22 min
Hydrograph File:10yr
VOLUMES
Wtd. Adjusted Duration Intens.Area Qpeak Inflow Storage
C' 'C'min in /hr acres cfs cu.ft cu.ft
619 .619 6.22 6.3828 1.597 6.36 2373 762
619 .619 10.00 5.4000 1.597 5.38 3227 1128
619 .619 15.00 4.5000 1.597 4.48 4034 1287
Storage Maximum
619 .619 16.00 4.4000 1.597 4.38 4208 1331
619 .619 20.00 4.0000 1.597 3.98 1 Qpeak < Qallow
Type.... Mod. Rational Graph Page 6.06
Name.... MOD. RATIONAL Tag: 100yr Event: 100 yr
File.... D: \UNIVERSITY VILLAGE \POND \ BAS IN.PPW
Storm... Alb 100yr Tag: 100yr
MODIFIED RATIONAL METHOD
Graphical Summary for Maximum Required Storage - - --
Method I
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 100 yr Allowable Outflow: 5.67 cfs
C' Adjustment: 1.000 Required Storage: 1863 cu.ft
Peak Inflow: 5.70 cfs
HYG File: 100yr
Q Td = 17.00 min Return Freq: 100 yr
Approx. Duration for Max. Storage - - - - - -/ C adj.factor :1.000
Tc= 6.22 min
I = 8.3608 in /hr Area = 1.597 acres
Q = 8.33 cfs Weighted C = .619
Adjusted C = .619
Required Storage
1863 cu.ft Td= 17.00 min
I 5.7200 in /hr
x x x x x Y_ x I x x x x x x x x x x x Q= 5.70 cfs
X X
O Q = 5.67 cfs
1_ o Ix (Allow.Outflow)
O
x O NOT TO SCALE :.
x O ------------
O s_
17.03 min T
Type.... Mod. Rational Storm Calcs Page 6.07
Name.... MOD.RATIONAL Tag: 100yr Event: 100 yr
File.... D: \COXWOOLLEYBU \UNIVERSITY VILLAGE \POND \BASIN.PPW
Storm... Alb 100yr Tag: 100yr
MODIFIED RATIONAL METHOD
Summary for Single Storm Frequency - - --
Q = CiA * Units Conversion;Where Conversion =43560 / (12 *3600)
RETURN FREQUENCY:100 yr C' Adjustment = 1.000Allowable Q = 5.67 cfs
Hydrograph Storm Duration,Td = 17.00 min Tc = 6.22 min
Hydrograph File:100yr
VOLUMES
Wtd. Adjusted Duration Intens.Area Qpeak Inflow Storage
C' 'C'min in /hr acres cfs cu.ft cu.ft
619 .619 6.22 8.3608 1.597 8.33 3108 993
619 .619 10.00 7.0000 1.597 6.97 4184 1426
619 .619 15.00 6.0000 1.597 5.98 5379 1771
Storage Maximum
619 .619 17.00 5.7200 1.597 5.70 5812 1863
619 .619 20.00 5.3000 1.597 5.28 1 Qpeak < Qallow
Type.... C and Area Page 6.08
Name.... PROP. RATIONAL
File.... D: \COXWOOLLEYBU \UNIVERSITY VILLAGE \POND \BASIN.PPW
Title... Proposed Conditions
RATIONAL C COEFFICIENT DATA
Proposed Conditions
Area C x Area
Soil /Surface Description C acres acres
Drop Inlet 2 7500 132 099
Drop Inlet 3 6100 830 506
Drop Inlet 4 8400 076 064
Drop Inlet 5 4500 044 020
Drop Inlet 6 7000 310 217
Surface Drainage 4000 205 082
WEIGHTED C & TOTAL AREA - - ->6186 1.597 988
Appendix_ A
Index: of Starting Page Numbers for ID Names
A - - - --
Alb 100yr 100yr... 2.01
Alb 10yr 10yr... 2.02
Alb 2yr 2yr... 2.03, 5.01, 5.02,
5.03
E - - - --
EX. MOD.RATIONAL... 6.01
EXISTING... 3.01, 6.02, 6.03, 6.04,
6.05, 6.06, 6.07
O - - - --
ON -SITE BASIN... 4.01, 5.04
P - - - --
PROP. RATIONAL... 6.08
S - - - --
STR. PIPE ROUTED... 3.03
A -1
W -----
Watershed ... 1.01, 1.02
DIVISION 2 — Storm Pipe Calculations
The Cox Companp Universitl' Villa,e
03 -140 1 , 114or 111
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TMP 06082-08 0 DO (2t)1
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User Name: Administrator Date: 11 -29
Project: University Villa Time: 15:29:53
Network: 01 - Page: 1
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 52.94 ft
Plan Length 54.92 ft
Pipe Type Circular
Pipe Dimensions 15.00 in
Pipe Manning's "n"0.013
Pipe Capacity at Invert Slope 10.87 cfs
Invert Elevation Downstream 653.00 ft
Invert Elevation Upstream 654.50 ft
Invert Slope 2.83%
Invert Slope (Plan Length)2.73%
Rim Elevation Downstream 654.50 ft
Rim Elevation Upstream 671.40 ft
Natural Ground Slope 31.92%
Crown Elevation Downstream 654.25 ft
Crown Elevation Upstream 655.75 ft
FLOW INFORMATION--- -
Catchment Area 0.13 ac
Runoff Coefficient 0.750
Inlet Time 5.00 min
Inlet Intensity 6.70 in /hr
Inlet Rational Flow 0.67 cfs
Inlet Input Flow 0.00 cfs
Inlet Hydrograph Flow 0.00 cfs
Total Area 1.17 ac
Weighted Coefficient 0.773
Total Time of Concentration 5.48 min
Total Intensity 6.54 in /hr
Total Rational Flow 5.98 cfs
Total Flow 5.98 cfs
Uniform Capacity 10.87 cfs
Skipped flow 0.00 cfs
Infiltration =0.00 gpd
HYDRAULIC INFORMATION---
HGL Elevation Downstream 653.66 ft
HGL Elevation Upstream 655.16 ft
HGL Slope 2.83%
EGL Elevation Downstream 654.94 ft
User Name: Administrator Date: 11-29 -
Project: University Villa Time: 15:29:53
Network: 01 - Page: 2
Storm Sewers Detail Report
EGL Elevation Upstream 656.44 ft
EGL Slope 2.83 %
Critical Depth 11.86 in
Depth Downstream 7.94 in
Depth Upstream 7.94 in
Velocity Downstream 9.07 ft /s
Velocity Upstream 9.07 ft /s
Uniform Velocity Downstream 0.00 ft /s
Uniform Velocity Upstream 9.07 ft /s
Area Downstream 0.66 ft ^2
Area Upstream 0.66 ft ^2
Kj (J LC)0.50
Calculated Junction Loss 9.285 ft
INLET INFORMATION--- -
Downstream Inlet Outfall
Inlet Description None>
Inlet Type =Undefined
Computation Case Sag
Longitudinal Slope 0.00 ft /ft
Mannings n -value 0.000
Pavement Cross -Slope 0.00 ft /ft
Gutter Cross -Slope 0.00 ft/ft
Gutter Local Depression 0.00 in
Gutter Width v.vv ft
Ponding Width 0.00 ft
Intercept Efficiency
Flow from Catchment 0.67 cfs
Carryover from previous inlet 0.00 cfs
Total Flow to Current Inlet 0.67 cfs
Flow Intercepted by Current Inlet 0.67 cfs
Bypassed Flow 0.00 cfs
Pavement Flow 0.00 cfs
Gutter Flow 0.00 cfs
Depth at Curb 0.00 in
Depth at Pavement /Gutter Joint 0.00 in
Pavement Spread 0.00 ft
Total Spread 0.00 ft
Gutter Velocity 0.00 ft /s
Curb Efficiency
Grate Efficiency
Slot Efficiency
Total Efficiency 100.00 %
PIPE DESCRIPTION: Pipe 2
RAINFALL INFORMATION--- -
Return Period = 10 Year
Rainfall File = Albemarle 05
User Name: Administrator Date: 11 -29
Project: University Villa Time: 15:29:53
Network: 01 - Page: 3
Storm Sewers Detail Report
PIPE INFORMATION--- -
Current Pipe Pipe 2
Downstream Pipe Pipe 1
Pipe Material RCP
Pipe Length 132.89 ft
Plan Length 136.80 ft
Pipe Type Circular
Pipe Dimensions 15.00 in
Pipe Manning's "n"0.013
Pipe Capacity at Invert Slope 12.52 cfs
Invert Elevation Downstream 664.00 ft
Invert Elevation Upstream 669.00 ft
Invert Slope 3.77%
Invert Slope (Plan Length)3.66%
Rim Elevation Downstream 671.40 ft
Rim Elevation Upstream 673.00 ft
Natural Ground Slope 1.20%
Crown Elevation Downstream 665.25 ft
Crown Elevation Upstream 670.25 ft
FLOW INFORMATION--- -
Catchment Area 0.61 ac
Runoff Coefficient 0.830
Inlet Time 5.00 min
Inlet Intensity 6.70 in /hr
Inlet Rational Flow 3.42 cfs
Inlet Input Flow 0.00 cfs
Inlet Hydrograph Flow 0.00 cfs
Total Area 0.61 ac
Weighted Coefficient 0.830
Total Time of Concentration 5.00 min
Total Intensity 6.70 in /hr
Total Rational Flow 3.42 cfs
Total Flow 3.42 cfs
Uniform Capacity 12.52 cfs
Skipped flow 0.00 cfs
Infiltration 0.00 gpd
HYDRAULIC INFORMATION---
HGL Elevation Downstream 664.45 ft
HGL Elevation Upstream 670.03 ft
HGL Slope 4.21 %
EGL Elevation Downstream 665.62 ft
EGL Elevation Upstream 671.21 ft
EGL Slope 4.21
Critical Depth 8.96 in
Depth Downstream 5.36 in
User Name: Administrator Date:11-29 -
Project: University Villa Time: 15:29:53
DI 2
Network: 01 - Page: 4
None>
Storm Sewers Detail Report
Undefined
Depth Upstream 5.36 in
Velocity Downstream 8.70 ft /s
Velocity Upstream 8.70 ft /s
Uniform Velocity Downstream 8.70 ft /s
Uniform Velocity Upstream 0.00 ft /s
Area Downstream 0.39 ft ^2
Area Upstream 0.39 ft/
Kj (J LC) =0.50
Calculated Junction Loss NA
INLET INFORMATION--- -
Downstream Inlet DI 2
Inlet Description None>
Inlet Type =Undefined
Computation Case Sag
Longitudinal Slope 0.00 ft /ft
Mannings n -value 0.000
Pavement Cross -Slope 0.00 ft /ft
Gutter Cross -Slope 0.00 ft /ft
Gutter Local Depression 0.00 in
Gutter Width 0.00 ft
Ponding Width 0.00 ft
Intercept Efficiency
Flow from Catchment 3.42 cfs
Carryover from previous inlet 0.00 cfs
Total Flow to Current Inlet 3.42 cfs
Flow Intercepted by Current Inlet 3.42 cfs
Bypassed Flow 0.00 cfs
Pavement Flow 0.00 cfs
Gutter Flow 0.00 cfs
Depth at Curb 0.00 in
Depth at Pavement /Gutter Joint 0.00 in
Pavement Spread 0.00 ft
Total Spread 0.00 ft
Gutter Velocity 0.00 ft/s
Curb Efficiency
Grate Efficiency
Slot Efficiency
Total Efficiency 100.00 %
PIPE DESCRIPTION: Pipe 3
RAINFALL INFORMATION--- -
Return Period = 10 Year
Rainfall File = Albemarle 05
PIPE INFORMATION--- -
Current Pipe = Pipe 3
Downstream Pipe = Pipe 1
User Name: Administrator Date:11 -29
Project: University Villa Time: 15:29:53
0.08 ac
Network: 01 - Page: 5
0.840
Storm Sewers Detail Report
5.00 min
Pipe Material RCP
Pipe Length 95.36 ft
Plan Length 99.35 ft
Pipe Type Circular
Pipe Dimensions 15.00 in
Pipe Manning's "n"0.013
Pipe Capacity at Invert Slope 6.87 cfs
Invert Elevation Downstream 661.20 ft
Invert Elevation Upstream 662.28 ft
Invert Slope 1.13%
Invert Slope (Plan Length)1.09%
Rim Elevation Downstream 671.40 ft
Rim Elevation Upstream 670.68 ft
Natural Ground Slope 0.76%
Crown Elevation Downstream 662.45 ft
Crown Elevation Upstream 663.53 ft
FLOW INFORMATION--- -
Catchment Area 0.08 ac
Runoff Coefficient 0.840
Inlet Time 5.00 min
Inlet Intensity 6.70 in /hr
Inlet Rational Flow 0.43 cfs
Inlet Input Flow 0.00 cfs
Inlet Hydrograph Flow 0.00 cfs
Total Area 0.43 ac
Weighted Coefficient 0.699
Total Time of Concentration 5.14 min
Total Intensity 6.66 in /hr
Total Rational Flow 2.02 cfs
Total Flow 2.02 cfs
Uniform Capacity 6.87 cfs
Skipped flow 0.00 cfs
Infiltration 0.00 gpd
HYDRAULIC INFORMATION---
HGL Elevation Downstream 661.66 ft
HGL Elevation Upstream 662.74 ft
HGL Slope 1.13 %
EGL Elevation Downstream 662.03 ft
EGL Elevation Upstream 663.11 ft
EGL Slope 1.13 %
Critical Depth 6.79 in
Depth Downstream 5.57 in
Depth Upstream 5.57 in
Velocity Downstream 4.87 ft /s
Velocity Upstream 4.87 ft /s
Uniform Velocity Downstream 5.60 ft /s
User Name: Administrator Date: 11-29 -
Project: University Villa Time: 15:29:53
Network: 01 - Page: 6
Storm Sewers Detail Report
Uniform Velocity Upstream 4.87 ft /s
Area Downstream 0.41 ft ^2
Area Upstream 0.41 ft 12
Kj (J LC)0.50
Calculated Junction Loss 0.014 ft
INLET INFORMATION--- -
Downstream Inlet DI 2
Inlet Description None>
Inlet Type =Undefined
Computation Case Sag
Longitudinal Slope 0.00 ft /ft
Mannings n -value 0.000
Pavement Cross -Slope 0.00 ft /ft
Gutter Cross -Slope 0.00 ft /ft
Gutter Local Depression 0.00 in
Gutter Width 0.00 ft
Ponding Width 0.00 ft
Intercept Efficiency
Flow from Catchment 0.43 cfs
Carryover from previous inlet 0.00 cfs
Total Flow to Current Inlet 0.43 cfs
Flow Intercepted by Current Inlet 0.43 cfs
Bypassed Flow 0.00 cfs
Pavement Flow 0.00 cfs
Gutter Flow 0.00 cfs
Depth at Curb 0.00 in
Depth at Pavement /Gutter Joint 0.00 in
Pavement Spread 0.00 ft
Total Spread 0.00 ft
Gutter Velocity 0.00 ft /s
Curb Efficiency
Grate Efficiency
Slot Efficiency
Total Efficiency 100.00 %
PIPE DESCRIPTION: Pipe 4
RAINFALL INFORMATION--- -
Return Period = 10 Year
Rainfall File = Albemarle 05
PIPE INFORMATION--- -
Current Pipe Pipe 4
Downstream Pipe Pipe 3
Pipe Material RCP
Pipe Length 24.01 ft
Plan Length 27.98 ft
Pipe Type Circular
User Name: Administrator Date: 11-29 -
Project: University Villa Time: 15:29:53
Network: 01 - Page: 7
Storm Sewers Detail Report
Pipe Dimensions 15.00 in
Pipe Manning's "n"0.013
Pipe Capacity at Invert Slope 14.73 cfs
Invert Elevation Downstream 662.48 ft
Invert Elevation Upstream 663.73 ft
Invert Slope 5.21 %
Invert Slope (Plan Length)4.47%
Rim Elevation Downstream 670.68 ft
Rim Elevation Upstream 670.73 ft
Natural Ground Slope 0.21 %
Crown Elevation Downstream 663.73 ft
Crown Elevation Upstream 664.98 ft
FLOW INFORMATION--- -
Catchment Area 0.04 ac
Runoff Coefficient 0.450
Inlet Time 5.00 min
Inlet Intensity 6.70 in /hr
Inlet Rational Flow 0.13 cfs
Inlet Input Flow 0.00 cfs
Inlet Hydrograph Flow 0.00 cfs
Total Area 0.35 ac
Weighted Coefficient 0.669
Total Time of Concentration 5.08 min
Total Intensity 6.68 in /hr
Total Rational Flow 1.59 cfs
Total Flow 1.59 cfs
Uniform Capacity 14.73 cfs
Skipped flow 0.00 cfs
Infiltration 0.00 gpd
HYDRAULIC INFORMATION---
HGL Elevation Downstream 662.76 ft
HGL Elevation Upstream 664.01 ft
HGL Slope 5.21 %
EGL Elevation Downstream 663.72 ft
EGL Elevation Upstream 664.97 ft
EGL Slope 5.21 %
Critical Depth 6.01 in
Depth Downstream 3.33 in
Depth Upstream 3.33 in
Velocity Downstream 7.86 ft /s
Velocity Upstream 7.86 ft /s
Uniform Velocity Downstream 7.86 ft /s
Uniform Velocity Upstream 7.86 ft /s
Area Downstream 0.20 ft ^2
Area Upstream 0.20 ft ^2
Kj (JLC) =0.50
User Name: Administrator Date: 11-29 -
Project: University Villa Time: 15:29:53
Network: 01 - Page: 8
Storm Sewers Detail Report
Calculated Junction Loss = 0.051 ft
INLET INFORMATION--- -
Downstream Inlet DI 4
Inlet Description None>
Inlet Type =Undefined
Computation Case Sag
Longitudinal Slope 0.00 ft /ft
Mannings n -value 0.000
Pavement Cross -Slope 0.00 ft /ft
Gutter Cross -Slope 0.00 ft /ft
Gutter Local Depression 0.00 in
Gutter Width 0.00 ft
Ponding Width 0.00 ft
Intercept Efficiency
Flow from Catchment 0.13 cfs
Carryover from previous inlet 0.00 cfs
Total Flow to Current Inlet 0.13 cfs
Flow Intercepted by Current Inlet 0.13 cfs
Bypassed Flow 0.00 cfs
Pavement Flow 0.00 cfs
Gutter Flow 0.00 cfs
Depth at Curb 0.00 in
Depth at Pavement /Gutter Joint 0.00 in
Pavement Spread 0.00 ft
Total Spread 0.00 ft
Gutter Velocity 0.00 ft /s
Curb Efficiency
Grate Efficiency
Slot Efficiency
Total Efficiency 100.00 %
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 43.09 ft
Plan Length 46.89 ft
Pipe Type Circular
Pipe Dimensions 15.00 in
Pipe Manning's "n"0.013
Pipe Capacity at Invert Slope 20.09 cfs
Invert Elevation Downstream 663.83 ft
User Name: Administrator Date:11-29 -
Project: University Villa Time: 15:29:53
0.31 ac
Network: 01 - Page: 9
0.700
Storm Sewers Detail Report
5.00 min
Invert Elevation Upstream 668.00 ft
Invert Slope 9.72%
Invert Slope (Plan Length)8.89%
Rim Elevation Downstream 670.73 ft
Rim Elevation Upstream 672.00 ft
Natural Ground Slope 2.95%
Crown Elevation Downstream 665.08 ft
Crown Elevation Upstream 669.25 ft
FLOW INFORMATION--- -
Catchment Area 0.31 ac
Runoff Coefficient 0.700
Inlet Time 5.00 min
Inlet Intensity 6.70 in /hr
Inlet Rational Flow 1.47 cfs
Inlet Input Flow 0.00 cfs
Inlet Hydrograph Flow 0.00 cfs
Total Area 0.31 ac
Weighted Coefficient 0.700
Total Time of Concentration 5.00 min
Total Intensity 6.70 in /hr
Total Rational Flow 1.47 cfs
Total Flow 1.47 cfs
Uniform Capacity 20.09 cfs
Skipped flow 0.00 cfs
Infiltration 0.00 gpd
HYDRAULIC INFORMATION---
HGL Elevation Downstream 664.06 ft
HGL Elevation Upstream 668.94 ft
HGL Slope 11.38 %
EGL Elevation Downstream 665.48 ft
EGL Elevation Upstream 670.36 ft
EGL Slope 11.38 %
Critical Depth 5.75 in
Depth Downstream 2.74 in
Depth Upstream 2.74 in
Velocity Downstream 9.55 ft /s
Velocity Upstream 9.55 ft /s
Uniform Velocity Downstream 9.55 ft /s
Uniform Velocity Upstream 0.00 ft /s
Area Downstream 0.15 ft 12
Area Upstream 0.15 ft 12
Kj (JLC) =0.50
Calculated Junction Loss NA
INLET INFORMATION--- -
Downstream Inlet = DI 5
User Name: Administrator Date: 11 -29
Project: University Villa Time: 15:29:53 -
Network: 01 - Page: 10
Storm Sewers Detail Report
Inlet Description None>
Inlet Type =Undefined
Computation Case Sag
Longitudinal Slope 0.00 ft /ft
Mannings n -value 0.000
Pavement Cross -Slope 0.00 ft /ft
Gutter Cross -Slope 0.00 ft /ft
Gutter Local Depression 0.00 in
Gutter Width 0.00 ft
Ponding Width 0.00 ft
Intercept Efficiency
Flow from Catchment 1.47 cfs
Carryover from previous inlet 0.00 cfs
Total Flow to Current Inlet 1.47 cfs
Flow Intercepted by Current Inlet 1.47 cfs
Bypassed Flow 0.00 cfs
Pavement Flow 0.00 cfs
Gutter Flow 0.00 cfs
Depth at Curb 0.00 in
Depth at Pavement /Gutter Joint 0.00 in
Pavement Spread 0.00 ft
Total Spread 0.00 ft
Gutter Velocity 0.00 ft /s
Curb Efficiency
Grate Efficiency
Slot Efficiency
Total Efficiency 100.00 %
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User Name: Administrator Date: 11 -29
Project: University Villa Time: 17:15:27
Network: 02 - Page: 1
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 91.67 ft
Plan Length 93.60 ft
Pipe Type Circular
Pipe Dimensions 15.00 in
Pipe Manning's "n"0.013
Pipe Capacity at Invert Slope 12.97 cfs
Invert Elevation Downstream 650.80 ft
Invert Elevation Upstream 654.50 ft
Invert Slope 4.04%
Invert Slope (Plan Length)3.95%
Rim Elevation Downstream 652.30 ft
Rim Elevation Upstream 665.72 ft
Natural Ground Slope 14.64%
Crown Elevation Downstream 652.05 ft
Crown Elevation Upstream 655.75 ft
FLOW INFORMATION--- -
Catchment Area 0.17 ac
Runoff Coefficient 0.800
Inlet Time 5.00 min
Inlet Intensity 6,70 in /hr
Inlet Rational Flow 0.90 cfs
Inlet Input Flow 0.00 cfs
Inlet Hydrograph Flow 0.00 cfs
Total Area 1.14 ac
Weighted Coefficient 0.606
Total Time of Concentration 6.17 min
Total Intensity 6.32 in /hr
Total Rational Flow 4.41 cfs
Total Flow 4.41 cfs
Uniform Capacity 12.97 cfs
Skipped flow 0.00 cfs
Infiltration 0.00 gpd
HYDRAULIC INFORMATION--- -
HGL Elevation Downstream = 651.30 ft
HGL Elevation Upstream = 655.00 ft
HGL Slope = 4.04 %
EGL Elevation Downstream = 652.73 ft
User Name: Administrator Date: 11 -25
Project: University Villa Time: 17:15:27
Network: 02 - Page: 2
Storm Sewers Detail Report
EGL Elevation Upstream 656.43 ft
EGL Slope 4.04
Critical Depth 10.21 in
Depth Downstream 6.03 in
Depth Upstream 6.03 in
Velocity Downstream 9.57 ft /s
Velocity Upstream 9.57 ft /s
Uniform Velocity Downstream 0.00 ft /s
Uniform Velocity Upstream 9.56 ft /s
Area Downstream 0.46 ft ^2
Area Upstream 0.46 ft ^2
Kj (JLC)0.50
Calculated Junction Loss 4.963 ft
INLET INFORMATION--- -
Downstream Inlet Outfall 7
Inlet Description None>
Inlet Type =Undefined
Computation Case Sag
Longitudinal Slope 0.00 ft /ft
Mannings n -value 0.000
Pavement Cross -Slope 0.00 ft /ft
Gutter Cross -Slope 0.00 ft /ft
Gutter Local Depression 0.00 in
Gutter Width 0.00 ft
Ponding Width 0.00 ft
Intercept Efficiency
Flow from Catchment 0.90 cfs
Carryover from previous inlet 0.00 cfs
Total Flow to Current Inlet 0.90 cfs
Flow Intercepted by Current Inlet 0.90 cfs
Bypassed Flow 0.00 cfs
Pavement Flow 0.00 cfs
Gutter Flow 0.00 cfs
Depth at Curb 0.00 in
Depth at Pavement /Gutter Joint 0.00 in
Pavement Spread 0.00 ft
Total Spread 0.00 ft
Gutter Velocity 0.00 ft /s
Curb Efficiency
Grate Efficiency
Slot Efficiency
Total Efficiency 100.00 %
PIPE DESCRIPTION: Pipe 2
RAINFALL INFORMATION--- -
Return Period = 10 Year
Rainfall File = Albemarle 05
User Name: Administrator Date: 11 -2
Project: University Villa Time: 17:15:27
Network: 02 - Page: 3
Storm Sewers Detail Report
PIPE INFORMATION--- -
Current Pipe Pipe 2
Downstream Pipe Pipe 1
Pipe Material RCP
Pipe Length 145.17 ft
Plan Length 149.13 ft
Pipe Type Circular
Pipe Dimensions 15.00 in
Pipe Manning's "n"0.013
Pipe Capacity at Invert Slope 9.88 cfs
Invert Elevation Downstream 659.60 ft
Invert Elevation Upstream 663.00 ft
Invert Slope 2.34%
Invert Slope (Plan Length)2.28%
Rim Elevation Downstream 665.72 ft
Rim Elevation Upstream 671.10 ft
Natural Ground Slope 3.71 %
Crown Elevation Downstream 660.85 ft
Crown Elevation Upstream 664.25 ft
FLOW INFORMATION--- -
Catchment Area 0.17 ac
Runoff Coefficient 0.900
Inlet Time 5.00 min
Inlet Intensity 6.70 in /hr
Inlet Rational Flow 1.03 cfs
Inlet Input Flow 0.00 cfs
Inlet Hydrograph Flow 0.00 cfs
Total Area 0.29 ac
Weighted Coefficient 0.698
Total Time of Concentration 5.73 min
Total Intensity 6.46 in /hr
Total Rational Flow 1.30 cfs
Total Flow 1.30 cfs
Uniform Capacity 9.88 cfs
Skipped flow 0.00 cfs
Infiltration 0.00 gpd
HYDRAULIC INFORMATION---
HGL Elevation Downstream 659.91 ft
HGL Elevation Upstream 663.31 ft
HGL Slope 2.34 %
EGL Elevation Downstream 660.39 ft
EGL Elevation Upstream 663.79 ft
EGL Slope 2.34 %
Critical Depth =5.40 in
Depth Downstream 3.67 in
User Name: Administrator Date: 11 -H
Project: University Villa Time: 17:15:27
Network: 02 - Page: 4
Storm Sewers Detail Report
Depth Upstream 3.67 in
Velocity Downstream 5.57 ft /s
Velocity Upstream 5.57 ft /s
Uniform Velocity Downstream 6.74 ft /s
Uniform Velocity Upstream 5.57 ft /s
Area Downstream 0.23 ft ^2
Area Upstream 0.23 ft ^2
Kj (J LC)0.50
Calculated Junction Loss 0.215 ft
INLET INFORMATION--- -
Downstream Inlet DI 8 (ex)
Inlet Description None>
Inlet Type =Undefined
Computation Case Sag
Longitudinal Slope 0.00 ft /ft
Mannings n -value 0.000
Pavement Cross -Slope 0.00 ft /ft
Gutter Cross -Slope 0.00 ft /ft
Gutter Local Depression 0.00 in
Gutter Width 0.00 ft
Ponding Width 0.00 ft
Intercept Efficiency
Flow from Catchment 1.03 cfs
Carryover from previous inlet 0.00 cfs
Total Flow to Current Inlet 1.03 cfs
Flow Intercepted by Current Inlet 1.03 cfs
Bypassed Flow 0.00 cfs
Pavement Flow 0.00 cfs
Gutter Flow 0.00 cfs
Depth at Curb 0.00 in
Depth at Pavement /Gutter Joint 0.00 in
Pavement Spread 0.00 ft
Total Spread 0.00 ft
Gutter Velocity 0.00 ft /s
Curb Efficiency
Grate Efficiency
Slot Efficiency
Total Efficiency 100.00 %
PIPE DESCRIPTION: Pipe 3
RAINFALL INFORMATION--- -
Return Period = 10 Year
Rainfall File = Albemarle 05
PIPE INFORMATION--- -
Current Pipe = Pipe 3
Downstream Pipe = Pipe 2
User Name: Administrator Date: 11 -2`;
Project: University Villa Time: 17:15:27
Network: 02 - Page: 5
Storm Sewers Detail Report
Pipe Material RCP
Pipe Length 70.51 ft
Plan Length 74.22 ft
Pipe Type Circular
Pipe Dimensions 15.00 in
Pipe Manning's "n"0.013
Pipe Capacity at Invert Slope 19.45 cfs
Invert Elevation Downstream 663.20 ft
Invert Elevation Upstream 669.60 ft
Invert Slope 9.11 %
Invert Slope (Plan Length)8.62%
Rim Elevation Downstream 671.10 ft
Rim Elevation Upstream 673.60 ft
Natural Ground Slope 3.55%
Crown Elevation Downstream 664.45 ft
Crown Elevation Upstream 670.85 ft
FLOW INFORMATION--- -
Catchment Area 0.12 ac
Runoff Coefficient 0.400
Inlet Time 5.00 min
Inlet Intensity 6.70 in /hr
Inlet Rational Flow 0.31 cfs
Inlet Input Flow 0.00 cfs
Inlet Hydrograph Flow 0.00 cfs
Total Area 0.12 ac
Weighted Coefficient 0.400
Total Time of Concentration 5.00 min
Total Intensity 6.70 in /hr
Total Rational Flow 0.31 cfs
Total Flow 0.31 cfs
Uniform Capacity 19.45 cfs
Skipped flow 0.00 cfs
Infiltration 0.00 gpd
HYDRAULIC INFORMATION---
HGL Elevation Downstream 663.52 ft
HGL Elevation Upstream 669.85 ft
HGL Slope 9.02 %
EGL Elevation Downstream 66155 ft
EGL Elevation Upstream 669.93 ft
EGL Slope 9.09 %
Critical Depth 2.59 in
Depth Downstream 3.85 in
Depth Upstream 2.59 in
Velocity Downstream 1.25 ft /s
Velocity Upstream 2.20 ft /s
Uniform Velocity Downstream 5.87 ft /s
User Name: Administrator Date: 11 -H
Project: University Villa Time: 17:15:27
Network: 02 - Page: 6
Storm Sewers Detail Report
Uniform Velocity Upstream 0.00 ft /s
Area Downstream 0.25 ft 12
Area Upstream 0.14 ft 12
Kj (JLC)0.50
Calculated Junction Loss NA
INLET INFORMATION--- -
Downstream Inlet DI 9
Inlet Description None>
Inlet Type =Undefined
Computation Case Sag
Longitudinal Slope 0.00 ft /ft
Mannings n -value 0.000
Pavement Cross -Slope 0.00 ft /ft
Gutter Cross -Slope 0.00 ft /ft
Gutter Local Depression 0.00 in
Gutter Width 0.00 ft
Ponding Width 0.00 ft
Intercept Efficiency
Flow from Catchment 0.31 cfs
Carryover from previous inlet 0.00 cfs
Total Flow to Current Inlet 0.31 cfs
Flow Intercepted by Current Inlet 0.31 cfs
Bypassed Flow 0.00 cfs
Pavement Flow 0.00 cfs
Gutter Flow 0.00 cfs
Depth at Curb 0.00 in
Depth at Pavement /Gutter Joint 0.00 in
Pavement Spread 0.00 ft
Total Spread 0.00 ft
Gutter Velocity 0.00 ft /s
Curb Efficiency
Grate Efficiency
Slot Efficiency
Total Efficiency 100.00
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 59.42 ft
Plan Length 63.33 ft
Pipe Type Circular
User Name: Administrator Date: 11 -29-(
Project: University Villa Time: 17:15:27
Network: 02 - Page: 7
Storm Sewers Detail Report
Pipe Dimensions 12.00 in
Pipe Manning's "n"0.013
Pipe Capacity at Invert Slope 8.52 cfs
Invert Elevation Downstream 659.60 ft
Invert Elevation Upstream 663.00 ft
Invert Slope 5.73%
Invert Slope (Plan Length)5.37%
Rim Elevation Downstream 665.72 ft
Rim Elevation Upstream 667.57 ft
Natural Ground Slope 3.12%
Crown Elevation Downstream 660.60 ft
Crown Elevation Upstream 664.00 ft
FLOW INFORMATION--- -
Catchment Area 0.41 ac
Runoff Coefficient 0.500
Inlet Time 5.00 min
Inlet Intensity 6.70 in /hr
Inlet Rational Flow 1.39 cfs
Inlet Input Flow 0.00 cfs
Inlet Hydrograph Flow 0.00 cfs
Total Area 0.69 ac
Weighted Coefficient 0.520
Total Time of Concentration 5.04 min
Total Intensity 6.69 in /hr
Total Rational Flow 2.42 cfs
Total Flow 2.42 cfs
Uniform Capacity 8.52 cfs
Skipped flow 0.00 cfs
Infiltration 0.00 gpd
HYDRAULIC INFORMATION---
HGL Elevation Downstream 659.96 ft
HGL Elevation Upstream 663.36 ft
HGL Slope 5.73 %
EGL Elevation Downstream 661.32 ft
EGL Elevation Upstream 664.72 ft
EGL Slope 5.73 %
Critical Depth 8.00 in
Depth Downstream 4.38 in
Depth Upstream 4.38 in
Velocity Downstream 9.35 ft /s
Velocity Upstream 9.35 ft /s
Uniform Velocity Downstream 9.35 ft /s
Uniform Velocity Upstream 9.35 ft /s
Area Downstream 0.26 ft ^2
Area Upstream 0.26 ft 12
Kj (JLC) =0.50
User Name: Administrator Date: 11-29 -
Project: University Villa Time: 17:15:27 -,
Network: 02 - Page: 8
Storm Sewers Detail Report
Calculated Junction Loss = 0.638 ft
INLET INFORMATION--- -
Downstream Inlet DI 8 (ex)
Inlet Description None>
Inlet Type = Undefined
Computation Case Sag
Longitudinal Slope 0.00 ft /ft
Mannings n -value 0.000
Pavement Cross -Slope 0.00 ft/ft
Gutter Cross -Slope 0.00 ft /ft
Gutter Local Depression 0.00 in
Gutter Width 0.00 ft
Ponding Width 0.00 ft
Intercept Efficiency
Flow from Catchment 1.39 cfs
Carryover from previous inlet 0.00 cfs
Total Flow to Current Inlet 1.39 cfs
Flow Intercepted by Current Inlet 1.39 cfs
Bypassed Flow 0.00 cfs
Pavement Flow 0.00 cfs
Gutter Flow 0.00 cfs
Depth at Curb 0.00 in
Depth at Pavement /Gutter Joint 0.00 in
Pavement Spread 0.00 ft
Total Spread 0.00 ft
Gutter Velocity 0.00 ft /s
Curb Efficiency
Grate Efficiency
Slot Efficiency
Total Efficiency 100.00 %
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 15.36 ft
Plan Length 19.27 ft
Pipe Type Circular
Pipe Dimensions 12.00 in
Pipe Manning's "n"0.013
Pipe Capacity at Invert Slope 11.57 cfs
Invert Elevation Downstream 663.80 ft
User Name: Administrator Date: 11-29 -
Project: University Villa Time: 17:15:27
Network: 02 - Page: 9
Storm Sewers Detail Report
Invert Elevation Upstream 665.42 ft
Invert Slope 10.61 %
Invert Slope (Plan Length)8.41 %
Rim Elevation Downstream 667.57 ft
Rim Elevation Upstream 668.76 ft
Natural Ground Slope 7.77%
Crown Elevation Downstream 664.80 ft
Crown Elevation Upstream 666.42 ft
FLOW INFORMATION--- -
Catchment Area 0.28 ac
Runoff Coefficient 0.550
Inlet Time 5.00 min
Inlet Intensity 6.70 in /hr
Inlet Rational Flow 1.04 cfs
Inlet Input Flow 0.00 cfs
Inlet Hydrograph Flow 0.00 cfs
Total Area 0.28 ac
Weighted Coefficient 0.550
Total Time of Concentration 5.00 min
Total Intensity 6.70 in /hr
Total Rational Flow 1.04 cfs
Total Flow 1.04 cfs
Uniform Capacity 11.57 cfs
Skipped flow 0.00 cfs
Infiltration 0.00 gpd
HYDRAULIC INFORMATION---
HGL Elevation Downstream 664.00 ft
HGL Elevation Upstream 666.27 ft
HGL Slope 14.85 %
EGL Elevation Downstream 665.30 ft
EGL Elevation Upstream 667.57 ft
EGL Slope 14.85 %
Critical Depth 5.15 in
Depth Downstream 2.43 in
Depth Upstream 2.43 in
Velocity Downstream 9.13 ft /s
Velocity Upstream 9.13 ft /s
Uniform Velocity Downstream 9.13 ft /s
Uniform Velocity Upstream 0.00 ft /s
Area Downstream 0.11 ft "2
Area Upstream 0.11 ft ^2
Kj (JLC) =0.50
Calculated Junction Loss NA
INLET INFORMATION--- -
Downstream Inlet = DI 11 (ex)
User Name: Administrator Date: 11-29 -
Project: University Villa Time: 17:15:27
Network: 02 - Page: 10
Storm Sewers Detail Report
Inlet Description None>
Inlet Type =Undefined
Computation Case Sag
Longitudinal Slope 0.00 ft /ft
Mannings n -value 0.000
Pavement Cross -Slope 0.00 ft /ft
Gutter Cross -Slope 0.00 ft /ft
Gutter Local Depression 0.00 in
Gutter Width 0.00 ft
Ponding Width 0.00 ft
Intercept Efficiency
Flow from Catchment 1.04 cfs
Carryover from previous inlet 0.00 cfs
Total Flow to Current Inlet 1.04 cfs
Flow Intercepted by Current Inlet 1.04 cfs
Bypassed Flow 0.00 cfs
Pavement Flow 0.00 cfs
Gutter Flow 0.00 cfs
Depth at Curb 0.00 in
Depth at Pavement /Gutter Joint 0.00 in
Pavement Spread 0.00 ft
Total Spread 0.00 ft
Gutter Velocity 0.00 ft /s
Curb Efficiency
Grate Efficiency
Slot Efficiency
Total Efficiency 100.00 %
DIVISION 2 — Storm Pipe Calculations
The Cox Com/)ac?i' l ills e
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d
User Name: Administrator Date: 09-01 -
Project: University Villa Time: 12:00:02
Network: 01 - Western Reach Page: 1
Storm Sewers Detail Report
PIPE DESCRIPTION: Pipe 1
RAINFALL INFORMATION--- -
Return Period = 10 Year
Rainfall File = Albemarle
PIPE INFORMATION--- -
Current Pipe Pipe 1
Downstream Pipe Outfall
Pipe Material RCP
Pipe Length 53.52 ft
Plan Length 54.92 ft
Pipe Type Circular
Pipe Dimensions 15.00 in
Pipe Manning's "n"0.013 ,
Pipe Capacity at Invert Slope 24.96 cfs
Invert Elevation Downstream 653.00 ft
Invert Elevation Upstream 661.00 ft
Invert Slope 15.12%
Invert Slope (Plan Length)14.57%
Rim Elevation Downstream 654.50 ft
Rim Elevation Upstream 671.40 ft
Natural Ground Slope 31.58%
Crown Elevation Downstream 654.25 ft
Crown Elevation Upstream 662.25 ft
FLOW INFORMATION--- -
Catchment Area 0.13 ac
Runoff Coefficient 0.750
Inlet Time 5.00 min
Inlet Intensity 7.11 in /hr
Inlet Rational Flow 0.71 cfs
Inlet Input Flow 0.00 cfs
Inlet Hydrograph Flow 0.00 cfs
Total Area 1.17 ac
Weighted Coefficient 0.773
Total Time of Concentration 6.62 min
Total Intensity 6.63 in /hr
Total Rational Flow 6.06 cfs
Total Flow 6.06 cfs
Uniform Capacity 24.96 cfs
Skipped flow 0.00 cfs
Infiltration 0.00 gpd
HYDRAULIC INFORMATION---
HGL Elevation Downstream 653.42 ft
HGL Elevation Upstream 661.42 ft
HGL Slope 15.12 %
EGL Elevation Downstream 657.79 ft
User Name: Administrator Date: 09-01 -
Project: University Villa Time: 12:00:02
Network: 01 - Western Reach Page: 2
Storm Sewers Detail Report
EGL Elevation Upstream 665.79 ft
EGL Slope 15.12 %
Critical Depth 11.94 in
Depth Downstream 5.03 in
Depth Upstream 5.03 in
Velocity Downstream 16.77 ft /s
Velocity Upstream 16.77 ft /s
Uniform Velocity Downstream 0,00 ft/s
Uniform Velocity Upstream 16.78 ft /s
Area Downstream E1-36rf#
Area Upstream 0.36 ft 12
Kj (J LC)0.50
Calculated Junction Loss 3.768 ft
INLET INFORMATION--- -
Downstream Inlet Outfall
Inlet Description None>
Inlet Type =Undefined
Computation Case Sag
Longitudinal Slope 0.00 ft /ft
Mannings n -value 0.000
Pavement Cross -Slope 0.00 ft /ft
Gutter Cross -Slope 0.00 ft /ft
Gutter Local Depression 0.00 in
Gutter Width 0.00 ft
Ponding Width 0.00 ft
Intercept Efficiency
Flow from Catchment 0.71 cfs
Carryover from previous inlet 0.00 cfs
Total Flow to Current Inlet 0.71 cfs
Flow Intercepted by Current Inlet 0.71 cfs
Bypassed Flow 0.00 cfs
Pavement Flow 0.00 cfs
Gutter Flow 0.00 cfs
Depth at Curb 0.00 in
Depth at Pavement /Gutter Joint 0.00 in
Pavement Spread 0.00 ft
Total Spread 0.00 ft
Gutter Velocity 0.00 ft /s
Curb Efficiency
Grate Efficiency
Slot Efficiency
Total Efficiency 100.00 %
PIPE DESCRIPTION: Pipe 2
RAINFALL INFORMATION--- -
Return Period = 10 Year
Rainfall File = Albemarle
User Name: Administrator Date: 09-01 -
Project: University Villa Time: 12:00:02
Network: 01 - Western Reach Page: 3
Storm Sewers Detail Report
PIPE INFORMATION--- -
Current Pipe Pipe 2
Downstream Pipe Pipe 1
Pipe Material RCP
Pipe Length 132.89 ft
Plan Length 136.80 ft
Pipe Type Circular
Pipe Dimensions 15.00 in
Pipe Manning's "n"0.013
Pipe Capacity at Invert Slope 12.52 cfs
Invert Elevation Downstream 664.00 ft
Invert Elevation Upstream 669.00 ft
Invert Slope 3.77% -
Invert Slope (Plan Length)3.66%
Rim Elevation Downstream 671.40 ft
Rim Elevation Upstream 673.00 ft
Natural Ground Slope 1.20%
Crown Elevation Downstream 665.25 ft
Crown Elevation Upstream 670.25 ft
FLOW INFORMATION--- -
Catchment Area 0.61 ac
Runoff Coefficient 0.830
Inlet Time 5.00 min
Inlet Intensity 7.11 in /hr r
Inlet Rational Flow 3.63 cfs
Inlet Input Flow 0.00 cfs
Inlet Hydrograph Flow 0.00 cfs
Total Area 0.61 ac
Weighted Coefficient 0.830
Total Time of Concentration 5.00 min
Total Intensity 7.11 in /hr
Total Rational Flow 3.63 cfs
Total Flow 3.63 cfs
Uniform Capacity 12.52 cfs
Skipped flow 0.00 cfs
Infiltration 0.00 gpd
HYDRAULIC INFORMATION---
HGL Elevation Downstream 665.19 ft
HGL Elevation Upstream 669.93 ft
HGL Slope 3.57 %
EGL Elevation Downstream 665.33 ft
EGL Elevation Upstream 670.26 ft
EGL Slope 3.71 %
Critical Depth 9.24 in
Depth Downstream 14.25 in
User Name: Administrator Date: 09-01 -
Project: University Villa Time: 12:00:02
Network: 01 - Western Reach Page: 4
Storm Sewers Detail Report
Depth Upstream 9.24 in
Velocity Downstream 3.01 ft /s
Velocity Upstream 4.58 ft /s
Uniform Velocity Downstream 8.84 ft /s
Uniform Velocity Upstream 0.00 ft /s
Area Downstream 1 .20 ft ^2
Area Upstream 0.79 ft ^2
Kj (JLC)0.50
Calculated Junction Loss NA
INLET INFORMATION--- -
Downstream Inlet DI 2
Inlet Description None>
Inlet Type =Undefined
Computation Case Sag
Longitudinal Slope 0.00 ft /ft
Mannings n -value 0.000
Pavement Cross -Slope 0.00 ft /ft
Gutter Cross -Slope 0.00 ft /ft
Gutter Local Depression 0.00 in
Gutter Width 0.00 ft
Ponding Width 0.00 ft
Intercept Efficiency
Flow from Catchment 3.63 cfs
Carryover from previous inlet 0.00 cfs
Total Flow to Current Inlet 3.63 cfs
Flow Intercepted by Current Inlet 3.63 cfs
Bypassed Flow 0.00 cfs
Pavement Flow 0.00 cfs
Gutter Flow 0.00 cfs
Depth at Curb 0.00 in
Depth at Pavement /Gutter Joint 0.00 in
Pavement Spread 0.00 ft
Total Spread 0.00 ft
Gutter Velocity 0.00 ft /s
Curb Efficiency
Grate Efficiency
Slot Efficiency
Total Efficiency 100.00 %
PIPE DESCRIPTION: Pipe 3
RAINFALL INFORMATION--- -
Return Period = 10 Year
Rainfall File = Albemarle
PIPE INFORMATION--- -
Current Pipe = Pipe 3
Downstream Pipe = Pipe 1
User Name: Administrator Date: 09-01 -
Project: University Villa Time: 12:00:02
Network: 01 - Western Reach Page: 5
Storm Sewers Detail Report
Pipe Material RCP
Pipe Length 95.36 ft
Plan Length 99.35 ft
Pipe Type Circular
Pipe Dimensions 15.00 in
Pipe Manning's "n"0.013 !
Pipe Capacity at Invert Slope 6.87,
Invert Elevation Downstream 661.20 ft
Invert Elevation Upstream 662.28 ft
Invert Slope 1.13%
Invert Slope (Plan Length)1.09%
Rim Elevation Downstream 671.40 ft
Rim Elevation Upstream 670.68 ft
Natural Ground Slope 0.76%
Crown Elevation Downstream 662.45 ft
Crown Elevation Upstream 663.53 ft
FLOW INFORMATION--- -
Catchment Area 0.0$,cr
Runoff Coefficient 0.840
Inlet Time 5.00 min
Inlet Intensity 7.11 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 0.699
Total Time of Concentration 5.67 min
Total Intensity 6.90 in /hr
Total Rational Flow 2.09 cfs
Total Flow 2.09 cfs
Uniform Capacity 6.87 cfs
Skipped flow 0.00 cfs
Infiltration 0.00 gpd
HYDRAULIC INFORMATION---
HGL Elevation Downstream 665.54 ft
HGL Elevation Upstream 665.64 ft
HGL Slope 0.11 %
EGL Elevation Downstream 665.59 ft
EGL Elevation Upstream 665.69 ft
EGL Slope 0.11 %
Critical Depth 6.93 to
Depth Downstream 15.00 in
Depth Upstream 15.00 in
Velocity Downstream 1.71 ft /s
Velocity Upstream 1.71 ft /s
Uniform Velocity Downstream 5.68 ft /s
User Name: Administrator Date: 09-01 -
Project: University Villa Time: 12:00:02
Network: 01 - Western Reach Page: 6
Storm Sewers Detail Report
Uniform Velocity Upstream = 4.92 ft /s
Area Downstream = 1.23 ft ^2
Area Upstream = 1.23 ft ^2
Kj (J LC) = 0.50
Calculated Junction Loss = 0.000 ft
INLET INFORMATION--- -
Downstream Inlet DI 2
Inlet Description None>
Inlet Type =Undefined
Computation Case Sag
Longitudinal Slope 0.00 ft /ft
Mannings n -value 0.000
Pavement Cross -Slope 0.00 ft /ft
Gutter Cross -Slope 0.00 ft /ft
Gutter Local Depression 0.00 in
Gutter Width 0.00 ft
Ponding Width 0.00 ft
Intercept Efficiency
Flow from Catchment 0.46 cfs
Carryover from previous inlet 0.00 cfs
Total Flow to Current Inlet 0.46 cfs
Flow Intercepted by Current Inlet 0.46 cfs
Bypassed Flow 0.00 cfs
Pavement Flow 0.00 cfs
Gutter Flow 0.00 cfs
Depth at Curb 0.00 in
Depth at Pavement /Gutter Joint 0.00 in
Pavement Spread 0.00 ft
Total Spread 0.00 ft
Gutter Velocity 0.00 ft /s
Curb Efficiency
Grate Efficiency
Slot Efficiency
Total Efficiency 100.00 %
PIPE DESCRIPTION: Pipe 4
RAINFALL INFORMATION--- -
Return Period = 10 Year
Rainfall File = Albemarle
PIPE INFORMATION--- -
Current Pipe Pipe 4
Downstream Pipe Pipe 3
Pipe Material RCP
Pipe Length 24.01 ft
Plan Length 27.98 ft
Pipe Type Circular
User Name: Administrator Date:09-01--,
Project: University Villa Time: 12:00:02
0.04 ac
Network: 01 - Western Reach Page: 7
Storm Sewers Detail Report
5.00 min
Pipe Dimensions 15.00 in
Pipe Manning's "n"0.013
Pipe Capacity at Invert Slope 14.73 cfs
Invert Elevation Downstream 662.48 ft
Invert Elevation Upstream 663.73 ft
Invert Slope 5.21 %
Invert Slope (Plan Length)4.47%
Rim Elevation Downstream 670.68 ft
Rim Elevation Upstream 670.73 ft
Natural Ground Slope 0.21 %
Crown Elevation Downstream 663.73 ft
Crown Elevation Upstream 664.98 ft
FLOW INFORMATION--- -
Catchment Area 0.04 ac
Runoff Coefficient 0.450
Inlet Time 5.00 min
Inlet Intensity 7.11 in /hr
Inlet Rational Flow 0.14 cfs
Inlet Input Flow 0.00 cfs
Inlet Hydrograph Flow 0.00 cfs
Total Area 0.35 ac
Weighted Coefficient 0.669
Total Time of Concentration 5.33 min
Total Intensity 7.01 in /hr
Total Rational Flow 1.67 cfs
Total Flow 1.67 cfs
Uniform Capacity 14.73 cfs
Skipped flow 0.00 cfs
Infiltration 0.00 gpd
HYDRAULIC INFORMATION---
HGL Elevation Downstream 665.64 ft
HGL Elevation Upstream 665.66 ft
HGL Slope 0.07%
EGL Elevation Downstream 665.67 ft
EGL Elevation Upstream 665.69 ft
EGL Slope 0.07%
Critical Depth 6.16 in
Depth Downstream 15.00 in
Depth Upstream 15.00 in
Velocity Downstream 1.36 ft /s
Velocity Upstream 1.36 ft /s
Uniform Velocity Downstream 7.97 ft /s
Uniform Velocity Upstream 7.97 ft /s
Area Downstream 1.23 ft ^2
Area Upstream 1.23 ft ^2
Kj (J LC) =0.50
User Name: Administrator Date: 09-01-,_
Project: University Villa Time: 12:00:02
Network: 01 - Western Reach Page: 8
Storm Sewers Detail Report
Calculated Junction Loss = 0.254 ft
INLET INFORMATION--- -
Downstream Inlet DI 4
Inlet Description None>
Inlet Type =Undefined
Computation Case Sag
Longitudinal Slope 0.00 ft /ft
Mannings n -value 0.000
Pavement Cross -Slope 0.00 ft /ft
Gutter Cross -Slope 0.00 ft /ft
Gutter Local Depression 0.00 in
Gutter Width 0.00 ft
Ponding Width 0.00 ft
Intercept Efficiency
Flow from Catchment 0.14 cfs
Carryover from previous inlet 0.00 cfs
Total Flow to Current Inlet 0.14 cfs
Flow Intercepted by Current Inlet 0.14 cfs
Bypassed Flow 0.00 cfs
Pavement Flow 0.00 cfs
Gutter Flow 0.00 cfs
Depth at Curb 0.00 in
Depth at Pavement /Gutter Joint 0.00 in
Pavement Spread 0.00 ft
Total Spread 0.00 ft
Gutter Velocity 0.00 ft /s
Curb Efficiency
Grate Efficiency
Slot Efficiency
Total Efficiency 100.00 %
PIPE DESCRIPTION: Pipe 5
RAINFALL INFORMATION---
Return Period 10 Year
Rainfall File = Albemarle
PIPE INFORMATION--- -
Current Pipe Pipe 5
Downstream Pipe Pipe 4
Pipe Material RCP
Pipe Length 43.09 ft
Plan Length 46.89 ft
Pipe Type Circular
Pipe Dimensions 15.00 in
Pipe Manning's "n"0.013
Pipe Capacity at Invert Slope 20.09 cfs
Invert Elevation Downstream 663.83 ft
User Name: Administrator Date: 09 -01 -,
Project: University Villa Time: 12:00:02
Network: 01 - Western Reach Page: 9
Storm Sewers Detail Report
Invert Elevation Upstream 668.00 ft
Invert Slope 9.72%
Invert Slope (Plan Length)8.89%
Rim Elevation Downstream
Rim Elevation Upstream
670.73 ft
672.00 ft
Natural Ground Slope 2.95%
Crown Elevation Downstream 665.08 ft
Crown Elevation Upstream 669.25 ft
FLOW INFORMATION--- -
Catchment Area 0.31 ac
Runoff Coefficient 0.700
Inlet Time 5.00 min
Inlet Intensity 7.11 in /hr
Inlet Rational Flow 1.56 cfs
Inlet Input Flow 0.00 cfs
Inlet Hydrograph Flow 0.00 cfs
Total Area 0.31 ac
Weighted Coefficient 0.700
Total Time of Concentration 5.00 min
Total Intensity 7.11 in /hr
Total Rational Flow 1.56 cfs
Total Flow 1.56 cfs
Uniform Capacity 20.09 cfs
Skipped flow 0.00 cfs
Infiltration 0.00 gpd
HYDRAULIC INFORMATION---
HGL Elevation Downstream 665.91 ft
HGL Elevation Upstream 668.59 ft
HGL Slope 6.23 %
EGL Elevation Downstream 665.94 ft
EGL Elevation Upstream 668.77 ft
EGL Slope 6.60 %
Critical Depth 5.93 in
Depth Downstream 15.00 in
Depth Upstream 5.93 in
Velocity Downstream 1.27 ft /s
Velocity Upstream 3.45 ft /s
Uniform Velocity Downstream 9.71 ft /s
Uniform Velocity Upstream 0.00 ft /s
Area Downstream 1.23 ft ^2
Area Upstream 0.45 ft ^2
Kj (J LC) =0.50
Calculated Junction Loss NA
INLET INFORMATION--- -
Downstream Inlet = DI 5
User Name: Administrator Date: 09 -01 -
Project: University Villa Time: 1200:02
Network 01 - Western Reach Page: 10
Storm Sewers Detail Report
Inlet Description None>
Inlet Type =Undefined
Computation Case Sag
Longitudinal Slope 0.00 ft /ft
Mannings n -value 0.000
Pavement Cross -Slope 0.00 ft /ft
Gutter Cross -Slope 0.00 ft /ft
Gutter Local Depression 0.00 in
Gutter Width 0.00 ft
Ponding Width 0.00 ft
Intercept Efficiency
Flow from Catchment 1.56 cfs
Carryover from previous inlet 0.00 cfs
Total Flow to Current Inlet 1.56 cfs
Flow Intercepted by Current Inlet 1.56 cfs
Bypassed Flow 0.00 cfs
Pavement Flow 0.00 cfs
Gutter Flow 0.00 cfs
Depth at Curb 0.00 in
Depth at Pavement /Gutter Joint 0.00 in
Pavement Spread 0.00 ft
Total Spread 0.00 ft
Gutter Velocity 0.00 ft /s
Curb Efficiency
Grate Efficiency
Slot Efficiency
Total Efficiency 100.00%
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User Name: Administrator Date: 09 -12 -k-
Project. University Villa Time: 11:27:06
Network: 02 - Eastern Reach Page: 1
Storm Sewers Detail Report
PIPE DESCRIPTION: Pipe 1
RAINFALL INFORMATION--- -
Return Period - 10 Year
Rainfall File = Albemarle
PIPE INFORMATION--- -
Current Pipe Pipe 1
Downstream Pipe Outfall
Pipe Material RCP
Pipe Length 92.00 ft
Plan Length 93.60 ft
Pipe Type Circular
Pipe Dimensions 15.00 in
Pipe Manning's "n"0.013
Pipe Capacity at Invert Slope 19.74 cfs
Invert Elevation Downstream 650.80 ft
Invert Elevation Upstream 659.40 ft
Invert Slope 9.39%
Invert Slope (Plan Length)9.19%
Rim Elevation Downstream 652.30 ft
Rim Elevation Upstream 665.72 ft
Natural Ground Slope 14.59%
Crown Elevation Downstream 652.05 ft
Crown Elevation Upstream 660.65 ft
FLOW INFORMATION - - --
Catchment Area
Runoff Coefficient 0,800
Inlet Time 5.00 min
Inlet Intensity 7.11 in /hr
Inlet Rational Flow 0.96 cfs
Inlet Input Flow 0.00 cfs
Inlet Hydrograph Flow 0.00 cfs
Total Area 0.80 ac
Weighted Coefficient 0.639
Total Time of Concentration 6.94 min
Total Intensity 6.54 in /hr
Total Rational Flow 3.38 cfs
Total Flow 3.38 cfs
Uniform Capacity 19.74 cfs
Skipped flow 0.00 cfs
Infiltration 0.00 gpd
HYDRAULIC INFORMATION--- -
HGL Elevation Downstream = 651.15 ft
HGL Elevation Upstream = 659.75 ft
HGL Slope = 9.39 %
EGL Elevation Downstream = 653.40 ft
User Name: Administrator Date: 09 -12- _
Project: University Villa Time: 11:27:06
Network: 02 - Eastern Reach Page: 2
Storm Sewers Detail Report
EGL Elevation Upstream 662.00 ft
EGL Slope 9.39 %
Critical Depth 8.90 in
Depth Downstream 4.20 in
Depth Upstream 4.20 in
Velocity Downstream 12.03 ft /s
Velocity Upstream 12.03 ft /s
Uniform Velocity Downstream 0.00 ft /s
Uniform Velocity Upstream 12.02 ft /s
Area Downstream 0.28 ft ^2
Area Upstream 0.28 ft ^2
Kj (J LC)0.50
Calculated Junction Loss 1.998 ft
INLET INFORMATION--- -
Downstream Inlet Outfall 7
Inlet Description None>
Inlet Type =Undefined
Computation Case Sag
Longitudinal Slope 0.00 ft /ft
Mannings n -value 0.000
Pavement Cross -Slope 0.00 ft /ft
Gutter Cross -Slope 0.00 ft /ft
Gutter Local Depression 0.00 in
Gutter Width 0.00 ft
Ponding Width 0.00 ft
Intercept Efficiency
Flow from Catchment 0.96 cfs
Carryover from previous inlet 0.00 cfs
Total Flow to Current Inlet 0.96 cfs
Flow Intercepted by Current Inlet 0.96 cfs
Bypassed Flow 0.00 cfs
Pavement Flow 0.00 cfs
Gutter Flow 0.00 cfs
Depth at Curb 0.00 in
Depth at Pavement /Gutter Joint 0.00 in
Pavement Spread 0.00 ft
Total Spread 0.00 ft
Gutter Velocity 0.00 ft /s
Curb Efficiency
Grate Efficiency
Slot Efficiency
Total Efficiency 100.00 %
PIPE DESCRIPTION: Pipe 2
RAINFALL INFORMATION--- -
Return Period = 10 Year
Rainfall File = Albemarle
User Name: Administrator Date: 09-12 -
Project: University Villa Time: 11:27:06
Network: 02 - Eastern Reach Page: 3
Storm Sewers Detail Report
PIPE INFORMATION--- -
Current Pipe Pipe 2
Downstream Pipe Pipe 1
Pipe Material RCP
Pipe Length 145.17 ft
Plan Length 149.13 ft
Pipe Type Circular
Pipe Dimensions 15.00 in
Pipe Manning's "n"0.013
Pipe Capacity at Invert Slope 9.88 cfs
Invert Elevation Downstream 659.60 ft
Invert Elevation Upstream 663.00 ft
Invert Slope 2.34%
Invert Slope (Plan Length)2.28%
Rim Elevation Downstream 665.72 ft
Rim Elevation Upstream 671.10 ft
Natural Ground Slope 3.71 %
Crown Elevation Downstream 660.85 ft
Crown Elevation Upstream 664.25 ft
FLOW INFORMATION--- -
Catchment Area 0.17 ac
Runoff Coefficient 0.900
Inlet Time 5.00 min
Inlet Intensity 7.11 in /hr
Inlet Rational Flow 1.10 cfs
Inlet Input Flow 0.00 cfs
Inlet Hydrograph Flow 0.00 cfs
Total Area 0.29 ac
Weighted Coefficient 0.698
Total Time of Concentration 5.84 min
Total Intensity 6.85 in /hr
Total Rational Flow 1.38 cfs
Total Flow 1.38 cfs
Uniform Capacity 9.88 cfs
Skipped flow 0.00 cfs
Infiltration 0.00 gpd
HYDRAULIC INFORMATION---
HGL Elevation Downstream 661.75 ft
HGL Elevation Upstream 663.46 ft
HGL Slope 1.18 %
EGL Elevation Downstream 661.77 ft
EGL Elevation Upstream 663.64 ft
EGL Slope 1.29 %
Critical Depth 5.56 in
Depth Downstream 15.00 in
User Name: Administrator Date: 09-12 -
Project: University Villa Time: 11:27:06
Network: 02 - Eastern Reach Page: 4
Storm Sewers Detail Report
Depth Upstream = 5.56 in
Velocity Downstream = 1.12 ft /s
Velocity Upstream = 3.32 ft /s
Uniform Velocity Downstream = 5.67 ft /s
Uniform Velocity Upstream = 5.67 ft /s
Area Downstream = 1.23 ft ^2
Area Upstream = 0.41 ft ^2
Ki (JLC) = 0.50
Calculated Junction Loss 0.222 ft
INLET INFORMATION--- -
Downstream Inlet DI 8 (ex)
Inlet Description None>
Inlet Type =Undefined
Computation Case Sag
Longitudinal Slope 0.00 ft /ft
Mannings n -value 0.000
Pavement Cross -Slope 0.00 ft /ft
Gutter Cross -Slope 0.00 ft /ft
Gutter Local Depression 0.00 in
Gutter Width 0.00 ft
Ponding Width 0.00 ft
Intercept Efficiency
Flow from Catchment 1.10 cfs
Carryover from previous inlet 0.00 cfs
Total Flow to Current Inlet 1.10 cfs
Flow Intercepted by Current Inlet 1.10 cfs
Bypassed Flow 0.00 cfs
Pavement Flow 0.00 cfs
Gutter Flow 0.00 cfs
Depth at Curb 0.00 in
Depth at Pavement /Gutter Joint 0.00 in
Pavement Spread 0.00 ft
Total Spread 0.00 ft
Gutter Velocity 0.00 ft /s
Curb Efficiency
Grate Efficiency
Slot Efficiency
Total Efficiency 100.00 %
PIPE DESCRIPTION: Pipe 3
RAINFALL INFORMATION--- -
Return Period = 10 Year
Rainfall File = Albemarle
PIPE INFORMATION--- -
Current Pipe = Pipe 3
Downstream Pipe = Pipe 2
User Name: Administrator Date: 09-12 -
Project: University Villa Time: 11:27:06
Network: 02 - Eastern Reach Page: 5
Storm Sewers Detail Report
Pipe Material RCP
Pipe Length 70.51 ft
Plan Length 74.22 ft
Pipe Type Circular
Pipe Dimensions 15.00 in
Pipe Manning's "n"0.013
Pipe Capacity at Invert Slope 19.45 cfs
Invert Elevation Downstream 663.20 ft
Invert Elevation Upstream 669.60 ft
Invert Slope 9.11 %
Invert Slope (Plan Length)8.62%
Rim Elevation Downstream 671.10 ft
Rim Elevation Upstream 673.60 ft
Natural Ground Slope 3.55%
Crown Elevation Downstream 664.45 ft
Crown Elevation Upstream 670.85 ft
FLOW INFORMATION--- -
Catchment Area 0.12 ac
Runoff Coefficient 0.400
Inlet Time 5.00 min
Inlet Intensity 7.11 in /hr
Inlet Rational Flow 0.33 cfs
Inlet Input Flow 0.00 cfs
Inlet Hydrograph Flow 0.00 cfs
Total Area 0.12 ac
Weighted Coefficient 0.400
Total Time of Concentration 5.00 min
Total Intensity 7.11 in /hr
Total Rational Flow 0.33 cfs
Total Flow 0.33 cfs
Uniform Capacity 19.45 cfs
Skipped flow 0.00 cfs
Infiltration 0.00 gpd
HYDRAULIC INFORMATION---
HGL Elevation Downstream 663.69 ft
HGL Elevation Upstream 669.86 ft
HGL Slope 8.79 %
EGL Elevation Downstream 663.69 ft
EGL Elevation Upstream 669.94 ft
EGL Slope 8.89 %
Critical Depth 2.67 in
Depth Downstream 5.83 in
Depth Upstream 2.67 in
Velocity Downstream 0.75 ft /s
Velocity Upstream 2.23 ft /s
Uniform Velocity Downstream 5.97 ft /s
User Name: Administrator Date: 09 -12- _
Project: University Villa Time: 1 1:27:06
Network: 02 - Eastern Reach Page: 6
Storm Sewers Detail Report
Uniform Velocity Upstream = 0.00 ft /s
Area Downstream = 0.44 ft ^2
Area Upstream = 0.15 ft ^2
Kj (JLC) = 0.50
Calculated Junction Loss = NA
INLET INFORMATION--- -
Downstream Inlet DI 9
Inlet Description None>
Inlet Type =Undefined
Computation Case Sag
Longitudinal Slope 0.00 ft /ft
Mannings n -value 0.000
Pavement Cross -Slope 0.00 ftift
Gutter Cross -Slope 0.00 ft /ft
Gutter Local Depression 0.00 in
Gutter Width 0.00 ft
Ponding Width 0.00 ft
Intercept Efficiency
Flow from Catchment 0.33 cfs
Carryover from previous inlet 0.00 cfs
Total Flow to Current Inlet 0.33 cfs
Flow Intercepted by Current Inlet 0.33 cfs
Bypassed Flow 0.00 cfs
Pavement Flow 0.00 cfs
Gutter Flow 0.00 cfs
Depth at Curb 0.00 in
Depth at Pavement /Gutter Joint 0.00 in
Pavement Spread 0.00 ft
Total Spread 0.00 ft
Gutter Velocity 0.00 ft /s
Curb Efficiency
Grate Efficiency
Slot Efficiency
Total Efficiency 100.00 %
PIPE DESCRIPTION: Pipe 4
RAINFALL INFORMATION--- -
Return Period = 10 Year
Rainfall File = Albemarle
PIPE INFORMATION--- -
Current Pipe Pipe 4
Downstream Pipe Pipe 1
Pipe Material RCP
Pipe Length 59.42 ft
Plan Length 63.33 ft
Pipe Type Circular
User Name: Administrator Date: 09 -12
Project: University Villa Time: 11:27:06
Network: 02 - Eastern Reach Page: 7
Storm Sewers Detail Report
Pipe Dimensions 12.00 in
Pipe Manning's "n"0.013
Pipe Capacity at Invert Slope 8.52 cfs
Invert Elevation Downstream 659.60 ft
Invert Elevation Upstream 663.00 ft
Invert Slope 5.73%
Invert Slope (Plan Length)5.37%
Rim Elevation Downstream 665.72 ft
Rim Elevation Upstream 667.57 ft
Natural Ground Slope 3.12%
Crown Elevation Downstream 660.60 ft
Crown Elevation Upstream 664.00 ft
FLOW INFORMATION - - --
Catchment Area 0.25 ac
Runoff Coefficient 0.500
Inlet Time 5.00 min
Inlet Intensity 7.11 in /hr
Inlet Rational Flow 0.90 cfs
Inlet Input Flow 0.00 cfs
Inlet Hydrograph Flow 0.00 cfs
Total Area 0.35 ac
Weighted Coefficient 0.514
Total Time of Concentration 5.13 min
Total Intensity 7.07 in /hr
Total Rational Flow 1.28 cfs
Total Flow 1.28 cfs
Uniform Capacity 8.52 cfs
Skipped flow 0.00 cfs
Infiltration 0.00 gpd
HYDRAULIC INFORMATION---
HGL Elevation Downstream 661.53 ft
HGL Elevation Upstream 663.48 ft
HGL Slope 3.29 %
EGL Elevation Downstream 661.57 ft
EGL Elevation Upstream 663.66 ft
EGL Slope 3.53 %
Critical Depth 5.74 in
Depth Downstream 12.00 in
Depth Upstream 5.74 in
Velocity Downstream 1.63 ft /s
Velocity Upstream 3.46 ft /s
Uniform Velocity Downstream 7.78 ft /s
Uniform Velocity Upstream 7.81 ft /s
Area Downstream 0.79 ft 12
Area Upstream 0.37 ft 12
Kj (JLC) =0.50
User Name: Administrator Date: 09-12 -
Project: University Villa Time: 11:27:06
Network: 02 - Eastern Reach Page: 8
Storm Sewers Detail Report
Calculated Junction Loss = 0.584 ft
INLET INFORMATION--- -
Downstream Inlet DI 8 (ex)
Inlet Description None>
Inlet Type =Undefined
Computation Case Sag
Longitudinal Slope 0.00 ft /ft
Mannings n -value 0.000
Pavement Cross -Slope 0.00 ft /ft
Gutter Cross -Slope 0.00 ft /ft
Gutter Local Depression 0.00 in
Gutter Width 0.00 ft
Ponding Width 0.00 ft
Intercept Efficiency
Flow from Catchment 0.90 cfs
Carryover from previous inlet 0.00 cfs
Total Flow to Current Inlet 0.90 cfs
Flow Intercepted by Current Inlet 0.90 cfs
Bypassed Flow 0.00 cfs
Pavement Flow 0.00 cfs
Gutter Flow 0.00 cfs
Depth at Curb 0.00 in
Depth at Pavement /Gutter Joint 0.00 in
Pavement Spread 0.00 ft
Total Spread 0.00 ft
Gutter Velocity 0.00 ft /s
Curb Efficiency
Grate Efficiency
Slot Efficiency
Total Efficiency 100.00 %
PIPE DESCRIPTION: Pipe 5
RAINFALL INFORMATION--- -
Return Period = 10 Year
Rainfall File = Albemarle
PIPE INFORMATION--- -
Current Pipe
Downstream Pipe
Pipe Material
Pipe Length
Plan Length
Pipe Type
Pipe Dimensions
Pipe Manning's "n"
Pipe Capacity at Invert Slope
Invert Elevation Downstream
Pipe 5
Pipe 4
RCP
15.36 ft
19.27 ft
Circular
12.00 in
0.013
11.57 cfs
663.80 ft
User Name: Administrator Date: 09 -12, u .
Project: University Villa Time: 11:27:06
Network. 02 - Eastern Reach Page: 9
Storm Sewers Detail Report
Invert Elevation Upstream 665.42 ft
Invert Slope 10.61%
Invert Slope (Plan Length)8.41%
Rim Elevation Downstream 667.57 ft
Rim Elevation Upstream 668.76 ft
Natural Ground Slope 7.77%
Crown Elevation Downstream 664.80 ft
Crown Elevation Upstream 666.42 ft
FLOW INFORMATION--- -
Catchment Area 0.10 ac
Runoff Coefficient 0.550
Inlet Time 5.00 min
Inlet Intensity 7.11 in /hr
Inlet Rational Flow 0.39 cfs
Inlet Input Flow 0.00 cfs
Inlet Hydrograph Flow 0.00 cfs
Total Area 0.10 ac
Weighted Coefficient 0.550
Total Time of Concentration 5.00 min
Total Intensity 7.11 in /hr
Total Rational Flow 0.39 cfs
Total Flow 0.39 cfs
Uniform Capacity 11.57 cfs
Skipped flow 0.00 cfs
Infiltration 0.00 gpd
HYDRAULIC INFORMATION---
HGL Elevation Downstream 664.06 ft
HGL Elevation Upstream 665.73 ft
HGL Slope 10.89 %
EGL Elevation Downstream 664.15 ft
EGL Elevation Upstream 665.82 ft
EGL Slope 10.91 %
Critical Depth 3.12 in
Depth Downstream 3.15 in
Depth Upstream 3.12 in
Velocity Downstream 2.39 ft /s
Velocity Upstream 2.44 ft /s
Uniform Velocity Downstream 6.85 ft /s
Uniform Velocity Upstream 0.00 ft /s
Area Downstream 0.16 ft/2
Area Upstream 0.16 ft ^2
Kj (JLC) =0.50
Calculated Junction Loss NA
INLET INFORMATION--- -
Downstream Inlet = DI 11 (ex)
User Name: Administrator Date: 09-12 -
Project: University Villa Time: 11:27:06
Network: 02 - Eastern Reach Page: 10
Storm Sewers Detail Report
Inlet Description None>
Inlet Type =Undefined
Computation Case Sag
Longitudinal Slope 0.00 ft /ft
Mannings n -value 0.000
Pavement Cross -Slope 0.00 ft /ft
Gutter Cross -Slope 0.00 ft /ft
Gutter Local Depression 0.00 in
Gutter Width 0.00 ft
Ponding Width 0.00 ft
Intercept Efficiency
Flow from Catchment 0.39 cfs
Carryover from previous inlet 0.00 cfs
Total Flow to Current Inlet 0.39 cfs
Flow Intercepted by Current Inlet 0.39 cfs
Bypassed Flow 0.00 cfs
Pavement Flow 0.00 cfs
Gutter Flow 0.00 cfs
Depth at Curb 0.00 in
Depth at Pavement /Gutter Joint 0.00 in
Pavement Spread 0.00 ft
Total Spread 0.00 ft
Gutter Velocity 0.00 ft /s
Curb Efficiency
Grate Efficiency
Slot Efficiency
Total Efficiency 100.00
DIVISION 3 — Storm Inlet Calculations
The Cox Compun }' Universitp Village
03 -140 Phase III
INLET NUMBER 2 LENGTH 4.0 STATION 17 +60
DRAINAGE AREA = 0.130 ACRES C VALUE — .750 CA = 0.097
SUM CA= 0.097 INT= 4.00 CFS= 0.390 CO= 0.000 GUTTER FLOW= 0.390
GUTTER SLOPE = 0.0120 FT /FT PAVEMENT CROSS SLOPE = 0.0205 FT /FT
SPREAD W W/T SW SW /SX Eo a S'W SE
1.56 2.0 1.07 0.0533 4.0 1.00 3.5 0.146 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGhH (ft) = 4.3 EFFICIENCY = 0.99
CFS INTERCEPTED= 039 CFS CARRYOVER = 0.00
INLET NUMBER 2 LENGTH 4.0 STATION 17 +60
DRAINAGE AREA = 0.130 ACRES C VALUE _.750 CA = 0.097
SUM CA= 0.097 INT = 6.50 CFS= 0.634 CO= 0.000 GUTTER FLOW = 0.634
GUTTER SLOPE = 0.0120 FT /FT PAVEMENT CROSS SLOPE = 0.0205 FT /FT
SPREAD W W/T SW SW /SX Eo a S'W SE
2.59 2.0 0.69 0.0833 4.0 0.99 3.5 0.146 0.165
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (It) = 5.2 EFFICIENCY = 0.93
CFS INTERCEPTED= 0.59 CFS CARRYOVER = 0.05
INLET NUMBER 3 LENGTH 8.0 STATION 16 -30
DRAINAGE AREA = 0.610 ACRES C VALUE =.830 CA= 0.506
SUM CA= 0.506 INT= 4.00 CFS= 2.025 CO 0.000 GUTTER FLOW= 2.025
GUTTER SLOPE = 0.0300 FT /FT PAVEMENT CROSS SLOPE = 0.0208 FT /FT
SPREAD AT A SLOPE OF .030 (ft. /ft.) IS 5.18 (ft.)
XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX
P EFFEC. LENGTH (ft) = 11.60 H (ft) = 0.500
DEPTH OF WATER (ft) = 0.18 SPREAD (ft) = 8.61
INLET NUMBER 3 LENGTH 8.0 STATION 164 -30
DRAINAGE AREA= 0.610 ACRES C VALUE =.830 CA = 0.506
SUM CA= 0.506 INT= 6.50 CFS = 3.291 CO= 0.000 GLITTER FLOW= 3.291
GLITTER SLOPE = 0.0300 FT /FT PAVEMENT CROSS SLOPE = 0.0208 FT /FT
SPREAD AT A SLOPE 0F.030 (ft. /ft.) IS 6.90 (ft.)
XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX
P EFFEC LENGTH (ft) = 11.60 H (ft) = 0.500
DEPTH OF WATER (ft) = 0.25 SPREAD (ft) = 11.90
INLET NUMBER 4 LENGTH 4.0 STATION 18 +50
DRAINAGE AREA = 0.080 ACRES C VALUE _.840 CA= 0.067
SUM CA= 0.067 INT= 4.00 CFS= 0.269 CO= 0.000 GUTTER FLOW= 0.269
GUTTER SLOPE = 0.0120 FT /FT PAVEMENT CROSS SLOPE _- 0.0208 FT /FT
SPREAD W W/T SW SW /SX Eo a S'W SE
1.62 2.0 1.24 0.0833 4.0 1.00 3.5 0.146 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 3.6 EFFICIENCY= 1.00
CFS INTERCEPTED= 0.27 CFS CARRYOVER = 0.00
INLET NUMBER 4 LENGTH 4.0 STATION 18 +50
DRAINAGE AREA = 0.080 ACRES C VALUE =.840 CA= 0.067
SUM CA= 0.067 INT= 6.50 CFS= 0.437 CO= 0.050 GUTTER FLOW= 0.487
GUTTER SLOPE = 0.0120 FT /FT PAVEMENT CROSS SLOPE= 0.0208 FT /FT
SPREAD W W/T SW SW /SX Eo a S'W SE
2.07 2.0 0.97 0.0833 4.0 1.00 3.5 0.146 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENG'T'H (ft) = 4.7 EFFICIENCY= 0.97
CFS INTERCEPTED= 0.47 CFS CARRYOVER = 0.01
INLET NUMBER 5 LENGTH 12.0 STATION 15 +50
DRAINAGE AREA = 0.040 ACRES C VALUE =.450 CA = 0.018
SUM CA= 0.01 S INT= 4.00 CFS= 0.072 C0= 0.000 GUTTER FLOW= 0.072
GUTTER SLOPE = 0.0120 FT /FT PAVEMENT CROSS SLOPE = 0.0208 FT /FT
SPREAD W W/T SW SW /SX Eo a S'W SE
0.99 2.0 2.02 0.0833 4.0 1.00 3.5 0.146 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 2.1 EFFICIENCY= 1.00
CFS INTERCEPTED= 0.07 CFS CARRYOVER = 0.00
INLET NUMBER 5 LENGTH 12.0 STATION 1 S +50
DRAINAGE AREA = 0.040 ACRES C VALUE =.450 CA= 0.018
SUM CA= 0.01 S INT= 6.50 CFS= 0.1 17 C0= 0.000 GU'T'TER FLOW= 0.1 17
GUTTER SLOPE = 0.0120 FT /FT PAVEMENT CROSS SLOPE = 0.0208 FT /FT
SPREAD W W/T SW SW /SX Eo a S'W SE
1.19 2.0 1.69 0.0833 4.0 1.00 3.5 0.146 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 2.6 EFFICIENCY= 1.00
CFS INTERCEPTED= 0.12 CFS CARRYOVER= 0.00
INLET NUMBER 8 LENGTH* 8.0 STATION 10 +75
DRAINAGE AREA = 0.170 ACRES C VALUE _.800 CA = 0.136
SUM CA= 0.136 1NT= 4.00 CFS 0.544 CO= 0.050 GUTTER FLOW = 0.594
GUTTER SLOPE = 0.0600 FT /FT PAVEMENT CROSS SLOPE = 0.0208 FT /FT
SPREAD W W/T SW SW /SX Eo a S'W SE
1.61 2.0 1.24 0.0833 4.0 1.00 3.5 0.146 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 8.2 EFFICIENCY= 1.00
CFS INTERCEPTED= 0.59 CFS CARRYOVER 0.00
INLET NUMBER 8 LENGTH* 8.0 STATION 10 +75
DRAINAGE AREA = 0.170 ACRES C VALUE _.800 CA = 0.136
SUM CA =- 0.136 INT= 6.50 CFS= 0.884 CO= 0.170 GUTTER FLOW= 1.054
GUTTER SLOPE = 0.0600 FT /FT PAVEMENT CROSS SLOPE = 0.0208 FT /FT
SPREAD W W/T SW SW /SX Eo a S'W SE
2.00 2.0 1.00 0.0833 4.0 1.00 3.5 0.146 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 10.5 EFFICIENCY = 0.93
CFS INTERCEPTED= 0.98 CFS CARRYOVER= 0.08
Rci 11,129112005
INLET NUMBER 9 LENGTH 6.0 STATION 12 +20
DRAINAGE AREA == 0.170 ACRES C VALUE _ .900 CA 0.153
SUM CA= 0.153 INT= 4.00 CFS- 0.612 CO= 0.000 GUT'T'ER FLOW= = 0.612
GUTTER SLOPE = 0.0500 FT /FT PAVEMENT CROSS SLOPE = 0.0208 FT /FT
SPREAD W W/T SW SW /SX E a S'W SE
1.69 2.0 1.19 0.0833 4.0 1.00 3.5 0.146 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 7.9 EFFICIENCY= 0.92
CFS INTERCEPTED= 0.57 CFS CARRYOVER= 0.05
INLET NUMBER 9 LENGTH 6.0 STATION 12 +20
DRAINAGE AREA= 0.170 ACRES C VALUE =.900 CA= 0.153
SUM CA= 0.153 INT= 6.50 CFS= 0.994 CO= 0.000 GUTTER FLOW = 0.994
GUTTER SLOPE = 0.0500 FT /FT PAVEMENT CROSS SLOPE = 0.0208 FT /FT
SPREAD W W/T SW SW /SX Eo a S'W SE
2.07 2.0 0.97 0.0833 4.0 1.00 3.5 0.146 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 9.7 EFFICIENCY= 0.83
CFS INTERCEPTED= 0.82 CFS CARRYOVER== 0.17
DIVISION 4 — E &SC: Sediment Trap Calculations
The Cox Cnnzpuny Universiti tillage
03 -140 Phase III
University Village Volume Study
Engineering Calculations for the Erosion & Sediment Control Plan
Sediment Trap Computations for the Trap "West"
Disturbed Drainage Area: 1.4 Acre
Wet Storage Required: 67 (cy /ac) x 1.4 Acre
93.8 cy
Dry Storage Required: 67 (cy /ac) x 1.4 Acre
93.8 cy
Bottom of Trap:641.00
Bottom of Stone Weir:643.60
Top of Stone Weir:645.00
Top of Trap:646.00
Wet Storage Available: 96.0 cy
Dry Storage Available: 94.0 cy
Elevation Area (ft "2)Vol. (ft ^3)Vol. (cy)Area (ac)
640.0 0 0.0000
641.0 0 0.0 0.00 0.0000
641.0 503 0.0 0.00 0.0115
642.0 850 676.5 25.06 0.0195
643.0 1252 1051.0 38.93 0.0287
644.0 1692 1472.0 54.52 0.0388
645.0 2169 1930.5 71.50 0.0498
Total: 5130.0 190.00
University Village Volume Study
I-ngineering Calculations for the Erosion & Sediment Control Plan
Sediment Trap Computations for the Trap "East"
Disturbed Drainage Area: 0.6 Acre
Wet Storage Required: 67 (cy /ac) x 0.6 Acre
40.2 cy
Dry Storage Required: 67 (cy /ac) x 0.6 Acre
40.2 cy
Bottom of Trap:663.00
Bottom of Stone Weir:666.70
Top of Stone Weir:667.70
Top of Trap:668.70
Wet Storage Available:40.3 cy
Dry Storage Available:40.3 cy
Elevation Area (ft ^2)Vol. (ft ^3)Vol. (cy)Area (ac)
663.0 0 0.0000
664.0 72 36.0 1.33 0.0017
665.0 282 177.0 6.56 0.0065
666.0 550 416.0 15.41 0.0126
667.0 852 701.0 25.96 0.0196
668.0 1187 1019.5 37.76 0.0272
0.0000
Total: 2349.5 87.02
DIVISION 3 — Storm Inlet Calculations
The Cos Company Universitj Village
0i -14O Phase III
INLET NUMBER 9 LENGTH 6.0 STATION 12 +20
DRAINAGE AREA = 0.1xxCRES C VALUE _, CA = 0,1.-
SUM CA= 0 j1 __5'INT= 4,06 CFS= 0. CO= 0.000 GUTTER FLOW= 0.4
GUTTER SLOPE = 0.05 FT /FT PAVEMENT CROSS SLOPE = 0.0205 "FT /FT
SPREAD W W/T SW SW /SX Eo a S'W SE
1 ( 2 O 1. 0.08`3 4, 1 )J0 3,, 0.146 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 7.9 EFFICIENCY = 0.9-2- - - ---_
CFS INTERCEPTED= 0.57 CFS CARRYOVER= 0.05
INLET NUMBER 9 LENGTH 6.0 STATION 12 +20
DRAINAGE AREA = 0.170 ACRES C VALUE =.900 CA= 0.153
SUM CA= 0.153 INT= 6.50 CFS = 0.994 CO= 0.000 GUTTER FLOW = 0.994
GUTTER SLOPE = 0.0500 FT /FT PAVEMENT CROSS SLOPE = 0.0205 FT/FT
SPREAD W W/T SW SW /SX Eo a S'W SE
2.07 2.0 0.97 0.0533 4.0 1.00 3.5 0.146 0.167
1 (, y
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 9.7 EFFICIENCY = 0.83
CFS INTERCEPTED 0.82 CFS CARRYOVER= 0.17
INLET NUNIBER 8 LENGTH 6.0 STATION 10 +75
DRAINAGE AREA = 0.170 ACRES C VALUE _-.800 CA 0.156
SUM CA= 0.136 kT = 4.00 CFS 0.544 CO 0.050 GUTTER FLOW= 0.594
GUTTER SLOPE = 0.0600 FT/ FT PAVEMENT CROSS SLOPE - 0.0208 FT/ FT
SPREAD .W W/T S\k' SW /SX Eo a S'W SE
1.61 ?.(f 1.24 8`)340.0 4.0 1.00 3.5 0.146 0.167'
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 8? EFFICIENCY= 0.90
CFS INTERCEPTED= 0.54 CFS CARRYOVER= 0.06
C
INLET NUMBER 8 LENGTH 6.0 STATION 10 +7.5
DRAINAGE AREA = 0.170 ACRES C VALUE _ .800 CA = 0.136
SUM CA == 0.136 INT'650_ - CFS= 0.884 CO= 0.170 GUTTER FLOW= 1.054
GUTTER SLOPE: = 0.0600 FT /FT PAVEMENT CROSS SLOPE = 0.0208 FT /FT
SPREAD W W/T SW SW /SX Eo a S'W SE
2.00 2.0 1.00 0.0833 4.0 1.00 3.5 0.146 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 10.5 EFFICIENCY= 0.7,—
CFS INTERCEPTED= 0.83 CFS CARRYOVER 0.?3,.
S -t
INLET NUMBER 3 LENGTH S.0 STATION 16+30
DRAINAGE AREA = 0.610 ACRES C VALUE -.830 CA = 0.506
SUM CA= 0.506 INT= 4.00 CFS= 2.025 CO 0.000 GUTTER FLOW= 2.025
GUTTER SLOPE = 0.0300 FT-FT PAVEMENT CROSS SLOPE -- 0.0208 FT;FT
SPREAD AT A SLOPE OF .030 (ft. /ft.) IS 5.18 (ft.)
XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX
P EFFEC. LENG "FH (ft) = 11.60 H (ft) = 0.500
DEPTH OF WATER (ft) = 0.18 SPREAD (ft) = 8.61
INLET NUMBER 3 LENGTH 8.0 STATION 16 +30
DRAINAGE AREA = 0.610 ACRES C VALUE _ .830 CA= 0.506
SUM CA= 0.506 INT = 6.50 CFS = 3.291 CO= 0.000 GUTTER FLOW= 3.291
GUTTER SLOPE = 0.0300 FT /FT PAVEMENT CROSS SLOPE = 0.0208 FT /FT
SPREAD AT A SLOPE OF .030 (ft. /It.) IS 6.90 (ft.)
XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX
P EFFEC. LENGTH (ft) = 11.60 H (ft) = 0.500
DEPTH OF WATER (ft) = 0.25 SPREAD (ft) = 11.90
INLET NUMBER 2 LENGTI1 4.0 STATION 17 -' 60
DRAINAGE AREA -- 0.130 ACRES C VALUE _ .750 CA = 0.097
SUM CA= 0.097 INT— 4.00 CFS 0.390 CO= 0.000 GUTTER FLOW=- 0.390
GUTTER SLOPI = 0.0120 F "I iFT PAVEMENT CROSS SLOPE = 0.0208 1`I' /1"T
SPREAD W W/T SW SW /SX Eo a S'W SE
1.86 2.0 1.07 0.0833 4.0 1.00 3.5 0.146 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 43 EFFICIENCY = 0.99
CFS INTERCEPTED = 0.39 CFS CARRYOVER = 0.00
INLET NUMBER 2 LENGTH 4.0 STATION 17 +60
DRAINAGE AREA = 0.130 ACRES C VALUE =.750 CA= 0.097
SUM CA= 0.097 INT 6.50 CFS= = 0.634 CO= 0.000 GUTTER FLOW = 0.634
GUTTER SLOPE = 0.0120 FT /FT PAVEMENT CROSS SLOPE = 0.0208 FT /FT
SPREAD W W/T SW SW /SX Eo a S'W SE
2.89 2.0 0.69 0.0833 4.0 0.99 3.5 0.146 0.165
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 5.2 EFFICIENCY = 0.93
CFS INTERCEPTED= 0.59 CFS CARRYOVER = 0.05
INLET NUMBER 4 LENGTH 4.0 STATION 15 +50
DRAINAGE AREA = 0.080 ACRES C VALUE =.840 CA = 0.067
SUM CA= 0.067 INT 4.00 CFS 0.269 CO 0.000 GUTTER FLOW= 0.269
GUTTER SLOPE = 0.0120 FT /FT PAVEMENT CROSS SLOPE = 0.0208 FT /FT
SPREAD W W / "f SW SW %SX E a S'W SE
1.62 2.0 1.24 0.0833 4.0 1.00 3.5 0.146 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTI -1 (ft) = 3.6 EFFICIENCY= 1.00
CFS INTERCEPTED= 0.27 CFS CARRYOVER= 0.00
INLET NUMBER 4 LENGTH 4.0 STATION 18 +50
DRAINAGE AREA = 0.080 ACRES C VALUE =.840 CA = 0.067
SUM CA= 0.067 INT= 6.50 CFS 0.437 C0= 0.050 GUTTER FLOW= 0.487
GUTTER SLOPE = 0.0120 FT /FT PAVEMENT CROSS SLOPE = 0.0208 FT /FT
SPREAD W W/T SW SW /SX Eo a S'W SE
2.07 2.0 0.97 0.0833 4.0 1.00 3.5 0.146 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTI (it) - 4.7 EFFICIENCY— 0.97
CFS INTERCEPTED= 0.47 CFS CARRYOVER = 0.01
INLET NUMBER 5 LENGTH 12.0 STATION I5 X50
DRAINAGE AREA = 0.040 :ACRES C VALUE _ .450 CA = ().() IS
SUM CA= 0.01 S INT -= 4.00 CFS 0.072 CO== 0.000 GUTTER FLOW= 0.072
GUITER SLOPE = 0.0120 FT/ FT PAVEMENT CROSS SLOPE= 0.0208 FT /F'I'
SPREAD W W/T SW SW /SX Eo a S'W SE
0.99 2.0 2.02 0.0833 4.0 1.00 3.5 0.146 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 2.1 EFFICIENCY= 1.00
CFS INTERCEPTED= 0.07 CFS CARRYOVER= 0.00
INLET NUMBER 5 LENGTH 12.0 STATION 18 +50
DRAINAGE AREA = 0.040 ACRES C VALUE =.450 CA= 0.018
SUM CA= 0.0 1 S INT = 6.50 CFS 0.117 CO= 0.000 GUTTER FLOW= 0.1 17
GUTTER SLOPE = 0.0120 FT /FT PAVEMENT CROSS SLOPE = 0.0208 FT /FT
SPREAD W W/T SW SW /SX Eo a S'W SE
1.19 2.0 1.69 0.0533 4.0 1.00 3.5 0.146 0.167
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH (ft) = 2.6 EFFICIENCY- 1.00
CFS INTERCEPTED 0.12 CFS CARRYOVER= 0.00
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Hydro Dh
Peak Inflow Condition 2yr
67
M
3
0
LL 2
1
0 , -; -- - - - 1 1 -
0 5 10 15 20 25 30 35 40 45 50
Time (min)
Plotted Curves
MOD.RATIONAL IN 2yr
ON -SITE BASIN OUT 2yr
Hydro )h
Peak Inflow Co'dition 10yr
n
5
4
U
0 3.
2
1
0 t -
0 5 10 15 20 25 30 35 40 45
Time (min)
6'111
Plotted Curves
MOD.RATIONAL IN 10yr
ON -SITE BASIN OUT 10yr
Hydroc h
Peak Inflow Con ion 100yr
I
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Plotted Curves
0 4 MOD.RATIONAL in 100yr
LL ON -SITE BASIN OUT 100yr
2,
0 -
0 5 10 15 20 25 30 35 40 45 50
Time (min)
Type.... Outlet Input _.a
Name.... CONTROL DEVICE
Page 11.01
File.... D: \COXWOOLLEYBU \UNIVERSITY VILLAGE \POND \BASIN.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 644.00 ft
Increment = .10 ft
Max. Elev.= 646.00 ft
Spot Elevations, ft
645.00
OUTLET CONNECTIVITY
Forward
Reverse
Forward
Structure
Weir- Rectangular
TW SETUP, DS Channel
Flow
Flow
and
No.
WE
Only (UpStream
Only (DnStream
Reverse Both Al
Outf all
TW
to DnStream)
to UpStream)
lowed
E1, ft E2, ft
645.000 646.000
S /N: E21401D06A89
PondPack Ver. 7.5 (786c) Compute Time: 14:36:23 Date: 03/27/2006
Type.... Outlet Input . _a
Name.... CONTROL DEVICE
File.... D: \COXWOOLLEYBU \UNIVERSITY VILLAGE \POND \BASIN.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
of Openings
Crest Elev.
Weir Length
Weir Coeff.
WE
Weir - Rectangular
1
645.00 ft
6.00 ft
3.000000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES
Maximum Iterations=30
Min.TW tolerance =01 ft
Max.TW tolerance =01 ft
Min.HW tolerance =01 ft
Max.HW tolerance =01 ft
Min.Q tolerance =10 cfs
Max.Q tolerance =10 cfs
Page 11.02
S /N: E21401D06A89
PondPack Ver. 7.5 (786c) Compute Time: 14:36:23 Date: 03/27/2006
Type.... Pond Routing .imary Page 12.36
Name.... ON -SITE BASINOUT Tag: 2yr Event: 2 yr
File.... D: \COXWOOLLEYBU \UNIVERSITY VILLAGE \POND \BASIN.PPW
Storm... Alb 2yr Tag: 2yr
LEVEL POOL ROUTING SUMMARY
HYG Dir = D: \COXWOOLLEYBU \UNIVERSITY VILLAGE \POND\
Inflow HYG file = NONE STORED - ON -SITE BASININ 2yr
Outflow HYG file = NONE STORED - ON -SITE BASINOUT 2yr
Pond Node Data = ON -SITE BASIN
Pond Volume Data = ON -SITE BASIN
Pond Outlet Data = CONTROL DEVICE
Infiltration = .5000 in /hr
INITIAL CONDITIONS
Starting WS Elev =644.00 ft
Starting Volume =0 cu.ft
Starting Outflow =00 cfs
Starting Infiltr. _00 cfs
Starting Total Qout=00 cfs
Time Increment 1.00 min
INFLOW /OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow =3.53 cfs at 7.00 min
Peak Outflow =2.07 cfs at 17.00 min
Peak Infiltration =03 cfs at 17.00 min
Peak Elevation =645.24 ft
Peak Storage =2331 cu.ft
MASS BALANCE ( cu.ft)
Initial Vol
HYG Vol IN
Infiltration
HYG Vol OUT
Retained Vol
Unrouted Vol
0
2953
1842
1085
25
cu.ft (.014% of Inflow Volume;
S /N: E21401DO6A89
PondPack Ver. 7.5 (786c) Compute Time: 15:14:23 Date: 03/27/2006
Type.... Pond Routing —mmary Page 12.46
Name.... ON -SITE BASINOUT Tag: 10yr Event: 10 yr
File.... D: \COXWOOLLEYBU \UNIVERSITY VILLAGE \POND \BASIN.PPW
Storm... Alb 10yr Tag: 10yr
LEVEL POOL ROUTING SUMMARY
HYG Dir = D: \COXWOOLLEYBU \UNIVERSITY VILLAGE \POND\
Inflow HYG file = NONE STORED - ON -SITE BASININ 10yr
Outflow HYG file = NONE STORED - ON -SITE BASINOUT 10yr
Pond Node Data = ON -SITE BASIN
Pond Volume Data = ON -SITE BASIN
Pond Outlet Data = CONTROL DEVICE
Infiltration = .5000 in /hr
INITIAL CONDITIONS
Starting WS Elev =644.00 ft
Starting Volume =0 cu.ft
Starting Outflow =00 cfs
Starting Infiltr. _00 cfs
Starting Total Qout=00 cfs
Time Increment 1.00 min
INFLOW /OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow =4.38 cfs at 7.00 min
Peak Outflow =3.79 cfs at 17.00 min
Peak Infiltration =03 cfs at 17.00 min
Peak Elevation =645.36 ft
Peak Storage =2608 cu.ft
MASS BALANCE ( cu.ft)
Initial Vol
HYG Vol IN
Infiltration
HYG Vol OUT
Retained Vol
Unrouted Vol
0
4196
1848
2323
25
cu.ft (.010% of Inflow Volume)
S /N: E21401D06A89
PondPack Ver. 7.5 (786c) Compute Time: 15:15:01 Date 03/27/2006
Type.... Pond Routing mmary Page 12.56
Name.... ON -SITE BASINOUT Tag: 100yr Event: 100 yr
File.... D: \COXWOOLLEYBU \UNIVERSITY VILLAGE \POND \BASIN.PPW
Storm... Alb 100yr Tag: 100yr
LEVEL POOL ROUTING SUMMARY
HYG Dir = D: \COXWOOLLEYBU \UNIVERSITY VILLAGE \POND\
Inflow HYG file = NONE STORED - ON -SITE BASININ 100yr
Outflow HYG file = NONE STORED - ON -SITE BASINOUT 100yr
Pond Node Data = ON -SITE BASIN
Pond Volume Data = ON -SITE BASIN
Pond Outlet Data = CONTROL DEVICE
Infiltration = .5000 in /hr
INITIAL CONDITIONS
Starting WS Elev =644.00 ft
Starting Volume =0 cu.ft
Starting Outflow =00 cfs
Starting Infiltr. _00 cfs
Starting Total Qout=00 cfs
Time Increment 1.00 min
INFLOW /OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow =5.70 cfs at 7.00 min
Peak Outflow =5.43 cfs at 17.00 min
Peak Infiltration =03 cfs at 17.00 min
Peak Elevation =645.45 ft
Peak Storage =2841 cu.ft
MASS BALANCE (cu.ft)
Initial Vol
HYG Vol IN
Infiltration
HYG Vol OUT
Retained Vol
Unrouted Vol
0
5796
1852
3920
25
cu.ft (.0080 of Inflow Volume)
S /N: E21401D06A89
PondPack Ver. 7.5 (786c) Compute Time: 15:15:33 Date: 03/27/2006
University Village Volume Study
Engineering Calculations for the Erosion & Sediment Control Plan
Sediment Trap Computations for the Trap ''East''
Disturbed Drainage Area: 0.6 Acre
Wet Storage Required: 67 (cy /ac) x 0.6 Acre
40.2 cy
Dry Storage Required: 67 (cy /ac) x 0.6 Acre
40.2 cy
Bottom of Trap:663.00
Bottom of Stone Weir:666.60
Top of Stone Weir:667.70
Top of Trap:668.70
Wet Storage Available: 40.2 cy
Dry Storage Available: 40 cy
Elevation Area (ft ^2)Vol. (ft ^3)Vol. (cy)Area (ac)
663.0 0 0.0000
664.0 79.7 39.9 1.48 0.0018
665.0 306.2 193.0 7.15 0.0070
666.0 598.65 452.4 16.76 0.0137
666.6 783.57 400.8 14.85 0.0180
667.0 923.99 358.6 13.28 0.0212
667.^1170 732.9 27.14 0.0269
668.0 1237 361.0 13.37 0.0284
0.0000
Sub -Total Wet 1086.1 40.22
Sub -Total Dry 1091.5 40.43
Total:217 7.6 80.65
University Village Volume Study
Engineering Calculations for the Erosion & Sediment Control Plan
Sediment Trap Computations for the Trap "West"
Disturbed Drainage Area: 1.4 Acre
Wet Storage Required: 67 (cy /ac) x 1.4 Acre
93.8 cy
Dry Storage Required: 67 (cy /ac) x 1.4 Acre
93.8 cy
Bottom of Trap:641.00
Bottom of Stone Weir:643.60
Top of Stone Weir:645.00
Top of Trap:646.00
Wet Storage Available: 96.0 cy
Dry Storage Available: 94.0 cy
Elevation Area (ft ^2)Vol. (ft ^3)Vol. (cy)Area (ac)
640.0 0 0.0000
641.0 0 0.0 0.00 0.0000
641.0 503 0.0 0.00 0.0115
642.0 850 676.5 25.06 0.0195
643.0 1252 1051.0 38.93 0.0287
644.0 1692 1472.0 54.52 0.0388
645.0 2169 1930.5 71.50 0.0498
Total: 5130.0 190.00
COL ATY01 ALBEMARIT
I ) c 1) 11 111- 1 I , d (I ( )ml 11LI1111" t \ 1 ( )p III n
REVISED APPLICATION St'BMITTAL
This form 11111st he returned IN ith sour 1 isions to cllUYC I)l (Tcl tl'ackim and di ( '()uj >t',dl
11LIS 111(11CatCd hd(M %\ 11LIt thCV think V, Ill he I CLIMI a "I of rc Lion, ff' "()u need to 'uhmil
additional mi'()rmamom plea c o:\pLIIII on thl, COI for the hcIlct ()I'tllc IntaLc staff. All plans must be
collated and folded to fit into le size files. in order to be accepted for submittal.
TO: Allan Schuck
PROJECT NAME: t lnlvcrsitv Vilki(ic Pha Ill
I - - -- - - - - - - - T
Submittal County Project Number - Copis
Erosion and Sediment Control Plan & Narran % c %VPO-20()>-00074
I ]_,at on Plan
w"Ilver I-colicsl
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7
Road Plan &- Computations
Private Road request. with priN ate/pu 11 CO
PI Site Plan
Final Site Plan (or amendment)SDP-2005-00094
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