20070503 Ver 1_Hydrology Report_20070430

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E-22 Elementary School
Hydrology Report for:
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Wake County
Public School System
Raleigh, North Carolina
February 27, 2007
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~ENR - :":ATER Ca1JALIIY
1NETl1~5 ANU 3TORAAM4TER BRANCH
tVlcNeeiy associates pa
landscape architects 8 planning consultants
PO Drawer 30126, Raleigh, NC 27622-0126
5501 McNeely Drive, Raleigh, NC 27612
[phone] [phone] fax
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p~HR -,qiA~"ER c~UALITY
1NETt,ANl~.9 AND 3T(ATER BRANCH

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E-22 Elementary School
Stormwater Impact Analysis
March 1, 2007
' Submitt~e~d in suoao~t ofsite o/an submittal
- - -- ---
This is a hydrology study of the existing and proposed storm drainage systems at the vacant land
(Hawes Tract) kxated at the proposed 509 Mills Park Drive, Cary, North Carolina. The purpose
of this study is to document the pre and post devebpment peak flows for the two and ten year
' storm frequencies from this site and to establish that devebped peak flow will not exceed pre
devebped peak flow.
This site is located within the Cape Fear River Drainage basin watershed and is subject to the
Town of Cary buffer regulations. The site is also within the Jordan Lake watershed and must
meet the watershed nitrogen reduction requirements. There is a Lake .)ordan riparian buffer
located m the north, east and south of the Elementary Scholl site.
There are two Bic-Retention basins proposed for the devebped site. Bio-Retention basin i is
kx~ted to the north of tfie proposed site and Bio-Retention basin 2 is kKated inside the proposed
' bus loop. Bic-Retention basin 2 will outlet into Pipe System B at a reduced rate and outlet into
Bic-Retention basin 1. This allows a consecutive reduction for nitrogen within the drainage area
that initially enters Into Bic-Retention Basin 2.
' The site has four designated Points of Concerns (POC) and is divided into the following stomp
drainage systems for study purposes:
' POC #1 is located to the north of the Elementary school site at or near the outlet of Bio-
Retention basin 1.
System A -Drains ip Bic-Retention basin 1. This basin is designed to reduce peak deveoped
' flows and outlets to POC #1 at a reduced peak flow.
System B -Drains to Bic-Retention basin 1. This basin is designed to reduce peak developed
fbws and outlets to POC #i at a reduced peak flow.
System C -Drains to Bic-Retention basin 1. This basin is designed to reduce peak devebped
flows and outlets to POC # 1 at a reduced peak fk>w.
System D -Drains to Bic-Retention basin 2. This basin is desgned to reduce peak developed
' flows and outlets m System B at a reduced peak flow into Bic-Retention Basin 1.
System E -Drains to Bic-Retention basin 2. This basin is designed t'o reduce peak devebped
flows and outlets to System B at a reduced peak flow into Bic-Retentbn Basin 1.

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System F -Drains to Bic-Retention basin 2. This basin is designed to reduce peak devebped
flows and outlets bo System B at a reduord peak flow into Bic-Retention Basin 1.
System G -Drains to Bic-Retention basin 2. This basin is designed to reduce peak developed
flows and outlets to System B at a reduced peak flow into Bio-Retentbn Basin 1.
POC #2 is boated at the midpoint of the south property line.
POC #3 is boated at the midpoint of the south properly line and approximately 150 linear feet
west from POC #2 at the beginning of the riparian buffer.
POC #4 is located bo the east of the proposed Elemerrtary School site at the beginning of the
riparian buffer.
Calculatlon Methodoloav
See attached exhibits for layout of watersheds of existing and proposed conditions. Time of
concentration for most watiershed basins are less than 5 minutes for post developed conditions,
so Time of Concentration (Tc) detailed calculations are not necessary for those cases. Where the
watershed is large enough, or reservoir routing has been done, the Tc is cakulahed and
documented.
Weighted C values for the Rational formula are computed and doaunented for each watershed.
Landscape areas use a C value of 0.35, while paved (or impervious) areas use a C value of 0.95.
Peak fl~ cakulatbns were computed using the software "Hydroflow Storm Sewers 2003" by
Intelisolve. The Rational formula was utilized with I(2) and I(10) derived from modified rainfall
IDF curves by Dr. Rooney Mak:olm of NC State University for this geographic area. A copy of the
IDF curves is included in this report. The rainfall IDF curve data has been adopCed by the Town
of Cary for use in this area and is only slightly different from data derived directly from NVVS
Hydro-35 data.
This computer program calculates peak flow based on Tc at tfie inlet. "Hydroflow 2003"
computes TC by choosing the greatest of the following:
1. The time ~ conotntrai3on of the upstream line plus the time of flow tfirough the line
form the upstream run.
2. The time of concentration as above for any other connecting lines.
3. The inlet time of the line under consideration.
The computer program Hydrofbw Hydrographs 2007 by Intelisdve was used for routing
calculatlons.
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' The folk~ving is a table of the 2 and 10 year peak flows at each of the POCs:
Wat~h~ Pre-2 Post-2 % Charwe Pre-10 Post-10 % changg Detention
POC # 1 12.95 2.38 -5.44% 17.08 7.85 -2.1796 Y
' POC #2 7.94 0.71 -11.18% 10.34 0.92 -11.23% N
POC #3 5.84 1.27 -4.59% 7.61 1.65 -4.61% N
POC #4 1.69 0.58 -2.91% 2.20 0.76 -2.89% N
' Totals 28.42 4.94 -5.7596 37.23 11.18 -3.3396 Y
' All values are in cubic feet per second (cfs).
POCs 2, 3 and 4 all have reduced watershed areas.
' Post devebped peak fk>ws have been reduced bo bek~nr pre developed peak fiows by use of Bia-
Retention basins 1 and 2.
' Respectfully ubm ,
Ke' Downing, ASLA, Nt?tLA # 1047
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4iydra8ow Storm Sewers 2003

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Prepared by Keith Downing 2/27/2007
Page 1
E-22 Elements School Februa 27, 2007

Impervious Area (SF) Pervious Area (SF) @
Watershed Total Area (SF) @ C=0.95 C=0.35 Total Area (Ac) Weighted C Value
FES A 0 0 0
A01 5,734 3,752 1,982 0.13 0.74
A02 11,487 9,054 2,433 0.26 0.82
FES B 0 0 0
B01 5,766 903 4,863 0.13 0.44
602 10,559 6,047 4,512 0.24 0.69
603 16,530 13,519 3,011 0.38 0.84
604 46,494 37,763 8,731 1.07 0.84
605 18,142 11,301 6,841 0.42 0.72
B06 2,292 2,292 0 0.05 0.95
B07 8,358 7,801 557 0.19 0.91
B08 25,706 22,759 2,947 0.59 0.88
FES C 0 0 0
C01 54,142 8,970 45,172 1.24 0.45
C02 13,795 13,795 0 0.32 0.95
C03 1,448 1,020 428 0.03 0.77
C04 5,681 5,283 398 0.13 0.91
C05 5,148 4,702 446 0.12 0.90
C06 5,806 5,360 446 0.13 0.90
C07 332 130 202 0.01 0.58
COS 1,638 1,062 576 0.04 0.74
C09 9,369 4,650 4,719 0.22 0.65
C10 33 609 11965 21 644 0.77 0.56

iiii~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
Prepared by Keith Downing 2/27/2007
Page 2
C11 27,335 2,541 24 794 0.63 0.41

FES D 0 0 0
D01 6,517 98 6 419 0.15 0.36
D02 19123 13,387 5,736 0.44 0.77

FES E 0 0 0
E01 27,920 25 703 2,217 0.64 0.90

FES F 0 0 0
F01 925 208 717 0.02 0.48

FES G 0 0 0
G01 19 596 1 036 18,560 0.45 0.38
G02 16,126 10 960 5,166 0.37 0.76
G03 12,516 8,557 3 959 0.29 0.76
G04 5,154 1,407 3 747 0.12 0.51

Basin 1 185,979 31 380 154 599 4.27 0.45
Basin 2 20 528 7,396 13 132 0.47 0.57
Additonal 43 587 0 43 587 1.00 0.35

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' Nitrogen Control Plan
Commercial /Industrial /Residential Sites with Known Impervious Area
Project Title: E22
Type of Project New [ ]Expansion [ ]Exempt
Basis for exemption
Part I. Riparian Buffers
Area includes riparian buffers? [ ] No Yes [ ]Exempt
If yes, ~ 50 foot [ ] 100 foot
River Basin? (] Neuse Cape Fear
Basis for exemption
Show buffers on site plan.
Part II. Nitrogen Calculations (Method 2, Appendix C):
a. Site Information ~/
Total area of property incl. R/W 3. 1
Denuded Area Z ~ ?~
Impervious Area incl. RM/ , T-
Managed open space y ), 7~
Protected open space ~',~
b. Pre-development loading; TN export
Area TN export coeff. from use
Type of Land Cover (acres) (Ibs/actyr) (Ibs/yr)
Permanently protected undisturbed open ~
space (forest, unmown meadow) ~;~ 0.60 3 ~ y
Permanently protected managed open space ct ,, LL
(grass, landscaping, etc.) ~iP 1.20 ~7~ T
Impervious Area 21.20
TOTAL ~7 V~
Nitrogen Loading Rate (Ibs/ac/yr) _ ~ ~ ~ 3
c. Post-development loading: TN export
Area TN export coeff. from use
Type of Land Cover (acres) (Ibs/actyr) (Ibs/yr)
Permanently protected undisturbed open i
space (forest, unmown meadow) ~~~ 0.60 ~ ~~~'
Permanently protected managed open space ~
(grass, landscaping, etc.) ~ ~i~ 1.20 ~~~ ~~
Impervious Area , 21.20 ~ ,
TOTAL 6.
Nitrogen Loading Rate (Ibs/ac/yr) _ ~i ~~
Proposed BMP(s) ~~ C ~L1~~1~01`~
Nitrogen Load after BMPs = ~ . 9 L
Nitrogen Load Offset by Payments =
Net change in on-site NLoad = . Z
Part III. Control of Peak Stormwater Flow (for 1 yea design storm)
Calculated Pre-development Peak Flow . 85~ 7 ~,5
Calculated Post-development Pea Flow pL.
Proposed BMP(s) B,o ~~~t~J ~vr~/ v45-,../s
Post BMP Peak Flow ~ 5
I, the undersigned, certify to the best of my knowledge that the above information is correct (affix seal).
Supply notes & details showing control of Nitrogen and peak stormwater runoff. 3~2oos

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Hydraflow Plan View
o~-~
Project file: CAP22-System-A.stm ~ No. Lines: 2 ~ 02-14-2007
Hydraflow Strom Sewers 2003

~^ S~m~ew~lnve t ~ R por~ ^~ ~ ~ ~ ~ ~ ~ ~ ~ ~ Pw1
Line Alignment Flow Data Physical Data Line ID
No
.
Dnstr Line Deft Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet/
line length angle type Q area coeff time EI Dn slope EI Up size type value coeff Rim EI
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 240.0 -158.5 Comb 0.00 0.13 0.74 5.0 310.00 3.00 317.20 15 Cir 0.013 1.50 324.50
2 1 54.0 111.6 Comb 0.00 0.26 0.82 5.0 317.30 5.00 320.00 15 Cir 0.013 1.00 324.60
Project File: CAP22-System-A.stm Number of lines: 2 Date: 02-14-2007
Hydraflow Storrn Sewers 2003

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Station Len Dmg Area Rnoff
ff Area x C Tc Raln Total Cap
l Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID
coe (I) flow fu
l
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (iNhr) (cfs) (cfs} (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft}
1 End 240.0 0.13 0.39 0.74 0.10 0.31 5.0 5.9 5.5 1.71 11.18 2.45 15 3.00 317.20 310.00 317.96 311.25 324.50 312.00
2 1 54.0 0.26 0.26 0.82 0.21 0.21 5.0 5.0 5.8 1.23 14.44 2.51 15 5.00 320.00 317.30 320.62 317.96 324.60 324.50
Project File: CAP22-System-A.stm Number of fines: 2 Run Date: 02-14-2007
NOTES: Intensity = 74.06 / (inlet time + 13.30) ^ 0.88; Retum period = 2 Yrs.
Hydraflow Storm Sewers 2003

~ S~m~w~ln~ t ray R po~,~^ ~ . ~ ~ ~ ~ ~ ~ ~ ~~!,
Line
No Alignment Flow Data Physical Data Line ID
.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet/
line length angle type Q area coeff time EI Dn slope EI Up size type value coeff Rim EI
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 240.0 -158.5 Comb 0.00 0.13 0.74 5.0 310.00 3.00 317.20 15 Cir 0.013 1.50 324.50
2 1 54.0 111.6 Comb 0.00 0.26 0.82 5.0 317.30 5.00 320.00 15 Cir 0.013 1.00 324.60
Project File: CAP22-System-A.stm Number of lines: 2 Date: 02-14-2007
Hydraflow Storm Sewers 2003

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Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (Ws) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 240.0 0.13 0.39 0.74 0.10 0.31 5.0 5.7 7.3 225 11.18 2.85 15 3.00 317.20 310.00 318.10 311.25 324.50 312.00
2 1 54.0 0.26 0.26 0.82 0.21 0.21 5.0 5.0 7.5 1.60 14.44 2.67 15 5.00 320.00 317.30 320.73 318.10 324.60 324.50
Project File: CAP22-System-A.stm Number of lines: 2 Run Date: 02-14-2007
NOTES: Intensity = 82.60 / (Inlet time + 13.50) ^ 0.82; Return period = 10 Yrs.
Hydratiow storm sewers 2003

~ S~m~ewe~ln ~ t ray R porgy ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ P~!1
Line Alignment Flow Data Physical Data Line ID
No
.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet/
line length angle type Q area coeff time EI Dn slope EI Up size type value coeff Rim EI
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 240.0 -158.5 Comb 0.00 0.13 0.74 5.0 310.00 3.00 317.20 15 Cir 0.013 1.50 324.50
2 1 54.0 111.6 Comb 0.00 0.26 0.82 5.0 317.30 5.00 320.00 1'5 Cir 0.013 1.00 324.60
Project File: CAP22-System-A.stm Number of lines: 2 Date: 02-14-2007
Hydraflow Storm Sewers 2003

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Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID
1 fl f
ll
coeff )
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Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr} (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 240.0 0.13 0.39 0.74 0.10 0.31 5.0 5.6 8.0 2.47 11.18 3.01 15 3.00 317.20 310.00 318.76 311.25 324.50 312.00
2 1 54.0 0.26 0.26 0.82 0.21 0.21 5.0 5.0 8.2 1.75 14.44 2.74 15 5.00 320.00 317.30 320.77 318.16 324.60 324.50
Project File: CAP22-System-A.stm Number of lines: 2 Run Date: 02-14-2007
NOTES: Intensity = 118.93 / (Inlet time + 17.60) ^ 0.86; Return period = 25 Yrs.
Hydraflow Sturm Sewers 2003

Elev. (fty
335.00
329.00
323.00
317.00
311.00
305.00 -
0
25 50 75 100 125 150 175 200 225 250 275 300
Reach (ft)
Hydraflow Storm Sewers 2003

'Ry ra low Plan View
Project file: CAP22-System-B.stm ~ No. Lines: 9 ~ 02-16-2007
Hydrefiow Storm Beware 2003

~ Sin ~w~r nv~ir to~ R~or~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ^^~ age
Line
N Alignment Flow Data Physical Data Line ID
o.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-loss
Inlet/
line length angle type Q area coeff time EI Dn slope EI Up size type value coeff Rim EI
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 205.0 134.8 Grate 0.00 0.13 0.44 5.0 310.00 1.00 312.05 30 Cir 0.013 1.10 331.50
2 1 75.0 -44.8 Grate 0.00 0.24 0.69 5.0 312.15 1.00 312.90 30 Cir 0.013 0.50 331.50
3 2 113.0 10.6 Comb 0.00 0.38 0.84 5.0 313.00 1.00 314.13 30 Cir 0.013 1.50 329.50
4 3 103.0 -10.6 Comb 0.00 1.07 0.84 5.0 314.23 1.00 315.26 24 Cir 0.013 1.10 327.00
5 4 125.0 -34.4 Hdwl 0.95 0.00 0.00 0.0 315.36 1.31 317.00 15 Cir 0.013 1.00 322.00
6 3 172.0 -100.6 Grate 0.00 0.42 0.72 5.0 326.49 1.00 328.21 15 Cir 0.013 1.25 332.00
7 6 49.0 -71.1 MH 0.00 0.05 0.95 5.0 328.31 1.00 328.80 15 Cir 0.013 0.45 333.00
8 7 60.0 15.1 Grate 0.00 0.19 0.91 5.0 327.90 1.00 328.50 15 Cir 0.013 1.00 333.50
9 1 168.0 47.9 Comb 0.00 0.59 0.88 5.0 326.32 1.00 328.00 15 Cir 0.013 1.00 329.00
Project File: CAP22-System-B.stm Number of lines: 9 Date: 02-16-2007
Hydraflow Storm Sewers 2003

Storm Sewer Summary Report Page 1

r

I~

CI,

Line Line ID Flow Line Line Invert invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 13.53 30 c 205.0 310.00 312.05 1.000 311.48 313.95 0.54 End
2 10.74 30 c 75.0 312.15 312.90 1.000 313.95 314.54 0.21 1
3 10.06 30 c 113.0 313.00 314.13 1.000 314.54 315.70 0.60 2
4 6.12 24 c 103.0 314.23 315.26 1.000 315.70 316.56 0.37 3
5 0.95 15 c 125.0 315.36 317.00 1.312 316.56 317.54 0.13 4
6 2.81 15 c 172.0 326.49 328.21 1.000 327.07 329.26 0.34 3
7 1.21 15 c 49.0 328.31 328.80 1.000 329.26 329.38 0.06 6
8 1.00 15 c .60.0 327.90 328.50 1.000 329.38 329.39 0.02 7
9 2.99 15 c 168.0 326.32 328.00 1.000 326.92 329.09 0.29 1
Project File: CAP22-System-B.stm Number of lines: 9 Run Date: 02-16-2007
NOTES: c =circular; a =elliptical; b =box; Return period = 2 Yrs.; * Indicates surcharge condition.
Hydraflow Storm Sewers 2003

""st~l'M ~ve"~at~at~ . . '~ . . . . ~^ '~ ~' '~ "~.1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID
ff I fl f
ll
coe (
) ow u
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (iNhr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 205.0 0.13 3.07 0.44 0.06 2.48 5.0 7.8 5.1 13.53 41.01 5.05 30 1.00 312.05 310.00 313.95 311.48 331.50 0.00
2 1 75.0 0.24 2.35 0.69 0.17 1.91 5.0 7.5 5.1 10.74 41.01 4.02 30 1.00 312.90 312.15 314.54 313.95 331.50 331.50
3 2 113.0 0.38 2.11 0.84 0.32 1.74 5.0 7.1 5.2 10.06 41.01 4.13 30 1.00 314.13 313.00 315.70 314.54 329.50 331.50
4 3 103.0 1.07 1.07 0.84 0.90 0.90 5.0 5.0 5.8 6.12 22.62 3.55 24 1.00 315.26 314.23 316.56 315.70 327.00 329.50
5 4 125.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.95 7.40 1.84 15 1.31 317.00 315.36 317.54 316.56 322.00 327.00
6 3 172.0 0.42 0.66 0.72 0.30 0.52 5.0 6.5 5.4 2.81 6.46 4.63 15 1.00 328.21 326.49 329.26 327.07 332.00 329.50
7 6 49.0 0.05 0.24 0.95 0.05 0.22 5.0 6.1 5.5 1.21 6.46 2.09 15 1.00 328.80 328.31 329.38 329.26 333.00 332.00
8 7 60.0 0.19 0.19 0.91 0.17 0.17 5.0 5.0 5.8 1.00 6.46 0.94 15 1.00 328.50 327.90 329.39 329.38 333.50 333.00
9 1 168.0 0.59 0.59 0.88 0.52 0.52 5.0 5.0 5.8 2.99 6.46 4.71 15 1.00 328.00 326.32 329.09 326.92 329.00 331.50
Project File: CAP22-System-B.stm Number of lines: 9 Run Date: 02-16-2007
NOTES: Intensity = 74.06 / (Inlet time + 13.30) ^ 0.88; Return period = 2 Yrs.
Hydraflow Storm Sewers 2003

Page 1
~ S~rm~ewe~lr n ~ t ray R~ r~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
Line
N Alignment Flow Data Physical Data Line ID
o.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet/
line length angle type Q area coeff time El Dn slope EI Up size type value coeff Rim EI
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 205.0 134.8 Grate 0.00 0.13 0.44 5.0 310.00 1.00 312.05 30 Cir 0.013 1.10 331.50
2 1 75.0 -44.8 Grate 0.00 0.24 0.69 5.0 312.15 1.00 312.90 30 Cir 0.013 0.50 331.50
3 2 113.0 10.6 Comb 0.00 0.38 0.84 5.0 313.00 1.00 314.13 30 Cir 0.013 1.50 329.50
4 3 103.0 -10.6 Comb 0.00 1.07 0.84 5.0 314.23 1.00 315.26 24 Cir 0.013 1.10 327.00
5 4 125.0 -34.4 Hdwl 0.95 0.00 0.00 0.0 315.36 1.31 317.00 15 Cir 0.013 1.00 322.00
6 3 172.0 -100.6 Grate 0.00 0.42 0.72 5.0 326.49 1.00 328.21 15 Cir 0.013 1.25 332.00
7 6 49.0 -71.1 MH 0.00 0.05 0.95 5.0 328.31 1.00 328.80 15 Cir 0.013 0.45 333.00
8 7 60.0 15.1 Grate 0.00 0.19 0.91 5.0 327.90 1.00 328.50 i 5 Cir 0.013 1.00 333.50
9 1 168.0 47.9 Comb 0.00 0.59 0.88 5.0 326.32 1.00 328.00 15 Cir 0.013 1.00 329.00
i
Project File: CAP22-System-B.stm Number of lines: 9 Date: 02-16-2007
Hydraflow Storm Sewers 2003

Storm Sewer Summary Report Page ,
J
i
r

~J
1
7

i_

i

Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 17.65 30 c 205.0 310.00 312.05 1.000 311.48 314.32 0.66 End
2 13.92 30 c 75.0 312.15 312.90 1.000 314.32 314.72 0.23 1
3 12.99 30 c 113.0 313.00 314.13 1.000 314.72 315.98 0.72 2
4 7.69 24 c 103.0 314.23 315.26 1.000 315.98 316.77 0.43 3
5 0.95 15 c 125.0 315.36 317.00 1.312 316.77 317.54 0.13 4
6 3.70 15 c 172.0 326.49 328.21 1.000 327.17* 329.48' 0.42 3
7 1.59 15 c 49.0 328.31 328.80 1.000 329.48 329.48 0.04 6
8 1.30 15 c 60.0 327.90 328.50 1.000 329.51 329.53 0.02 7
9 3.89 15 c 168.0 326.32 328.00 1.000 327.02' 329.31' 0.35 1
Project File: CAP22-System-B.stm Number of lines: 9 Run Date: 02-16-2007
NOTES: c =circular; a =elliptical; b =box; Return period = 10 Yrs.; * Indicates surcharge condition.
Hydraflow Storm Sewers 2003

iSt~m ~ewer~'abu~ation ~ ~ ^w ~ ^~ ~ ~ ~ ~ ~ ~w ~ P-1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID

coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ftfs) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 205.0 0.13 3.07 0.44 0.06 2.48 5.0 7.6 6.7 17.65 41.01 6.02 30 1.00 312.05 310.00 314.32 311.48 331.50 0.00
2 1 75.0 0.24 2.35 0.69 0.17 1.91 5.0 7.3 6.8 13.92 41.01 4.23 30 1.00 312.90 312.15 314.72 314.32 331.50 331.50
3 2 113.0 0.38 2.11 0.84 0.32 1.74 5.0 6.9 6.9 12.99 41.01 4.58 30 1.00 314.13 313.00 315.98 314.72 329.50 331.50
4 3 103.0 1.07 1.07 0.84 0.90 0.90 5.0 5.0 7.5 7.69 22.62 3.82 24 1.00 315.26 314.23 316.77 315.98 327.00 329.50
5 4 125.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.95 7.40 1.84 15 1.31 317.00 315.36 317.54 316.77 322.00 327.00
6 3 172.0 0.42 0.66 0.72 0.30 0.52 5.0 6.3 7.1 3.70 6.46 5.04 15 1.00 328.21 326.49 329.48 327.17 332.00 329.50
7 6 49.0 0.05 0.24 0.95 0.05 0.22 5.0 5.9 7.2 1.59 6.46 1.84 15 1.00 328.80 328.31 329.48 329.48 333.00 332.00
8 7 60.0 0.19 0.19 0.91 0.17 0.17 5.0 5.0 7.5 1.30 6.46 1.13 15 1.00 328.50 327.90 329.53 329.51 333.50 333.00
9 1 168.0 0.59 0.59 0.88 0.52 0.52 5.0 5.0 7.5 3.89 6.46 5.12 15 1.00 328.00 326.32 329.31 327.02 329.00 331.50
Project File: CAP22-System-B.stm Number of lines: 9 Run Date: 02-16-2007
NOTES: Intensity = 82.60 / (Inlet time + 13.50) ^ 0.82; Return period = 10 Yrs.
Hydraflow Storm Sewers 2003

~ Sl~m~w~lnv~rttc~ R~or~ ~ ~ ~ ~ ^~ ~ ~ ~ ~ ~ P~~
Line
No. Alignment Ftow Data Physical Data Line ID

Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet/
line length angle type Q area coeff time EI Dn slope EI Up size type value coeff Rim EI
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 205.0 134.8 Grate 0.00 0.13 0.44 5.0 310.00 1.00 312.05 30 Cir 0.013 1.10 331.50
2 1 75.0 -44.8 Grate 0.00 0.24 0.69 5.0 312.15 1.00 312.90 30 Cir 0.013 0.50 331.50
3 2 113.0 10.6 Comb 0.00 0.38 0.84 5.0 313.00 1.00 314.13 30 Cir 0.013 1.50 329.50
4 3 103.0 -10.6 Comb 0.00 1.07 0.84 5.0 314.23 1.00 315.26 24 Cir 0.013 1.10 327.00
5 4 125.0 -34.4 Hdwl 0.95 0.00 0.00 0.0 315.36 1.31 317.00 15 Cir 0.013 1.00 322.00
6 3 172.0 -100.6 Grate 0.00 0.42 0.72 5.0 326.49 1.00 328.21 15 Cir 0.013 1.25 332.00
7 6 49.0 -71.1 MH 0.00 0.05 0.95 5.0 328.31 1.00 328.80 15 Cir 0.013 0.45 333.00
8 7 60.0 15.1 Grate 0.00 0.19 0.91 5.0 327.90 1.00 328.50 15 Cir 0.013 1.00 333.50
9 1 168.0 47.9 Comb 0.00 0.59 0.88 5.0 326.32 1.00 328.00 15 Cir 0.013 1.00 329.00
Project File: CAP22-System-e.stm Number of lines: 9 Date: 02-16-2007
Hydratlow Storm Sewers 2003

Storm Sewer Summary Report Page ,

C~
~~

iJ

7

Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 19.50 30 c 205.0 310.00 312.05 1.000 311.48 314.48 0.71 End
2 15.35 30 c 75.0 312.15 312.90 1.000 314.48 314.63 0.19 1
3 14.27 30 c 113.0 313.00 314.13 1.000 314.63 316.09 0.77 2
4 8.31 24 c 103.0 314.23 315.26 1.000 316.09 316.84 0.45 3
5 0.95 15 c 125.0 315.36 317.00 1.312 316.84 317.54 0.13 4
6 4.08 15 c 172.0 326.49 328.21 1.000 327.21 * 329.57* 0.46 3
7 1.75 15 c 49.0 328.31 328.80 1.000 329.57 329.58 0.03 6
8 1.42 15 c 60.0 327.90 328.50 1.000 329.61 329.64 0.02 7
9 4.25 15 c 168.0 326.32 328.00 1.000 327.06* 329.40' 0.38 1
Project File: CAP22-System-B.stm Number of lines: 9 Run Date: 02-16-2007
NOTES: c =circular; a =elliptical; b =box; Return period = 25 Yrs.; 'Indicates surcharge condition.
Hydraflow Storm Sewers 2003

ewer
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd !Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (inlhr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 205.0 0.13 3.07 0.44 0.06 2.48 5.0 7.5 7.5 19.50 41.01 6.46 30 1.00 312.05 310.00 314.48 311.48 331.50 0.00
2 1 75.0 0.24 2.35 0.69 0.17 1.91 5.0 7.2 7.6 15.35 41.01 4.06 30 1.00 312.90 312.15 314.63 314.48 331.50 331.50
3 2 113.0 0.38 2.11 0.84 0.32 1.74 5.0 6.9 7.7 14.27 41.01 4.98 30 1.00 314.13 313.00 316.09 314.63 329.50 331.50
4 3 103.0 1.07 1.07 0.84 0.90 0.90 5.0 5.0 8.2 8.31 22.62 3.94 24 1.00 315.26 314.23 316.84 316.09 327.00 329.50
5 4 125.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.95 7.40 1.84 15 1.31 317.00 315.36 317.54 316.84 322.00 327.00
6 3 172.0 0.42 0.66 0.72 0.30 0.52 5.0 6.3 7.8 4.08 6.46 5.21 15 1.00 328.21 326.49 329.57 327.21 332.00 329.50
7 6 49.0 0.05 0.24 0.95 0.05 0.22 5.0 5.8 7.9 1.75 6.46 1.80 15 1.00 328.80 328.31 329.58 329.57 333.00 332.00
8 7 60.0 0.19 0.19 0.91 0.17 0.17 5.0 5.0 8.2 1.42 6.46 1.18 15 1.00 328.50 327.90 329.64 329.61 333.50 333.00
9 1 168.0 0.59 0.59 0.88 0.52 0.52 5.0 5.0 8.2 4.25 6.46 5.27 15 1.00 328.00 326.32 329.40 327.06 329.00 331.50
Project File: CAP22-System-B.stm Number of lines: 9 Run Date: 02-16-2007
NOTES: Intensity = 118.93 / (Inlet time + 17.60) ^ 0.86; Return period = 25 Yrs.
Hydrailow Storm Sewers 2003

Elev. (ft)
349.01
340.00
331.00
322.00
313.00
304.00 '-
0
50 100 150 200 250 300 350 400 450 500 550 600 650
Reach (ftj
.. _ .
_ Ln: 1 - - _ l:: 2 _ -
30 (in) _ 3 (in) - i_n 3
30 (in)
- t'4-
- - 2 4 (in)
_.
Hydraflow Storm Sewers 2003

~ S!l~m~w~Pr~!!~@ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~. file~22~m-ice
Elev. (ft)
351.00
342.00 _
_ Ln:
Ln: Ln: 6 --
333.00 45 {in)
324.00
315.00
306.00 - -- -
0 50 100 150 200 250 300 350 400 450
Reach (ft)
Hydraflow Storm Sewers 2003

i ~~R~GUIi r it li• ~ ~ ~ i ~ ~ . ^~ . .. _.~ __.~.

Elev. (ft)
349.00
340.00
tn: t - -
331.00 - Vin:
322.00 -
313.00
304.00 _ . -- . - .
n ~~ ~~ ~~
~~ ~~ ~~ iuu ~~a ~5u 775 200 225 250 275 300 325 350 375
Reach (ft)
Hydraflow Storm Sewers 2003

"'ay raflo PI View ~ ~ ~ ^~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
n Nr
Project file: CAP22-System-C.stm ~ No. Lines: 11 ~ 02-15-2007
HydraOow Storm Sewers 2003

~ S~orm~ew~l n ~ t ray R por~ ~ ~ ~ ~ ~ P
Line Alignment Flow Data Physical Data Line ID
No
.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss InIeU
line length angle type Q area coeff time EI Dn slope EI Up size type value coeff Rim EI
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 149.0 26.3 Grate 0.00 1.24 0.45 5.0 310.00 6.00 318.94 24 Cir 0.013 1.25 331.00
2 1 59.0 63.7 MH 0.00 0.32 0.95 5.0 323.91 1.00 324.50 24 Cir 0.013 0.15 333.00
3 2 138.0 0.0 Grate 0.00 0.03 0.77 5.0 324.60 1.00 325.98 18 Cir 0.013 1.50 334.00
4 3 48.0 90.0 Grate 0.00 0.13 0.91 5.0 327.28 1.00 327.76 15 Cir 0.013 1.50 333.90
5 4 48.0 0.0 Grate 0.00 0.12 0.90 5.0 327.86 1.00 328.34 12 Cir 0.013 0.50 334.00
6 5 49.0 0.0 Grate 0.00 0.13 0.90 5.0 328.44 1.00 328.93 12 Cir 0.013 1.10 334.00
7 6 35.0 0.0 Grate 0.00 0.01 0.58 5.0 329.90 1.00 330.25 8 Cir 0.013 1.00 334.25
8 6 27.0 -43.8 Grate 0.00 0.04 0.74 5.0 329.03 1.00 329.30 8 Cir 0.013 1.00 333.30
9 4 44.0 -90.0 Grate 0.00 0.22 0.65 5.0 327.86 1.00 328.30 15 Cir 0.013 1.00 332.50
10 3 152.0 7.7 Grate 0.00 0.77 0.56 5.0 326.08 1.00 327.60 15 Cir 0.013 1.50 331.50
11 10 80.0 -97.7 Grate 0.00 0.63 0.41 5.0 327.70 1.00 328.50 15 Cir 0.013 1.00 332.00
Project File: CAP22-System-C.stm Number of lines: 11 Date: 02-15-2007
Hydraflow Storm Sewers 2003

Storm Sewer Summary Report Page 1

u

II~
i~

ii

7

0

Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up toss line
'~ (cam) lin) lft) lft) lft) (%) (ft) (ft) lft) No.
1 8.60 24 c 149.0 310.00 318.94 6.000 311.33 320.56 0.53 End
2 6.39 24 c 59.0 323.91 324.50 1.000 324.64 325.84 0.05 1
3 5.23 18 c 138.0 324.60 325.98 1.000 325.84 327.39 0.56 2
4 2.24 15 c 48.0 327.28 327.76 1.000 327.79 328.66 0.35 3
5 1.13 12 c 48.0 327.86 328.34 1.000 328.66 329.00 0.08 4
6 0.68 12 c 49.0 328.44 328.93 1.000 329.00 329.42 0.13 5
7 0.03 8 c 35.0 329.90 330.25 1.000 329.98 330.36 0.02 6
8 0.17 8 c 27.0 329.03 329.30 1.000 329.42 329.56 0.06 6
9 0.82 15 c 44.0 327.86 328.30 1.000 328.66 328.79 0.12 4
10 3.77 15 c 152.0 326.08 327.60 1.000 327.39' 328.88" 0.52 3
11 1.49 15 c 80.0 327.70 328.50 1.000 328.88 329.19 0.17 10
Project File: CAP22-System-C.stm Number of lines: 11 Run Date: 02-15-2007
NOTES: c =circular; a =elliptical; b =box; Return period = 2 Yrs.; • Indicates surcharge condition.
Hydraflow Storm Sewers 2003

~St~ ~ewe~'ab~u ati~ . . . ^~ . . . . . ~^^ . ~ P•1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID
ff ! fl f
ll
Line To Incr Total coe Incr Total Inlet Syst (
) ow u Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (inlhr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 149.0 1.24 3.64 0.45 0.56 2.10 5.0 13.6 4.1 8.60 55.40 4.55 24 6.00 318.94 310.00 320.56 311.33 331.00 0.00
2 1 59.0 0.32 2.40 0.95 0.30 1.54 5.0 13.2 4.2 6.39 22.62 5.44 24 1.00 324.50 323.91 325.84 324.64 333.00 331.00
3 2 138.0 0.03 2.08 0.77 0.02 1.23 5.0 12.6 4.2 5.23 10.50 4.13 18 1.00 325.98 324.60 327.39 325.84 334.00 333.00
4 3 48.0 0.13 0.65 0.91 0.12 0.52 5.0 12.3 4.3 2.24 6.46 4.31 15 1.00 327.76 327.28 328.66 327.79 333.90 334.00
5 4 48.0 0.12 0.30 0.90 0.11 0.26 5.0 11.8 4.4 1.13 3.56 2.49 12 1.00 328.34 327.86 329.00 328.66 334.00 333.90
6 5 49.0 0.13 0.18 0.90 0.12 0.15 5.0 11.1 4.5 0.68 3.56 2.14 12 1.00 328.93 328.44 329.42 329.00 334.00 334.00
7 6 35.0 0.01 0.01 0.58 0.01 0.01 5.0 5.0 5.8 0.03 1.21 1.39 8 1.00 330.25 329.90 330.36 329.98 334.25 334.00
8 6 27.0 0.04 0.04 0.74 0.03 0.03 5.0 5.0 5.8 0.17 1.21 1.40 8 1.00 329.30 329.03 329.56 329.42 333.30 334.00
9 4 44.0 0.22 0.22 0.65 0.14 0.14 5.0 5.0 5.8 0.82 6.46 1.87 15 1.00 328.30 327.86 328.79 328.66 332.50 333.90
10 3 152.0 0.77 1.40 0.56 0.43 0.69 5.0 6.1 5.5 3.77 6.46 3.89 15 1.00 327.60 326.08 328.88 327.39 331.50 334.00
11 10 80.0 0.63 0.63 0.41 0.26 0.26 5.0 5.0 5.8 1.49 6.46 2.28 15 1.00 328.50 327.70 329.19 328.88 332.00 331.50
Project File: CAP22-System-C.stm Number of lines: 11 Run Date: 02-15-2007
NOTES: Intensity = 74.06 / (Inlet time + 13.30) ^ 0.88; Retum period = 2 Yrs.
Hydraflow Storm Sewers 2003

~ ~ ~ ~ ~ ~ ~ ~ i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
Storm Sewer Inventory Report Page 1
Line
No Alignment Flow Data Physical Data Line ID
.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Iniet/
line length angle type Q area coeff time EI Dn slope EI Up size type value coeff Rim EI
No. (ft) (deg) (cfs) {ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 149.0 26.3 Grate 0.00 1.24 0.45 5.0 310.00 6.00 318.94 24 Cir 0.013 1.25 331.00
2 1 59.0 63.7 MH 0.00 0.32 0.95 5.0 323.91 1.00 324.50 24 Cir 0.013 0.15 333.00
3 2 138.0 0.0 Grate 0.00 0.03 0.77 5.0 324.60 1.00 325.98 18 Cir 0.013 1.50 334.00
4 3 48.0 90.0 Grate 0.00 0.13 0.91 5.0 327.28 1.00 327.76 15 Cir 0.013 1.50 333.90
5 4 48.0 0.0 Grate 0.00 0.12 0.90 5.0 327.86 1.00 328.34 12 Cir 0.013 0.50 334.00
6 5 49.0 0.0 Grate 0.00 0.13 0.90 5.0 328.44 1.00 328.93 12 Cir 0.013 1.10 334.00
7 6 35.0 0.0 Grate 0.00 0.01 0.58 5.0 329.90 1.00 330.25 8 Cir 0.013 1.00 334.25
8 6 27.0 -43.8 Grate 0.00 0.04 0.74 5.0 329.03 1.00 329.30 8 Cir 0.013 1.00 333.30
9 4 44.0 -90.0 Grate 0.00 0.22 0.65 5.0 327.86 1.00 328.30 15 Cir 0.013 1.00 332.50
10 3 152.0 7.7 Grate 0.00 0.77 0.56 5.0 326.08 1.00 327.60 15 Cir 0.013 1.50 331.50
11 10 80.0 -97.7 Grate 0.00 0.63 0.41 5.0 327.70 1.00 328.50 15 Cir 0.013 1.00 332.00
Project File: CAP22-System-C.stm Number of lines: 11 Date: 02-15-2007
Hydraflow Storm Sewers 2003

Storm Sewer Summary Report Page 1

C

~I

~I

Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cam) (in) (ft) (~) (ft) (%) (~) (ft) (ft) No.
1 12.23 24 c 149.0 310.00 318.94 6.000 311.33• 321.01 • 0.70 End
2 9.06 24 c 59.0 323.91 324.50 1.000 324.79 326.18 0.07 1 ~
3 7.38 18 c 138.0 324.60 325.98 1.000 326.18* 327.80" 0.75 2
4 3.15 15 c 48.0 327.28 327.76 1.000 327.90 328.89 0.45 3
5 1.59 12 c 48.0 327.86 328.34 1.000 328.89 329.06 0.08 4
6 0.95 12 c 49.0 328.44 328.93 1.000 329.06 329.52 0.16 5
7 0.04 8 c 35.0 329.90 330.25 1.000 329.99 330.37 0.03 6
8 0.22 8 c 27.0 329.03 329.30 1.000 329.52 329.58 0.06 6
9 1.07 15 c 44.0 327.86 328.30 1.000 328.89 328.89 0.06 4
10 4.98 15 c 152.0 326.08 327.60 1.000 327.80* 328.98* 0.50 3
11 1.94 15 c 80.0 327.70 328.50 1.000 328.98 329.31 0.21 10
Project File: CAP22-System-C.stm Number of lines: 11 Run Date: 02-15-2007
NOTES: c =circular; a =elliptical; b =box; Return period = 10 Yrs.; • Indicates surcharge condition.
Hydraflow Storm Sewers 2003

'~ Sin ~w~a~la~ . ^~^ . . . . ^~ ~^ . ~^^ . ..
Station Len Dmg Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd /Rim Etev Llne ID
ff
coe (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 149.0 1.24 3.64 0.45 0.56 2.10 5.0 11.6 5.8 12.23 55.40 5.75 24 6.00 318.94 310.00 321.01 311.33 331.00 0.00
2 1 59.0 0.32 2.40 0.95 0.30 1.54 5.0 11.3 5.9 9.06 22.62 6.04 24 1.00 324.50 323.91 326.18 324.79 333.00 331.00
3 2 138.0 0.03 2.08 0.77 0.02 1.23 5.0 10.8 6.0 7.38 10.50 4.92 18 1.00 325.98 324.60 327.80 326.18 334.00 333.00
4 3 48.0 0.13 0.65 0.91 0.12 0.52 5.0 10.6 6.0 3.15 6.46 4.79 15 1.00 327.76 327.28 328.89 327.90 333.90 334.00
5 4 48.0 0.12 0.30 0.90 0.11 0.26 5.0 10.3 6.1 1.59 3.56 2.61 12 1.00 328.34 327.86 329.06 328.89 334.00 333.90
6 5 49.0 0.13 0.18 0.90 0.12 0.15 5.0 9.7 6.2 0.95 3.56 2.48 12 1.00 328.93 328.44 329.52 329.06 334.00 334.00
7 6 35.0 0.01 0.01 0.58 0.01 0.01 5.0 5.0 7.5 O.D4 1.21 1.49 8 1.00 330.25 329.90 330.37 329.99 334.25 334.00
8 6 27.0 0.04 0.04 0.74 0.03 0.03 5.0 5.0 7.5 0.22 1.21 1.38 8 1.00 329.30 329.03 329.58 329.52 333.30 334.00
9 4 44.0 0.22 0.22 0.65 0.14 0.14 5.0 5.0 7.5 1.07 6.46 1.45 15 1.00 328.30 327.86 328.89 328.89 332.50 333.90
10 3 152.0 0.77 1.40 0.56 0.43 0.69 5.0 5.8 7.2 4.98 6.46 4.34 15 1.00 327.60 326.08 328.98 327.80 331.50 334.00
11 10 80.0 0.63 0.63 0.41 0.26 0.26 5.0 5.0 7.5 1.94 6.46 2.61 15 1.00 328.50 327.70 329.31 328.98 332.00 331.50
Project File: CAP22-System-C.stm Number of lines: 11 Run Date: 02-15-2007
NOTES: Intensity = 82.60 / (Inlet time + 13.50) ^ 0.82; Return period = 10 Yrs.
Hydraflow Storm Sewers 2003

r S~orm~Sew In ent wry R~or• ~ ~ ~ ~ ~ ~ ~ ~ ~^ ~~
Line
No Alignment Flow Data Physical Data Line ID
.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet!
line length angle type Q area cceff time EI Dn slope EI Up size type value cceff Rim EI
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 149.0 26.3 Grate 0.00 1.24 0.45 5.0 310.00 6.00 318.94 24 Cir 0.013 1.25 331.00
2 1 59.0 63.7 MH 0.00 0.32 0.95 5.0 323.91 1.00 324.50 24 Cir 0.013 0.15 333.00
3 2 138.0 0.0 Grate 0.00 0.03 0.77 5.0 324.60 1.00 325.98 18 Cir 0.013 1.50 334.00
4 3 48.0 90.0 Grate 0.00 0.13 0.91 5.0 327.28 1.00 327.76 15 Cir 0.013 1.50 333.90
5 4 48.0 0.0 Grate 0.00 0.12 0.90 5.0 327.86 1.00 328.34 12 Cir 0.013 0.50 334.00
6 5 49.0 0.0 Grate 0.00 0.13 0.90 5.0 328.44 1.00 328.93 12 Cir 0.013 1.10 334.00
7 6 35.0 0.0 Grate 0.00 0.01 0.58 5.0 329.90 1.00 330.25 8 Cir 0.013 1.00 334.25
8 6 27.0 -43.8 Grate 0.00 0.04 0.74 5.0 329.03 1.00 329.30 8 Cir 0.013 1.00 333.30
9 4 44.0 -90.0 Grate 0.00 0.22 0.65 5.0 327.86 1.00 328.30 15 Cir 0.013 1.00 332.50
10 3 152.0 7.7 Grate 0.00 0.77 0.56 5.0 326.08 1.00 327.60 15 Cir 0.013 1.50 331.50
11 10 80.0 -97.7 Grate 0.00 0.63 0.41 5.0 327.70 1.00 328.50 15 Cir 0.013 1.00 332.00
Project File: CAP22-System-C.stm Number of lines: 11 Date: 02-15-2007
Hydraflow Storm Sewers 2003

Storm Sewer Summary Report Page,

ii
~I~
7

n
0

Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 14.01 24 c 149.0 310.00 318.94 6.000 311.33* 321.23* 0.78 End
2 10.36 24 C 59.0 323.91 324.50 1.000 324.86 326.34 0.07 1
3 8.42 18 c 138.0 324.60 325.98 1.000 326.34* 327.93* 0.79 2
4 3.59 15 c 48.0 327.28 327.76 1.000 327.95 329.00 0.49 3
5 1.81 12 c 48.0 327.86 328.34 1.000 329.00 329.09 0.06 4
6 1.07 12 c 49.0 328.44 328.93 1.000 329.15 329.57 0.18 5
7 0.05 8 c 35.0 329.90 330.25 1.000 329.99 330.38 0.03 6
8 0.24 8 c 27.0 329.03 329.30 1.000 329.57 329.58 0.05 6
9 1.17 15 c 44.0 327.86 328.30 1.000 329.00 329.00 0.04 4
10 5.48 15 c 152.0 326.08 327.60 1.000 327.93* 329.03* 0.47 3
11 2.11 15 c 80.0 327.70 328.50 1.000 329.03 329.32 0.20 10
Project File: CAP22-System-C.stm Number of lines: 11 Run Date: 02-15-2007
NOTES: c =circular; a =elliptical; b =box; Return period = 25 Yrs.; * Indicates surcharge condition.
Hydraflow Storm Sewers 2003

~St~n ~ewe~a~u anon ~ ~ i ~ ~ ~ ~ ~ ~ ~ i ~^ P-1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Yet Pipe Invert Elev HGL Elev Gmd !Rim Elev Line ID
ff I f
coe (
) low full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (iNhr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 149.0 1.24 3.64 0.45 0.56 2.10 5.0 11.0 6.7 14.07 55.40 6.33 24 6.00 318.94 310.00 321.23 311.33 331.00 0.00
2 1 59.0 0.32 2.40 0.95 0.30 1.54 5.0 10.8 6.7 10.36 22.62 6.30 24 1.00 324.50 323.91 326.34 324.86 333.00 331.00
3 2 138.0 0.03 2.08 0.77 0.02 1.23 5.0 10.3 6.8 8.42 10.50 5.30 18 1.00 325.98 324.60 327.93 326.34 334.00 333.00
4 3 48.0 0.13 0.65 0.91 0.12 0.52 5.0 10.1 6.9 3.59 6.46 4.99 15 1.00 327.76 327.28 329.00 327.95 333.90 334.00
5 4 48.0 0.12 0.30 0.90 0.11 0.26 5.0 9.8 6.9 1.81 3.56 2.58 12 1.00 328.34 327.86 329.09 329.00 334.00 333.90
6 5 49.0 0.13 0.18 0.90 0.12 0.15 5.0 9.3 7.1 1.07 3.56 2.51 12 1.00 328.93 328.44 329.57 329.15 334.00 334.00
7 6 35.0 0.01 0.01 0.58 0.01 0.01 5.0 5.0 8.2 0.05 1.21 1.53 8 1.00 330.25 329.90 330.38 329.99 334.25 334.00
8 6 27.0 0.04 0.04 0.74 0.03 0.03 5.0 5.0 8.2 0.24 1.21 1.27 8 1.00 329.30 329.03 329.58 329.57 333.30 334.00
9 4 44.0 0.22 0.22 0.65 0.14 0.14 5.0 5.0 8.2 1.17 6.46 1.33 15 1.00 328.30 327.86 329.00 329.00 332.50 333.90
10 3 152.0 0.77 1.40 0.56 0.43 0.69 5.0 5.8 8.0 6.48 6.46 4.47 15 1.00 327.60 326.08 329.03 327.93 331.50 334.00
11 10 80.0 0.63 0.63 0.41 0.26 0.26 5.0 5.0 8.2 2.11 6.46 2.64 15 1.00 328.50 327.70 329.32 329.03 332.00 331.50
Project File: CAP22-System-C.stm Number of lines: 11 Run Date: 02-15-2007
NOTES: Intensity = 118.93 / (Inlet time + 17.60) ^ 0.86; Retum period = 25 Yrs.
HydraFlow Storm Sewers 2003

Elev. (ft)
341.00
337.00
1 (in) _
- Ln: 11 . .
- - - Ln: 0 15 (in)
333.00
329.00
325.00
321.00 - -
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375
Reach (ft)
Hydraflow Storm Sewers 2003

~ 5~"I~T~\AI~P~~e~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~. fi1~22~em-~
Elev. (ft)
341.00
337.00
333.00
329.00
325.00
321 00
n: .
18 in) - Ln:4 -
15 (in)_ -
- Ln: 9 -
15 (in)
0 25 50 75 100 125 150 175 200 225 250
Reach (ft)
Hydratlow Storm Sewers 2003

Elev. (ft)
341.OC
337.00
333.00
329.00
325.00
321.00
~ 8 (in) _ Ln: 4 Ln_ 5 Ln: 6
15 (i) 12 (in 12 (in) L : 8
8 (in)
0 25 50 75 100 125 150 175 200 225 250 275 300 325
Reach (ft)
liydraflow Storm Sewers 2003

E{ev. (ft)
353
00
.
343
00
.

333.00
323
00
.
313
00
.
303
00
.
0 50 100 150 200 250 300 350 400 450 500 550
Reach (ft)

Ln: 1.
24 in
_ Ln: 2
24 (in Ln: 3
18 (in)
- Ln: 4
15 (in) Ln: S
12 (in) _ Ln: 6
12 (in) Ln: 7-
8 (in)

- - _
Hydraflow Storm Sewers 2003

~yc~r~aflow Plan View
o~rau
Project file: CAP22-System-D.stm ~ No. Lines: 2 ~ d2-14-2007
Hydraflow S1ortn Sewers 2003

Page 1
~ S~'m~ewe ~In ent r~~y R por~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
Line Alignment Flow Data Physical Data Line ID
No
.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-loss
In1eU
line length angle type Q area coeff time EI Dn slope EI Up size type value cceff Rim EI
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 83.0 -172.0 Grate 0.00 0.15 0.36 5.0 322.00 1.00 322.83 15 Cir 0.013 1.25 327.00
2 1 61.0 59.8 Comb 0.00 0.44 0.44 5.0 322.93 1.00 323.54 15 Cir 0.013 1.00 327.00
Project File: CAP22-System-D.stm Number of lines: 2 Date: 02-14-2007
Hydranow storm sewers zoos

Storm Sewer Summary Report Page 1

LJ

u

Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 1.40 15 c 83.0 322.00 322.83 1.000 322.57 323.50 0.21 End
2 1.11 15 c 61.0 322.93 323.54 1.000 323.50 324.13 0.14 1
Project File: CAP22-System-D.stm Number of lines: 2 Run Date: 02-14-2007
NOTES: c =circular; a =elliptical; b =box; Return period = 2 Yrs.; 'Indicates surcharge condition.
Hydraflow Storm Sewers 2003

Page 1
'~'St~n ~ve~'al~u ati~r ~^ ~ ~ ~ ~^ ~ ~ ~ ~ ~ ^~ ~ ^~
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Yel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line ID
ff I flow full
Line To Incr Total coe Incr Total Inlet Syst )
( Slze Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 83.0 0.15 0.59 0.36 0.05 0.25 5.0 5.4 5.6 1.40 6.46 2.92 15 1.00 322.83 322.00 323.50 322.57 327.00 0.00
2 1 61.0 0.44 0.44 0.44 0.19 0.19 5.0 5.0 5.8 1.11 6.46 2.54 15 1.00 323.54 322.93 324.13 323.50 327.00 327.00
Project File: CAP22-System-D.stm Number of lines: 2 Run Date: 02-14-2007
NOTES: Intensity = 74.06 / (Inlet time + 13.30) ^ 0.86; Return period = 2 Yrs.
Hydraflow Storm Sewers 2003

S'~orm~ewer Inventory Report Page 1
Line
No. Alignment Flow Data Physical Data Line ID

Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet/
line length angle type Q area coeff time EI Dn slope EI Up size type value coeff Rim EI
No. (fl) (deg) (cfs) (ac) (C) (min) (fl) (%) (ff) (in) (n) (K) (ft)
1 End 83.0 -172.0 Grate 0.00 0.15 0.36 5.0 322.00 1.00 322.83 15 Cir 0.013 1.25 327.00
2 1 61.0 59.8 Comb 0.00 0.44 0.44 5.0 322.93 1.00 323.54 15 Cir 0.013 1.00 327.00
Project File: CAP22-System-D.stm Number of lines: 2 Date: 02-14-2007
Hydrailow Storm Sewers 2003

Storm Sewer Summary Report Page
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) {ft) No.
1 1.83 15 c 83.0 322.00 322.83 1.000 322.57 323.62 0.25 End
2 1.45 15 c 61.0 322.93 323.54 1.000 323.62 324.23 0.17 1
Project File: CAP22-System-D.stm Number of lines: 2 Run Date: 02-14-2007
NOTES: c =circular; a =elliptical; b =box; Retum period = 10 Yrs.; "Indicates surcharge condition.
Hydraflow Storrn Sewers 2003

Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line ID
f
coeff (I) flow ull
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 83.0 0.15 0.59 0.36 0.05 0.25 5.0 5.4 7.4 1.83 6.46 3.47 15 1.00 322.83 322.00 323.62 322.57 327.00 0.00
2 1 61.0 0.44 0.44 0.44 0.19 0.19 5.0 5.0 7.5 1.45 6.46 2.70 15 1.00 323.54 322.93 324.23 323.62 327.00 327.00
Project File: CAP22-System-D.stm Number of lines: 2 Run Date: 02-14-2007
NOTES: Intensity = 82.60 / (Inlet time + 13.50) ^ 0.82; Return period = 10 Yrs.
Hydraflow Storm Sewers 2003

Page 1
~ S~orm w nvent ray R~ ~ ~ ~ ~ ^~ ^~ ~ ~ ~ ~ ~ ~
Line Alignment Flow Data Physical Data Line ID
No
.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-loss
In1eU
line length angle type Q area coeff time EI Dn slope EI Up size type value coeff Rim EI
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 83.0 -172.0 Grate 0.00 0.15 0.36 5.0 322.00 1.00 322.83 15 Cir 0.013 1.25 327.00
2 1 61.0 59.8 Comb 0.00 0.44 0.44 5.0 322.93 1.00 323.54 15 Cir 0.013 1.00 327.00
Project File: CAP22-System-D.stm Number of lines: 2 Date: 02-14-2007
HydreOow Storrs Sewers 2003

Storm Sewer Summary Report Page ,

~~,

C

Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 2.00 15 c 83.0 322.00 322.83 1.000 322.57 323.67 0.27 End
2 1.58 15 c 61.0 322.93 323.54 1.000 323.67 324.27 0.18 1
Project File: CAP22-System-D.stm Number of lines: 2 Run Date: 02-14-2007
NOTES: c =circular; a =elliptical; b =box; Return period = 25 Yrs.; `Indicates surcharge condition.
Hydraflow Storm Sewers 2003

'~St'~~n ~nrer~a~u at~i ~ . . . . . '~' . . . . ~.1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 83.0 0.15 0.59 0.36 0.05 0.25 5.0 5.4 8.1 2.00 6.46 3.70 15 1.00 322.83 322.00 323.67 322.57 327.00 0.00
2 1 61.0 0.44 0.44 0.44 0.19 0.19 5.0 5.0 8.2 1.58 6.46 2.76 15 1.00 323.54 322.93 324.27 323.67 327.00 327.00
Project File: CAP22-System-D.stm Number of lines: 2 Run Date: 02-14-2007
NOTES: Intensity = 118.93 / (Inlet time + 17.60) ^ 0.86; Return period = 25 Yrs.
Hydraflow Storm Sewers 2003

~ ~R~H~ r~~@~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~. fiI~P22~m-fit
Elev. (ft)
335.00
332.00
329.00
326.00
323.00
320.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Reach (ft)
Hydraflow Storm Sewers 2003

~ytr aflo PI View w w~ w ~w ~w ^w ~w ~w w w ~w ~w ~^ w
o~reu
I Project file: CAP22-System-E.stm ~ No. Lines: 1 ~ 02-14-2007
Hydraflow Storm Sewero 2003

~ S~irm~ew~in ent ray R~ r~ ~ ~^ ~ ~ ~ ~ ~ ~ ~ ~ P-,
Line
No. Alignment Flow Data Physical Data Line ID

Dnstr Line Defl Junc Known Dmg Runoff Inlet Invert Line Invert Line Llne N J-loss Inlet/
line length angle type Q area coeff time EI Dn slope EI Up size type value coeff Rim EI
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 54.0 112.3 Comb 0.00 0.64 0.90 5.0 322.00 1.00 322.54 15 Cir 0.013 1.00 325.00
Project File: CAP22-System-E.stm Number of lines: 1 Date: 02-14-2007
Hydraflow Storm Sewers 2003

Storm Sewer Summary Report Page ,
ii

J

i
r

i_
n
0

0

Line
No. Line ID Flow
rate
(cfs) Line
size
(in) Line
length
(ft) Invert
EL Dn
(ft) Invert
EL Up
(ft) Line
slope
(%) HGL
down
(ft) HGL
up
(ft) Minor
loss
(ft) Dns
line
No.
1 3.32 15 c 54.0 322.00 322.54 1.000 322.87 323.71 0.31 End
Project File: CAP22-System-E.stm Number of lines: 1 Run Date: 02-14-2007
~ NOTES: c =circular; a =elliptical; b =box; Return period = 2 Yrs.; "Indicates surcharge condition.
Hydraflow Storm Sewers 2003

~St~n ~ewer~'abu~ati~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ P-1
Station Len Drng Area Rnoff
ff Area x C Tc Rain
I Total
fl Cap
f
ll Vet Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID
Line To
Line

(ft) Incr

(ac) Total

(ac) coe

(C) Incr Total Inlet

(min) Syst

(min) )
(
(in/hr) ow

(cfs) u

(cfs)

(ft/s) Size

(in) Slope

(%) Up

(ft) Dn

(ft) Up

(ft) Dn

(ft) Up

(ft) Dn

(ft}
1 End 54.0 0.64 0.64 0.90 0.58 0.58 5.0 5.0 5.8 3.32 6.46 4.05 15 1.00 322.54 322.00 323.71 322.87 325.00 0.00
Project File: CAP22-System-E.stm Number of lines: 1 Run Date: 02-14-2007
NOTES: Intensity = 74.06 / (Inlet time + 13.30) ^ 0.88; Return period = 2 Yrs.
Hydraflow Storm Sewers 2003

S~orm Sewer Inventory Report Page ,
Line
No. Alignment Flow Data Physical Data Line ID

Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss InIeU
line
No. length
(ft) angle
(deg) type Q
(cfs) area
(ac) coeff
(C) time
(min) EI Dn
(ft) slope
(%) EI Up
(ft) size
(in) type value
(n) coeff
(K) Rim EI
(ft)
1 End 54.0 112.3 Comb 0.00 0.64 0.90 5.0 322.00 1.00 322.54 15 Cir 0.013 1.00 325.00
Project File: CAP22-System-E.stm Number of lines: 1 Date: 02-14-2007
Hydraflow Strom Sewers 2003

Storm Sewer Summary Report Page,

7
I~

ii

i_

Line
No. Line ID Fiow
rate
(cfs) Line
size
(in) Line
length
(ft) Invert
EL Dn
(ft) Invert
EL Up
(ft) Line
slope
(%) HGL
down
(ft) HGL
up
(ft) Minor
loss
(ft) Dns
line
No.
1 4.32 15 c 54.0 322.00 322.54 1.000 322.87' 323.96' 0.39 End
Project File: CAP22-System-E.stm Number of lines: 1 Run Date: 02-14-2007
NOTES: c =circular; a =elliptical; b =box; Retum period = 10 Yrs.; "Indicates surcharge condition.
Hydraflow Storm Sewers 2003

~t~ S~we~r~'a b uTati~ ~ ~ ~ ~ ~^ ~ ~ ~ r ~ ~ ~ P
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap
f Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID

Line
To
Line

ft)
Incr

(ac)
Total

(ac) coeff

(C)
Incr
Total
Inlet

(min)
Syst

(min) (I)

(in/hr) flow

(cfs) ull

(cfs)

ft/s)
Size

(in)
Slope

{%)
Up

(ft)
Dn

(ft)
Up

(ft)
Dn

(ft)
Up

(ft)
Dn

(ft)
1 End 54.0 0.64 0.64 0.90 0.58 0.58 5.0 5.0 7.5 4.32 6.46 4.86 15 1.00 322.54 322.00 323.96 322.87 325.00 0.00
Project File: CAP22-System-E.stm Number of lines: 1 Run Date: 02-14-2007
NOTES: Intensity = 82.60 / (inlet time + 13.50) ^ 0.82; Retum period = 10 Yrs.
Hydraflow Storm Sewers 2003

~ S~orm w nv~ent ry R~ ~ ~ ~ ~ ~ ~ ~ ^~ ~ ~ ~ P~
Line
No. Alignment Flow Data Physical Data Line ID

Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet/
line length angle type Q area coeff time EI Dn slope EI Up size type value coeff Rlm El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 54.0 112.3 Comb 0.00 0.64 0.90 5.0 322.00 1.00 322.54 15 Cir 0.013 1.00 325.00
Project File: CAP22-System-E.stm Number of lines: 1 Date: 02-14-2007
Hydraflow Storm Sewers 2003

Storm Sewer Summary Report Page 1
7

J

r

CIS

n

Llne Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 4.72 15 c 54,0 322.00 322.54 1.000 322.87" 324.06" 0.42 End
Project File: CAP22-System-E.stm Number of lines: 1 Run Date: 02-14-2007
NOTES: c =circular; a =elliptical; b =box; Return period = 25 Yrs.; * Indicates surcharge condition.
Hydraflow Storm Sewers 2003

~St~m ~ewer~'ab~atio~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID

Line
To
Line

ft}
Incr

(ac)
Total

(ac) coeff

(C)
Incr
Total
Inlet

(min)
Syst

(min) (1)

(in/hr) flow

(cfs) full

(cfs)

ftls)
Size

(in)
Slope

(%)
Up

(ft)
Dn

(ft)
Up

(ft)
Dn

(ft)
Up

(ft)
Dn

(ft}
1 End 54.0 0.64 0.64 0.90 0.58 0.58 5.0 5.0 8.2 4.72 6.46 5.17 15 1.00 322.54 322.00 324.06 322.87 325.00 0.00
Project File: CAP22-System-E.stm Number of lines: 1 Run Date: 02-14-2007
NOTES: Intensity = 118.93 / (Inlet time + 17.60) ^ 0.86; Return period = 25 Yrs.
Hydraflow Storrs Sewers 2003

~ ~'rYl~\N~F'r~l@~ ~ ! ~ ~ ~ ~ ~ ~ ~ ~. file~'22~m-t•
Elev. (ft)
330
00
.
328
00
.

00
326 - Ln:
15- 1
in)
-
.

324.00
00
322.
00
320.
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2003

~yc~aflow P1~ Vt~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
fl~~~
Project file: CAP22-System-F.stm I No. Lines: 1 ~ 02-14-2007
Hydraflow Starts Sewer 2003

Page 1
~ Sim Sewer ~lnv~nt ry R~ r~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
Line Alignment Flow Data Physical Data Line ID
No
.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-loss
Inlet/
line length angle type Q area coeff time EI Dn slope EI Up size type value coeff Rim EI
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 86.0 -34.7 Grate 0.00 0.02 0.48 5.0 322.00 6.00 327.16 12 Cir 0.013 1.00 333.00
Project File: CAP22-System-F.stm Number of lines: 1 Date: 02-15-2007
Hydraflow Storm Sewers 2pp3

Storm Sewer Summary Report Page,
i
0

LI

C
u

1

C~~
u

Line
No. Line ID Flow
rate
(cfs) Line
size
(in) Line
length
(ft) Invert
EL Dn
(ft) Invert
EL Up
(ft) Line
slope
(%) HGL
down
(ft) HGL
up
(ft) Minor
loss
(ft) Dns
line
No.
1 0.06 12 c 86.0 322.00 327.16 6.000 322.12 327.28 0.03 End
Project File: CAP22-System-F.stm Number of lines: 1 Run Date: 02-15-2007
NOTES: c =circular; a =elliptical; b =box; Return period = 2 Yrs.; "Indicates surcharge condition.
Hydrafl°W Storm Sewers 2003

Storm Sewer Tabulation Page
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID

Line
To
Line

ft)
Incr

(ac)
Total

(ac) cceff

(C)
Incr
Total
Inlet

(min)
Syst

(min) (I)

(in/hr) flow

(cfs) full

(cfs)

ft/s)
Size

(in)
Slope

(%)
Up

(ft)
Dn

(ft)
Up

(ft)
Dn

(ft)
Up

(ft)
Dn

(ft)
1 End 86.0 0.02 0.02 0.48 0.07 0.01 5.0 5.0 5.8 0.06 8.72 1.20 12 6.00 327.16 322.00 327.28 322.12 333.00 0.00
Project File: CAP22-System-F.stm Number of lines: 1 Run Date: 02-15-2007
NOTES: Intensity = 74.06 ! (Inlet time + 13.30) ^ 0.88; Return period = 2 Yrs.
Hydraflow Storm Sewers 2003

Page 1
^~ S orm Sew nv t ~ R
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-loss
Inlet/
line length angle type Q area coeff time EI Dn slope EI Up size type value coeff Rim EI
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 86.0 -34.7 Grate 0.00 0.02 0.48 5.0 322.00 6.00 327.16 12 Cir 0.013 1.00 333.00
Project File: CAP22-System-F.stm Number of lines: 1 Date: 02-15-2007
nyuiauuw aiu+m oewom <wa

Storm Sewer Summary Report Page ,
ii
II~

i

0

~~

0
'LI

Line
No. Line ID Flow
rate
(cam) Line
size
(in) Line
length
(n) Invert
EL Dn
(ft) Invert
EL Up
(ft) Line
slope
(%) HGL
down
(ft) HGL
up
(ft) Minor
loss
(ft) Dns
line
No.
1 0.07 12 c 86.0 322.00 327.16 6.000 322.12 327.30 0.03 End
Project File: CAP22-System-F.stm Number of lines: 1 Run Date: 02-15-2007
NOTES: c =circular; a =elliptical; b =box; Return period = 10 Yrs.; 'Indicates surcharge condition.
Hydraflow Storm Sewers 2003

~ ~ ~ ~ Pa-
~torm Sewer~abu ation
Station Len Drng Area Rnoff
ff Area x C Tc Rain
I Total
f Cap
f
ll Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID
Line To
Line

(ft) Incr

(ac) Total

(ac) coe

(C) Incr Total Inlet

(min) Syst

(min) (
)
(in/hr) low

(cfs) u

(cfs)

(ft/s) Size

(in) Slope

(%) Up

(ft) Dn

(ft) Up

(ft) Dn

(ft) Up

(ft) Dn

(ft)
1 End 86.0 0.02 0.02 0.48 0.01 0.01 5.0 5.0 7.5 0.07 8.72 1.40 12 6.00 327.16 322.00 327.30 322.12 333.00 0.00
Project File: CAP22-System-F.stm Number of lines: 1 Run Date: 02-15-2007
NOTES: Intensity = 82.60 ! (Inlet time + 13.50) ^ 0.82; Return period = 10 Yrs.
Hydraflow Storm Sewers 2003

~ S~orm ~ewer~nv~ent ry R ~ rte ~ ~ ~ ~ ~ ~ ~ ~ •~ ^~ Pa-
Line Alignment Flow Data Physical Data Line ID
No
.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet/
line length angle type Q area coeff time EI Dn slope EI Up size type value coeff Rlm EI
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (In) (n) (K) (ft)
1 End 86.0 -34.7 Grate 0.00 0.02 0.48 5.0 322.00 6.00 327.16 12 Cir 0.013 1.00 333.00
Project File: CAP22-System-F.stm Number of lines: 1 Date: 02-15-2007
Hydre(low Storm Sewers 2003

Storm Sewer Summary Report Page 1

i

C

1

7

iL

~i

Line
No. Line ID Ftow
rate
(Cfs) Line
size
(in) Line
length
(ft) Invert
EL Dn
(R) Invert
EL Up
(ft) Line
slope
(%) HGL
down
(ft) HGL
up
(R) Minor
loss
(ft) Dns
line
NO.
1 0.08 12 c 86.0 322.00 327.16 6.000 322.12 327.31 0.03 End
Project File: CAP22-System-F.stm Number of lines: 1 Run Date: 02-15-2007
NOTES: c =circular; a =elliptical; b =box; Return period = 25 Yrs.; 'Indicates surcharge condition.
Hydraflow Storm Sowers 2003

~torm S~ewer~'abu anon Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line ID

Line
To
Line

ft)
Incr

(ac)
Total

(ac) coeff

(C)
Incr
Total
Inlet

(min)
Syst

(min) (I)

(in/hr) flow

(cfs) full

(cfs)

ft/s)
Size

(in)
Slope

(%)
Up

(ft)
Dn

(ft)
Up

(ft)
Dn

(ft)
Up

(ft)
Dn

(ft)
1 End 86.0 0.02 0.02 0.48 0.01 0.01 5.0 5.0 8.2 0.08 8.72 1.48 12 6.00 327.16 322.00 327.31 322.12 333.00 0.00
Project File: CAP22-System-F.stm Number of lines: 1 Run Date: 02-15-2007
NOTES: Intensity = 118.93 / (Inlet time + 17.60) ^ 0.86; Return period = 25 Yrs.
Hydraflow Storm Sewers 2003

~ Sl~m~w~Pr~le ~ i ~ ~ ~ ~ ~w ~ ^~ ~ ~1. >•i~e~lbz2 ~m-~
Elev. (ft)
343
00
.
338
00
.

00
333 Ln: 1
12 (in)
.
328
00
.
00
323
.
00
318
.
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2003

Hydraflow Plan View
Oulfail
Project file: CAP22System-G.stm ~ No. Lines: 4 ~ 02-15-2007
Hydranow Storm Sewers 2003

~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ i ~ ~ ~ ~ ~ ~
Storm Sewer Inventory Report Page 1
Line
N Alignment Flow Data Physical Data line ID
o.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-loss
Inlet/
line length angle type Q area coeff time EI Dn slope EI Up size type value coeff Rim EI
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 120.0 25.0 Grate 0.00 0.45 0.38 5.0 322.00 1.00 323.20 18 Cir 0.013 1.10 325.00
2 1 73.0 -39.6 Comb 0.00 0.37 0.76 5.0 323.30 1.00 324.03 18 Cir 0.013 1.25 327.00
3 2 57.0 -59.2 Grate 0.00 0.29 0.76 5.0 324.13 2.00 325.27 15 Cir 0.013 0.50 332.50
4 3 81.0 -6.0 Grate 0.00 0.12 0.51 5.0 325.37 3.00 327.80 15 Cir 0.013 1.00 332.25
Project File: CAP22-System-G.stm Number of lines: 4 Date: 02-15-2007
Hydrat{ow Storm Sew°ra 2003

Storm Sewer Summary Report Page 1

0
0

fl

I~

n

Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs} (in) (ft) (it) (ft) (%) (ft) (ft) (R) No.
1 3.90 18 c 120.0 322.00 323.20 1.000 322.91 324.35 0.33 End
2 3.04 18 c 73.0 323.30 324.03 1.000 324.35 325.02 0.31 1
3 1.55 15 c 57.0 324.13 325.27 2.000 325.02 325.99 0.09 2
4 0.35 15 c 81.0 325.37 327.80 3.000 325.99 328.11 0.07 3
Project File: CAP22-System-G.stm Number of lines: 4 Run Date: 02-15-2007
NOTES: c =circular; a =elliptical; b =box; Retum period = 2 Yrs.; * Indicates surcharge condition.
HydrafloW Storm Sewers 2003

""St!!~!n ~ve~'al~i ate ~' . . . . . . ^~ . . . . P•1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID
ff 1 fl f
ll
coe (
) ow u
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 120.0 0.45 1.23 0.38 0.17 0.73 5.0 6.7 5.3 3.90 10.50 3.93 18 1.00 323.20 322.00 324.35 322.91 325.00 0.00
2 1 73.0 0.37 0.78 0.76 0.28 0.56 5.0 6.4 5.4 3.04 10.50 3.15 18 1.00 324.03 323.30 325.02 324.35 327.00 325.00
3 2 57.0 0.29 0.41 0.76 0.22 0.28 5.0 6.0 5.5 1.55 9.13 2.53 15 2.00 325.27 324.13 325.99 325.02 332.50 327.00
4 3 81.0 0.12 0.12 0.51 0.06 0.06 5.0 5.0 5.8 0.35 11.18 1.38 15 3.00 327.80 325.37 328.11 325.99 332.25 332.50
Project File: CAP22-System-G.stm Number of lines: 4 Run Date: 02-15-2007
NOTES: Intensity = 74.06 / (Inlet time + 13.30) ^ 0.88; Return period = 2 Yrs.
Hydraflow Storm Sewers 2003

~ Sao rm ~ew ~ nv~ t ray R ~ ~ ~ ~ ~ ~ ~ ~ ~^~^ ~ ~ a~ P
Line Alignment Flow Data Physical Data Line ID
No
.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet/
line length angle type Q area coeff time EI Dn slope EI Up size type value cceff Rim EI
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 120.0 25.0 Grate 0.00 0.45 0.38 5.0 322.00 1.00 323.20 18 Cir 0.013 1.10 325.00
2 1 73.0 -39.6 Comb 0.00 0.37 0.76 5.0 323.30 1.00 324.03 18 Cir 0.013 1.25 327.00
3 2 57.0 -59.2 Grate 0.00 0.29 0.76 5.0 324.13 2.00 325.27 15 Cir 0.013 0.50 332.50
4 3 81.0 -6.0 Grate 0.00 0.12 0.51 5.0 325.37 3.00 327.80 15 Cir 0.013 1.00 332.25
Project File: CAP22-System-G.stm Number of lines: 4 Date: 02-15-2007
Hydraflow Storm Sewers 2003

Storm Sewer Summary Report Page 1

I~I'
L~

Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 5.13 18 c 120.0 322.00 323.20 1.000 322.91 324.59 0.40 End
2 4.00 18 C 73.0 323.30 324.03 1.000 324.59 325.20 0.38 1
3 2.03 15 c 57.0 324.13 325.27 2.000 325.20 326.12 0.11 2
4 0.46 15 c 81.0 325.37 327.80 3.000 326.12 328.16 0.09 3
Project File: CAP22-System-G.stm Number of lines: 4 Run Date: 02-15-2007
NOTES: c =circular; a =elliptical; b =box; Return period = 10 Yrs.; 'Indicates surcharge condition. --
Hydraflow Storm Sewers 2003

'~5t~rm ~ewer~'abu~ation ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ Page ~
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID
ff 1 flow full
Line To Incr Total coe Incr Total Inlet Syst )
( Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 120.0 0.45 1.23 0.38 0.17 0.73 5.0 6.6 7.0 5.13 10.50 4.72 18 1.00 323.20 322.00 324.59 322.91 325.00 0.00
2 1 73.0 0.37 0.78 0.76 0.28 0.56 5.0 6.3 7.1 4.00 10.50 3.45 18 1.00 324.03 323.30 325.20 324.59 327.00 325.00
3 2 57.0 0.29 0.41 0.76 0.22 0.28 5.0 5.9 7.2 2.03 9.13 2.77 15 2.00 325.27 324.13 326.12 325.20 332.50 327.00
4 3 81.0 0.12 0.12 0.51 0.06 0.06 5.0 5.0 7.5 0.46 11.18 1.47 15 3.00 327.80 325.37 328.16 326.12 332.25 332.50
Project File: CAP22-System-G.stm Number of lines: 4 Run Date: 02-15-2007
NOTES: Intensity = 82.60 / (Inlet time + 13.50) ^ 0.82; Return period = 10 Yrs.
Hydraflow Storm Sewers 2003

Storm Sewer Inventory Report Page 1
Line Alignment Flow Data Physical Data Line ID
N
o.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-loss
InIeU
line length angle type Q area coeff time EI Dn slope EI Up size type value coeff Rim EI
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 120.0 25.0 Grate 0.00 0.45 0.38 5.0 322.00 1.00 323.20 18 Cir 0.013 1.10 325.00
2 1 73.0 -39.6 Comb 0.00 0.37 0.76 5.0 323.30 1.00 324.03 18 Cir 0.013 1.25 327.00
3 2 57.0 -59.2 Grate 0.00 0.29 0.76 5.0 324.13 2.00 325.27 15 Cir 0.013 0.50 332.50
4 3 81.0 -6.0 Grate 0.00 0.12 0.51 5.0 325.37 3.00 327.80 15 Cir 0.013 1.00 332.25
Project File: CAP22-System-G.stm Number of lines: 4 Date: 02-15-2007
Hydraflow Storm Sewers 2003

Storm Sewer Summary Report Page

Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cam) (in) (ft) (ft) (ft) (%) (ft) (~) (ft) No.
1 5.67 18 c 120.0 322.00 323.20 1.000 322.91 324.69 0.44 End
2 4.40 18 c 73.0 323.30 324.03 1.000 324.69 325.28 0.41 1
3 2.23 15 c 57.0 324.13 325.27 2.000 325.28 326.17 0.12 2
4 0.50 15 c 81.0 325.37 327.80 3.000 326.17 328.17 0.09 3
Project File: CAP22-System-G.stm Number of lines: 4 Run Date: 02-15-2007
NOTES: c =circular; a =elliptical; b =box; Return period = 25 Yrs.; "Indicates surcharge condition.
Hydraflow Storm Sewers 2003

~St~rm ~ewer~'a~u anon ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~~,
Station Len Dmg Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Gmd /Rim Elev Line ID
coeff (1) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (iNhr) (cfs) (cfs) (it/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 120.0 0.45 1.23 0.38 0.17 0.73 5.0 6.6 7.7 5.67 10.50 5.06 18 1.00 323.20 322.00 324.69 322.91 325.00 0.00
2 1 73.0 0.37 0.78 0.76 0.28 0.56 5.0 62 7.8 4.40 10.50 3.58 18 1.00 324.03 323.30 325.28 324.69 327.00 325.00
3 2 57.0 0.29 0.41 0.76 0.22 0.28 5.0 5.9 7.9 2.23 9.13 2.87 15 2.00 325.27 324.13 326.17 325.28 332.50 327.00
4 3 81.0 0.12 0.12 0.51 0.06 0.06 5.0 5.0 8.2 0.50 11.18 1.50 15 3.00 327.80 325.37 328.17 326.17 332.25 332.50
Project File: CAP22-System-G.stm Number of lines: 4 Run Date: 02-15-2007
NOTES: Intensity = 118.93 / (Inlet time + 17.60) ^ 0.86; Return period = 25 Yrs.
Hydraflow Storm Sewers 2003

~ S~'m~W~Pr~le ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ file~22-gym-cam
Elev. (ft)
343.00
338.00
333.00
328.00
323.00
318 00
L :3 Ln:
1 (in) 15- in)
Ln: 2
18 (in)-
18 (in
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350
Reach (ft)
Hydraflow Storm Sewers 2003

H draflow Table of Contents CAP22-Routing.gpw
Y
Hydraflow Hydrographs by Intelisolve v9.02 Tuesday, Feb 27, 2007
Hydrograph Return Period Recap ...................................................................... 1
2 -Year
Hydrograph Reports ........................................................................................................... 2
Hydrograph No. 1, Rational, System D ............................................................................. 2
Hydrograph No. 2, Rational, System E ............................................................................. 3
Hydrograph No. 3, Rational, System F .............................................................................
Hydrograph No. 4, Rational, System G 4
5
Hydrograph No. 5, Rational, Basin 2 ................................................................................ 6

................................
Hydrograph No. 6, Combine, System D + System E .................. ..:...
Hydrograph No. 7, Combine, System F + System G ........................................................ 7

8

...........................................
Hydrograph No. 8, Combine, D + E + F + G ..........................
' Hydrograph No. 9, Combine, D + E + F + G + Basin 2 ...........................................•.'.....
Hydrograph No. 10, Reservoir, BioRet Basin 2 Outflow . 10
11
Pond Report -Bio Basin 2 .......................................................................................... 12
Hydrograph No. 11, Rational, System A .........................................................................
Hydrograph No. 12, Rational, System B ......................................................................... 13
14
Hydrograph No. 13, Rational, System C ......................................................................... 15
' Hydrograph No. 14, Rational, Basin 1 ............................................................................
Hydrograph No. 15, Combine, System C + Basin 1 ....................................................... 16
17
Hydrograph No. 16, Combine, A + B + C + Basin 1 ....................................................... 18
Hydrograph No. 17, Combine, 10 + 12 ...........................................................................
Hydrograph No. 18, Combine, 18 + 11 ........................................................................... 19
20
Hydrograph No. 19, Combine, 16 + 19 .......................................................
.................... 21
Hydrograph No. 20, Reservoir, Basin 1 outflow ..............................................................
Pond Report -Bio Basin 1 .......................................................................................... 22
23
Hydrograph No. 21, Rational, Existing POC #1 .............................................................. 24
Hydrograph No. 22, Rational, Existing POC #2 ..............................................................
Hydrograph No. 23, Rational, Existing POC #3 .............................................................. 25
26
Hydrograph No. 24, Rational, Existing POC #4 .............................................................. 27
Hydrograph No. 25, Rational, Proposed POC #2 ............................:::::::::::::::::::::::::::::::
Hydrograph No. 26, Rational, Proposed POC #3 . 28
29
Hydrograph No. 27, Rational, Proposed POC #4 ........................................................... 30
10 -Year

' Hydrograph Reports .........................................................................................................
Hydrograph No. 1, Rational, System D ........................................................................... 31
31
Hydrograph No. 2, Rational, System E ........................................................................... 32
Hydrograph No. 3, Rational, System F ...........................................................................
Hydrograph No. 4, Rational, System G .......................................................................... 33
34
Hydrograph No. 5, Rational, Basin 2 .............................................................................. 35
Hydrograph No. 6, Combine, System D + System E ......................................................
Hydrograph No. 7, Combine, System F + System G .................................. .........
........... 36
37
Hydrograph No. 8, Combine, D + E + F + G ................................................................... 38
Hydrograph No. 9, Combine, D + E + F + G + Basin 2 ................................................... 39
Hydrograph No. 10, Reservoir, BioRet Basin 2 Outflow ................................................. 40
Pond Report -Bio Basin 2 .......................................................... ..........
...................... 41

................................
Hydrograph No. 11, Rational, System A ........................................ . 42

Contents continued...
CAP22-Routing.gpw
Hydrograph No. 12, Rational, System B ......................................................................... 43
Hydrograph No. 13, Rational, System C ......................................................................... 44
' Hydrograph No. 14, Rational, Basin 1 ............................................................................
Hydrograph No. 15, Combine, System C + Basin 1 ....................................................... 45
46

' Hydrograph No. 16, Combine, A + B + C + Basin 1 .......................................................
Hydrograph No. 17, Combine, 10 + 12 ...........................................................................
Hydrograph No. 18, Combine, 18 + 11 ...........................................................................
Hydrograph No. 19, Combine, 16 + 19 ........................................................................... 47
48
49
50
' Hydrograph No. 20, Reservoir: Basin 1 outflow ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::
Pond Report Bio Basin 1 51
52

' Hydrograph No. 21, Rational, Existing POC #1 ..............................................................
Hydrograph No. 22, Rational, Existing POC #2 ..............................................................
Hydrograph No. 23, Rational, Existing POC #3 ..............................................................
Hydrograph No. 24, Rational, Existing POC #4 ..............................................................
Hydrograph No. 25, Rational, Proposed POC #2 ...........................................................
Hydrograph No. 26, Rational, Proposed POC #3 ...........................................................
Hydrograph No. 27, Rational, Proposed POC #4 ........................................................... 53
54
55
56
57
58
59
25 -Year
Hydrograph Reports .........................................................................................................
Hydrograph No. 1, Rational, System D 60
60
' Hydrograph No. 2, Rational, System E
...........................................................................
Hydrograph No. 3, Rational, System F ........................................................................... 61
62
Hydrograph No. 4, Rational, System G 63
Hydrograph No. 5, Rational, Basin 2
...........................................................................
Hydrograph No. 6, Combine, System D + System E ...................................................... 64
65
Hydrograph No. 7, Combine, System F + System G ...................................................... 66
' Hydrograph No. 8, Combine, D + E + F + G ................................................................... 67
Hydrograph No. 9, Combine, D + E + F + G + Basin 2 ................................................... 68
Hydrograph No. 10, Reservoir, BioRet Basin 2 Outflow ................................................. 69
Pond Report -Bio Basin 2 .......................................................................................... 70
Hydrograph No. 11, Rational, System A ......................................................................... 71
Hydrograph No. 12, Rational, System B .
...........
......... 72
Hydrograph No. 13, Rational, System C . ........... .........
................................................
...
Hydrograph No. 14, Rational, Basin 1 ............................................................................
Hydrograph No. 15, Combine, System C + Basin 1 .......................................................
Hydrograph No. 16, Combine, A + B + C + Basin 1 ....................................................... 73
74
75
76
Hydrograph No. 17, Combine, 10 + 12 ........................................................................... 77
Hydrograph No. 18, Combine, 18 + 11 ...........................................................................
Hydrograph No. 19, Combine, 16 + 19 ........................................................................... 78
79
Hydrograph No. 20, Reservoir, Basin 1 outflow .............................................................. 80
' Pond Report -Bio Basin 1 .......................................................................................... 81
Hydrograph No. 21, Rational, Existing POC #1 .............................................................. 82

' Hydrograph No. 22, Rational, Existing POC #2 ..............................................................
Hydrograph No. 23, Rational, Existing POC #3
.....
... 83
84
Hydrograph No. 24, Rational, Existing POC #4 ..... ...
...............................:::::::::::::::
:::::::: 85
Hydrograph No. 25, Rational, Proposed POC #2 ...........................................................
Hydrograph No. 26, Rational, Proposed POC #3 ...........................................................
Hydrograph No. 27, Rational, Proposed POC #4 ........................................................... 86
87
88
' 100 -Year

Contents continued...

0

i~
'I~
~J

CAP22-Routing.gpw
Hydrograph Reports ......................................................................................................... 89
Hydrograph No. 1, Rational, System D .................:........................................................ . 89
Hydrograph No. 2, Rational, System E .......................................................................... . 90
Hydrograph No. 3, Rational, System F .......................................................................... . 91
Hydrograph No. 4, Rational, System G .......................................................................... 92
Hydrograph No. 5, Rational, Basin 2 ............................................................................. . 93
Hydrograph No. 6, Combine, System D + System E ..................................................... . 94
Hydrograph No. 7, Combine, System F + System G ..................................................... . 95
Hydrograph No. 8, Combine, D + E + F + G .................................................................. . 96
Hydrograph No. 9, Combine, D + E + F + G + Basin 2 .................................................. . 97
Hydrograph No. 10, Reservoir, BioRet Basin 2 Outflow ................................................. 98
Pond Report -Bio Basin 2 ......................................................................................... . 99
Hydrograph No. 11, Rational, System A ....................................................................... 100
Hydrograph No. 12, Rational, System B ....................................................................... 101
Hydrograph No. 13, Rational, System C ....................................................................... 102
Hydrograph No. 14, Rational, Basin 1 .......................................................................... 103
Hydrograph No. 15, Combine, System C + Basin 1 ..................................................... 104
Hydrograph No. 16, Combine, A + B + C + Basin 1 ..................................................... 105
Hydrograph No. 17, Combine, 10 + 12 ......................................................................... 106
Hydrograph No. 18, Combine, 18 + 11 ......................................................................... 107
Hydrograph No. 19, Combine, 16 + 19 ......................................................................... 108
Hydrograph No. 20, Reservoir, Basin 1 outflow ............................................................ 109
Pond Report -Bio Basin 1 ........................................................................................ 110
Hydrograph No. 21, Rational, Existing POC #1 ............................................................ 111
Hydrograph No. 22, Rational, Existing POC #2 ............................................................ 112
Hydrograph No. 23, Rational, Existing POC #3 ............................................................ 113
Hydrograph No. 24, Rational, Existing POC #4 ............................................................ 114
Hydrograph No. 25, Rational, Proposed POC #2 ......................................................... 115
Hydrograph No. 26, Rational, Proposed POC #3 ......................................................... 116
Hydrograph No. 27, Rational, Proposed POC #4 ......................................................... 117
IDF Report ........................................................................................................ 118

' Hydrograph Return Period Recap
I'

1

0

n
ii

1
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 Rational ----- - 1.426 ------- ------- 1.857 2.029 - 2.407 System D
2 Rational ------ -- 3.352 ------- ----- 4.365 4.768 - 5.657 System E
3 Rational ------ - 0.055 ------ --- 0.072 0.079 0.093 System F
4 Rational ------- - 4.007 ------- --- 5.253 5.805 - 6.921 System G
5 Rational -- --- 2.678 ------- -- 3.487 3.809 4.519 Basin 2
6 Combine 1, 2, --- 4.778 ------- ----- 6.222 6.797 8.064 System D + System E
7 Combine 3, 4, - 4.051 ------ -- 5.310 5.868 ---- 6.995 System F + System G
8 Combine 6, 7 - 7.873 --- --- 10.29 11.31 -- 13.45 D + E + F + G
9 Combine 5, 8 -- 10.37 - ------ 13.53 14.83 -- 17.62 D + E + F + G + Basin 2
10 Reservoir 9 - 0.000 --- ----- 0.000 0.641 ------- 2.592 BioRet Basin 2 Outflow
11 Rational -- 1.728 ------ ------- 2.251 2.459 - 2.917 System A
12 Rational --- 13.45 ------- - 17.69 19.65 ----- 23.47 System B
13 Rational --- - 9.139 -- -- 12.18 13.79 --- 16.61 System C
14 Rational ----- - 10.81 -- --_- 14.08 15.38 -- 18.25 Basin 1
15 Combine 13, 14 14.33 - ----_ 18.77 20.68 -- 24.64 System C + Basin 1
16 Combine 15 - 14.33 --- ------- 18.77 20.68 -- 24.64 A + B + C + Basin 1
17 Combine 10, 12, - 13.45 ----- --- 17.69 19.65 ---- 23.47 10 + 12
18 Combine 11, 17 14.66 ------- - 19.27 21.37 ---- 25.51 18 + 11
19 Combine 16, 18 -- 27.86 ------ - 36.62 40.62 --- 48.51 16 + 19
20 Reservoir 19 - 2.383 ----- ---- 7.846 11.19 -- 18.26 Basin 1 outflow
21 Rational ----- - 12.95 --- ----- 17.08 19.06 -- 22.81 Existing POC #1
22 Rational -- 7.937 ---_ _____ 10.34 11.29 ------ 13.39 Existing POC #2
23 Rational --- ---- 5.842 ------- -- 7.607 8.310 ----- 9.859 Existing POC #3
24 Rational ---- 1.692 ------- ------ 2.204 2.407 - 2.856 Existing POC #4
25 Rational ------ ----- 0.705 ---- ------ 0.918 1.003 1.190 Proposed POC #2
26 Rational ---- - 1.269 - ------- 1.653 1.805 - 2.142 Proposed POC #3
27 Rational -- 0.584 --- ------- 0.761 0.831 - 0.986 Proposed POC #4
Proj. file: CAP22-Routing.gpw Tuesday, Feb 27, 2007

Hydrograph Report
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 1
' System D
Hydrograph type =Rational
Storm frequency = 2 yrs
' Time interval = 1 min
Drainage area = 0.590 ac
Intensity = 5.755 in/hr
' IDF Curve = MalcolmRal2.IDF
2
Tuesday, Feb 27, 2007
Peak discharge = 1.426 cfs
Time to peak = 5 min
Hyd. volume = 642 cult
Runoff coeff. = 0.42
Tc by User = 5.00 min
Asc/Rec limb fact = 1 /2
' System D
Q (cfs) Hyd. No. 1 - 2 Year
_ ~ ~~
Q (cfs)
2.00
1.00
vvv 0 1 2 3 4 5
' Hyd No. 1
~ ~ ~ ~ ~ ~ ~ ~ 0.00
6 7 8 9 10 11 12 13 14 15
Time (min)

3
Hydrograph Report
' Hydraflow Hydrographs by Intelisolve v9.02 Tuesday, Feb 27, 2007
Hyd. No. 2
' System E
Hydrograph type =Rational Peak discharge = 3.352 cfs
Storm frequency = 2 yrs Time to peak = 5 min
' Time interval = 1 min Hyd. volume = 1,508 cult
Drainage area = 0.640 ac Runoff coeff. = 0.91
Intensity = 5.755 in/hr Tc by User = 5.00 min
' IDF Curve = MalcolmRal2.IDF Asc/Rec limb fact = 1/2

System E
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
4.00 4.00
3.00 3.00
' 2.00 _ 2.00
' 1.00 1.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 2 Time (min)
1

~
H
d ro ra h
Y J p Re o rt
p
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 3
System F
Hydrograph type =Rational
' Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 0.020 ac
Intensity = 5.755 in/hr
IDF Curve = MalcolmRal2.IDF
4
Tuesday, Feb 27, 2007
Peak discharge = 0.055 cfs
Time to peak = 5 min
Hyd. volume = 25 cult
Runoff coeff. = 0.48
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
System F
Q (cfs) Hyd. No. 3 -- 2 Year
' 0.10
0.09
0.08
' 0.07
0.06
' 0.05
' 0.04
0.03
' 0.02
0.01
0.00
0 1 2 3 4 5
' -Hyd No. 3
6 7 8 9 10 11 12 13 14
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
15
Time (min)

H dro ra h
Y 9 p Re ort
p
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 4
' System G
Hydrograph type =Rational
' Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 1.230 ac
Intensity = 5.254 in/hr
' IDF Curve = MalcolmRal2.IDF
5
Tuesday, Feb 27, 2007
Peak discharge = 4.007 cfs
Time to peak = 7 min
Hyd. volume = 2,524 cult
Runoff coeff. = 0.62
Tc by User = 7.00 min
Asc/Rec limb fact = 1 /2
System G
Q (cfs) Hyd. No. 4 - 2 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
~.~~
0 2 4 6 8
-Hyd No. 4
10 12 14 16 18 20
~ 0.00
22
Time (min)

Hydrograph Report
Hydraflow Hydrographs by lntelisolve v9.02
Hyd. No. 5
Basin 2
Hydrograph type =Rational
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 0.470 ac
' Intensity = 5.755 in/hr
IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 2.678 cfs
Time to peak = 5 min
Hyd. volume = 1,205 cult
Runoff coeff. = 0.99
Tc by User = 5.00 min
Asc/Rec limb fact = 1 /2
' Basin 2
Q (cfs) Hyd. No. 5 -- 2 Year
' 3.00
--__ ___ -
~_
2.00
_~~ _~
1.00
__.
0 00
s
Q (cfs)
3.00
2.00
1.00
' 0 1 2 3 4 5
-Hyd No. 5
6 7 8 9 10 11 12 13 14
~ 0.00
15
Time (min)

Hydrograph Report

' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 6
System D + System E
Hydrograph type =Combine
' Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyds. = 1, 2
^
Tuesday, Feb 27, 2007
Peak discharge = 4.778 cfs
Time to peak = 5 min
Hyd. volume = 2,150 cult
Contrib. drain. area= 1.230 ac
^
1
Q (cfs)
' 5.00 - - _....
4.00
3.00
' 2.00
' 1.00
0.00
System D + System E
Hyd. No. 6 -- 2 Year
Q (cfs)
5.00
' 0 1 2 3 4 5 6
--- Hyd No. 6 -Hyd No. 1
4.00
3.00
2.00
1.00
7 8 9 10
- Hyd No. 2
11 12 13 14
~ 0.00
15
Time (min)

H dro ra h
Y 9 p Re ort
p

' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 7
System F + System G
Hydrograph type =Combine
' Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyds. = 3, 4

s
Tuesday, Feb 27, 2007
Peak discharge = 4.051 cfs
Time to peak = 7 min
Hyd. volume = 2,549 cult
Contrib. drain. area= 1.250 ac
^
Q (~~)
' 5.00 _ r---~
4.00
' 3.00
' 2.00
' 1.00
1
0 00
System F + System G
Hyd. No. 7 -- 2 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
' 0 2 4 6 8
' --- Hyd No. 7 -Hyd No. 3
10 12 14 16 18 20
- Hyd No. 4
-I- 0.00
22
Time (min)

H d ro ra h
Y 9 p Re o rt
p

' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 8
D+E+F+G
Hydrograph type =Combine
' Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyds. = 6, 7

'
Q (cfs)
' 8.00
6.00
' 4.00
1 2.00
0 00
9
Tuesday, Feb 27, 2007
Peak discharge = 7.873 cfs
Time to peak = 7 min
Hyd. volume = 4,699 cult
Contrib. drain. area= 0.000 ac
D+E+F+G
Hyd. No. 8 -- 2 Year
Q (cfs)
8.00
6.00
4.00
2.00
0 2 4 6 8
' -Hyd No. 8 -Hyd No. 6
10 12 14
- Hyd No. 7
16 18 20
-~ 0.00
22
Time (min)

10
Hydrograph Report
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 9
D+E+F+G+Ba sin2
Hydrograph type =Combine
' Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyds. = 5, 8

'
Q (cfs)
' 12.00
' 10.00
8.00
' 6.00
4.00
2.00
0 00
Tuesday, Feb 27, 2007
Peak discharge = 10.37 cfs
Time to peak = 5 min
Hyd. volume = 5,904 cult
Contrib. drain. area= 0.470 ac
D+E+F+G+Basin2
Hyd. No. 9 -- 2 Year
Q {cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0 2 4 6 8
' -Hyd No. 9 -Hyd No. 5
10 12 14
- Hyd No. 8
16
' ' '~ 0.00
18 20 22
Time (min)

Hydrograph Report
11
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 10
' BioRet Basin 2 Outflow
Hydrograph type =Reservoir
Storm frequency = 2 yrs
' Time interval = 1 min
Inflowhyd.No. = 9-D+E+F+G+Basin2
' Reservoir name = Bio Basin 2
Tuesday, Feb 27, 2007
Peak discharge = 0.000 cfs
Time to peak = n/a
Hyd. volume = 0 cult
Max. Elevation = 322.75 ft
Max. Storage = 5,904 cult
Storage Indication method used.
' BioRet Basin 2 Outflow
Q (cfs) Hyd. No. 10 - 2 Year
' 12.00
' 10.00
1 _ .__ _..._. - _- -----__._...._
8.00
1 ._. _. __. ... _ _ _ . _ __. __ _ _............. _.___ ____ ...
' 6.00
' 4.00
._ __
2.00
0 00
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00

' 0.00
0 2 4 6 8 10 12 14 16 18 20 22
Time (min)
' -- Hyd No. 10 ~ Hyd No. 9 ° ° ~ ~ ! i . ± i Total storage used = 5,904 cult

Pond Report 12
Hydraflow Hydrographs by Intelisolve v9.02 Tuesday, Feb 27, 2007
Pond No. 1 - Bio Basin 2
Pond Data
' Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 322.00 ft
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft)
0.00 322.00 7,396 0 0
1.00 323.00 8,465 7,924 7,924
2.00 324.00 9,589 9,020 16,944
' 3.00 325.00
4.00 326.00 10,770
12,008 10,173
11,382 27,117
38,499
Culvert / Orifice Structures Weir Structures
[A] [B] [C] (PrtRsr] [A] [B] [C] [D]
Rise (in) = 18.00 0.00 0.00 0.00 Crest Len (ft) = 14.60 0.00 0.00 0.00
Span (in) = 18.00 0.00
No. Barrels = 1 0 0.00
0 0.00
0 Crest EI. (ft)
Weir Cceff. = 323.00 0.00
= 3.33 3.33 0.00
3.33 0.00
3.33
Invert EI. (ft) = 317.00 0.00 0.00 0.00 Weir Type = Rect
Length (ft) = 113.00 0.00 0.00 0.00 Multistage =Yes No No No
Slope (%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00

' Note: CulverUOrifice outflows are analyzed under inlet and outlet control. Weir risers are checked for or'fiice conditions
.
'
e
Stag (ft) Sta e / Dischar e
9 9
Elev (ft)
4.00
3.00
i
1 2.U0
' 1.00
0 00
326.00
325.00
324.00
323.00
• 322.00
' 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00
Discharge {cfs)
Total Q

Hyd rog raph Report
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 11
' System A
Hydrograph type =Rational
Storm frequency = 2 yrs
' Time interval = 1 min
Drainage area = 0.390 ac
Intensity = 5.755 in/hr
IDF Curve = MalcolmRal2.IDF

' Q
f
(c
s)
' 2.00
' 1.00
0 00
13
Tuesday, Feb 27, 2007
Peak discharge = 1.728 cfs
Time to peak = 5 min
Hyd. volume = 778 tuft
Runoff coeff. = 0.77
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
System A
Hyd. No. 11 -- 2 Year
' 0 1 2 3 4 5
Hyd No. 11
r'
6 7 8 9 10 11 12 13 14
Q (cfs)
2.00
1.00
'~ 0.00
15
Time (min)

Hydrograph Report
Tuesday, Feb 27, 2007
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 12
' System B
Hydrograph type =Rational
Storm frequency = 2 yrs
' Time interval = 1 min
Drainage area = 3.070 ac
Intensity = 5.037 in/hr
' IDF Curve = MalcolmRal2.IDF

Q (cfs)
' 14.00
' 12.00
' 10.00
8.00
' 6.00
4.00
2.00
0 00
Peak discharge = 13.45 cfs
Time to peak = 8 min
Hyd. volume = 9,686 cult
Runoff coeff. = 0.87
Tc by User = 8.00 min
Asc/Rec limb fact = 1/2
System B
Hyd. No. 12 -- 2 Year
14
Q (cfs)
14.00
' 0 2 4 6 8
' -Hyd No. 12
12.00
10.00
8.00
6.00
4.00
2.00
-~ ' ' ' ' ' ' ~ 0.00
10 12 14 16 18 20 22 24
Time (min)

Hydrograph Report
15
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 13
System C
Hydrograph type =Rational
Storm frequency = 2 yrs
' Time interval = 1 min
Drainage area = 3.640 ac
Intensity = 4.185 in/hr
' IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 9.139 cfs
Time to peak = 13 min
Hyd. volume = 10,693 cult
Runoff coeff. = 0.6
Tc by User = 13.00 min
Asc/Rec limb fact = 1/2
' System C
Q (cfs)
Hyd. No. 13 - 2 Year
10.00
' 8.00
' 6.00
4.00
2.00
0 00
Q (cfs)
10.00
8.00
6.00
4.00
2.00

' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (min)
-Hyd No. 13

Hydrograph Report
Tuesday, Feb 27, 2007
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 14
' Basin 1
Hydrograph type =Rational
Storm frequency = 2 yrs
' Time interval = 1 min
Drainage area = 4.270 ac
Intensity = 5.755 in/hr
' IDF Curve = MalcolmRal2.IDF

* Composite (Area/C) _ [(0.460 x 0.99) + (3.810 x 0.37)] / 4.270

' Basin 1
Q (cfs)
Hyd. No. 14 -- 2 Year
' 12.00
10.00
8.00
6.00
' 4.00
2.00
0 00
Peak discharge = 10.81 cfs
Time to peak = 5 min
Hyd. volume = 4,866 cult
Runoff coeff. = 0.44*
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
16
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
' 0 1 2 3 4 5 6
--- Hyd No. 14
7 8 9
' '' 0.00
10 11 12 13 14 15
Time (min)
1

Hydrograph Report
17
' Hydraflow Hydrographs by Intelisoive v9.02
Hyd. No. 15
' System C + Basin 1
Hydrograph type = Combine
' Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyds. = 13, 14
^
Tuesday, Feb 27, 2007
Peak discharge = 14.33 cfs
Time to peak = 5 min
Hyd. volume = 15,559 cult
Contrib. drain. area= 7.910 ac
^
' Q (cfs)
' 15.00
12.00
9.00
t
6.00
3.00
0 00
System C + Basin 1
Hyd. No. 15 -- 2 Year
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (min)
' -Hyd No. 15 -Hyd No. 13 -Hyd No. 14
t

Hydrograph Report
18
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 16
A+B+C+Basin 1
Hydrograph type = Combine
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyds. = 15

Q (cfs)
15.00
12.00
A+B+C+Basin1
Hyd. No. 16 -- 2 Year
Tuesday, Feb 27, 2007
Peak discharge = 14.33 cfs
Time to peak = 5 min
Hyd. volume = 15,559 cult
Contrib. drain. area= 0.000 ac
9.00
6.00
3.00
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0.00 ~ i i i i i i i i I i i i i i ~ ~ ~ ~ ~ ~.~ 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (min)
Hyd No. 16 Hyd No. 15

Hydrograph Report
Tuesday, Feb 27, 2007
' Hydraflow Hydrographs by lntelisolve v9.02
Hyd. No. 17
10 + 12
Hydrograph type =Combine
' Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyds. = 10, 12

'
Q (cfs)
14.00
' 12.00
' 10.00
' 8.00
6.00
4.00
2.00
0 00
Peak discharge = 13.45 cfs
Time to peak = 8 min
Hyd. volume = 9,686 cult
Contrib. drain. area= 3.070 ac
10 + 12
Hyd. No. 17 -- 2 Year
19
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
' 0 2 4 6 8 10
' -- Hyd No. 17 --- Hyd No. 10
12 14 16
Hyd No. 12
18 20 22
~- 0.00
24
Time (min)

Hydrograph Report
Zo
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 18
' 18 + 11
Hydrograph type =Combine
' Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyds. = 11, 17

Q (cfs)
' 15.00
12.00
' 9.00
6.00
3.00
0 00
Tuesday, Feb 27, 2007
Peak discharge = 14.66 cfs
Time to peak = 8 min
Hyd. volume = 10,463 cult
Contrib. drain. area= 0.390 ac
18 + 11
Hyd. No. 18 -- 2 Year
Q (cfs)
15.00
' 0 2 4 6 8 10
' --- Hyd No. 18 ~- Hyd No. 11
12.00
9.00
6.00
3.00
12 14 16
-- Hyd No. 17
18 20 22
~- 0.00
24
Time (min)

H d ro ra h
Y J p Re o rt
p
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 19
16 + 19
Hydrograph type =Combine
' Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyds. = 16, 18

'
Q (cfs)
' 28.00
' 24.00
' 20.00
' 16.00
12.00
8.00
4.00
0 00
16 + 19
Hyd. No. 19 - 2 Year
21
Tuesday, Feb 27, 2007
Peak discharge = 27.86 cfs
Time to peak = 8 min
Hyd. volume = 26,022 cult
Contrib. drain. area= 0.000 ac
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (min)
' -Hyd No. 19 -Hyd No. 16 -Hyd No. 18

H d ro ra h
Y 9 p Re ort
p
' Hydraflow Hydrographs by Intelisolve vg.02
Hyd. No. 20
Basin 1 outflow
Hydrograph type =Reservoir
' Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyd. No. = 19 - 16 + 19
' Reservoir name = Bio Basin 1

Storage Indication method used. Exfiltration extracted from Outflow.

f Basin 1 outflow
Q (cfs) Hyd. No. 20 - 2 Year
' 28.00
' 24.00
20.00
' 16.00
12.00
1
8.00
' 4.00
0 00
22
Tuesday, Feb 27, 2007
Peak discharge = 2.383 cfs
Time to peak = 31 min
Hyd. volume = 3,901 cult
Max. Elevation = 311.13 ft
Max. Storage = 23,871 cult
0 10 20 30 40
Hyd No. 20 -Hyd No. 19
50 60 70 80
:: ~ ~ .~! . Total storage used = 23,871 cult
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
~- 0.00
90
Time (min)

Pond Report i3
Hydraflow Hydrographs by Intelisolve v9.02 Tuesday, Feb 27, 2007
' Pond No. 2 - Bio Basin 1
Pond Data
' Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 310.00 ft
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft)
0.00 310.00 20,037 0 0
1.00 311.00 21,797 20,917 20,917
2.00 312.00 23,613 22,705 43,622
2.50 312.50 24,542 12,039 55,661
' 3.00 313.00 25,486 12,507 68,168
4.00 314.00 27,415 26,451 94,618
t Culvert /Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 30.00 0.00 0.00 0.00 Crest Len (ft) = 14.60 0.00 0.00 0.00
' Span (in) = 30.00 0.00 0.00 0.00 Crest EI. (ft) = 311.00 0.00 0.00 ~ 0.00
No. Barrels = 1 0 0 0 Weir Cceff. = 3.33 3.33 3.33 3.33
Invert EI. (ft) = 305.00 0.00 0.00 0.00 Weir Type = Rect --- --- ---
Length (ft) = 110.00 0.00 0.00 0.00 Multi-Stage =Yes No No No
' Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Cceff. = 0.60 0.60 0.60 0.60 E>~I.(in/hr) = 0.500 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet and outlet control. Weir risers are checked for orifce conditions.
Stage (rt) Stage /Discharge Elev (it)
4.00
3.00
-. _..
_ _. _
2.00
' 1.00 _.. ...._._ _.._.,__.~ _...._.._..... _.__..~... ____- -- -
0.00
0.00 7.00 14.00 21.00 28.00 35.00 42.00 49.00 56.00 63.00
Total Q
314.00
313.00
312.00
311.00
-~ 310.00
70.00
Discharge (cfs)

Hydrograph Report
Existing POC #1
Hyd. No. 21 - 2 Year
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 21
' Existing POC #1
Hydrograph type =Rational
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 7.650 ac
' Intensity = 4.838 in/hr
IDF Curve = MalcolmRal2.IDF

Q (c~)

14.00
12.00
10.00
' 8.00
6.00
4.00
' 2.00
0.00
Tuesday, Feb 27, 2007
Peak discharge = 12.95 cfs
Time to peak = 9 min
Hyd. volume = 10,492 cult
Runoff coeff. = 0.35
Tc by User = 9.00 min
Asc/Rec limb fact = 1/2
24
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
' 0 2 4 6 8 10
-Hyd No. 21
12 14 16
' 0.00
18 20 22 24 26 28
Time (min)

Hydrograph Report
Tuesday, Feb 27, 2007
' Hydraflow Hydrographs by Intelisolve vg.02
Hyd. No. 22
' Existing POC #2
Hydrograph type =Rational
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area 3.940 ac
' Intensity = 5.755 in/hr
IDF Curve = MalcolmRal2.IDF

Q (cfs)
' 8.00
6.00
' 4.00
' 2.00
0 00
Peak discharge = 7.937 cfs
Time to peak = 5 min
Hyd. volume = 3,572 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1 /2
Existing POC #2
Hyd. No. 22 -- 2 Year
~~~
Q (cfs)
8.00
0 1 2 3 4 5
' -Hyd No. 22
6.00
4.00
2.00
i i ~ ~ ~ ~ ~ ~ ~ ~ 0.00
6 7 8 9 10 11 12 13 14 15
Time (min)

Hydrograph Report
Existing POC #3
Hyd. No. 23 -- 2 Year
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 23
Existing POC #3
Hydrograph type =Rational
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 2.900 ac
' Intensity = 5.755 in/hr
IDF Curve = MalcolmRal2.IDF

Q (cfs)

' 6.00
' 5.00
4.00
' 3.00
2.00
1.00
0 00
Tuesday, Feb 27, 2007
Peak discharge = 5.842 cfs
Time to peak = 5 min
Hyd. volume = 2,629 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2

26
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
' 0 1 2 3 4 5
' -Hyd No. 23
6 7 8 9
' ~ 0.00
10 11 12 13 14 15
Time (min)

Hydrograph Report
' FiydraFlow Hydrographs by Intelisolve vg.02
Hyd. No. 24
' Existing POC #4
Hydrograph type =Rational
Storm frequency = 2 yrs
' Time interval = 1 min
Drainage area = 0.840 ac
Intensity = 5.755 in/hr
' IDF Curve = MalcolmRal2.IDF
27
Tuesday, Feb 27, 2007 .
Peak discharge = 1.692 cfs
Time to peak = 5 min
Hyd. volume = 761 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
' Q (cfs)
Existing POC #4
Hyd. No. 24 -- 2 Year
Q (cfs)
2.00
vvV 0 1 2 3 4 5
-Hyd No. 24
1.00
i i i i i ~ ~ ~ ~ ~- 0.00
6 7 8 9 10 11 12 13 14 15
Time (min)

Hydrograph Report
Tuesday, Feb 27, 2007
Hydraflow Hydrographs by Intefisolve v9.02
Hyd. No. 25
' Proposed POC #2
Hydrograph type = Rational
' Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 0.350 ac
Intensity = 5.755 in/hr
IDF Curve = MalcolmRal2.IDF
Peak discharge = 0.705 cfs
Time to peak = 5 min
Hyd. volume = 317 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
2s
Proposed POC #2
Q (cfs)
Hyd. No. 25 - 2 Year
' 1.00
0.90
0.80
0.70
' 0.60
' 0.50
0.40
0.30
0.20
0.10
0.00
0 1 2 3 4 5
' -Hyd No. 25
6 7 8 9
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
' ' ' ' ' " 0.00
10 11 12 13 14 15
Time (min)

Hydrograph Report
29
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 26
Proposed POC #3
Hydrographtype = Rational
' Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 0.630 ac
Intensity = 5.755 in/hr
IDF Curve = MalcolmRal2.IDF

f
s)
Q (c
' 2.00
' 1.00
0 00
Tuesday, Feb 27, 2007
Peak discharge = 1.269 cfs
Time to peak = 5 min
Hyd. volume = 571 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
Proposed POC #3
Hyd. No. 26 -- 2 Year
0 1 2 3 4 5
' -Hyd No. 26
6 7 8 9 10 11 12 13 14
Q (cfs)
2.00
1.00
'~- 0.00
15
Time (min)

H d ro ra h
Y J p Re o rt
p
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 27
' Proposed POC #4
Hydrograph type =Rational
' Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 0.290 ac
' Intensity = 5.755 in/hr
IDF Curve = MalcolmRal2.IDF

Q (cfs)
' 1.00
0.90
1
0.80
0.70
' 0.60
' 0.50
0.40
1
0.30
' 0.20
' 0.10
0 00
Proposed POC #4
Hyd. No. 27 -- 2 Year
30
Tuesday, Feb 27, 2007
Peak discharge = 0.584 cfs
Time to peak = 5 min
Hyd. volume = 263 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1 /2
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
' 0 1 2 3 4 5
Hyd No. 27
6 7 8 9
' ' ' ' ' " 0.00
10 11 12 13 14 15
Time (min)

Hydrograph Report
31
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 1
' System D
Hydrograph type =Rational
' Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 0.590 ac
Intensity = 7.495 in/hr
IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 1.857 cfs
Time to peak = 5 min
Hyd: volume = 836 cult
Runoff coeff. = 0.42
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
' System D
Q (cfs)
Hyd. No. 1 -- 10 Year
2.00
1.00
.._....~_ ~__ ~_~.. ._ - - _.~ W__..._
0.00
0 1 2 3 4 5
' -Hyd No. 1
Q (cfs)
2.00
1.00
0.00
6 7 8 9 10 11 12 13 14 15
Time (min)

H d ro ra h
Y g p Re o rt
p

' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 2
' System E
Hydrograph type =Rational
' Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 0.640 ac
' Intensity = 7.495 in/hr
IDF Curve = MalcolmRal2.IDF
32
Tuesday, Feb 27, 2007
Peak discharge = 4.365 cfs
Time to peak = 5 min
Hyd. volume = 1,964 cult
Runoff coeff. = 0.91
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
' Q (cfs) System E
Hyd. No. 2 - 10 Year
' 5.00
M.._ _~ ___.. ._.. .~_ -_ --
4.00
' 3.00 ........
_.. __.. ..._._.. _.___.._.. a._._.____. _ _~_ ~ ._ ___~ ...
2.00
1.00
0 00
Q (cfs)
5.00
4.00
3.00
2.00
1.00
' 0 1 2 3 4 5
' --- Hyd No. 2
6 7 8 9 10 11 12 13 14
'~ 0.00
15
Time (min)

Hydrograph Report
Tuesday, Feb 27, 2007
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 3
' System F
Hydrograph type =Rational
' Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 0.020 ac
' Intensity = 7.495 in/hr
IDF Curve = MalcolmRal2.IDF
Peak discharge = 0.072 cfs
Time to peak = 5 min
Hyd. volume = 32 cult
Runoff coeff. = 0.48
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
33
System F
Q (cfs) Hyd. No. 3 -- 10 Year
' 0.10
0.09
0.08
0.07
' 0.06
' 0.05
0.04
0.03
' 0.02
' 0.01
' 0.00
0 1 2 3 4 5
' -Hyd No. 3
6 7 8 9
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
' ' ' ~- 0.00
10 11 12 13 14 15
Time (min)

Hydrograph Report
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 4
' System G
Hydrograph type =Rational
Storm frequency = 10 yrs
' Time interval = 1 min
Drainage area = 1.230 ac
Intensity = 6.888 in/hr
' IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 5.253 cfs
Time to peak = 7 min
Hyd. volume = 3,309 cult
Runoff coeff. = 0.62
Tc by User = 7.00 min
Asc/Rec limb fact = 1 /2
1
t System G
Q (cfs) Hyd. No. 4 -- 10 Year
6.00
5.00
_.r. ._ __--.__. _---.._. __....._ ~.... _.__ . _. _____
4.00
' 3.00
' 2.00 _..._ ~..._. ~_~.... ___.e.__._.. _ ._.__..
1.00
.____
0 00
34
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0 2 4 6 8
' -Hyd No. 4
10 12 14 16 18 20
-+- 0.00
22
Time (min)

35
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.02 Tuesday, Feb 27, 2007
Hyd. No. 5
' Basin 2
Hydrograph type =Rational Peak discharge = 3.487 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 1,569 cult
Drainage area = 0.470 ac Runoff coeff. = 0.99
Intensity = 7.495 in/hr Tc by User = 5.00 min
' IDF Curve = MalcolmRal2.IDF Asc/Rec limb fact = 1/2

' Basin 2
Q (cfs) Hyd. No. 5 --10 Year Q (cfs)
' 4.00
3.00
' 2.00
1 1.00
0 00
4.00
3.00
2.00
1.00
• 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
-Hyd No. 5 Time (min)

3s
Hydrograph Report
Hydraflow Hydrographs by Intefisolve v9.02 Tuesday, Feb 27, 2007
Hyd. No. 6
System D + System E
Hydrograph type =Combine Peak discharge = 6.222 cfs
Storm frequency = 10 yrs Time to peak = 5 min
t Time interval = 1 min Hyd. volume = 2,800 cult
Inflow hyds. = 1, 2 Contrib. drain. area= 1.230 ac

1

' System D + System E
Q (cfs) Hyd. No. 6 --10 Year Q (cfs)

' 7.00
' 6.00
' 5.00
4.00
' 3.00
2.00
1.00
0 00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
. 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Time (min)
-Hyd No. 6 -Hyd No. 1 -Hyd No. 2

Hydrograph Report
37
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 7
System F + System G
Hydrograph type =Combine
' Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyds. = 3, 4
i
' Q (cfs)
6.00

5
00
.

4
00
.

3
00
.

00
2
.

_ _ _ _ _ .~.... .~ ,_._.
. ~_ ~ _ _. ._ V ~._

00
1
.
_
__
_
r~. ..m.._ _ _~ ..._..~_. .____._._ w~.__ ___._. _._.~..__.~. _.
.

Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00

' 0.00 0 00
0 2 4 6 8
- Hyd No. 7 Hyd No. 3
Tuesday, Feb 27, 2007
Peak discharge = 5.310 cfs
Time to peak = 7 min
Hyd. volume = 3,342 cult
Contrib. drain. area= 1.250 ac
System F + System G
Hyd. No. 7 -10 Year
10 12 14 16 18 20
- Hyd No. 4
22
Time (min)

' 38
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 8
p+E+F+G
Hydrograph type =Combine
' Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyds. = 6, 7

Q (cfs)
' 12.00
10.00
8.00
' 6.00
' 4.00
2.00
0 00
Tuesday, Feb 27, 2007
Peak discharge = 10.29 cfs
Time to peak = 7 min
Hyd. volume = 6,142 cult
Contrib. drain. area= 0.000 ac
D+E+F+G
Hyd. No. 8 --10 Year
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0 2 4 6 8
' -Hyd No. 8 -Hyd No. 6
I I I ~ ~ ,~ ~ 0.00
10 12 14 16 18 20 22
Time (min)
- Hyd No. 7

Hydrograph Report
Tuesday, Feb 27, 2007
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 9
D+E+F+G+Ba sin2
Hydrograph type =Combine
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyds. = 5, 8

'
Q (cfs)
' 14.00
' 12.00
10.00
' 8.00
6.00
4.00
' 2.00
0 00
Peak discharge = 13.53 cfs
Time to peak = 5 min
Hyd. volume = 7,711 cult
Contrib. drain. area= 0.470 ac
D+E+F+G+Basin2
Hyd. No. 9 -- 10 Year
39
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0 2 4 6 8
' -- Hyd No. 9 -Hyd No. 5
10 12 14
-- Hyd No. 8
16 18 20
-~- 0.00
22
Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 10
' BioRet Basin 2 Outflow
Hydrograph type =Reservoir Peak discharge
' Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 9 - D + E + F + G + Basin 2 Max. Elevation
' Reservoir name = Bio Basin 2 Max. Storage
Tuesday, Feb 27, 2007
= 0.000 cfs
= n/a
= 0 cult
= 322.97 ft
= 7,711 cult
Storage Indication method used.
' BioRet Basin 2 Outflow
Q (cfs) Hyd. No. 10 --10 Year
' 14.00
' 12.00
10.00
' 8.00 ~_ .. _.,_ _ _.
6.00
4.00
2.00
0 00
40
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0 2 4 6 8 10
-Hyd No. 10 -- Hyd No. 9
12 14 16 18 20
Total storage used = 7,711 cult
~ 0.00
22
Time (min)

Pond Report 41
Hydraflow Hydrographs by Intelisolve v9.02 Tuesday, Feb 27, 2007
Pond No. 1 - Bio Basin 2
Pond Data
' Contours -User-defined contour a reas. Average end area method used for volume calculation. Begining Elevation = 32 2.00 ft
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft)
' 0.00 322.00 7,396 0 0
1.00 323.00 8,465 7,924 7,924
2.00 324.00 9,589 9,020 16,944
3.00 325.00 10,770 10,173 27,117
' 4.00 326.00 12,008 11,382 38,499
Culvert /Orifice Structures Weir Structures
' IAl IB] [C] IPrfRsrl IAl IBl [CI ID]
Rise (in) = 18.00 0.00 0.00 0.00 Crest Len (ft) = 14.60 0.00 0.00 0.00
Span (in) = 18.00 0.00 0.00 0.00 Crest EI. (ft) = 323.00 0.00 0.00 0.00
' No. Barrels = 1 0 0 0 Weir Cceff. = 3.33 3.33 3.33 3.33
Invert EI. (ft) = 317.00 0.00 0.00 0.00 Weir Type = Rect -- --
Length (ft) = 113.00 0.00 0.00 0.00 Multi-Stage =Yes No No No
' Slope (%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Cceff. = 0.60 0.60 0.60 0.60 E~I.(in/hr) = 0.000 (by Contour)
Multistage = n/a No No No TW Elev. (ft) = 0.00
' Note: CuIveNOrifice outflows are analyzed under inlet and outlet control. Weir risers are checked for orifice conditions.

stage (ft) Stage /Discharge Elev (ft)

t 4.00
3.00
1 2.00
' 1.00
0 00
326.00
325.00
324.00
323.00
322.00
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16,00 18.00 20.00 22.00 24.00
Total Q Discharge (cfs)

H dro ra h
Y 9 p Re ort
p
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 11
' System A
Hydrograph type =Rational
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 0.390 ac
Intensity = 7.495 in/hr
IDF Curve = MalcolmRal2.IDF

'
Q (cfs)
3.00
1
2.00
1.00
0 00
42
Tuesday, Feb 27, 2007
Peak discharge = 2.251 cfs
Time to peak = 5 min
Hyd. volume = 1,013 cult
Runoff coeff. = 0.77
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
System A
Hyd. No. 11 --10 Year
0 1 2 3 4 5
' -Hyd No. 11
6 7 8 9 10 11 12 13 14
Q (cfs)
3.00
2.00
1.00
x- 0.00
15
Time (min)

Hydrograph Report
43
' Hydraflow Hydrographs by Intelisolve vg.02
Hyd. No. 12
' System B
Hydrograph type =Rational
' Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 3.070 ac
t Intensity = 6.624 in/hr
IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 17.69 cfs
Time to peak = 8 min
Hyd. volume = 12,737 cult
Runoff coeff. = 0.87
Tc by User = 8.00 min
Asc/Rec limb fact = 1/2
System B
Q (cfs) Hyd. No. 12 -- 10 Year
w n nn
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
v.vV 0 2 4 6 8
-Hyd No. 12
' ' ' ' ' ' '~ 0.00
10 12 14 16 18 20 22 24
Time (min)

Hydrograph Report
44
' Hydraflow Hydrographs by Intelisolve vg.02
Hyd. No. 13
' System C
Hydrograph type =Rational
' Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 3.640 ac
Intensity = 5.577 in/hr
IDF Curve =MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 12.18 cfs
Time to peak = 13 min
Hyd. volume = 14,251 cult
Runoff coeff. = 0.6
Tc by User = 13.00 min
Asc/Rec limb fact = 1/2
System C
Q (cfs)
Hyd. No. 13 - 10 Year
14.00
' 12.00
' 10.00
' 8.00 -~ ___ ~ _.
6.00
4.00
_ _, .
' 2.00
0 00
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00

. 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (min)
' -Hyd No. 13

Hydrograph Report
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 14
' Basin 1
Hydrograph type =Rational
' Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 4.270 ac
' Intensity = 7.495 in/hr
IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 14.08 cfs
Time to peak = 5 min
Hyd. volume = 6,337 cult
Runoff coeff. = 0.44*
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
' * Composite (ArealC) _ [(0.460 x 0.99) + (3.810 x 0.37)] / 4.270
1
' Basin 1
Q (cfs)
Hyd. No. 14 --10 Year
' 15.00
t
12.00
' 9.00
6.00
' 3.00
0 00
45
Q (cfs)
15.00
12.00
9.00
6.00
3.00
' 0 1 2 3 4 5 6
' -- Hyd No. 14
7 8 9 10 11 12 13 14
'~ 0.00
15
Time (min)

Hydrograph Report
46
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 15
' System C + Basin 1
Hydrograph type = Combine
Storm frequency = 10 yrs
' Time interval = 1 min
Inflow hyds. = 13, 14

f
Q
(c
s)

' 21.00
' 18.00
' 15.00
12.00
9.00
6.00
t 3.00
0.00
System C + Basin 1
Hyd. No. 15 - 10 Year
Tuesday, Feb 27, 2007
Peak discharge = 18.77 cfs
Time to peak = 5 min
Hyd. volume = 20,588 cult
Contrib. drain. area= 7.910 ac
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00

' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (min)
' -Hyd No. 15 Hyd No. 13 Hyd No. 14

47
Hydrograph Report

' Hydraflow Hydrographs by Intelisolve v9.02 Tuesday, Feb 27, 2007
Hyd. No. 16
' A+B+C+Basin 1
Hydrograph type =Combine Peak discharge = 18.77 cfs
' Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 20,588 cult
Inflow hyds. = 15 Contrib. drain. area= 0.000 ac

' A+B+C+Basin 1
Q (cfs) Hyd. No. 16 -10 Year Q (c~)

21.00
' 18.00
' 15.00
12.00
9.00
6.00
' 3.00
0 00
21.00
18.00
15.00
12.00
9.00
6.00
3.00
' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (min)
' -Hyd No. 16 -Hyd No. 15

H ro r
yd g aph
Report

' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 17
10 + 12
Hydrograph type =Combine
' Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyds. = 10, 12

48
Tuesday, Feb 27, 2007
Peak discharge = 17.69 cfs
Time to peak = 8 min
Hyd. volume = 12,737 cult
Contrib. drain. area= 3.070 ac
^
' Q (cfs)
' 18.00 I
15.00
12.00
' 9.00
' 6.00
3.00
0.00
10 + 12
Hyd. No. 17 -- 10 Year
Q (cfs)
18.00
0 2 4 6 8 10
-- Hyd No. 17 -Hyd No. 10
15.00
12.00
9.00
6.00
3.00
12 14 16
- Hyd No. 12
~ ~ ~ v 0.00
18 20 22 24
Time (min)

Hydrograph Report
49
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 18
18 + 11
Hydrograph type =Combine
' Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyds. = 11, 17
~ __
Tuesday, Feb 27, 2007
Peak discharge = 19.27 cfs
Time to peak = 8 min
Hyd. volume = 13,750 cult
Contrib. drain. area= 0.390 ac
^
Q (cfs)
' 21.00 _._..._.._ _.~.~.. _.~..~
18.00 ~ -_.___ _ ~ .
15.00 ~ ___
' 12.00 mM ~._ ' m
_-__V__--_, _ _ _._. ~._ .._____
9.00
6.00
' 3.00 _ __
0 00
18 + 11
Hyd. No. 18 -- 10 Year
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00

' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (min)
Hyd No. 18 Hyd No. 11 -Hyd No. 17

50
Hydrograph Report

Hydraflow Hydrographs by Intelisolve v9.02 Tuesday, Feb 27, 2007
Hyd. No. 19
' 16 + 19
Hydrograph type =Combine Peak discharge = 36.62 cfs
' Storm frequency = 10 yrs Time to peak = 8 min
Time interval = 1 min Hyd. volume = 34,338 cult
Inflow hyds. = 16, 18 Contrib. drain. area= 0.000 ac

' 16 + 19
Q (cfs) Hyd. No. 19 -10 Year Q (cfs)

' 40.00
' 30.00
' 20.00
' 10.00
0 00
40.00
30.00
20.00
10.00
' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (min)
Hyd No. 19 -Hyd No. 16 Hyd No. 18

Hydrograph Report
' Hydraflow Hydrographs by Intelisolve vg.02
Hya. Wo. 20
Basin 1 outflow
Hydrograph type =Reservoir
' Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyd. No. = 19 - 16 + 19
' Reservoir name = Bio Basin 1

Storage Indication method used. Exfiltration extracted from Outflow.
~ a ~„
~,
~ <oao
- --
~ ,~ _ -- ~
Q (cfs)
40.00
30.00
20.00
10.00
0.00 LL...... , , ~ ~ ~ 0.00
0 10

Basin 1 outflow
Hyd. No. 20 --10 Year
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
51
Tuesday, Feb 27, 2007
= 7.846 cfs
= 23 min
= 12,037 cult
= 311.30 ft
= 27,639 tuft
- Hyd No. 20
20 30 40 50 60 70 80 90 100
Time (min)
-- Hyd No. 19 Total storage used = 27,639 cult

Pond Report s2

' Hydraflow Hydrographs by Intelisolve v9.02
Pond No. 2 - Bio Basin 1 Tuesday, Feb 27, 2007
Pond Data
' Contours - User~efined contour areas. Average end area method used for volume calculation. Begining Elevati on = 310.00 ft
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
' 0.00 310.00 20,037 0 0
1.00 311.00 21,797 20,917 20,917
2.00 312.00 23,613 22,705 43,622
2.50 312.50 24,542 12,039 55,661
' 3.00 313.00 25,486 12,507 68,168
4.00 314.00 27,415 26,451 94,618
' Culvert /Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 30.00 0.00 0.00 0.00 Crest Len (ft) = 14.60 0.00 0.00 0.00
Span (in) = 30.00 0.00 0.00 0.00 Crest EI. (ft) = 311.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0 Weir Cceff. = 3.33 3.33 3.33 3.33
Invert EI. (ft) = 305.00 0.00 0.00 0.00 Weir Type = Rect - - ---
' Length (ft) = 110.00 0.00 0.00 0.00 Multistage =Yes No No No
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
' Orifice Coeff. = 0.60
Multistage = n/a 0.60
No 0.60
No 0.60
No E>d'tl.(iNhr)
TW Elev. (ft) = 0.500 (by Contour)
= 0.00
Note: CulveA/Orfice outflows are analyzed under inlet and outlet control. Weir risers are checked for orfice conditions.

' stage (fl) Stage /Discharge Elev (ft)
4.00 314.00
' 3.00 _ 313.00
e
2.00 312.00
....._._. __,.... ......... .... _.____ . _.~ _. ______~_ _.__ . _._v....-...__~ _ .. ___.. _ .~ _.. - ~... -......._...__... ___..~. _..._
1.00 311.00
0.00 310.00
' 0.00 7.00 14.00 21.00 28.00 35.00 42.00 49.00 56.00 63.00 70.00
Total Q Discharge (cfs)

Hydrograph Report
Tuesday, Feb 27, 2007
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 21
' Existing POC #1
Hydrograph type =Rational
' Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 7.650 ac
' Intensity = 6.380 in/hr
IDF Curve = MalcolmRal2.IDF

Q (cfs)

18.00
15.00
12.00
' 9.00
' 6.00
3.00
0.00
Peak discharge = 17.08 cfs
Time to peak = 9 min
Hyd. volume = 13,838 cult
Runoff coeff. = 0.35
Tc by User = 9.00 min
Asc/Rec limb fact = 1/2
Existing POC #1
Hyd. No. 21 -10 Year
53
Q (cfs)
18.00
0 2 4 6 8 10
Hyd No. 21
15.00
12.00
9.00
6.00
3.00
0.00
12 14 16 18 20 22 24 26 28
Time (min)

Hydrograph Report

' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 22
Existing POC #2
Hydrograph type =Rational
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 3.940 ac
Intensity = 7.495 in/hr
IDF Curve = MalcolmRal2.IDF
54
Tuesday, Feb 27, 2007
Peak discharge = 10.34 cfs
Time to peak = 5 min
Hyd. volume = 4,651 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
1
Existing POC #2
Q (cfs) Hyd. No. 22 -- 10 Year
12.00
' 10.00
8.00
6.00
' 4.00
2.00
0 00
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0 1 2 3 4 5
' -Hyd No. 22
~ 0.00
6 7 8 9 10 11 12 13 14 15
Time (min)

H d ro ra h
Y 9 p R o
ep ~

Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 23
' Existing POC #3
Hydrograph type =Rational
' Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 2.900 ac
' Intensity = 7.495 in/hr
IDF Curve = MalcolmRal2.IDF

'
Q (cfs)

8.00
' 6.00
' 4.00
' 2.00
0 00
55
Tuesday, Feb 27, 2007
Peak discharge = 7.607 cfs
Time to peak = 5 min
Hyd. volume = 3,423 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
Existing POC #3
Hyd. No. 23 -10 Year
Q (cfs)
8.00
0 1 2 3 4 5
' -Hyd No. 23
6.00
4.00
2.00
__ ~ ~ ~ ~ ~ ~ ~ ~ ~ 0.00
6 7 8 9 10 11 12 13 14 15
Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 24
Existing POC #4
Hydrograph type =Rational
' Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 0.840 ac
Intensity = 7.495 in/hr
IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 2.204 cfs
Time to peak = 5 min
Hyd. volume = 992 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
' Existing POC #4
Q (cfs) Hyd. No. 24 -- 10 Year
' 3.00
2.00
' 1.00 _ ___
~_ -- _~ _ --- - - ~ ---_ =i.___--
1 _ _ _ 4 ____.. ~ ,_~_ ,_
0.00
56
Q (cfs)
3.00
2.00
1.00
' 0 1 2 3 4 5
' --- Hyd No. 24
6 7 8 9 10 11 12 13 14
'~- 0.00
15
Time (min)

Hydrograph Report
57
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 25
Proposed POC #2
Hydrograph type = Rational
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 0.350 ac
' Intensity = 7.495 in/hr
IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 0.918 cfs
Time to peak = 5 min
Hyd. volume = 413 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
i
' Proposed POC #2
Q (cfs) Hyd. No. 25 --10 Year
1.00
0.90
0.80
' 0.70
' 0.60
0.50
' 0.40
0.30
' 0.20
' 0.10
0.00
0 1 2 3 4 5
' -Hyd No. 25
i
6 7 8 9 10 11 12 13 14
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
15
Time (min)

H d ro r
y g aph
Report

' Hydraflow liydrographs by Intelisolve v9.02
Hyd. No. 26
' Proposed POC #3
Hydrograph type =Rational
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 0.630 ac
' Intensity = 7.495 in/hr
IDF Curve = MalcolmRal2.IDF

'
Q (cfs)

2.00
' 1.00
0 00
5$
Tuesday, Feb 27, 2007
Peak discharge = 1.653 cfs
Time to peak = 5 min
Hyd. volume = 744 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
Proposed POC #3
Hyd. No. 26 --10 Year
' 0 1 2 3 4 5
-- Hyd No. 26
6 7 8 9 10 11 12 13 14
Q (cfs)
2.00
1.00
x- 0.00
15
Time (min)

' Hydrograph Report
Tuesday, Feb 27, 2007
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 27
' Proposed POC #4
Hydrograph type = Rational
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 0.290 ac
' Intensity = 7.495 in/hr
IDF Curve = MalcolmRal2.IDF
Peak discharge = 0.761 cfs
Time to peak = 5 min
Hyd. volume = 342 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
59
' Proposed POC #4
Q (cfs) Hyd. No. 27 --10 Year
1.00
' 0.90
0.80
0.70
' 0.60
0.50
0.40
0.30
' 0.20
' 0.10
' 0.00
0 1 2 3 4 5 6 7 8 9
-Hyd No. 27
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
1 ~- 0.00
10 11 12 13 14 15
Time (min)

Hydrograph Report
60
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 1
' System D
Hydrograph type =Rational
' Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 0.590 ac
' Intensity = 8.187 in/hr
IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 2.029 cfs
Time to peak = 5 min
Hyd. volume = 913 tuft
Runoff coeff. = 0.42
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
--
System D
Q (cfs)
Hyd. No. 1 -- 25 Year
' 3.00
_...~.._._ ~. ._.__.._. _......._.._ ~.~_..,.._._.Y ..__-_ ~......._____..__ w.._..~.. .
2.00
._...__ _.._ ._. _,._w___ _ . __..._...._ _.__ ._._.~. .._._.___. .
. _.. _ ~ .V _.._.__ _______ ____.._ _.V.._. _..______._ .
1.00
0.00
0 1 2 3 4 5
-- Hyd No. 1
6 7 8 9 10 11 12 13 14
Q (cfs)
3.00
2.00
1.00
'~ 0.00
15
Time (min)

H dro ra h
Y 9 p Re ort
p

' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 2
System E
Hydrograph type =Rational
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 0.640 ac
' Intensity = 8.187 in/hr
IDF Curve = MalcolmRal2.IDF

'
Q (cfs)
5.00
4.00
' 3.00
' 2.00
' 1.00
0 00
61
Tuesday, Feb 27, 2007
Peak discharge = 4.768 cfs
Time to peak = 5 min
Hyd. volume = 2,146 cult
Runoff coeff. = 0.91
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
System E
Hyd. No. 2 -- 25 Year
' 0 1 2 3 4 5
' Hyd No. 2
6 7 8 9 10 11 12 13 14
Q (cfs)
5.00
4.00
3.00
2.00
1.00
x-- 0.00
15
Time (min)

' Hydrograph Report
62
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 3
' System F
Hydrograph type =Rational
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 0.020 ac
Intensity = 8.187 in/hr
IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 0.079 cfs
Time to peak = 5 min
Hyd. volume = 35 cult
Runoff coeff. = 0.48
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
' System F
Q (cfs)
Hyd. No. 3 -- 25 Year
0.10
0.09
0.08
' 0.07
' 0.06
' 0.05
' 0.04
0.03
0.02
' 0.01
0.00
0 1 2 3 4 5
-Hyd No. 3
6 7 8 9 10 11 12 13 14
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
15
Time (min)

Hydrograph Report 63
' Hydraflow Hydrographs by Intelisolve vg.02
Hyd. No. 4
System G
Hydrograph type =Rational
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 1.230 ac
' Intensity = 7.612 in/hr
IDF Curve = MalcolmRal2.IDF

'
Q (cfs)

6.00
5.00
4.00
' 3.00
' 2.00
1.00
0 00
System G
Hyd. No. 4 -- 25 Year
Tuesday, Feb 27, 2007
Peak discharge = 5.805 cfs
Time to peak = 7 min
Hyd. volume = 3,657 cult
Runoff coeff. = 0.62
Tc by User = 7.00 min
Asc/Rec limb fact = 1/2
I. 4nl
Q (cfs)
6.00
5.00
4.00

3.00
2.00
1.00

' 0.00
0 2 4 6 8 10 12 14 16 18 20 22
-Hyd No. 4 Time (min)

64
Hydrograph Report
' Hydraflow Hydrographs by Intelisolve v9.02 Tuesday, Feb 27, 2007
Hyd. No. 5
' Basin 2
Hydrograph type =Rational Peak discharge = 3.809 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 1,714 cult
Drainage area = 0.470 ac Runoff coeff. = 0.99
' Intensity = 8.187 in/hr Tc by User = 5.00 min
IDF Curve = MalcolmRal2.IDF Asc/Rec limb fact = 1/2

' Basin 2
Q (cfs) Hyd. No. 5 -- 25 Year Q (cfs)
' 4.00
' 3.00
' 2.00
' 1.00
0 00
4.00
3.00
2.00
1.00
' 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Time (min)
' ---- Hyd No. 5

ss
H d ro ra h Re o rt
Y 9 p p

Hydraflow Hydrographs by Intelisolve v9.02 Tuesday, Feb 27, 2007
Hyd. No. 6
System D + System E
Hydrograph type =Combine Peak discharge = 6.797 cfs
' Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 3,059 cult
Inflow hyds. = 1, 2 Contrib. drain. area= 1.230 ac

1
' System D + System E
Q (cfs) Hyd. No. 6 - 25 Year Q (cfs)

' 7.00
' 6.00
' 5.00
' 4.00
3.00
2.00
' 1.00
0 00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
' 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Time (min)
' -Hyd No. 6 -Hyd No. 1 -Hyd No. 2

ss
Hydrograph Report
Hydraflow Hydrographs by Intelisolve vg.02 Tuesday, Feb 27, 2007
Hyd. No. 7
' System F + System G
Hydrograph type =Combine Peak discharge = 5.868 cfs
' Storm frequency = 25 yrs Time to peak = 7 min
Time interval = 1 min Hyd. volume = 3,693 cult
Inflow hyds. = 3, 4 Contrib. drain. area= 1.250 ac

' System F + System G
Q (cfs) Hyd. No. 7 -- 25 Year Q (cfs)

6.00
' 5.00
4.00
' 3.00
2.00
1.00

0.00 ~-
0 2
--- Hyd No. 7
4 6 8 10 12 14 16 18 20
Hyd No. 3 Hyd No. 4
6.00
5.00
4.00
3.00
2.00
1.00
1- 0.00
22
Time (min)

' 67
Hydrograph Report
' Nydraflow Hydrographs by Intelisolve v9.02 Tuesday, Feb 27, 2007
Hyd. No. 8
D+E+F+G
Hydrograph type =Combine Peak discharge = 11.31 cfs
1 Storm frequency = 25 yrs Time to peak = 7 min
Time interval = 1 min Hyd. volume = 6,751 cult
Inflow hyds. = 6, 7 Contrib. drain. area= 0.000 ac

D+E+F+G
Q (cfs) Hyd. No. 8 -- 25 Year Q (cfs)
' 12.00
' 10.00
8.00
' 6.00
' 4.00
2.00
0 00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22
Time (min)
' --- Hyd No. 8 ~ Hyd No. 6 -Hyd No. 7

Hdrorah
Y 9 p Reort
p

' Hydraflow Hydrographs by Intelisolve vg.02
Hyd. No. 9
i D+E+F+G+Basin2
Hydrograph type =Combine
Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyds. = 5, 8

'
Q (cfs)
15.00
12.00
' 9.00
' 6.00
3.00
0 00
68
Tuesday, Feb 27, 2007
Peak discharge = 14.83 cfs
Time to peak = 5 min
Hyd. volume = 8,465 cult
Contrib. drain. area= 0.470 ac
D+E+F+G+Basin 2
Hyd. No. 9 -- 25 Year
Q (cfs)
15.00
12.00
9.00
6.00
3.00
' 0 2 4 6 8
Hyd No. 9 Hyd No. 5
10 12 14
Hyd No. 8
16 18 20
-i- 0.00
22
Time (min)

Hydrograph Report
69
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 10
' BioRet Basin 2 Outflow
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Time interval = 1 min
Inflowhyd.No. = 9-D+E+F+G+Basin2
' Reservoir name = Bio Basin 2
Storage Indication method used.

BioRet Basin 2 Outflow
Q (cfs)
Hyd. No. 10 -- 25 Year
15.00
12.00

9.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Tuesday, Feb 27, 2007
= 0.641 cfs
= 19 min
= 541 cult
= 323.04 ft
= 8,300 cult
6.00
3.00
0.00 ~~~~~~~~~~~~~
0 10
---- Hyd No. 10
20 30 40 50 60
- Hyd No. 9 ~ ~~: Total storage used = 8,300 cult
Q (cfs)
15.00
12.00
9.00
6.00
3.00
~ 0.00
70
Time (min)

Pond Report 70
' Hydraflow Hydrographs by Intelisolve v9.02
Pond No. 1 - Bio Basin 2 Tuesday, Feb 27, 2007
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 322.00 ft
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft)
0.00 322.00 7,396 0 0
1.00 323.00 8,465 7,924 7,924
2.00 324.00 9,589 9,020 16,944
3.00 325.00 10,770 10,173 27,117
' 4.00 326.00 12,008 11,382 38,499
Culvert /Orifice Structures Weir Structures
' [A] [B] (C] [Prfl2sr] (A] [B] [C] [D]
Rise (in) = 18.00 0.00 0.00 0.00 Crest Len (ft) = 14.60 0.00 0.00 0.00
Span (in) = 18.00 0.00 0.00 0.00 Crest EI. (ft) = 323.00 0.00 0.00 0.00
' No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert EI. (ft) = 317.00 0.00 0.00 0.00 Weir Type = Rect - - ---
Length (ft) = 113.00 0.00 0.00 0.00 Multi-Stage =Yes No No No
Slope (%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 E~I.(iNhr) = 0.000 (by Contour)
. Multistage = n/a No No No TW Elev. (ft) = 0.00
Note: CuIveNOrifice outflows are analyzed under inlet and outlet control. Weir risers are checked for orifice conditions.
Stage (ft) Stage /Discharge Elev (ft)
4.00
3.00
2.00
1.00
0 00
~_ ~ _ .
326.00
325.00
324.00
323.00
322.00
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00
Discharge (cfs)
Total Q

Hydrograph Report
71
' Hydraflow Hydrographs by Intelisolve vg.02
Hyd. No. 11
System A
Hydrograph type =Rational
' Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 0.390 ac
' Intensity = 8.187 in/hr
IDF Curve = MalcolmRal2.IDF

Q (cfs)
~~
Tuesday, Feb 27, 2007
Peak discharge = 2.459 cfs
Time to peak = 5 min
Hyd. volume = 1,106 cult
Runoff coeff. = 0.77
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
System A
Hyd. No. 11 -- 25 Year
Vvv 0 1 2 3 4 5
-Hyd No. 11
6 7 8 9 10 11 12 13 14
Q (cfs)
3.00
2.00
1.00
~ 0.00
15
Time (min)

Hydrograph Report
Tuesday, Feb 27, 2007
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 12
' System B
Hydrograph type =Rational
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 3.070 ac
Intensity = 7.356 in/hr
IDF Curve = MalcolmRal2.IDF

Q (cfs)
~ ~1A AA
Peak discharge = 19.65 cfs
Time to peak = 8 min
Hyd. volume = 14,147 tuft
Runoff coeff. = 0.87
Tc by User = 8.00 min
Asc/Rec limb fact = 1/2
System B
Hyd. No. 12 -- 25 Year
72
Q (cfs)
21.00
v.vv 0 2 4 6 8
' -Hyd No. 12
18.00
15.00
12.00
9.00
6.00
3.00
~ ' ~- 0.00
10 12 14 16 18 20 22 24
Time (min)

Hydrograph Report
73
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 13
System C
Hydrograph type =Rational
' Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 3.640 ac
Intensity = 6.312 in/hr
' IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 13.79 cfs
Time to peak = 13 min
Hyd. volume = 16,129 cult
Runoff coeff. = 0.6
Tc by User = 13.00 min
Asc/Rec limb fact = 1/2
System C
Q (cfs) Hyd. No. 13 -- 25 Year
' 14.00
' 12.00
' 10.00
8.00
6.00
4.00
2.00
0.00
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00

' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
-Hyd No. 13 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 14
' Basin 1
Hydrograph type =Rational
' Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 4.270 ac
Intensity = 8.187 in/hr
' IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 15.38 cfs
Time to peak = 5 min
Hyd. volume = 6,922 cult
Runoff coeff. = 0.44*
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
* Composite (Area/C) _ [(0.460 x 0.99) + (3.810 x 0.37)] / 4.270
Basin 1
Q (cfs) Hyd. No. 14 -- 25 Year
' 18.00
' 15.00
12.00
' 9.00
6.00
3.00
0 00
74
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0 1 2 3 4 5 6
' -Hyd No. 14
7 8 9
' ' ' ' ' ~- 0.00
10 11 12 13 14 15
Time (min)

H dro ra h
Y g p Re ort
p

' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 15
' System C + Basin 1
Hydrograph type =Combine
' Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyds. = 13, 14
^
75
Tuesday, Feb 27, 2007
Peak discharge = 20.68 cfs
Time to peak = 5 min
Hyd. volume = 23,051 cult
Contrib. drain. area= 7.910 ac
^
' Q (cfs)
' 21.00 _ _--
' 18.00
15.00
' 12.00 _.-...-- _ -.._ _.
1
9.00
6.00
3.00 _ ~.
0 00
System C + Basin 1
Hyd. No. 15 - 25 Year
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (min)
' -Hyd No. 15 -Hyd No. 13 Hyd No. 14
i

76
Hydrograph Report

' Hydraflow Hydrographs by Intelisolve v9.02 Tuesday, Feb 27, 2007
Hyd. No. 16
A+B+C+Basin1
Hydrograph type =Combine Peak discharge = 20.68 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 23,051 cult
Inflow hyds. = 15 Contrib. drain. area= 0.000 ac

A+B+C+Basin1
Q (cfs) Q (cfs)
Hyd. No. 16 -- 25 Year

21.00
18.00
' 15.00
' 12.00
9.00
6.00
3.00
0.00
21.00
18.00
15.00
12.00
9.00
6.00
3.00
' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
-Hyd No. 16 -Hyd No. 15 Time (min)

Hydrograph Report
77
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 17
10 + 12
Hydrograph type =Combine
Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyds. = 10, 12
1

i
' Q (cfs)
' 21.00
' 18.00
15.00
' 12.00
1
9.00
1
6.00
' 3.00
Tuesday, Feb 27, 2007
Peak discharge = 19.65 cfs
Time to peak = 8 min
Hyd. volume = 14,688 cult
Contrib. drain. area= 3.070 ac

' 0.00 -~^ ~ ~ ~ ~ ~ ~ ~ _...-, ~ ~ ~ ~
0 2 4

-- Hyd No. 17
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
n nn
6 8 10 12 14 16 18 20 22 24 26 28 30 32
Time (min)
- Hyd No. 10 -Hyd No. 12

Hydrograph Report
~s
Hydraflow Hydrographs by Intelisolve vg.02
Hyd. No. 18
' 18 + 11
Hydrograph type =Combine
1 Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyds. = 11, 17
^
Tuesday, Feb 27, 2007
Peak discharge = 21.37 cfs
Time to peak = 8 min
Hyd. volume = 15,794 cult
Contrib. drain. area= 0.390 ac
^
Q (cfs)
' 24.00
' 20.00
16.00
1
12.00
' 8.00

4.00
0.00
0 2 4
--- Hyd No. 18
18 + 11
Hyd. No. 18 -- 25 Year
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
n nn
6 8 10 12 14 16 18 20 22 24 26 28 30 32
Time (min)
- Hyd No. 11 -Hyd No. 17

Hydrograph Report
79
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 19
' 16 + 19
Hydrograph type =Combine
Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyds. = 16, 18

'
Q (cfs)

50.00
' 40.0
0
' 30.00
20.00
' 10.00

Q (cfs)
50.00
40.00
30.00
20.00
10.00
~ ~ ~ ~ i i i i i i i ~ ~ ~ ~ ' 0.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (min)
~-- Hyd No. 19 Hyd No. 16 Hyd No. 18
16 + 19
Hyd. No. 19 -- 25 Year
Tuesday, Feb 27, 2007
Peak discharge = 40.62 cfs
Time to peak = 8 min
Hyd. volume = 38,845 cult
Contrib. drain. area= 0.000 ac

Hydrograph Report
so
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 20
' Basin 1 outflow
Hydrograph type =Reservoir Peak discharge
' Storm frequency = 25 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 19 - 16 + 19 Max. Elevation
Reservoir name = Bio Basin 1 Max. Storage
Tuesday, Feb 27, 2007
= 11.19 cfs
= 22 min
= 16,492 tuft
= 311.38 ft
= 29,417 cult
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
' 50.00
' 4.
0 00
' 30.00
20.00
10.00

1
1
0.00
0 10
Hyd No. 20
Basin 1 outflow
Hyd. No. 20 -- 25 Year
20 30 40
- Hyd No. 19
50 60 70 80 90
i ' i i i i i ' Total storage used = 29,417 cult
Q (cfs)
50.00
40.00
30.00
20.00
10.00
~+- 0.00
100
Time (min)

Pond Report $~
Hydraflow Hydrographs by Intelisolve v9.02 Tuesday, Feb 27, 2007
' Pond No. 2 - Bio Basin 1
Pond Data
' Contours -Use r-defined contour a reas. Average end area method used for volume calculation. Begining Elevation = 31 0.00 ft
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft)
' 0.00 310.00 20,037 0 0
1.00 311.00 21,797 20,917 20,917
2.00 312.00 23,613 22,705 43,622
2.50 312.50 24,542 12,039 55,661
3.00 313.00 25,486 12,507 68,168
4.00 314.00 27,415 26,451 94,618
Culvert /Orifice Structures Weir Structures
B
C
D
[Al IBl [C] IPrfRsrl IAl I
l I
I I
]
Rise (in) = 30.00 0.00 0.00 0.00 Crest Len (ft) = 14.60 0.00 0.00 0.00
Span (in) = 30.00 0.00 0.00 0.00 Crest EI. (ft) = 311.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0 Weir Cceff. = 3.33 3.33 3.33 3.33
Invert EI. (ft) = 305.00 0.00 0.00 0.00 Welr Type = Rect - - -
Length (ft) = 110.00 0.00 0.00 0.00 Multi-Stage =Yes No No No
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Cceff. = 0.60 0.60 0.60 0.60 Exfil.(iNhr) = 0.500 (by Contour)
' Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet and outlet control. Weir risers are checked for orifice conditions.

stage (ft) Stage /Discharge Elev (ft)

' 4.00
' 3.00
2.00
__ _ _ __
1.00
0.00
' 0.00 7.00 14.00 21.00 28.00 35.00 42.00 49.00 56.00 63.00
-~- Total Q
314.00
313.00
312.00
311.00
-t- 310.00
70,00
Discharge (cfs)

82
Hydrograph Report
' Hydraflow Hydrographs by Intelisolve v9.02 Tuesday, Feb 27, 2007
Hyd. No. 21
Existing POC #1
Hydrograph type =Rational Peak discharge = 19.06 cfs
Storm frequency = 25 yrs Time to peak = 9 min
' Time interval = 1 min Hyd. volume = 15,438 cult
Drainage area = 7.650 ac Runoff coeff. = 0.35
Intensity = 7.118 in/hr Tc by User = 9.00 min
' IDF Curve = MalcolmRal2.IDF Asc/Rec limb fact = 1/2

' Existing POC #1
Q (cfs) Hyd. No. 21 -- 25 Year Q (cfs)

t 21.00
' 18.00
15.00
' 12.00
' 9.00
6.00
3.00
0 00
21.00
18.00
15.00
12.00
9.00
6.00
3.00
' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (min)
' Hyd No. 21

83
H drograph
Y Report
Hydraflow Hydrographs by Intelisolve v9.02 Tuesday, Feb 27, 2007
Hyd. No. 22
' Existing POC #2
Hydrograph type =Rational Peak discharge = 11.29 cfs
Storm frequency = 25 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 5,080 cult
Drainage area = 3.940 ac Runoff coeff. = 0.35
Intensity = 8.187 in/hr Tc by User = 5.00 min
' IDF Curve = MalcolmRal2.IDF Asc/Rec limb fact = 1/2

Existing POC #2
Q (cfs) Hyd. No. 22 -- 25 Year Q (cfs)

12.00
' 10.00
8.00
6.00
' 4.00
2.00
0 00
12.00
10.00
8.00
6.00
4.00
2.00
' 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Time (min)
--- Hyd No. 22

Hydrograph Report
84
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 23
' Existing POC #3
Hydrograph type =Rational
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 2.900 ac
Intensity = 8.187 in/hr
IDF Curve = MalcolmRal2.IDF

f
Q (c
s)
A A AA
Tuesday, Feb 27, 2007
Peak discharge = 8.310 cfs
Time to peak = 5 min
Hyd. volume = 3,739 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
Existing POC #3
Hyd. No. 23 -- 25 Year
0 1 2 3 4 5
' -Hyd No. 23
6 7 8 9 10 11 12 13 14
Q (cfs)
10.00
8.00
6.00
4.00
2.00
x- 0.00
15
Time (min)

Hydrograph Report
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 24
Existing POC #4
Hydrograph type =Rational
Storm frequency = 25 yrs
' Time interval = 1 min
Drainage area = 0.840 ac
Intensity = 8.187 in/hr
' IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 2.407 cfs
Time to peak = 5 min
Hyd. volume = 1,083 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
' Existing POC #4
Q (cfs) Hyd. No. 24 - 25 Year
' 3.00 ~^^_ ___ ______
2.00
' 1.00
0 00
85
Q (cfs)
3.00
2.00
1.00
' 0 1 2 3 4 5
' -Hyd No. 24
6 7 8 9 10 11 12 13 14
'~- 0.00
15
Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve vg.02
Hyd. No. 25
' Proposed POC #2
Hydrograph type =Rational
Storm frequency = 25 yrs
' Time interval = 1 min
Drainage area = 0.350 ac
Intensity = 8.187 in/hr
' IDF Curve = MalcolmRal2.IDF
ss
Tuesday, Feb 27, 2007
Peak discharge = 1.003 cfs
Time to peak = 5 min
Hyd. volume = 451 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
' Proposed POC #2
Q (cfs) Hyd. No. 25 - 25 Year
' 2.00
___. _ _ _
:. ~.~....______..._._r ~___.__._ _--___ -__ _..__ .._ _.__
1.00
__.. ...~__.. _.~ _. _ ~_____ _ ~ w_. _ _
0.00
0 1 2 3 4 5
- Hyd No. 25
6 7 8 9 10 11 12 13 14
Q (cfs)
2.00
1.00
'~ 0.00
15
Time (min)

Hydrograph Report
' Hydraflow Hydrographs by lntelisolve v9.02
Hyd. No. 26
' Proposed POC #3
Hydrograph type = Rational
Storm frequency = 25 yrs
' Time interval = 1 min
Drainage area = 0.630 ac
Intensity = 8.187 in/hr
' IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 1.805 cfs
Time to peak = 5 min
Hyd. volume = 812 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
' Proposed POC #3
Q (cfs) Hyd. No. 26 -- 25 Year
' 2.00
_ _ .
1.00
__. _ - ___._.. ~._. - - _..w. ---..
0 00
s~
Q (cfs)
2.00
1.00
0 1 2 3 4 5
- Hyd No. 26
0.00
6 7 8 9 10 11 12 13 14 15
Time (min)
1

Hydro raph
g Re ort
p
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 27
' Proposed POC #4
Hydrograph type =Rational
Storm frequency = 25 yrs
' Time interval = 1 min
Drainage area = 0.290 ac
Intensity = 8.187 in/hr
' IDF Curve = MalcolmRal2.IDF
ss
Tuesday, Feb 27, 2007
Peak discharge = 0.831 cfs
Time to peak = 5 min
Hyd. volume = 374 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
' Proposed POC #4
Q (cfs)
Hyd. No. 27 -- 25 Year
' 1.00
0.90
' 0.80
' 0.70
' 0.60
' 0.50
0.40
0.30
0.20
' 0.10
' 0.00
0 1 2 3 4 5
' Hyd No. 27
6 7 8 9 10 11
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
' ~ 0.00
12 13 14 15
Time (min)

Hydrograph Report
89
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 1
' System D
Hydrograph type =Rational
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 0.590 ac
Intensity = 9.713 in/hr
IDF Curve = MalcolmRal2.IDF

'
Q (cfs)
3.00
2.00
' 1.00
0 00
Tuesday, Feb 27, 2007
Peak discharge = 2.407 cfs
Time to peak = 5 min
Hyd. volume = 1,083 cult
Runoff coeff. = 0.42
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
System D
Hyd. No. 1 -- 100 Year
0 1 2 3 4 5
' -Hyd No. 1
6 7 8 9 10 11 12 13 14
Q (cfs)
3.00
2.00
1.00
'~ - 0.00
15
Time (min)

90
Hydrograph Report
' Hydraflow Hydrographs by Intelisolve v9.02 Tuesday, Feb 27, 2007
Hyd. No. 2
' System E
Hydrograph type =Rational Peak discharge = 5.657 cfs
Storm frequency = 100 yrs Time to peak = 5 min
' Time interval = 1 min Hyd. volume = 2,546 cult
Drainage area = 0.640 ac Runoff coeff. = 0.91
Intensity = 9.713 in/hr Tc by User = 5.00 min
IDF Curve = MalcolmRal2.IDF Asc/Rec limb fact = 1/2

System E
Q (cfs) Hyd. No. 2 --100 Year Q (cfs)
6.00
5.00
4.00
' 3.00
' 2.00
1.00
0 00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
-Hyd No. 2 Time (min)

Hydrograph Report
System F
Hyd. No. 3 --100 Year
' Hydraflow Hydrographs by Intefisolve v9.02
Hyd. No. 3
System F
Hydrograph type =Rational
Storm frequency = 100 yrs
' Time interval = 1 min
Drainage area = 0.020 ac
Intensity = 9.713 in/hr
IDF Curve = MalcolmRal2.IDF

' Q
f
(c
s)
0.10
0.09
' 0.08
' 0.07
' 0.06
0.05
0.04
' 0.03
' 0.02
' 0.01
0 00
Tuesday, Feb 27, 2007
Peak discharge = 0.093 cfs
Time to peak = 5 min
Hyd. volume = 42 cult
Runoff coeff. = 0.48
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
91
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0 1 2 3 4 5
Hyd No. 3
6 7 8 9
' '~ 0.00
10 11 12 13 14 15
Time (min)

Hydrograph Report
92
fiydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 4
' System G
Hydrograph type =Rational
Storm frequency = 100 yrs
' Time interval = 1 min
Drainage area = 1.230 ac
Intensity = 9.075 in/hr
' IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 6.921 cfs
Time to peak = 7 min
Hyd. volume = 4,360 cult
Runoff coeff. = 0.62
Tc by User = 7.00 min
Asc/Rec limb fact = 1/2
' System G
Q (cfs) Hyd. No. 4 --100 Year
' 7.00
1 __.
6.00
__ _
' 5.00 ..... __ _.__. ... _.m .___
___ _ .
4.00
_~ _ ._
3.00
_ __ _ _ .._
2.00
__
1.00
' 0.00
0 2 4 6 8
-Hyd No. 4
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
' ' ' ' ' ' ~-.•-I- 0.00
10 12 14 16 18 20 22
Time (min)

Hydrograph Report
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 5
' Basin 2
Hydrograph type =Rational
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 0.470 ac
Intensity = 9.713 in/hr
' IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 4.519 cfs
Time to peak = 5 min
Hyd. volume = 2,034 cult
Runoff coeff. = 0.99
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
' Basin 2
Q (cfs) Hyd. No. 5 -- 100 Year
5.00 ___ _...~.. ~. ... _~~... ~.
' 4.00
' 3.00
2.00
1.00
0.00
93
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0 1 2 3 4 5
' Hyd No. 5
6 7 8 9 10 11 12 13 14
~ 0.00
15
Time (min)

Hydrograph Report
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 6
' System D + System E
Hydrograph type =Combine
' Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyds. = 1, 2

'
Q (cfs)
94
Tuesday, Feb 27, 2007
Peak discharge = 8.064 cfs
Time to peak = 5 min
Hyd. volume = 3,629 cult
Contrib. drain. area= 1.230 ac
System D + System E
Hyd. No. 6 --100 Year
Q (cfs)
10.00
8.00
6.00
4.00
2.00
v.vv 0 1 2 3 4 5 6
' Hyd No. 6 ~ Hyd No. 1
7 8 9 10 11
- Hyd No. 2
' ' ' ~~' 0.00
12 13 14 15
Time (min)

Hydrograph Report
95
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 7
' System F + System G
Hydrograph type =Combine
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyds. = 3, 4
^
Tuesday, Feb 27, 2007
Peak discharge = 6.995 cfs
Time to peak = 7 min
Hyd. volume = 4,402 cult
Contrib. drain. area= 1.250 ac
f
Q (cfs)
7.00

6
00 ..~~.e._~__~_ _ ._... .. __ ....._ _
_w.~.._
...
_. _.
.

5
00 __... _..._. .~__ _._ _____.w.._. _ . __..
.

_ .__._..._ W_
_ _ __ _...._. ~__-..._ .__.__.
_
_._
__. __
4.00

_.___~ _...._._
3.00
_
_...V._...... _ _.
.~_....._.....
_ ____..__.
.~......._ _ _
___..._....___W_
_ .. _.____ _
. _
2
00
.

1.00

Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00 0 00
0 2 4 6 8
' Hyd No. 7 -Hyd No. 3
i
System F + System G
Hyd. No. 7 -- 100 Year
10 12 14
- Hyd No. 4
16 18 20
22
Time (min)

Hydrograph Report
Tuesday, Feb 27, 2007
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 8
C+E+F+G
Hydrograph type =Combine
' Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyds. = 6, 7

Q (cfs)
' 14.00
12.00
' 10.00
8.00
6.00
4.00
' 2.00
0 00
Peak discharge = 13.45 cfs
Time to peak = 7 min
Hyd. volume = 8,031 cult
Contrib. drain. area= 0.000 ac
D+E+F+G
Hyd. No. 8 -100 Year
96
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
' 0 2 4 6 8
' -Hyd No. 8 -Hyd No. 6
10 12 14
- Hyd No. 7
' ~ 0.00
16 18 20 22
Time (min)

Hydrograph Report
Tuesday, Feb 27, 2007
' Hydraflow Hydrographs by Intefisolve v9.02
Hyd. No. 9
' D+E+F+G+Ba sin2
Hydrograph type =Combine
Storm frequency = 100 yrs
' Time interval = 1 min
Inflow hyds. = 5, 8

'
Q (cfs)
18.00
' 15.00
12.00
9.00
' 6.00
3.00
0 00
Peak discharge = 17.62 cfs
Time to peak = 5 min
Hyd. volume = 10,064 cult
Contrib. drain. area= 0.470 ac
D+E+F+G+Basin2
Hyd. No. 9 - 100 Year
97
Q (cfs)
18.00
' 0 2 4 6 8
-Hyd No. 9 Hyd No. 5
15.00
12.00
9.00
6.00
3.00
10 12 14
Hyd No. 8
' ~ 0.00
16 18 20 22
Time (min)

Hydrograph Report
98
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 10
' BioRet Basin 2 Outflow
Hydrograph type =Reservoir Peak discharge
Storm frequency = 100 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 9 - D + E + F + G + Basin 2 Max. Elevation
Reservoir name = Bio Basin 2 Max. Storage
Tuesday, Feb 27, 2007
= 2.592 cfs
= 16 min
= 2,140 cult
= 323.14 ft
= 9,164 cult
Storage Indication method used.
BioRet Basin 2 Outflow
Q (cfs)
Hyd. No. 10 -- 100 Year
18.00
~__~_ ..
15.00
12.00
9.00
6.00
3.00
' 0.00
0 10 20 30 40 50 60
-Hyd No. 10 -Hyd No. 9C~~'~ Total storage used = 9,164 cuff
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
~- 0.00
70
Time (min)

Pond Report 99
Hydraflow Hydrographs by Intelisolve v9.02 Tuesday
Feb 27
2007
' Pond No. 1 - Bio Basin 2 ,
,
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 322.00 ft
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft)
0.00 322.00 7,396 0 0
1.00 323.00 8,465 7,924 7,924
2.00 324.00 9,589 9,020 16,944
3.00 325.00 10,770 10,173 27,117
' 4.00 326.00 12,008 11,382 38,499
Culvert /Orifice Structures Weir Structures
' G°-] IB] [C] IPrtRSr] [A] IBl [C] [Dl
Rise (in) = 18.00 0.00 0.00 0.00 Crest Len (ft) = 14.60 0.00 0.00 0.00
Span (in) = 18.00 0.00 0.00 0.00 Crest EI. (ft) = 323.00 0.00 0.00 0.00
' No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert EI. (ft) = 317.00 0.00 0.00 0.00 Weir Type = Rect --- ---
Length (ft) = 113.00 0.00 0.00 0.00 Multi-Stage =Yes No No No
' Slope (%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 E~I.(inlhr) = 0.000 (by Contour)
. Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
! Note: CuIveNOrifice outFlows are analyzed under inlet and outlet control. Weir risers are checked for orifice conditions.
Stage (ft) Stage /Discharge Elev (ft)
' 4.00
3.00
' 2.00
' 1.00
0.00
326.00
325.00
324.00
_ ~..~...
322.00
' 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00
~- Total Q Discharge (cfs)
323.00

Hydrograph Report
100
' Hydraflow Hydrographs by Intelisolve vg.02
Hyd. No. 11
' System A
Hydrograph type =Rational
' Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 0.390 ac
Intensity = 9.713 in/hr
' IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 2.917 cfs
Time to peak = 5 min
Hyd. volume = 1,313 cult
Runoff coeff. = 0.77
Tc by User = 5.00 min
Asc/Rec limb fact = 1 /2
' System A
Q (cfs) Hyd. No. 11 -- 100 Year
Q (cfs)
3.00
2.00
1.00
vvv 0 1 2 3 4 5
' -Hyd No. 11
6 7 8 9 10 11 12 13 14
'~ 0.00
15
Time (min)

Hydrograph Report
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 12
' System B
Hydrograph type =Rational
Storm frequency = 100 yrs
' Time interval = 1 min
Drainage area = 3.070 ac
Intensity = 8.788 in/hr
' IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 23.47 cfs
Time to peak = 8 min
Hyd. volume = 16,901 cult
Runoff coeff. = 0.87
Tc by User = 8.00 min
Asc/Rec limb fact = 1/2
' System B
Q (cfs) Hyd. No. 12 -100 Year
' 24.00
' 20.00
16.00
' 12.00
' 8.00
4.00
i
0 00
101
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
' 0 2 4 6 8
' --- Hyd No. 12
~ o.oo
10 12 14 16 18 20 22 24
Time (min)

102
Hydrograph Report
' Hydraflow Hydrographs by Intelisolve v9.02 Tuesday, Feb 27, 2007
Hyd. No. 13
' System C
Hydrograph type =Rational Peak discharge = 16.61 cfs
Storm frequency = 100 yrs Time to peak = 13 min
' Time interval = 1 min Hyd. volume = 19,431 cult
Drainage area = 3.640 ac Runoff coeff. = 0.6
Intensity = 7.604 in/hr Tc by User = 13.00 min
IDF Curve = MalcolmRal2.IDF Asc/Rec limb fact = 1/2

System C
Q (cfs) Hyd. No. 13 -- 100 Year Q (cfs)
' 18.00
' 15.00
12.00
' 9.00
' 6.00
3.00
0 00
18.00
15.00
12.00
9.00
6.00
3.00
' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
-Hyd No. 13 Time (min)

1
H dro raph
Y 9 Report
' Hydraftow Hydrographs by Intelisolve v9.02
Hyd. No. 14
Basin 1
Hydrograph type =Rational
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 4.270 ac
Intensity = 9.713 in/hr
IDF Curve = MalcolmRal2.IDF

1 `Composite (Area/C) _ [(0.460 x 0.99) + (3.810 x 0.37)] / 4.270

Basin 1
Q (cfs) Hyd. No. 14 --100 Year
21.00
' 18.00
i 15.00
' 12.00
9.00
6.00
' 3.00
0 00
903
Tuesday, Feb 27, 2007
Peak discharge = 18.25 cfs
Time to peak = 5 min
Hyd. volume = 8,212 cult
Runoff coeff. = 0.44*
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 1 2 3 4 5 6
--- Hyd No. 14 .
~ 0.00
7 8 9 10 11 12 13 14 15
Time (min)

Hydrograph Report
104
' Hydraflow Hydrographs by Intelisolve vg.02
Hyd. No. 15
' System C + Basin 1
Hydrograph type = Combine
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyds. = 13, 14

'
Q (cfs)
.,o ~~
System C + Basin 1
Hyd. No. 15 -- 100 Year
Tuesday, Feb 27, 2007
Peak discharge = 24.64 cfs
Time to peak = 5 min
Hyd. volume = 27,643 cult
Contrib. drain. area= 7.910 ac
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~~ ~ 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (min)
Hyd No. 15 Hyd No. 13 -Hyd No. 14

105
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.02 Tuesday, Feb 27, 2007
Hyd. No. 16
A+B+C+Basin 1
Hydrograph type =Combine Peak discharge = 24.64 cfs
' Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 27,643 cult
Inflow hyds. = 15 Contrib. drain. area= 0.000 ac

A+B+C+Basin 1
Q (cfs) Hyd. No. 16 -- 100 Year Q (cfs)
' 28.00
' 24.00
' 20.00
16.00
12.00
8.00
' 4.00
0 00
28.00
24.00
20.00
16.00
12.00
8.00
4.00
' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
-Hyd No. 16 -Hyd No. 15 Time (min)

106
Hydrograph Report
' Hydraflow Hydrographs by Intelisolve v9.02 Tuesday, Feb 27, 2007
Hyd. No. 17
' 10 + 12
Hydrograph type =Combine Peak discharge = 23.47 cfs
Storm frequency = 100 yrs Time to peak = 8 min
' Time interval = 1 min Hyd. volume = 19,041 cult
Inflow hyds. = 10, 12 Contrib. drain. area= 3.070 ac

10+12
Q (cfs) Hyd. No. 17 -- 100 Year Q (cfs)
' 24.00
' 20.00
16.00
' 12.00
' 8.00
4.00
0 00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (min)
Hyd No. 17 Hyd No. 10 Hyd No. 12

107
Hydrograph Report
' Hydraflow Hydrographs by Intelisoive v9.02 Tuesday, Feb 27, 2007
Hyd. No. 18
18 + 11
Hydrograph type =Combine Peak discharge = 25.51 cfs
Storm frequency = 100 yrs Time to peak = 8 min
' Time interval = 1 min Hyd. volume = 20,353 cult
Inflow hyds. = 11, 17 Contrib. drain. area= 0.390 ac

' 18 + 11
Q (cfs) Hyd. No. 18 -- 100 Year Q (cfs)
' 28.00
24.00
' 20.00
16.00
12.00
8.00
4.00
0 00
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (min)
' -Hyd No. 18 -Hyd No. 11 -Hyd No. 17

Hydrograph Report
108
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 19
16+19
Hydrograph type =Combine
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyds. = 16, 18
^
Tuesday, Feb 27, 2007
Peak discharge = 48.51 cfs
Time to peak = 8 min
Hyd. volume = 47,997 cult
Contrib. drain. area= 0.000 ac

Q (cfs)
' 50.00
40.00
' 30.00
20.00
10.00
0 00
16 + 19
Hyd. No. 19 -- 100 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00

' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (min)
' -- Hyd No. 19 -Hyd No. 16 -Hyd No. 18

Hydrograph Report
Basin 1 outflow
Hyd. No. 20 -- 100 Year
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 20
' Basin 1 outflow
Hydrograph type =Reservoir
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyd. No. = 19 - 16 + 19
' Reservoir name = Bio Basin 1
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Tuesday, Feb 27, 2007
= 18.26 cfs
= 21 min
= 25, 578 tuft
= 311.52 ft
= 32,719 cult
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
50.00
40.00
' 30.00
20.00
--
10.00
' 0.00
0 10

109
Q (cfs)
50.00
----- Hyd No. 20
40.00
30.00
20.00
10.00
20 30 40
Hyd No. 19
50 60 70 80 90
~i . ! ! i ! . Total storage used = 32,719 cult
~+- 0.00
100
Time (min)

Pond Report ~ ~ °
Hydraflow Hydrographs by Intelisolve v9.02 Tuesday, Feb 27, 2007
Pond No. 2 - Bio Basin 1
Pond Data
' Contours -User-defined contour a reas. Average end area method used for volume calculation. Begining Elevation = 31 0.00 ft
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft)
' 0.00 310.00 20,037 0 0
1.00 311.00 21,797 20,917 20,917
2.00 312.00 23,613 22,705 43,622
2.50 312.50 24,542 12,039 55,661
3.00 313.00 25,486 12,507 68,168
4.00 314.00 27,415 26,451 94,618
' Culvert /Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 30.00
Span (in) = 30.00 0.00
0.00 0.00
0.00 0.00
0.00 Crest Len (ft)
Crest EI. (ft) = 14.60 0.00
= 311.00 0.00 0.00
0.00 0.00
0.00
No. Barrels = 1 0 0 0 Weir Cceff. = 3.33 3.33 3.33 3.33
Invert EI. (ft) = 305.00 0.00 0.00 0.00 Weir Type = Rect - - -
Length (ft) = 110.00 0.00 0.00 0.00 Multi-Stage =Yes No No No
' Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Cceff. = 0.60 0.60 0.60 0.60 E~1.(in/hr) = 0.500 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: CulverUOr'fiice outFlows are analyzed under inlet and outlet control. Weir risers are checked for orifice conditions.

stage (ft) Stage /Discharge Elev (ft)

4.00
' 3.00
2.00
' 1.00
i
0 00
314.00
313.00
312.00
311.00
310.00
' 0.00 7.00 14.00 21.00 28.00 35.00 42.00 49.00 56.00 63.00 70.00
Total O Discharge (cfs)

Hydrograph Report
111
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 21
' Existing POC #1
Hydrograph type =Rational
Storm frequency = 100 yrs
' Time interval = 1 min
Drainage area = 7.650 ac
Intensity = 8.521 in/hr
IDF Curve = MalcolmRal2.IDF
Existing POC #1
Q (cfs) Hyd. No. 21 --100 Year
' 24.00
' 20.00
16.00
' 12.00
8.00
4.00
0 00
....................................... .
Tuesday, Feb 27, 2007
Peak discharge = 22.81 cfs
Time to peak = 9 min
Hyd. volume = 18,480 cult
Runoff coeff. = 0.35
Tc by User = 9.00 min
Asc/Rec limb fact = 1/2
I ~1 I I
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Hyd No. 21 Time (min)

Hydrograph Report
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 22
' Existing POC #2
Hydrograph type =Rational
Storm frequency = 100 yrs
' Time interval = 1 min
Drainage area = 3.940 ac
Intensity = 9.713 in/hr
' IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 13.39 cfs
Time to peak = 5 min
Hyd. volume = 6,027 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
__
Existing POC #2
Q (cfs) Hyd. No. 22 -- 100 Year
14.00
12.00
' 10.00
' 8.00 ._
6.00
4.00
' 2.00
0.00
112
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0 1 2 3 4 5
-Hyd No. 22
0.00
6 7 8 9 10 11 12 13 14 15
Time (min)

Hydrograph Report
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 23
' Existing POC #3
Hydrograph type =Rational
' Storm frequency =, 100 yrs
Time interval = 1 min
Drainage area = 2.900 ac
' Intensity = 9.713 in/hr
IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 9.859 cfs
Time to peak = 5 min
Hyd. volume = 4,436 tuft
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
Existing POC #3
Q (cfs)
Hyd. No. 23 -- 100 Year
' 10.00
8.00
6.00
4.00
2.00
0.00
113
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0 1 2 3 4 5 6
' -Hyd No. 23
~ 0.00
7 8 9 10 11 12 13 14 15
Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 24
' Existing POC #4
Hydrograph type =Rational
' Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 0.840 ac
Intensity = 9.713 in/hr
IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 2.856 cfs
Time to peak = 5 min
Hyd. volume = 1,285 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
' Existing POC #4
Q (cfs)
Hyd. No. 24 -- 100 Year
' 3.00
2.00
' 1.00
_..._.. ___ ____ ___ .. v..~
0.00
114
Q (cfs)
3.00
2.00
1.00
' 0 1 2 3 4 5 6
-Hyd No. 24
7 8 9 10 11 12 13 14
'~ 0.00
15
Time (min)

Hydrograph Report
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 25
' Proposed POC #2
Hydrograph type =Rational
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 0.350 ac
Intensity = 9.713 in/hr
IDF Curve = MalcolmRal2.IDF

f
Q (c
s)

2.00
1.00
0.00
115
Tuesday, Feb 27, 2007
Peak discharge = 1.190 cfs
Time to peak = 5 min
Hyd. volume = 535 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
Proposed POC #2
Hyd. No. 25 - 100 Year
Q (cfs)
2.00
0 1 2 3 4 5
' -Hyd No. 25
1.00
•u 0.00
6 7 8 9 10 11 12 13 14 15
Time (min)

Hydrograph Report
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 26
' Proposed POC #3
Hydrograph type = Rational
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 0.630 ac
Intensity = 9.713 in/hr
IDF Curve = MalcolmRal2.IDF
Tuesday, Feb 27, 2007
Peak discharge = 2.142 cfs
Time to peak = 5 min
Hyd. volume = 964 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
i Proposed POC #3
Q (cfs) Hyd. No. 26 -- 100 Year
3.00
1 - _. __ _._._ - __. _.,...._ . _.~~..._ ~... __.._ _. _._...,_ .
._._...._.._~__._. _~~,...~..~.w _- _______ .___.._ _..~_......
2.00
' 1.00
0.00
116
Q (cfs)
3.00
2.00
1.00
0 1 2 3 4 5
-Hyd No. 26
6 7 8 9 10 11 12 13 14
'~- 0.00
15
Time (min)

Hydrograph Report
Tuesday, Feb 27, 2007
' Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 27
Proposed POC #4
Hydrograph type = Rational
' Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 0.290 ac
' Intensity = 9.713 in/hr
IDF Curve = MalcolmRal2.IDF
Peak discharge = 0.986 cfs
Time to peak = 5 min
Hyd. volume = 444 cult
Runoff coeff. = 0.35
Tc by User = 5.00 min
Asc/Rec limb fact = 1/2
117
' Proposed POC #4
Q (cfs) Hyd. No. 27 --100 Year
1.00
0.90
0.80
' 0.70
0.60
' 0.50
' 0.40
0.30
' 0.20
' 0.10
0.00
0 1 2 3 4 5
---- Hyd No. 27
6 7 8 9
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
' ' ' ~ 0.00
10 11 12 13 14 15
Time (min)

Hydraflow Rainfall Report
118
Hydraflow Hydrographs by Intelisolve v9.02
Return
Period Intensity-Duration-Frequency Equation Coefficients (FHA)
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000
2 74.0559 13.3000 0.8788 --------
3 0.0000 0.0000 0.0000 -----
5 83.5112 14.8000 0.8514 ---
10 82.6003 13.5000 0.8225 ---
25 118.9252 17.6000 0.8582 ---
50 137.0265 18.6000 0.8630 ---
100 157.1769 19.6000 0.8692
File name: MalcolmRal2.IDF
Intensity = B / (Tc + D)"E
Tuesday, Feb 27, 2007
Return
Period Intensity Values (in/hr)
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.76 4.65 3.92 3.40 3.01 2.70 2.45 2.25 2.08 1.93 1.81 1.70
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.57 5.43 4.64 4.07 3.63 3.28 3.00 2.76 2.57 2.40 2.25 2.12
10 7.49 6.16 5.25 4.60 4.10 3.71 3.39 3.13 2.91 2.72 2.55 2.41
25 8.19 6.90 5.98 5.29 4.75 4.32 3.97 3.67 3.41 3.20 3.01 2.84
50 8.95 7.59 6.60 5.86 5.27 4.80 4.41 4.08 3.81 3.57 3.36 3.17
100 9.71 8.27 7.22 6.42 5.79 5.28 4.86 4.50 4.20 3.93 3.70 3.50
Tc =time in minutes. Values may exceed 60.

Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 0.00 2.20 0.00 3.30 4.25 5.77 6.80 7'.95
SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00
Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 1.75 0.00 2.80 3.90 5.25 6.00 7.10