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2005-04-12 Zoning Request and Subcatchment Ja~ J)Oti1yt CITY OF ALBERTVILLE . ZONING REQUEST APPLICATION ~ I . .~ fJ~ 5975 Main Avenue NE /\ t::J '\:J ~~~:~l:' MN 55301-0009 SOOZ Z I MdV (612) 497-3384 fax(612) 497-:(t<lAlriOIIl 11...../../ .... ,< "./' t .." Please read carefully and answer all questions thoroughly. Only complete applications will be accepted after validation by the City Clerk and prior to acceptance of required processing fees/deposits. Street Location of Property: 5 i1-rI-J S rQEI AI [, G ~rV rY-J bE IJUcJU.C Legal Description of Property Owner Noone ~~~G:L~ ;;u~ 'l:::': - )~U Q AdW=. ~o~~ Con101pre2_~Lud . Svd~~ City: ? eC_ State: r11 Ai Zip: ,:.J:J,31<1 Telephone (Home): (Business): 712 3 - </.2! - ?l9 g J (Fax): 1f~,3- t/ttl s.O,?-90 Applicant (If other than owner): Owner: Name: ~J Q~ exurJUZ . Address: City: Telephone (Home): State: Zip: (Fax): (Business): Type of Request(s): Site and Building Plan Review Rezoning Minor Subdivision/Consolidation Vanance ( \ X. Preliminary Plat 'f.... Con.ditional Use Permit P /) b- {5 -" ;{ ) Final Plat Interim Use Permit Comprehensive Plan or Planned Unit Development Ordinance Amendment Other De,cdpl;on of Requesl(s), PUL I m I Ai A ICy Pun- Qn cl ~nd:~ naI . ()~ ~j( til" ( P /) [). r3 -- c9- Lt; r<.- ~Vllff.~ !'f7e__ :'.""'/,.....-. ~ . Page Two, City of Albertville Planning/Zoning Application Reason Why Request Should Be Granted: / ~ Existing Us of the Property I Nature of Facility or Business:---L/aCa n t LJI16 If a request for a planning/zoning action on the subject site or any part thereof has been previously sought, please describe it below: What? When? Project Name, if applicable: La- 6-ta u X S TY-rn 0/\1 I hereby apply for the above consideration and declare that the information and materials submitted with this application are in compliance with City Ordinance and Policy Requirements and are complete and accurate to the best of my knowledge. I understand that the application will be processed for the next available meeting agenda after review of the information submitted to determine if any other data is needed and after completion of a staff report. I understand that all City incurred professional fees and expenses associated with the processing of this request are the responsibility of the property owner and/or applicant and should be promptly paid. If payment is not received from the applicant, the property owner acknowledges and agrees to be responsible for the unpaid fee balance either by direct payment or a special assessment against the property. (If the property fee owner is not the applicant. the applicant must provide written authorization by the owner to make application.) Sixty (60) Day Waiver: The City hereby notifzes the applicant that development review nwy not be completed within the required 60 days due to public hearing requif1 and a cy- '; therefore, the City is taking an automatic 60-day extension for development review. Dev 'P review leted within 120 days unless the applicant approves additional review extensions. Signature(s) of Owner(s): Date: "I It 1106 Date: Signature(s) of Applicant(s): Date: Date: Approved _ Denied _ by the Planning Commission on: (Date) Approved _ Denied _ by the City Council on: (Date) ,;M: . -," ~.~A . . . . =." ~~""'/-- }. -~ .(-~ e-.\ e\ .4 L20~J: M~. ...~..~A ""/03~& ., ...'" ~~ ~m L9 L8 L7 L6 A ~- ~ .......'" I!l.OGC . d L12 ~'_,_. .. -" A ..~ A ~& .@.P.'.;U2V,..A............<....4-.'" .. ~.... "'''0 - _~.-. _ ~lliillJl 08111 Lt3 ~101 116 Roof Leeder BlOGE U4 ~DRoof~ 4 U'. . c1~ A .t ""\1 A .~& !~ CS114 Ll1 08113 0' _ .J L10 Ml1112 ~.:'- ~ ., CB119 OB120 _A~ CSll7 Drainage Diagram for LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE 4/18/2005 HydroCAOOl 7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems ".", LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAD@7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 10 Year Rainfal/=4.10" Page 2 4/18/2005 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+ Trans method - Pond routing by Stor-Ind method Subcatchment 2S: MH 100 Runoff Area=6,400 sf Runoff Depth=2.21" Flow Length=120' Tc=2.0 min CN=81 Runoff=0.61 cfs 0.027 af Subcatchment 3S: CB101 Runoff Area=12,OOO sf Runoff Depth=3.86" Flow Length=120' Tc=2.0 min CN=98 Runoff=1.70 cfs 0.089 af Subcatchment BLOG A: BLOG A Runoff Area=5,980 sf Runoff Depth=3.86" Flow Length=60' Tc=0.9 min CN=98 Runoff=0.89 cfs 0.044 af Subcatchment BLOG B: BLOG B Runoff Area=8,840 sf Runoff Depth=3.86" Flow Length=80' Tc=1.1 min CN=98 Runoff=1.30 cfs 0.065 af Subcatchment BLOG C: BLOG C Runoff Area=4,260 sf Runoff Depth=3.86" Flow Length=50' Tc=0.8 min CN=98 Runoff=0.64 cfs 0.031 af Subcatchment BLOG 0: BLOG 0 Runoff Area=5,076 sf Runoff Depth=3.86" Flow Length=60' Tc=0.9 min CN=98 Runoff=0.75 cfs 0.038 af Subcatchment BLOG E: BLOG E Runoff Area=5,124 sf Runoff Depth=3.86" Flow Length=60' Tc=0.9 min CN=98 Runoff=0.76 cfs 0.038 af Subcatchment CB 117: CB 117 Runoff Area=6, 120 sf Runoff Depth=3.01" Flow Length=60' Tc=1.2 min CN=90 Runoff=0.79 cfs 0.035 af Subcatchment CB108: CB 108 Runoff Area=6,880 sf Runoff Depth=3.32" Flow Length=160' Tc=2.2 min CN=93 Runoff=0.90 cfs 0.044 af Subcatchment CB111: CB111 Runoff Area=15,885 sf Runoff Depth=3.75" Flow Length=120' Tc=2.0 min CN=97 Runoff=2.23 cfs 0.114 af Subcatchment CB113: CB 113 Runoff Area=1,500 sf Runoff Depth=3.11" Flow Length=1 00' Tc=1.2 min CN=91 Runoff=0.20 cfs 0.009 af Subcatchment CB114: CB 114 Runoff Area=2,700 sf Runoff Depth=3.11" Flow Length=80' Tc=1.2 min CN=91 Runoff=0.36 cfs 0.016 af Subcatchment CB119: CB 119 Runoff Area=10,865 sf Runoff Depth=2.82" Flow Length=115' Tc=1.9 min CN=88 Runoff=1.29 cfs 0.059 af Subcatchment CB120: CB 120 Runoff Area=8,900 sf Runoff Depth=3.01" Flow Length=120' Tc=2.0 min CN=90 Runoff=1.10 cfs 0.051 af Subcatchment LACHMEN: Lachmen Ave Runoff Area=15,OOO sf Runoff Depth=2.21" Flow Length=120' Tc=5.6 min CN=81 Runoff=1.32 cfs 0.063 af t..c'" ~. LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO> 7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 10 Year Rainfal/=4.10" Page 3 4/18/2005 Subcatchment MH102: MH 102 Runoff Area=2 sf Runoff Depth=2.12" Tc=O.O min CN=80 Runoff=O.OO cfs 0.000 af Subcatchment MH103: MH 103 Runoff Area=10,200 sf Runoff Depth=1.74" Flow Length=120' Tc=2.0 min CN=75 Runoff=0.80 cfs 0.034 af Subcatchment MH1 04: MH 104 Runoff Area=11 ,500 sf Runoff Depth=3.86" Flow Length=90' Tc=1.6 min CN=98 Runoff=1.66 cfs 0.085 af Subcatchment MH105: MH 105 Runoff Area=12,OOO sf Runoff Depth=3.75" Flow Length=80' Tc=1.5 min CN=97 Runoff=1.72 cfs 0.086 af Subcatchment MH106: MH 106 Runoff Area=2,700 sf Runoff Depth=3.21" Flow Length=80' Tc=1.2 min CN=92 Runoff=0.36 cfs 0.017 af Subcatchment MH1 07: MH 107 Runoff Area=1,150 sf Runoff Depth=3.86" Flow Length=80' Tc=1.3 min CN=98 Runoff=0.17 cfs 0.009 af Subcatchment MH109: MH109 Runoff Area=13,440 sf Runoff Depth=3.01" Flow Length=160' Tc=2.5 min CN=90 Runoff=1.69 cfs 0.077 af Subcatchment MH110: MH 110 Runoff Area=12,600 sf Runoff Depth=3.64" Flow Length=160' Tc=2.5 min CN=96 Runoff=1.72 cfs 0.088 af Subcatchment MH112: MH112 Runoff Area=1,500 sf Runoff Depth=3.11" Flow Length=1 00' Tc=1.2 min CN=91 Runoff=0.20 cfs 0.009 af Subcatchment MH115: MH115 Runoff Area=13,845 sf Runoff Depth=3.75" Flow Length=120' Tc=2.0 min CN=97 Runoff=1.94 cfs 0.099 af Subcatchment MH116: MH116 Runoff Area=24,200 sf Runoff Depth=3.64" Flow Length=100' Tc=1.7 min CN=96 Runoff=3.40 cfs 0.168 af Subcatchment Pond: Pond Area Runoff Area=18,200 sf Runoff Depth=3.86" Tc=0.1 min CN=98 Runoff=2.74 cfs 0.135 af Pond A: Roof Leader Peak Elev=953.64' Inflow=0.89 cfs 0.044 af 15.0" x 70.0' Culvert Outflow=0.89 cfs 0.044 af Pond B: Roof Leader Peak Elev=953.53' Inflow=1.30 cfs 0.065 af 15.0" x 70.0' Culvert Outflow=1.30 cfs 0.065 af Pond C: Roof Leader Peak Elev=953.99' Inflow=0.64 cfs 0.031 af 15.0" x 38.0' Culvert Outflow=0.64 cfs 0.031 af Pond 0: Roof Leader Peak Elev=953.23' Inflow=0.75 cfs 0.038 af 15.0" x 97.0' Culvert Outflow=0.75 cfs 0.038 af " ;. LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO 7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type J/24-hr 10 Year Rainfal/=4.10" Page 4 4/18/2005 Pond E: Roof Leader Peak Elev=953.25' Inflow=0.76 cts 0.038 at 15.0" x 102.0' Culvert Outflow=0.76 cts 0.038 at Pond L 1: L 1 Peak Elev=953.24' Inflow=2.31 cfs 0.116 at 15.0" x 69.0' Culvert Outflow=2.31 cts 0.116 at Pond L 10: L 10 Peak Elev=954.04' Inflow=1.07 cts 0.052 at 18.0" x 142.0' Culvert Outflow=1.07 cts 0.052 at Pond L 11: L 11 Peak Elev=954.08' Intlow=0.90 cts 0.044 at 15.0" x 28.0' Culvert Outflow=0.90 cts 0.044 at Pond L 12: L 12 Peak Elev=954.00' Intlow=5.57 cts 0.279 at 18.0" x 60.0' Culvert Outflow=5.57 cts 0.279 at Pond L 13: L 13 Peak Elev=954.05' Intlow=3.94 cts 0.202 at 15.0" x 63.0' Culvert Outflow=3.94 cts 0.202 at Pond L 14: L 14 Peak Elev=953.86' Intlow=2.23 cts 0.114 at 15.0" x 73.0' Culvert Outflow=2.23 cts 0.114 at Pond L15: L15 Peak Elev=954.03' Inflow=1.03 cts 0.049 at 15.0" x 130.0' Culvert Outflow=1.03 cts 0.049 at Pond L15A: L 15A Peak Elev=953.97' Intlow=0.40 cts 0.018 at 15.0" x 64.0' Culvert Outflow=0.40 cts 0.018 at Pond L 16: L 16 Peak Elev=953.93' Intlow=0.20 cts 0.009 at 15.0" x 23.0' Culvert Outflow=0.20 cts 0.009 at Pond L 17: L 17 Peak Elev=953.57' Inflow=0.36 cts 0.016 at 15.0" x 23.0' Culvert Outtlow=0.36 cts 0.016 at Pond L2: L2 Peak Elev=953.59' Intlow=1.70 cts 0.089 at 15.0" x 66.0' Culvert Outflow=1.70 cts 0.089 at Pond L20: L20 Peak Elev=953.63' Intlow=7.63 cts 0.379 at 21.0" x 24.0' Culvert Outflow=7.63 cts 0.379 at Pond L21: L21 Peak Elev=953.94' Intlow=5.69 cts 0.279 at 18.0" x 127.0' Culvert Outflow=5.69 cts 0.279 at Pond L22: L22 Peak Elev=953.33' Inflow=0.79 cfs 0.035 at 15.0" x 127.0' Culvert Outflow=0.79 cts 0.035 at Pond L5: L5 Peak Elev=954.29' Intlow=14.65 cts 0.728 at 24.0" x 28.0' Culvert Outflow=14.65 cts 0.728 at LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAO@ 7.00 sin 002022 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 10 Year Rainfal/=4.10" Page 5 4/18/2005 Pond L6: L6 Peak Elev=954.68' Inflow=14.65 cts 0.728 at 24.0" x 102.0' Culvert Outflow=14.65 cts 0.728 at Pond L7: L7 Peak Elev=954.40' Inflow=8.37 cts 0.415 at 21.0" x 105.0' Culvert Outflow=8.37 cts 0.415 at Pond L8: L8 Peak Elev=954.41' Inflow=5.41 cts 0.265 at 18.0" x 117.0' Culvert Outflow=5.41 cts 0.265 at Pond L9: L9 Peak Elev=954.12' Intlow=2.81 cts 0.134 at 15.0" x 64.0' Culvert Outflow=2.81 cts 0.134 at Pond P: Pond Peak Elev=954.63' Storage=19,086 ct Inflow=27.22 cts 1.357 at Outflow=11.66 cts 1.357 at Total Runoff Area = 5.438 ac Runoff Volume = 1.530 af Average Runoff Depth = 3.38" LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAO@7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 10 Year Rainfal/=4.10" Page 6 4/18/2005 Subcatchment 25: MH 100 Runoff 0.61 cfs @ 11.92 hrs, Volume= 0.027 af, Depth= 2.21" = Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1 0 Year Rainfall=4.10" Area (sf) 2,880 3,520 6,400 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved roads w/curbs & sewers 81 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (cfs) 2.0 120 0.0050 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Subcatchment 3S: CB101 Runoff 1.70 cfs @ 11.91 hrs, Volume= 0.089 af, Depth= 3.86" = Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 12,000 CN Description 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (cfs) 2.0 120 0.0050 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" 5ubcatchment BLOG A: BLOG A Runoff 0.89 cfs @ 11.90 hrs, Volume= 0.044 af, Depth= 3.86" = Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 5,980 CN Description 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (cfs) 0.9 60 0.0100 1.1 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAO@7.00 sin 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 10 Year Rainfal/=4.10" Page 7 4/18/2005 Subcatchment BLDG B: BLDG B Runoff 1.30 cfs @ 11.90 hrs, Volume= 0.065 af, Depth= 3.86" = Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 8,840 CN Description 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 1.1 80 0.0100 1.2 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Subcatchment BLDG C: BLDG C Runoff 0.64 cfs @ 11.89 hrs, Volume= 0.031 af, Depth= 3.86" = Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 4,260 CN Description 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 0.8 50 0.0100 1.1 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Subcatchment BLDG D: BLDG D Runoff 0.75 cfs @ 11.90 hrs, Volume= 0.038 af, Depth= 3.86" = Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 5,076 CN Description 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 0.9 60 0.0100 1.1 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO> 7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 10 Year Rainfal/=4.10" Page 8 4/18/2005 Runoff = Subcatchment BLOG E: BLOG E 0.76 cfs @ 11.90 hrs, Volume= 0.038 af, Depth= 3.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 5,124 CN Description 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (cfs) 0.9 60 0.0100 1.1 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Runoff = Subcatchment CB 117: CB 117 0.79 cfs @ 11.90 hrs, Volume= 0.035 af, Depth= 3.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 1,320 4,800 6,120 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (cfs) 1.2 60 0.0050 0.9 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Runoff = Subcatchment CB108: CB 108 0.90 cfs @ 11.92 hrs, Volume= 0.044 af, Depth= 3.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 850 6,030 6,880 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved roads w/curbs & sewers 93 Weighted Average LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO 7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 10 Year Rainfal/=4.10" Page 9 4/18/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 0.7 30 0.0050 0.8 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" 1.5 130 0.0050 1.4 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.2 160 Total Subcatchment CB111: CB111 Runoff 2.23 cfs @ 11.91 hrs, Volume= 0.114 af, Depth= 3.75" = Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 400 15,485 15,885 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 2.0 120 0.0050 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Subcatchment CB113: CB 113 Runoff 0.20 cfs @ 11.90 hrs, Volume= 0.009 af, Depth= 3.11" = Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 300 1,200 1,500 CN Description 61 > 75% Grass cover, Good, HSG B 98 Paved roads w/curbs & sewers 91 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 1.2 100 0.0050 1.4 Shallow Concentrated Flow, Paved Kv= 20.3 fps Subcatchment CB114: CB 114 Runoff 0.36 cfs @ 11.90 hrs, Volume= 0.016af, Depth= 3.11" = Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1 0 Year Rainfall=4.10" LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO 7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 10 Year Rainfal/=4.10" Page 1 0 4/18/2005 Area (sf) 510 2,190 2,700 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved roads w/curbs & sewers 91 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) ( fUft) (fUsee) (cfs) 0.5 20 0.0050 0.7 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" 0.7 60 0.0050 1.4 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 80 Total Runoff = Subcatchment CB119: CB 119 1.29 cfs @ 11.91 hrs, Volume= 0.059 af, Depth= 2.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 3,060 7,805 1 0,865 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsee) (cfs) 1.9 1150.0050 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Runoff = Subcatchment CB120: CB 120 1.10 cfs @ 11.92 hrs, Volume= 0.051 af, Depth= 3.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 1,920 6,980 8,900 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsee) (cfs) 2.0 120 0.0050 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAD@7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 10 Year Rainfal/=4.10" Page 11 4/18/2005 Runoff = Subcatchment LACHMEN: Lachmen Ave 1.32 cfs @ 11.96 hrs, Volume= 0.063 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 2,400 4,040 4,400 4,160 15,000 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 81 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 3.9 20 0.0050 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 4.70" 1.7 100 0.0050 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" 5.6 120 Total Runoff = Subcatchment MH102: MH 102 0.00 cfs @ 11.89 hrs, Volume= 0.000 af, Depth= 2.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 1 1 2 Runoff = CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 80 Weighted Average Subcatchment MH103: MH 103 0.80 cfs @ 11.93 hrs, Volume= 0.034 af, Depth= 1.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 6,400 3,800 1 0,200 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved roads w/curbs & sewers 75 Weighted Average LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAD@7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 10 Year Rainfal/=4.10" Page 12 4/18/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 2.0 120 0.0050 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Subcatchment MH104: MH 104 Runoff = 1.66 cfs @ 11.90 hrs, Volume= 0.085 af, Depth= 3.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 100 11 ,400 11,500 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved roads w/curbs & sewers 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 1.6 90 0.0050 0.9 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Subcatchment MH105: MH 105 Runoff 1.72 cfs @ 11.90 hrs, Volume= 0.086 af, Depth= 3.75" = Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 200 11,800 12,000 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved roads w/curbs & sewers 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 1.5 80 0.0050 0.9 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Subcatchment MH1 06: MH 106 Runoff 0.36 cfs @ 11.90 hrs, Volume= 0.017 af, Depth= 3.21" = Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 410 2,290 2,700 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved roads w/curbs & sewers 92 Weighted Average LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAD@7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 10 Year Rainfal/=4.10" Page 13 4/18/2005 Tc Length Slope Velocity Capacity Description (min) (feet) ( ftlft) (ftlsec) (cfs) 0.5 20 0.0050 0.7 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" 0.7 60 0.0050 1.4 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 80 Total Subcatchment MH107: MH 107 Runoff 0.17 cfs @ 11.90 hrs, Volume= 0.009 af, Depth= 3.86" = Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 1,150 CN Description 98 Paved roads w/curbs & sewers Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 0.8 40 0.0050 0.8 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" 0.5 40 0.0050 1.4 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 80 Total Subcatchment MH109: MH109 Runoff 1.69 cfs @ 11.93 hrs, Volume= 0.077 af, Depth= 3.01" = Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 2,880 1 0,560 13,440 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 2.5 160 0.0050 1.1 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAO@7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 10 Year Rainfal/=4.10" Page 14 4/18/2005 Runoff = Subcatchment MH110: MH 110 1.72 cfs @ 11.92 hrs, Volume= 0.088 af, Depth= 3.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (s'O 800 11,800 12,600 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsee) (cfs) 2.5 160 0.0050 1.1 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Runoff = Subcatchment MH112: MH112 0.20 cfs @ 11.90 hrs, Volume= 0.009 af, Depth= 3.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 300 1,200 1,500 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 91 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsee) (cfs) 1.2 100 0.0050 1.4 Shallow Concentrated Flow, Paved Kv= 20.3 fps Runoff = Subcatchment MH115: MH115 1.94 cfs @ 11.91 hrs, Volume= 0.099 af, Depth= 3.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 500 13,345 13,845 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 97 Weighted Average LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO 7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 10 Year Rainfal/=4.10" Page 15 4/18/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 2.0 120 0.0050 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Subcatchment MH116: MH116 Runoff = 3.40 cfs @ 11.91 hrs, Volume= 0.168 af, Depth= 3.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 1,120 23,080 24,200 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 1.7 100 0.0050 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Runoff = Subcatchment Pond: Pond Area 2.74 cfs @ 11.89 hrs, Volume= 0.135 af, Depth= 3.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=4.10" Area (sf) 18,200 T c Length (min) (feet) 0.1 Inflow Area = Inflow = Outflow = Primary = CN Description 98 Pond Area Slope Velocity Capacity Description (ftlft) (ftlsec) (cfs) Direct Entry, Pond A: Roof Leader 0.137 ac, Inflow Depth = 3.86" 0.89 cfs @ 11.90 hrs, Volume= 0.89 cfs @ 11.90 hrs, Volume= 0.89 cfs @ 11.90 hrs, Volume= for 10 Year event 0.044 af 0.044 af, Atten= 0%, Lag= 0.0 min 0.044 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.64' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 953.08' 15.0" x 70.0' long Culvert Ke= 0.200 leBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO 7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 10 Year Rainfal/=4.10" Page 16 4/18/2005 Outlet Invert= 952.88' S= 0.0029 '/' n= 0.013 Cc= 0.900 Primary OutFlow Max=0.87 cfs @ 11.90 hrs HW=953.63' (Free Discharge) "t-1=Culvert (Barrel Controls 0.87 cfs @ 2.5 fps) Inflow Area = Inflow = Outflow = Primary = Pond B: Roof leader 0.203 ac, Inflow Depth = 3.86" 1.30 cfs @ 11.90 hrs, Volume= 1.30 cfs @ 11.90 hrs, Volume= 1.30 cfs @ 11.90 hrs, Volume= for 1 0 Year event 0.065 af 0.065 af, Atten= 0%, Lag= 0.0 min 0.065 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.53' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.85' 15.0" x 70.0' long Culvert Ke= 0.200 Outlet Invert= 952.65' S= 0.0029" n= 0.013 Cc= 0.900 Primary OutFlow Max=1.29 cfs @ 11.90 hrs HW=953.53' (Free Discharge) "t-1=Culvert (Barrel Controls 1.29 cfs @ 2.7 fps) Inflow Area = Inflow = Outflow = Primary = Pond C: Roof leader 0.098 ac, Inflow Depth = 3.86" 0.64 cfs @ 11.89 hrs, Volume= 0.64 cfs @ 11.89 hrs, Volume= 0.64 cfs @ 11.89 hrs, Volume= for 10 Year event 0.031 af 0.031 af, Atten= 0%, Lag= 0.0 min 0.031 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.99' @ 11.89 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 953.53' 15.0" x 38.0' long Culvert Ke= 0.200 Outlet Invert= 953.42' S= 0.0029 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=0.62 cfs @ 11.89 hrs HW=953.99' (Free Discharge) "t-1=Culvert (Barrel Controls 0.62 cfs @ 2.3 fps) Inflow Area = Inflow = Outflow = Primary = Pond 0: Roof leader 0.117 ac, Inflow Depth = 3.86" 0.75 cfs @ 11.90 hrs, Volume= 0.75 cfs @ 11.90 hrs, Volume= 0.75 cfs @ 11.90 hrs, Volume= for 1 0 Year event 0.038 af 0.038 af, Atten= 0%, Lag= 0.0 min 0.038 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO 7.00 sin 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 10 Year Rainfal/=4.10" Page 17 4/18/2005 Peak Elev= 953.23' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.71' 15.0" x 97.0' long Culvert Ke= 0.200 Outlet Invert= 952.44' S= 0.0028 'f n= 0.013 Cc= 0.900 Primary OutFlow Max=0.74 cfs @ 11.90 hrs HW=953.22' (Free Discharge) 't-1=Culvert (Barrel Controls 0.74 cfs @ 2.3 fps) Inflow Area = Inflow = Outflow = Primary = Pond E: Roof Leader 0.118 ac, Inflow Depth = 3.86" 0.76 cfs @ 11.90 hrs, Volume= 0.76 cfs @ 11.90 hrs, Volume= 0.76 cfs @ 11.90 hrs, Volume= for 10 Year event 0.038 af 0.038 af, Atten= 0%, Lag= 0.0 min 0.038 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.25' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing 1 Prim~ry Invert Outlet Devices 952.73' 15.0" x 102.0' long Culvert Ke= 0.200 Outlet Invert= 952.44' S= 0.0028 'f n= 0.013 Cc= 0.900 Primary OutFlow Max=0.75 cfs @ 11.90 hrs HW=953.25' (Free Discharge) 't-1=Culvert (Barrel Controls 0.75 cfs @ 2.3 fps) Inflow Area = Inflow = Outflow = Primary = Pond L 1: L 1 0.422 ac, Inflow Depth = 3.29" 2.31 cfs @ 11.91 hrs, Volume= 2.31 cfs @ 11.91 hrs, Volume= 2.31 cfs @ 11.91 hrs, Volume= for 10 Year event 0.116 af 0.116 af, Atten= 0%, Lag= 0.0 min 0.116 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.24' @ 11.91 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.40' 15.0" x 69.0' long Culvert Ke= 0.200 Outlet Invert= 952.00' S= 0.0058 '/' n= 0.013 Cc= 0.900 Primary OutFlow Max=2.24 cfs @ 11.91 hrs HW=953.22' (Free Discharge) 't-1=Culvert (Barrel Controls 2.24 cfs @ 3.7 fps) LeBeaux Station Prepared by John Oliver & Assoeiates- Ross D. Abel PE HydroCAD@7.00 sin 002022 @ 1986-2003 Applied Microcomputer Systems Inflow Area = Inflow = Outflow = Primary = Type /I 24-hr 10 Year Rainfal/=4.10" Page 18 4/18/2005 Pond L 10: L 10 0.184 ac, Inflow Depth = 3.40" 1.07 ets @ 11.91 hrs, Volume= 1.07 cfs @ 11.91 hrs, Volume= 1.07 cts @ 11.91 hrs, Volume= for 1 0 Year event 0.052 at 0.052 af, Atten= 0%, Lag= 0.0 min 0.052 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 954.04' @ 11.91 hrs Plug-Flow detention time= (not calculated: outflow precedes intlow) Center-ot-Mass del. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 953.45' 18.0" x 142.0'long Culvert Ke= 0.200 Outlet Invert= 953.06' S= 0.0027 'f n= 0.013 Cc= 0.900 Primary OutFlow Max=1.04 cfs @ 11.91 hrs HW=954.03' (Free Discharge) 't-1=Culvert (Barrel Controls 1.04 cfs @ 2.5 tps) I nflow Area = Intlow = Outflow = Primary = Pond L 11: L 11 0.158 ac, Inflow Depth = 3.32" 0.90 cts @ 11.92 hrs, Volume= 0.90 cfs @ 11.92 hrs, Volume= 0.90 cfs @ 11.92 hrs, Volume= tor 10 Year event 0.044 at 0.044 af, Atten= 0%, Lag= 0.0 min 0.044 at Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 954.08' @ 11.92 hrs Plug-Flow detention time= 0.0 min calculated for 0.044 af (100% ot inflow) Center-ot-Mass del. time= 0.0 min ( 777.6 - 777.6 ) # Routing 1 Primary Invert Outlet Devices 953.53' 15.0" x 28.0' long Culvert Ke= 0.100 Outlet Invert= 953.45' S= 0.0029 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=0.87 cfs @ 11.92 hrs HW=954.07' (Free Discharge) 't-1=Culvert (Barrel Controls 0.87 cfs @ 2.6 fps) Inflow Area = Inflow = Outflow = Primary = Pond L 12: L 12 0.962 ac, Inflow Depth = 3.48" 5.57 cts @ 11.92 hrs, Volume= 5.57 cfs @ 11.92 hrs, Volume= 5.57 cfs @ 11.92 hrs, Volume= tor 10 Year event 0.279 at 0.279 af, Atten= 0%, Lag= 0.0 min 0.279 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 954.00' @ 11.92 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= (not calculated) LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO> 7.00 sin 002022 @ 1986-2003 Applied Microcomputer Systems # Routing 1 Primary Type /I 24-hr 10 Year Rainfal/=4.10" Page 19 4/18/2005 Invert Outlet Devices 952.54' 18.0" x 60.0' long Culvert Ke= 0.200 Outlet Invert= 952.38' S= 0.0027 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=5.40 cfs @ 11.92 hrs HW=953.97' (Free Discharge) "t......1=Culvert (Barrel Controls 5.40 cfs @ 4.0 fps) Inflow Area = Inflow = Outflow = Primary = Pond L 13: L 13 0.654 ac, Inflow Depth = 3.70" 3.94 cfs @ 11.92 hrs, Volume= 3.94 cfs @ 11.92 hrs, Volume= 3.94 cfs @ 11.92 hrs, Volume= for 10 Year event 0.202 af 0.202 af, Atten= 0%, Lag= 0.0 min 0.202 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 954.05' @ 11.92 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.73' 15.0" x 63.0' long Culvert Ke= 0.200 Outlet Invert= 952.54' S= 0.0030 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=3.82 cfs @ 11.92 hrs HW=954.02' (Free Discharge) "t......1=Culvert (Barrel Controls 3.82 cfs @ 3.8 fps) Inflow Area = Inflow = Outflow = Primary = Pond L 14: L 14 0.365 ac, Inflow Depth = 3.75" 2.23 cfs @ 11.91 hrs, Volume= 2.23 cfs @ 11.91 hrs, Volume= 2.23 cfs @ 11.91 hrs, Volume= for 1 0 Year event 0.114 af 0.114 af, Atten= 0%, Lag= 0.0 min 0.114 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.86' @ 11.91 hrs Plug-Flow detention time= 0.0 min calculated for 0.114 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 752.5 - 752.5 ) # Routing 1 Primary Invert Outlet Devices 952.93' 15.0" x 73.0' long Culvert Ke= 0.200 Outlet Invert= 952.73' S= 0.0027 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=2.17 cfs @ 11.91 hrs HW=953.84' (Free Discharge) "t......1=Culvert (Barrel Controls 2.17 cfs @ 3.1 fps) LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO 7.00 sin 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 10 Year Rainfal/=4.10" Page 20 4/18/2005 Inflow Area = Inflow = Outflow = Primary = Pond L 15: L 15 0.167 ac, Inflow Depth = 3.55" 1.03 cfs @ 11.90 hrs, Volume= 1.03 cfs @ 11.90 hrs, Volume= 1.03 cfs @ 11.90 hrs, Volume= for 1 0 Year event 0.049 af 0.049 af, Atten= 0%, Lag= 0.0 min 0.049 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 954.03' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 953.42' 15.0" x 130.0'long Culvert Ke= 0.200 Outlet Invert= 953.06' S= 0.0028 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=1.02 cfs @ 11.90 hrs HW=954.03' (Free Discharge) "L.1=Culvert (Barrel Controls 1.02 cfs @ 2.5 fps) Inflow Area = Inflow = Outflow = Primary = Pond L 15A: L 15A 0.069 ac, Inflow Depth = 3.11" 0.40 cfs @ 11.90 hrs, Volume= 0.40 cfs @ 11.90 hrs, Volume= 0.40 cfs @ 11.90 hrs, Volume= for 10 Year event 0.018 af 0.018 af, Atten= 0%, Lag= 0.0 min 0.018 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.97' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 953.60' 15.0" x 64.0' long Culvert Ke= 0.200 Outlet Invert= 953.42' S= 0.0028 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=0.39 cfs @ 11.90 hrs HW=953.97' (Free Discharge) "L.1=Culvert (Barrel Controls 0.39 cfs @ 1.9 fps) Inflow Area = Inflow = Outflow = Primary = Pond L 16: L 16 0.034 ac, Inflow Depth = 3.11" 0.20 cfs @ 11.90 hrs, Volume= 0.20 cfs @ 11.90 hrs, Volume= 0.20 cfs @ 11.90 hrs, Volume= for 10 Year event 0.009 af 0.009 af, Atten= 0%, Lag= 0.0 min 0.009 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.93' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAO@7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 10 Year Rainfal/=4.10" Page 21 4/18/2005 # Routing 1 Primary Invert Outlet Devices 953.67' 15.0" x 23.0' long Culvert Ke= 0.200 Outlet Invert= 953.60' S= 0.0030 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=0.20 cfs @ 11.90 hrs HW=953.93' (Free Discharge) 't-1=Culvert (Barrel Controls 0.20 cfs @ 1.7 fps) Inflow Area = Inflow = Outflow = Primary = Pond L 17: L 17 0.062 ac, Inflow Depth = 3.11" 0.36 cfs @ 11.90 hrs, Volume= 0.36 cfs @ 11.90 hrs, Volume= 0.36 cfs @ 11.90 hrs, Volume= for 1 0 Year event 0.016 af 0.016 af, Atten= 0%, Lag= 0.0 min 0.016 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.57' @ 11.90 hrs Plug-Flow detention time= (not calculated) Center-of-Mass del. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 953.29' 15.0" x 23.0' long Culvert Ke= 0.200 Outlet Invert= 953.06' S= 0.0100 'f n= 0.013 Cc= 0.900 Primary OutFlow Max=0.35 cfs @ 11.90 hrs HW=953.57' (Free Discharge) 't-1=Culvert (Barrel Controls 0.35 cfs @ 2.6 fps) I nflow Area = Inflow = Outflow = Primary = Pond L2: L2 0.275 ac, Inflow Depth = 3.86" 1.70 cfs @ 11.91 hrs, Volume= 1.70 cfs @ 11.91 hrs, Volume= 1.70 cfs @ 11.91 hrs, Volume= for 1 0 Year event 0.089 af 0.089 af, Atten= 0%, Lag= 0.0 min 0.089 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.59' @ 11.91 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.93' 15.0" x 66.0' long Culvert Ke= 0.200 Outlet Invert= 952.40' S= 0.0080 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=1.65 cfs @ 11.91 hrs HW=953.58' (Free Discharge) 't-1=Culvert (Barrel Controls 1.65 cfs @ 3.8 fps) LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAD@7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 10 Year Rainfal/=4.10" Page 22 4/18/2005 Inflow Area = Inflow = Outflow = Primary = Pond L20: L20 1.248 ac, Inflow Depth = 3.64" 7.63 cfs @ 11.90 hrs, Volume= 7.63 cfs @ 11.90 hrs, Volume= 7.63 cfs @ 11.90 hrs, Volume= for 1 0 Year event 0.379 af 0.379 af, Atten= 0%, Lag= 0.0 min 0.379 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.63' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.06' 21.0" x 24.0' long Culvert Ke= 0.200 Outlet Invert= 952.00' S= 0.0025 'f n= 0.013 Cc= 0.900 Primary OutFlow Max=7.52 cfs @ 11.90 hrs HW=953.62' (Free Discharge) L1=Culvert (Barrel Controls 7.52 cfs @ 4.4 fps) Inflow Area = Inflow = Outflow = Primary = Pond L21: L21 0.930 ac, Inflow Depth = 3.60" 5.69 cfs @ 11.90 hrs, Volume= 5.69 cfs @ 11.90 hrs, Volume= 5.69 cfs @ 11.90 hrs, Volume= for 10 Year event 0.279 af 0.279 af, Atten= 0%, Lag= 0.0 min 0.279 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.94' @ 11.90 hrs Plug-Flow detention time= 0.0 min calculated for 0.279 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 758.9 - 758.9 ) # Routing 1 Primary Invert Outlet Devices 952.44' 18.0" x 127.0' long Culvert Ke= 0.200 Outlet Invert= 952.06' S= 0.0030 'f n= 0.013 Cc= 0.900 Primary OutFlow Max=5.64 cfs @ 11.90 hrs HW=953.93' (Free Discharge) L1=Culvert (Barrel Controls 5.64 cfs @ 4.0 fps) Inflow Area = Inflow = Outflow = Primary = Pond L22: L22 0.140 ac, Inflow Depth = 3.01" 0.79 cfs @ 11.90 hrs, Volume= 0.79 cfs @ 11.90 hrs, Volume= 0.79 cfs @ 11.90 hrs, Volume= for 10 Year event 0.035 af 0.035 af, Atten= 0%, Lag= 0.0 min 0.035 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.33' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO 7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 10 Year Rainfal/=4.10" Page 23 4/18/2005 # Routing 1 Primary Invert Outlet Devices 952.80' 15.0" x 127.0' long Culvert Ke= 0.200 Outlet Invert= 952.44' S= 0.0028 '/' n= 0.013 Cc= 0.900 Primary OutFlow Max=0.78 cfs @ 11.90 hrs HW=953.33' (Free Discharge) L1=Culvert (Barrel Controls 0.78 cfs @ 2.3 fps) Inflow Area = Inflow = Outflow = Primary = Pond L5: L5 2.551 ac, Inflow Depth = 3.42" 14.65 cfs @ 11.91 hrs, Volume= 14.65 cfs @ 11.91 hrs, Volume= 14.65 cfs @ 11.91 hrs, Volume= for 1 0 Year event 0.728 at 0.728 af, Atten= 0%, Lag= 0.0 min 0.728 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 954.29' @ 11.91 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.08' 24.0" x 28.0' long Culvert Ke= 0.200 Outlet Invert= 952.00' S= 0.0029 '/' n= 0.013 Cc= 0.900 Primary OutFlow Max=14.33 cfs @ 11.91 hrs HW=954.25' (Free Discharge) L1=Culvert (Barrel Controls 14.33 cfs @ 5.2 fps) Inflow Area = Inflow = Outflow = Primary = Pond L6: L6 2.551 ac, Inflow Depth = 3.42" 14.65 cfs @ 11.91 hrs, Volume= 14.65 cfs @ 11.91 hrs, Volume= 14.65 cfs @ 11.91 hrs, Volume= for 10 Year event 0.728 at 0.728 af, Atten= 0%, Lag= 0.0 min 0.728 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 954.68' @ 11.91 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.38' 24.0" x 102.0' long Culvert Ke= 0.200 Outlet Invert= 952.08' S= 0.0029 'f n= 0.013 Cc= 0.900 Primary OutFlow Max=14.34 cfs @ 11.91 hrs HW=954.64' (Free Discharge) L1=Culvert (Barrel Controls 14.34 cfs @ 5.1 fps) LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAD@7.00 sin 002022 @ 1986-2003 Applied Microcomputer Systems Inflow Area = Inflow = Outflow = Primary = Type /I 24-hr 10 Year Rainfal/=4.10" Page 24 4/18/2005 Pond L7: L7 1.355 ac, Inflow Depth = 3.68" 8.37 cfs @ 11.90 hrs, Volume= 8.37 cfs @ 11.90 hrs, Volume= 8.37 cfs @ 11.90 hrs, Volume= for 10 Year event 0.415 af 0.415 af, Atten= 0%, Lag= 0.0 min 0.415 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 954.40' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.65' 21.0" x 105.0' long Culvert Ke= 0.200 Outlet Invert= 952.38' S= 0.0026 '/' n= 0.013 Cc= 0.900 Primary OutFlow Max=8.32 cfs @ 11.90 hrs HW=954.39' (Free Discharge) L1=Culvert (Barrel Controls 8.32 cfs @ 4.3 fps) Inflow Area = Inflow = Outflow = Primary = Pond L8: L8 0.888 ac, Inflow Depth = 3.58" 5.41 cfs @ 11.90 hrs, Volume= 5.41 cfs @ 11.90 hrs, Volume= 5.41 cfs @ 11.90 hrs, Volume= for 10 Year event 0.265 af 0.265 af, Atten= 0%, Lag= 0.0 min 0.265 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 954.41' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.88' 18.0" x 117.0' long Culvert Ke= 0.200 Outlet Invert= 952.65' S= 0.0020 '/' n= 0.013 Cc= 0.900 Primary OutFlow Max=5.38 cfs @ 11.90 hrs HW=954.41' (Free Discharge) L1=Culvert (Barrel Controls 5.38 cfs @ 3.7 fps) Inflow Area = Inflow = Outflow = Primary = Pond L9: L9 0.475 ac, Inflow Depth = 3.39" 2.81 cfs @ 11.90 hrs, Volume= 2.81 cfs @ 11.90 hrs, Volume= 2.81 cfs @ 11.90 hrs, Volume= for 1 0 Year event 0.134 af 0.134 af, Atten= 0%, Lag= 0.0 min 0.134 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 954.12' @ 11.90 hrs Plug-Flow detention time= 0.0 min calculated for 0.134 af (100% of inflow) Center-of-Mass del. time= (not calculated: outflow precedes inflow) LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCA[)@7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 10 Year Rainfal/=4.10" Page 25 4/18/2005 # Routing 1 Primary I nvert Outlet Devices 953.06' 15.0" x 64.0' long Culvert Ke= 0.200 Outlet Invert= 952.88' S= 0.0028 '/' n= 0.013 Cc= 0.900 Primary OutFlow Max=2.77 cfs @ 11.90 hrs HW=954.11' (Free Discharge) "t-1=Culvert (Barrel Controls 2.77 cfs @ 3.4 fps) Pond P: Pond 4.640 ac, Inflow Depth = 3.51" 27.22 cfs @ 11.90 hrs, Volume= 11.66 cfs @ 12.00 hrs, Volume= 11.66 cfs @ 12.00 hrs, Volume= for 10 Year event 1.357 af 1.357 af, Atten= 1.357 af s~~ ~'(.'J\~~ ~~~ ~\\~~ \~'" ~~~\ Lag= 5.9 min Routing by Stor-Ind ethod, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 952.00' urf.Area= 3,145 sf Storage= 4,992 cf Peak Elev= 954.63' @ 12. hrs Surf.Area= 7,827 sf Storage= ,086 cf (14,094 cf above start) Plug-Flow detention time= 1 9 min calculated for 1.242 af (9 0 of inflow) Center-of-Mass del. time= 27.8 'n ( 786.5 - 758.8 ) # Invert 1 950.00' Elevation feet 950.00 952.00 953.00 954.00 956.00 958.00 Surf.Area s -ft 1,899 3,145 3,913 6,913 9,824 13,150 # 1 Outlet Devices , 18.0" Vert. Orifice/Grate C= 0.600 Primary OutFlo ax=11.64 cfs @ 12.00 hrs HW=954.62' "t-1=Orifice/ ate (Orifice Controls 11.64 cfs @ 6.6 fps) Wet.Area s -ft 1,899 3,194 3,990 7,001 9,983 13,395 LeBeaux Station Prepared by {enter your company name here} HydroCAt>>> 7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 10 Year Rainfa//=4.10" Page 1 412012005 Inflow Area = Inflow = Outflow = Primary = Pond P: Pond 4.640 ac, Inflow Depth = 3.51" 27.22 cfs @ 11.90 hrs, Volume= 10.25 cfs @ 12.01 hrs, Volume= 10.25 cfs @ 12.01 hrs, Volume= for 1 0 Year event 1.357 af 1.355 af, Atten= 62%, Lag= 6.3 min 1.355 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 952.00' Surf.Area:: 7,075 sf Storage= 15,693 cf Peak Elev= 95,4.20' @ 12.01 hrs Surf.Area= 9,894 sf Storage= 34,514 cf (18,821 cf above start) Plug-FloVlr' d~t~ntion time= 221.7 min calculated for 0.994 af (73% of inflow) Center-of-Mass del. time= 62.4 min (821.2 - 758.8) # 1 Invert 947.00' Elevation (feet) 947.00 948.00 950.00 952.00 954.00 956.00 # Routing 1 Primary Avail.Storage Storage Description,. ~__ _ ____..__-----------. ",..' 54,272 cf Custom Stage Data (Conic) Listed below Surf Area (sq-ft) o 1,909 3,191 7,075 9,617 12,393 WetArea ( sq-ft) o 1,911 3,241 7,157 9,779 12,653 tnc.Store (cubic-feet) o 636 5,045 10,012 16,627 21,951 Cum.Store (cubic-feet) o 636 5,682 15,693 32,320 54,272 Invert Outlet Devices 952.00' 18.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=10.20 cfs @ 12.01 hrs HW=954.19' (Free Discharge) L1=Orifice/Grate (Orifice Controls 10.20 cfs @ 5.8 fps) LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAD@7.00 sin 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 100 Year Rainfal/=5.80" Page 26 4/18/2005 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+ Trans method - Pond routing by Stor-Ind method Subcatchment 2S: MH 100 Runoff Area=6,400 sf Runoff Depth=3.70" Flow Length=120' Tc=2.0 min CN=81 Runoff=1.01 cfs 0.045 af Subcatchment 3S: CB101 Runoff Area=12,000 sf Runoff Depth=5.56" Flow Length=120' Tc=2.0 min CN=98 Runoff=2.41 cfs 0.128 af Subcatchment BLDG A: BLDG A Runoff Area=5,980 sf Runoff Depth=5.56" Flow Length=60' Tc=0.9 min CN=98 Runoff=1.26 cfs 0.064 af Subcatchment BLDG B: BLDG B Runoff Area=8,840 sf Runoff Depth=5.56" Flow Length=80' Tc=1.1 min CN=98 Runoff=1.85 cfs 0.094 af Subcatchment BLDG C: BLDG C Runoff Area=4,260 sf Runoff Depth=5.56" Flow Length=50' Tc=0.8 min CN=98 Runoff=0.90 cfs 0.045 af Subcatchment BLDG D: BLDG D Runoff Area=5,076 sf Runoff Depth=5.56" Flow Length=60' Tc=0.9 min CN=98 Runoff=1.07 cfs 0.054 af Subcatchment BLDG E: BLDG E Runoff Area=5, 124 sf Runoff Depth=5.56" Flow Length=60' Tc=0.9 min CN=98 Runoff=1.08 cfs 0.055 af Subcatchment CB 117: CB 117 Runoff Area=6, 120 sf Runoff Depth=4.65" Flow Length=60' Tc=1.2 min CN=90 Runoff=1.18 cfs 0.054 af Subcatchment CB108: CB 108 Runoff Area=6,880 sf Runoff Depth=4.99" Flow Length=160' Tc=2.2 min CN=93 Runoff=1.32 cfs 0.066 af Subcatchment CB111: CB111 Runoff Area=1 r,885 sf Runoff Depth=5.44" Flow Length=120' Tc=2.0 min eN= 7 Runoff=3.18 cfs 0.165 af l>t Runoff Area=1 ,500 sf Runoff Depth=4.76" Flow Length=100' Tc=1.2 min CN=91 Runoff=0.29 cfs 0.014 af Subcatchment CB113: CB 113 Subcatchment CB114: CB 114 Runoff Area=2,700 sf Runoff Depth=4.76" Flow Length=80' Tc=1.2 min CN=91 Runoff=0.53 cfs 0.025 af Subcatchment CB119: CB 119 Runoff Area=10,865 sf Runoff Depth=4.43" Flow Length=115' Tc=1.9 min CN=88 Runoff=1.97 cfs 0.092 af Subcatchment CB120: CB 120 Runoff Area=8,900 sf Runoff Depth=4.65" Flow Length=120' Tc=2.0 min CN=90 Runoff=1.66 cfs 0.079 af Subcatchment LACHMEN: Lachmen Ave Runoff Area=15,000 sf Runoff Depth=3.70" Flow Length=120' Tc=5.6 min CN=81 Runoff=2.18 cfs 0.106 af LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO 7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 100 Year Rainfal/=5.80" Page 27 4/18/2005 Subcatchment MH102: MH 102 Runoff Area=2 sf Runoff Depth=3.60" Te=O.O min CN=80 Runoff=O.OO efs 0.000 af Subcatchment MH103: MH 103 Runoff Area=10,200 sf Runoff Depth=3.11" Flow Length=120' Te=2.0 min CN=75 Runoff=1.38 efs 0.061 af Subcatchment MH104: MH 104 Runoff Area=11 ,500 sf Runoff Depth=5.56" Flow Length=90' Te=1.6 min CN=98 Runoff=2.35 efs 0.122 af Subcatchment MH1 05: MH 105 Runoff Area=12,000 sf Runoff Depth=5.44" Flow Length=80' Te=1.5 min CN=97 Runoff=2.45 efs 0.125 af Subcatchment MH1 06: MH 106 Runoff Area=2,700 sf Runoff Depth=4.87" Flow Length=80' Te=1.2 min CN=92 Runoff=0.54 efs 0.025 af Subcatchment MH107: MH 107 Runoff Area=1, 150 sf Runoff Depth=5.56" Flow Length=80' Te=1.3 min CN=98 Runoff=0.24 efs 0.012 af Subcatchment MH109: MH109 Runoff Area=13,440 sf Runoff Depth=4.65" Flow Length=160' Te=2.5 min CN=90 Runoff=2.53 efs 0.120 af Subcatchment MH11 0: MH 110 Runoff Area=12,600 sf Runoff Depth=5.33" Flow Length=160' Te=2.5 min CN=96 Runoff=2.46 efs 0.128 af Subcatchment MH112: MH112 Runoff Area=1,500 sf Runoff Depth=4.76" Flow Length=100' Te=1.2 min CN=91 Runoff=0.29 efs 0.014 af Subcatchment MH115: MH115 Runoff Area=13,845 sf Runoff Depth=5.44" Flow Length=120' Te=2.0 min CN=97 Runoff=2.77 efs 0.144 af Subcatchment MH116: MH116 Runoff Area=24,200 sf Runoff Depth=5.33" Flow Length=100' Te=1.7 min CN=96 Runoff=4.87 efs 0.247 af Subcatchment Pond: Pond Area Runoff Area=18,200 sf Runoff Depth=5.56" Te=0.1 min CN=98 Runoff=3.89 efs 0.194 af Pond A: Roof Leader Peak Elev=953.75' Inflow=1.26 efs 0.064 af 15.0" x 70.0' Culvert Outflow=1.26 efs 0.064 af Pond B: Roof Leader Peak Elev=953.68' Inflow=1.85 efs 0.094 af 15.0" x 70.0' Culvert Outflow=1.85 efs 0.094 af Pond C: Roof Leader Peak Elev=954.08' Inflow=0.90 efs 0.045 af 15.0" x 38.0' Culvert Outflow=0.90 efs 0.045 af Pond 0: Roof Leader Peak Elev=953.33' Inflow:1.07 efs 0.054 af 15.0" x 97.0' Culvert Outflow=1.07 efs 0.054 af LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO 7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 100 Year Rainfal/=5.80" Page 28 4/18/2005 Pond E: Roof Leader Peak Elev=953.35' Inflow=1.08 cfs 0.055 af 15.0" x 102.0' Culvert Outflow=1.08 cfs 0.055 af Pond L 1: L 1 Peak Elev=953.47' Inflow=3.41 cfs 0.173 af 15.0" x 69.0' Culvert Outflow=3.41 cfs 0.173 af Pond L 10: L 10 Peak Elev=954.16' Inflow=1.55 cfs 0.078 af 18.0" x 142.0' Culvert Outflow=1.55 cfs 0.078 af Pond L 11: L 11 Peak Elev=954.20' Inflow=1.32 cfs 0.066 af 15.0" x 28.0' Culvert Outflow=1.32 cfs 0.066 af Pond L 12: L 12 Peak Elev=954.63' Inflow=8.08 cfs 0.413 af 18.0" x 60.0' Culvert Outflow=8.08 cfs 0.413 af Pond L13: L13 Peak Elev=954.67' Inflow=5.63 cfs 0.294 af 15.0" x 63.0' Culvert Outflow=5.63 cfs 0.294 af Pond L 14: L 14 Peak Elev=954.08' Inflow=3.18 cfs 0.165 af 15.0" x 73.0' Culvert Outflow=3.18 cfs 0.165 af Pond L 15: L 15 Peak Elev=954.17' Inflow=1.49 cfs 0.073 af 15.0" x 130.0' Culvert Outflow=1.49 cfs 0.073 af Pond L15A: L 15A Peak Elev=954.05' Inflow=0.59 cfs 0.027 af 15.0" x 64.0' Culvert Outflow=0.59 cfs 0.027 af Pond L16: L16 Peak Elev=953.98' Inflow=0.29 cfs 0.014 af 15.0" x 23.0' Culvert Outflow=0.29 cfs 0.014 af Pond L 17: L 17 Peak Elev=953.64' Inflow=0.53 cfs 0.025 af 15.0" x 23.0' Culvert Outflow=0.53 cfs 0.025 af Pond L2: L2 Peak Elev=953.73' Inflow=2.41 cfs 0.128 af 15.0"x66.0'Culvert Outflow=2.41 cfs 0.128af Pond L20: L20 Peak Elev=954.08' Inflow=10.95 cfs 0.554 af 21.0" x 24.0' Culvert Outflow=10.95 cfs 0.554 af Pond L21: L21 Peak Elev=954.74' Inflow=8.19 cfs 0.410 af 18.0" x 127.0' Culvert Outflow=8.19 cfs 0.410 af Pond L22: L22 Peak Elev=953.46' Inflow=1.18 cfs 0.054 af 15.0" x 127.0' Culvert Outflow=1.18 cfs 0.054 af Pond L5: L5 Peak Elev=955.12' Inflow=21.36 cfs 1.080 af 24.0" x 28.0' Culvert Outflow=21.36 cfs 1.080 af LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAD@7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 100 Year Rainfal/=5.80" Page 29 4/18/2005 Pond L6: L6 Peak Elev=955.85' Inflow=21.36 cts 1.080 at 24.0" x 102.0' Culvert Outflow=21.36 cts 1.080 at Pond L7: L7 Peak Elev=955.20' Intlow=12.00 cts 0.605 at 21.0" x 105.0' Culvert Outflow=12.00 cts 0.605 at Pond L8: L8 Peak Elev=955.16' Inflow=7.80 cts 0.389 at 18.0" x 117.0' Culvert Outflow=7.80 cts 0.389 at Pond L9: L9 Peak Elev=954.43' Inflow=4.09 cts 0.200 at 15.0" x 64.0' Culvert Outflow=4.09 cts 0.200 at Pond P: Pond Peak Elev=955.59' Storage=27, 117 ct Inflow=39.48 cts 2.000 at Outtlow=14.35 cfs 2.000 at Total Runoff Area = 5.438 ac Runoff Volume = 2.278 af Average Runoff Depth = 5.03" LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO 7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 100 Year Rainfal/=5.80" Page 30 4/18/2005 Subcatchment 2S: MH 100 Runoff 1.01 cfs @ 11.92 hrs, Volume= = 0.045 af, Depth= 3.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 2,880 3,520 6,400 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved roads wlcurbs & sewers 81 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 120 0.0050 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Subcatchment 3S: CB101 Runoff 2.41 cfs @ 11.91 hrs, Volume= 0.128 af, Depth= 5.56" = Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 12,000 CN Description 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 120 0.0050 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Subcatchment BLOG A: BLOG A Runoff 1.26 cfs @ 11.90 hrs, Volume= 0.064 af, Depth= 5.56" = Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 5,980 CN Description 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 60 0.0100 1.1 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" .' LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAD@7.00 sin 002022 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 100 Year Rainfal/=5.80" Page 31 4/18/2005 Subcatchment BLOG B: BLOG B Runoff = 1.85 cfs @ 11.90 hrs, Volume= 0.094 af, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 8,840 CN Description 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 1.1 80 0.0100 1.2 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Subcatchment BLOG C: BLOG C Runoff = 0.90 cfs @ 11.89 hrs, Volume= 0.045 af, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 4,260 CN Description 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 0.8 50 0.0100 1.1 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Subcatchment SLOG 0: BLOG 0 Runoff = 1.07 cfs @ 11.90 hrs, Volume= 0.054 af, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 5,076 CN Description 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 0.9 60 0.0100 1.1 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" " LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO 7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 100 Year Rainfal/=5.80" Page 32 4/18/2005 Runoff = Subcatchment BLOG E: SLOG E 1.08 cfs @ 11.90 hrs, Volume= 0.055 af, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 5,124 CN Description 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 0.9 60 0.0100 1.1 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Runoff = Subcatchment CB 117: CB 117 1.18 cfs @ 11.90 hrs, Volume= 0.054 af, Depth= 4.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 1,320 4,800 6,120 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 1.2 60 0.0050 0.9 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Runoff = Subcatchment CB1 08: CB 108 1.32 cfs @ 11.92 hrs, Volume= 0.066 af, Depth= 4.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 850 6,030 6,880 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved roads w/curbs & sewers 93 Weighted Average , -,., LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO 7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 100 Year Rainfal/=5.80" Page 33 4/18/2005 Tc Length Slope Velocity Capacity Description (min) (feet) ( fUft) (fUsee) (cfs) 0.7 30 0.0050 0.8 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" 1.5 130 0.0050 1.4 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.2 160 Total Subcatchment CB111: CB111 Runoff = 3.18 cfs @ 11.91 hrs, Volume= 0.165 af, Depth= 5.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 400 15,485 15,885 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsee) (cfs) 2.0 120 0.0050 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Runoff = Subcatchment CB113: CB 113 0.29 cfs @ 11.90 hrs, Volume= 0.014 af, Depth= 4.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 300 1,200 1,500 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved roads wlcurbs & sewers 91 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsee) (cfs) 1.2 100 0.0050 1.4 Shallow Concentrated Flow, Paved Kv= 20.3 fps Runoff = Subcatchment CB114: CB 114 0.53 cfs @ 11.90 hrs, Volume= 0.025 af, Depth= 4.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO 7.00 sin 002022 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 100 Year Rainfal/=5.80" Page 34 4/18/2005 Area (sf) 510 2,190 2,700 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved roads w/curbs & sewers 91 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 0.5 20 0.0050 0.7 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" 0.7 60 0.0050 1.4 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 80 Total Runoff = Subcatchment CB119: CB 119 1.97 cfs @ 11.91 hrs, Volume= 0.092 af, Depth= 4.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 3,060 7,805 1 0,865 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (cfs) 1.9 115 0.0050 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Runoff = Subcatchment CB120: CB 120 1.66 cfs @ 11.91 hrs, Volume= 0.079 af, Depth= 4.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 1,920 6,980 8,900 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftIsec) (cfs) 2.0 120 0.0050 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAO@7.00 sin 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 100 Year Rainfal/=5.80" Page 35 4/18/2005 Runoff = Subcatchment LACHMEN: Lachmen Ave 2.18 cfs @ 11.96 hrs, Volume= 0.106 af, Depth= 3.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 2,400 4,040 4,400 4,160 15,000 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 81 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (cfs) 3.9 20 0.0050 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 4.70" 1.7 100 0.0050 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" 5.6 120 Total Runoff = Subcatchment MH1 02: MH 102 0.00 cfs @ 11.89 hrs, Volume= 0.000 af, Depth= 3.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 1 1 2 Runoff = CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 80 Weighted Average Subcatchment MH103: MH 103 1.38 cfs @ 11.92 hrs, Volume= 0.061 af, Depth= 3.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 6,400 3,800 10,200 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved roads wlcurbs & sewers 75 Weighted Average LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAD@7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 100 Year Rainfal/=5.80" Page 36 4/18/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 120 0.0050 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Subcatchment MH104: MH 104 Runoff = 2.35 cfs @ 11.90 hrs, Volume= 0.122 af, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 100 11 ,400 11,500 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved roads wlcurbs & sewers 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 90 0.0050 0.9 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Subcatchment MH105: MH 105 Runoff 2.45 cfs @ 11.90 hrs, Volume= 0.125 af, Depth= 5.44" = Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 200 11,800 12,000 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved roads w/curbs & sewers 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 80 0.0050 0.9 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Subcatchment MH106: MH 106 Runoff 0.54 cfs @ 11.90 hrs, Volume= 0.025 af, Depth= 4.87" = Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 410 2,290 2,700 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved roads w/curbs & sewers 92 Weighted Average LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO 7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 100 Year Rainfal/=5.80" Page 37 4/18/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec ) (cfs) 0.5 20 0.0050 0.7 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" 0.7 60 0.0050 1.4 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 80 Total Subcatchment MH107: MH 107 Runoff 0.24 cfs @ 11.90 hrs, Volume= 0.012 af, Depth= 5.56" = Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 1,150 CN Description 98 Paved roads w/curbs & sewers Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 0.8 40 0.0050 0.8 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" 0.5 40 0.0050 1.4 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 80 Total Subcatchment MH109: MH109 Runoff 2.53 cfs @ 11.93 hrs, Volume= 0.120 af, Depth= 4.65" = Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 2,880 10,560 13,440 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 2.5 160 0.0050 1.1 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAO@7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 100 Year Rainfal/=5.80" Page 38 4/18/2005 Runoff = Subcatchment MH110: MH 110 2.46 cfs @ 11.92 hrs, Volume= 0.128 af, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 800 11,800 12,600 CN Description 61 > 75% Grass cover, Good, HSG B 98 Paved parking & roofs 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsee) (cfs) 2.5 160 0.0050 1.1 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Runoff = Subcatchment MH112: MH112 0.29 cfs @ 11.90 hrs, Volume= 0.014 af, Depth= 4.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 300 1,200 1,500 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 91 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsee) (cfs) 1.2 100 0.0050 1.4 Shallow Concentrated Flow, Paved Kv= 20.3 fps Runoff = Subcatchment MH115: MH115 2.77 cfs @ 11.91 hrs, Volume= 0.144 af, Depth= 5.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 500 13,345 13,845 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 97 Weighted Average LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO 7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 100 Year Rainfal/=5.80" Page 39 4/18/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsee) (cfs) 2.0 120 0.0050 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Subcatchment MH116: MH116 Runoff = 4.87 cfs @ 11.91 hrs, Volume= 0.247 af, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 1,120 23,080 24,200 CN Description 61 >75% Grass cover, Good, HSG B 98 Paved parking & roofs 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsee) (cfs) 1.7 100 0.0050 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 4.70" Runoff = Subcatchment Pond: Pond Area 3.89 cfs @ 11.89 hrs, Volume= 0.194 af, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=5.80" Area (sf) 18,200 T c Length (min) (feet) 0.1 I nflow Area = Inflow = Outflow = Primary = CN Description 98 Pond Area Slope Velocity Capacity Description (fUft) (fUsec) (cfs) Direct Entry, Pond A: Roof Leader 0.137 ac, Inflow Depth = 5.56" 1.26 cfs @ 11.90 hrs, Volume= 1.26 cfs @ 11.90 hrs, Volume= 1.26 cfs @ 11.90 hrs, Volume= for 100 Year event 0.064 af 0.064 af, Atten= 0%, Lag= 0.0 min 0.064 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.75' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 953.08' 15.0" x 70.0' long Culvert Ke= 0.200 LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO 7.00 sin 002022 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 100 Year Rainfal/=5.80" Page 40 4/18/2005 Outlet Invert= 952.88' S= 0.0029 'I' n= 0.013 Cc= 0.900 ~mary OutFlow Max=1.24 cfs @ 11.90 hrs HW=953.75' (Free Discharge) 1=Culvert (Barrel Controls 1.24 cfs @ 2.7 fps) Inflow Area = Inflow = Outflow = Primary = Pond B: Roof Leader 0.203 ac, Inflow Depth = 5.56" 1.85 cfs @ 11.90 hrs, Volume= 1.85 cfs @ 11.90 hrs, Volume= 1.85 cfs @ 11.90 hrs, Volume= for 1 00 Year event 0.094 af 0.094 af, Atten= 0%, Lag= 0.0 min 0.094 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.68' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.85' 15.0" x 70.0'long Culvert Ke= 0.200 Outlet Invert= 952.65' S= 0.0029 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=1.83 cfs @ 11.90 hrs HW=953.67' (Free Discharge) ~1=Culvert (Barrel Controls 1.83 cfs @ 3.0 fps) Inflow Area = Inflow = Outflow = Primary = Pond C: Roof Leader 0.098 ac, Inflow Depth = 5.56" 0.90 cfs @ 11.89 hrs, Volume= 0.90 cfs @ 11.89 hrs, Volume= 0.90 cfs @ 11.89 hrs, Volume= for 100 Year event 0.045 af 0.045 af, Atten= 0%, Lag= 0.0 min 0.045 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 954.08' @ 11.89 hrs Plug-Flow detention time= 0.0 min calculated for 0.045 af (100% of inflow) Center-of-Mass det. time= 0.0 min (736.7 - 736.7) # Routing 1 Primary Invert Outlet Devices 953.53' 15.0" x 38.0'long Culvert Ke= 0.200 Outlet Invert= 953.42' S= 0.0029 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=0.88 cfs @ 11.89 hrs HW=954.08' (Free Discharge) ~1=Culvert (Barrel Controls 0.88 cfs @ 2.5 fps) Inflow Area = Inflow = Outflow = Primary = Pond D: Roof Leader 0.117 ac, Inflow Depth = 5.56" 1.07 cfs @ 11.90 hrs, Volume= 1.07 cfs @ 11.90 hrs, Volume= 1.07 cfs @ 11.90 hrs, Volume= for 100 Year event 0.054 af 0.054 af, Atten= 0%, Lag= 0.0 min 0.054 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAO@7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type 1/ 24-hr 100 Year Rainfal/=5.80" Page 41 4/18/2005 Peak Elev= 953.33' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.71' 15.0" x 97.0' long Culvert Ke= 0.200 Outlet Invert= 952.44' S= 0.0028 'f n= 0.013 Cc= 0.900 Primary OutFlow Max=1.05 cfs @ 11.90 hrs HW=953.33' (Free Discharge) "t.-1=Culvert (Barrel Controls 1.05 cfs @ 2.5 fps) Inflow Area = Inflow = Outflow = Primary = Pond E: Roof Leader 0.118 ac, Inflow Depth = 5.56" 1.08 cfs @ 11.90 hrs, Volume= 1.08 cfs @ 11.90 hrs, Volume= 1.08 cfs @ 11.90 hrs, Volume= for 100 Year event 0.055 af 0.055 af, Atten= 0%, Lag= 0.0 min 0.055 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.35' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.73' 15.0" x 102.0' long Culvert Ke= 0.200 Outlet Invert= 952.44' S= 0.0028 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=1.06 cfs @ 11.90 hrs HW=953.35' (Free Discharge) "t.-1=Culvert (Barrel Controls 1.06 cfs @ 2.6 fps) I nflow Area = Inflow = Outflow = Primary = Pond L 1: L 1 0.422 ac, Inflow Depth = 4.92" 3.41 cfs @ 11.91 hrs, Volume= 3.41 cfs@ 11.91 hrs, Volume= 3.41 cfs@ 11.91 hrs, Volume= for 100 Year event 0.173 af 0.173 af, Atten= 0%, Lag= 0.0 min 0.173 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.47' @ 11.91 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.40' 15.0" x 69.0' long Culvert Ke= 0.200 Outlet Invert= 952.00' S= 0.0058 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=3.32 cfs @ 11.91 hrs HW=953.45' (Free Discharge) "t.-1=Culvert (Barrel Controls 3.32 cfs @ 4.1 fps) LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAD@7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 100 Year Rainfal/=5.80" Page 42 4/18/2005 Inflow Area = Inflow = Outflow = Primary = Pond L 10: L 10 0.184 ac, Inflow Depth = 5.07" 1.55 cfs @ 11.91 hrs, Volume= 1.55 cfs @ 11.91 hrs, Volume= 1.55 cfs @ 11.91 hrs, Volume= for 100 Year event 0.078 af 0.078 af, Atten= 0%, Lag= 0.0 min 0.078 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 954.16' @ 11.91 hrs Plug-Flow detention time= 0.0 min calculated for 0.078 af (100% of inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) # Routing 1 Primary Invert Outlet Devices 953.45' 18.0" x 142.0' long Culvert Ke= 0.200 Outlet Invert= 953.06' S= 0.0027 'f n= 0.013 Cc= 0.900 Primary OutFlow Max=1.51 cfs @ 11.91 hrs HW=954.15' (Free Discharge) 't-1=Culvert (Barrel Controls 1.51 cfs @ 2.7 fps) Inflow Area = Inflow = Outflow = Primary = Pond L 11: L 11 0.158 ac, Inflow Depth = 4.99" 1.32 cfs @ 11.92 hrs, Volume= 1.32 cfs @ 11.92 hrs, Volume= 1.32 cfs @ 11.92 hrs, Volume= for 100 Year event 0.066 af 0.066 af, Atten= 0%, Lag= 0.0 min 0.066 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 954.20' @ 11.92 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 953.53' 15.0" x 28.0' long Culvert Ke= 0.100 Outlet Invert= 953.45' S= 0.0029 '/' n= 0.013 Cc= 0.900 Primary OutFlow Max=1.28 cfs @ 11.92 hrs HW=954.18' (Free Discharge) 't-1=Culvert (Barrel Controls 1.28 cfs @ 2.9 fps) Inflow Area = Inflow = Outflow = Primary = Pond L 12: L 12 0.962 ac, Inflow Depth = 5.16" 8.08 cfs @ 11.92 hrs, Volume= 8.08 cfs @ 11.92 hrs, Volume= 8.08 cfs @ 11.92 hrs, Volume= for 1 00 Year event 0.413 af 0.413 af, Atten= 0%, Lag= 0.0 min 0.413 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 954.63' @ 11.91 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HvdroCAD@7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 100 Year Rainfal/=5.80" Page 43 4/18/2005 # Routing 1 Primary Invert Outlet Devices 952.54' 18.0" x 60.0' long Culvert Ke= 0.200 Outlet Invert= 952.38' S= 0.0027 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=7.65 cfs @ 11.92 hrs HW=954.55' (Free Discharge) t-1=Culvert (Barrel Controls 7.65 cfs @ 4.3 fps) Inflow Area = Inflow = Outflow = Primary = Pond L 13: L 13 0.654 ac, Inflow Depth = 5.39" 5.63 cfs @ 11.92 hrs, Volume= 5.63 cfs @ 11.92 hrs, Volume= 5.63 cfs @ 11.92 hrs, Volume= for 1 00 Year event 0.294 af 0.294 af, Atten= 0%, Lag= 0.0 min 0.294 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 954.67' @ 11.92 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.73' 15.0" x 63.0' long Culvert Ke= 0.200 Outlet Invert= 952.54' S= 0.0030 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=5.47 cfs @ 11.92 hrs HW=954.61, (Free Discharge) t-1=Culvert (Barrel Controls 5.47 cfs @ 4.5 fps) Inflow Area = Inflow = Outflow = Primary = Pond L 14: L 14 0.365 ac, Inflow Depth = 5.44" 3.18 cfs @ 11.91 hrs, Volume= 3.18 cfs @ 11.91 hrs, Volume= 3.18 cfs @ 11.91 hrs, Volume= for 100 Year event 0.165 af 0.165 af, Atten= 0%, Lag= 0.0 min 0.165 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 954.08' @ 11.91 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.93' 15.0" x 73.0' long Culvert Ke= 0.200 Outlet Invert= 952.73' S= 0.0027 '/' n= 0.013 Cc= 0.900 Primary OutFlow Max=3.09 cfs @ 11.91 hrs HW=954.06' (Free Discharge) t-1=Culvert (Barrel Controls 3.09 cfs @ 3.5 fps) LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO 7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 100 Year Rainfal/=5.80" Page 44 4/18/2005 Inflow Area = Inflow = Outflow = Primary = Pond L 15: L 15 0.167 ac, Inflow Depth = 5.23" 1.49 cfs @ 11.90 hrs, Volume= 1.49 cfs @ 11.90 hrs, Volume= 1.49 cfs @ 11.90 hrs, Volume= for 1 00 Year event 0.073 af 0.073 af, Atten= 0%, Lag= 0.0 min 0.073 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 954.17' @ 11.90 hrs Plug-Flow detention time= 0.0 min calculated for 0.073 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 750.8 - 750.8 ) # Routing 1 Primary Invert Outlet Devices 953.42' 15.0" x 130.0' long Culvert Ke= 0.200 Outlet Invert= 953.06' S= 0.0028 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=1.47 cfs @ 11.90 hrs HW=954.16' (Free Discharge) 't...-1=Culvert (Barrel Controls 1.47 cfs @ 2.8 fps) Inflow Area = Inflow = Outflow = Primary = Pond L15A: L15A 0.069 ac, Inflow Depth = 4.76" 0.59 cfs @ 11.90 hrs, Volume= 0.59 cfs @ 11.90 hrs, Volume= 0.59 cfs @ 11.90 hrs, Volume= for 100 Year event 0.027 af 0.027 af, Atten= 0%, Lag= 0.0 min 0.027 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 954.05' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 953.60' 15.0" x 64.0' long Culvert Ke= 0.200 Outlet Invert= 953.42' S= 0.0028 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=0.59 cfs @ 11.90 hrs HW=954.05' (Free Discharge) 't...-1=Culvert (Barrel Controls 0.59 cfs @ 2.2 fps) Inflow Area = Inflow = Outflow = Primary = Pond L 16: L 16 0.034 ac, Inflow Depth = 4.76" 0.29 cfs @ 11.90 hrs, Volume= 0.29 cfs @ 11.90 hrs, Volume= 0.29 cfs @ 11.90 hrs, Volume= for 100 Year event 0.014 af 0.014 af, Atten= 0%, Lag= 0.0 min 0.014 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.98' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAOO 7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 100 Year Rainfal/=5.80" Page 45 4/18/2005 # Routing 1 Primary Invert Outlet Devices 953.67' 15.0" x 23.0' long Culvert Ke= 0.200 Outlet Invert= 953.60' S= 0.0030 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=0.29 cfs @ 11.90 hrs HW=953.98' (Free Discharge) ~=Culvert (Barrel Controls 0.29 cfs @ 1.9 fps) Inflow Area = Inflow = Outflow = Primary = Pond L 17: L 17 0.062 ac, Inflow Depth = 4.76" 0.53 cfs @ 11.90 hrs, Volume= 0.53 cfs @ 11.90 hrs, Volume= 0.53 cfs @ 11.90 hrs, Volume= for 100 Year event 0.025 af 0.025 af, Atten= 0%, Lag= 0.0 min 0.025 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.64' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 953.29' 15.0" x 23.0' long Culvert Ke= 0.200 Outlet Invert= 953.06' S= 0.0100 '/' n= 0.013 Cc= 0.900 Primary OutFlow Max=0.53 cfs @ 11.90 hrs HW=953.64' (Free Discharge) "t.....1=Culvert (Barrel Controls 0.53 cfs @ 2.8 fps) Inflow Area = Inflow = Outflow = Primary = Pond L2: L2 0.275 ac, Inflow Depth = 5.56" 2.41 cfs@ 11.91 hrs, Volume= 2.41 cfs @ 11.91 hrs, Volume= 2.41 cfs @ 11.91 hrs, Volume= for 100 Year event 0.128 af 0.128 af, Atten= 0%, Lag= 0.0 min 0.128 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.73' @ 11.91 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.93' 15.0" x 66.0' long Culvert Ke= 0.200 Outlet Invert= 952.40' S= 0.0080 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=2.35 cfs @ 11.91 hrs HW=953.72' (Free Discharge) "t.....1=Culvert (Barrel Controls 2.35 cfs @ 4.1 fps) LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAO@7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 100 Year Rainfal/=5.80" Page 46 4/18/2005 Inflow Area = Inflow = Outflow = Primary = Pond L20: L20 1.248 ac, Inflow Depth = 5.33" 10.95 cfs @ 11.90 hrs, Volume= 10.95 cfs @ 11.90 hrs, Volume= 10.95 cfs @ 11.90 hrs, Volume= for 100 Year event 0.554 af 0.554 af, Atten= 0%, Lag= 0.0 min 0.554 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs peak Elev= 954.08' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.06' 21.0" x 24.0' long Culvert Ke= 0.200 Outlet Invert= 952.00' S= 0.0025 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=10.81 cfs @ 11.90 hrs HW=954.05' (Free Discharge) 't-1=Culvert (Barrel Controls 10.81 cfs @ 4.9 fps) Inflow Area = Inflow = Outflow = Primary = Pond L21: L21 0.930 ac, Inflow Depth = 5.28" 8.19 cfs @ 11.90 hrs, Volume= 8.19 cfs @ 11.90 hrs, Volume= 8.19 cfs @ 11.90 hrs, Volume= for 1 00 Year event 0.410 af 0.410 af, Atten= 0%, Lag= 0.0 min 0.410 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 954.74' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.44' 18.0" x 127.0' long Culvert Ke= 0.200 Outlet Invert= 952.06' S= 0.0030 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=8.10 cfs @ 11.90 hrs HW=954.71' (Free Discharge) 't-1=Culvert (Barrel Controls 8.10 cfs @ 4.6 fps) Inflow Area = Inflow = Outflow = Primary = Pond L22: L22 0.140 ac, Inflow Depth = 4.65" 1.18 cfs @ 11.90 hrs, Volume= 1.18 cfs @ 11.90 hrs, Volume= 1.18cfs@ 11.90hrs, Volume= for 100 Year event 0.054 af 0.054 af, Atten= 0%, Lag= 0.0 min 0.054 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 953.46' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAD@7.00 sin 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 100 Year Rainfal/=5.80" Page 47 4/18/2005 # Routing 1 Primary Invert Outlet Devices 952.80' 15.0" x 127.0' long Culvert Ke= 0.200 Outlet Invert= 952.44' S= 0.0028 '/' n= 0.013 Cc= 0.900 Primary OutFlow Max=1.18 cfs @ 11.90 hrs HW=953.46' (Free Discharge) 't-1=Culvert (Barrel Controls 1.18 cfs @ 2.6 fps) Inflow Area = Inflow = Outflow = Primary = Pond L5: L5 2.551 ac, Inflow Depth = 5.08" 21.36 cfs @ 11.91 hrs, Volume= 21.36 cfs @ 11.91 hrs, Volume= 21.36 cfs @ 11.91 hrs, Volume= for 100 Year event 1.080 af 1.080 af, Atten= 0%, Lag= 0.0 min 1.080 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 955.12' @ 11.91 hrs Plug-Flow detention time= 0.0 min calculated for 1.078 af (100% of inflow) Center-of-Mass del. time= 0.0 min (754.7 - 754.7) # Routing 1 Primary Invert Outlet Devices 952.08' 24.0" x 28.0'long Culvert Ke= 0.200 Outlet Invert= 952.00' S= 0.0029 '/' n= 0.013 Cc= 0.900 Primary OutFlow Max=20.92 cfs @ 11.91 hrs HW=955.07' (Free Discharge) "L1=Culvert (Barrel Controls 20.92 cfs @ 6.7 fps) Inflow Area = Inflow = Outflow = Primary = Pond L6: L6 2.551 ac, Inflow Depth = 5.08" 21.36 cfs @ 11.91 hrs, Volume= 21.36 cfs @ 11.91 hrs, Volume= 21.36 cfs @ 11.91 hrs, Volume= for 1 00 Year event 1.080 af 1.080 af, Atten= 0%, Lag= 0.0 min 1.080 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 955.85' @ 11.91 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.38' 24.0" x 102.0'long Culvert Ke= 0.200 Outlet Invert= 952.08' S= 0.0029 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=20.92 cfs @ 11.91 hrs HW=955.78' (Free Discharge) "L1=Culvert (Barrel Controls 20.92 cfs @ 6.7 fps) LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAO@7.00 sin 002022 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 100 Year Rainfal/=5.80" Page 48 4/18/2005 I nflow Area = Inflow = Outflow = Primary = Pond L7: L7 1.355 ac, Inflow Depth = 5.36" 12.00 cfs @ 11.90 hrs, Volume= 12.00 cfs @ 11.90 hrs, Volume= 12.00 cfs @ 11.90 hrs, Volume= for 100 Year event 0.605 af 0.605 af, Atten= 0%, Lag= 0.0 min 0.605 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 955.20' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.65' 21.0" x 105.0' long Culvert Ke= 0.200 Outlet Invert= 952.38' S= 0.0026 '/' n= 0.013 Cc= 0.900 Primary OutFlow Max=11.91 cfs @ 11.90 hrs HW=955.18' (Free Discharge) L1=Culvert (Barrel Controls 11.91 cfs @ 4.9 fps) Inflow Area = Inflow = Outflow = Primary = Pond L8: L8 0.888 ac, Inflow Depth = 5.26" 7.80 cfs @ 11.90 hrs, Volume= 7.80 cfs @ 11.90 hrs, Volume= 7.80 cfs @ 11.90 hrs, Volume= for 1 00 Year event 0.389 af 0.389 af, Atten= 0%, Lag= 0.0 min 0.389 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 955.16' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= (not calculated) # Routing 1 Primary Invert Outlet Devices 952.88' 18.0" x 117.0' long Culvert Ke= 0.200 Outlet Invert= 952.65' S= 0.0020 '/' n= 0.013 Cc= 0.900 Primary OutFlow Max=7.74 cfs @ 11.90 hrs HW=955.14' (Free Discharge) L1=Culvert (Barrel Controls 7.74 cfs @ 4.4 fps) Inflow Area = Inflow = Outflow = Primary = Pond L9: L9 0.475 ac, Inflow Depth = 5.06" 4.09 cfs @ 11.90 hrs, Volume= 4.09 cfs @ 11.90 hrs, Volume= 4.09 cfs @ 11.90 hrs, Volume= for 100 Year event 0.200 af 0.200 af, Atten= 0%, Lag= 0.0 min 0.200 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 954.43' @ 11.90 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass del. time= (not calculated) .. LeBeaux Station Prepared by John Oliver & Associates- Ross D. Abel PE HydroCAO@7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 100 Year Rainfal/=5.80" Page 49 4/18/2005 # Routing 1 Primary Invert Outlet Devices 953.06' 15.0" x 64.0' long Culvert Ke= 0.200 Outlet Invert= 952.88' S= 0.0028" n= 0.013 Cc= 0.900 Primary OutFlow Max=4.06 cfs @ 11.90 hrs HW=954.42' (Free Discharge) L1=Culvert (Barrel Controls 4.06 cfs @ 3.8 fps) Pond P: Pond S'!E REV/~e{)(IUfA""ED fblJf:X,v w!J 7JII1> ~n ~e T Inflow A Inflow Outflow Primary = 4.640 ac, Inflow Depth = 5.17" 39.48 cfs @ 11.90 hrs, Volume= 14.35 cfs @ 12.01 hrs, Volume= 4.35 cfs @ 12.01 hrs, Volume= for 100 Year eve 2.000 af 2.000 ,Atten= 64%, Lag= 6.5 min 2.00 af Routing by Stor-Ind mod, Time Span= 0.00-48.00 hrs, dt= .05 hrs Starting Elev= 952.00' .Area= 3,145 sf Storage= 4,9 cf Peak Elev= 955.59' @ 12.0 rs Surf.Area= 9,231 sf orage= 27,117 cf (22,125 cf above start) Plug-Flow detention time= 86. in calculated for 1.8 af (94% of inflow) Center-of-Mass det. time= 26.1 m # Invert 1 950.00' Elevation feet 950.00 952.00 953.00 954.00 956.00 958.00 Wet.Area s -ft 1,899 3,194 3,990 7,001 9,983 13,395 Invert Outlet Devices 952.00' 18.0" Vert. Orifice/Grate C= 0.600 Primary utFlow Max=14.28 cfs @ 12.01 hrs HW=955.56' (Free Discharge) L1= ifice/Grate (Orifice Controls 14.28 cfs @ 8.1 fps) , .. LeBeaux Station Prepared by {enter your company name here} HydroCAOO> 7.00 sIn 002022 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 100 Year Rainfal/=5.80" Page 2 4/20/2005 Inflow Area = Inflow = Outflow = Primary = Pond P: Pond 4.640 ac, Inflow Depth = 5.17" 39.48 cfs @ 11.90 hrs, Volume= 12.75 cfs @ 12.02 hrs, Volume= 12.75 cfs @ 12,02 hrs, Volume= for 100 Year event 2.000 af 1.999 af, Atten= 68%, Lag= 6.8 min 1.999 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 952.00' Surf.Area= 7,075 sf Storage= 15,693 cf Peak Elev= 955.00' @ 12.02 hrs Surf.Area= 10,998 sf Storage= 43,243 cf (27,549 cf above start) Plug-Flow detention time= 184.3 min calculated for 1.637 af (82% of inflow) Center-of-Mass del. time= 55.3 min ( 806.8 - 751.5 ) # 1 Invert 947.00' Elevation (feet) 947.00 948.00 950.00 952.00 954.00 956.00 # . Routing 1 Primary Avail.Storage .StorapeOescription.~..._.. 54,272 cf Custom Stage Data (Conic) Listed below Surf.Area (sq-ft) o 1,909 3,191 7,075 9,617 12,393 Inc. Store (cubic-feet) o 636 5,045 10,012 16,627 21,951 Cum.Store (cubic-feet) o 636 5,682 15,693 32,320 54,272 Wet.Area (sq-ft) o 1,911 3,241 7,157 9,779 12,653 Invert Outlet Devices 952.00' 18.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=12.67 cfs @ 12.02 hrs HW=954.97' (Free Discharge) L1=Orifice/Grate (Orifice Controls 12.67 cfs @ 7.2 fps) ~ NORTHWEST ASSOCIATED CONSULTANTS, INC. 4800 Olson Memorial Highway, Suite 202, Golden Valley, MN 55422 Telephone: 763.231.2555 Facsimile: 763.231.2561 planners@nacplanning.com PLANNING REPORT TO: FROM: DATE: RE: NAC FILE: BACKGROUND Larry Kruse, City Administrator Michael Darrow I Alan Brixius May 5, 2005 Albertville - LaBeaux Station - CUP/PUD 163.06 - 05.14 Cascade II Land Company, LLC has submitted an application for Preliminary Plat and Conditional Use Permit I Planned Unit Development for the development of Outlot A, Park View Place. The site is located north of 5th Street NE and immediately east of Albertville Crossings 3rd Addition. The area is currently zoned B-2. The property area consists of 8.17 acres. The proposal involves developing the area to include a pharmacy with drive-through, office space, and five restaurants which include traditional sit-down restaurants and fast-food restaurants. A CUP/PUD is necessary to accommodate having multiple commercial buildings on a lot and shared access and parking facilities. Below is a review of the submitted plans dated April 12, 2005. Attached Exhibits: Exhibit A 1 : Exhibit A: Exhibit B: Exhibit C: Exhibit D: Exhibit E: Exhibit F: Exhibit G: Exhibit H: Exhibit I: Exhibit J: Exhibit K: Exhibit L: Exhibit M: Engineer's Report Title Sheet Preliminary Plat Plan Site Dimension Plan Plans and Elevations Site Signage Plan Site and Building Renderings Preliminary Grading Plan Storm Water Pollution Prevention Plan Preliminary Utility Plan Preliminary Plan and Profile Details Preliminary Landscape Plan Preliminary Plat ISSUES ANALYSIS Comprehensive Plan. The Comprehensive Plan designates the subject site for commercial uses, consistent with the proposed multi-tenant retail use. The proposed land uses will be consistent with surrounding uses. The overall project design establishes additional commercial and retail opportunities within the City of Albertville. Zoning. The site area is currently zoned B-2A, Special Business District. The purpose of the B-2A District is to provide for high quality, limited retail and service commercial development that serves both local and regional needs. To accommodate the proposed uses, the applicant is requesting a planned unit development to accommodate multiple uses with in the area. The purpose of a PUD is to provide comprehensive procedures and standards intended to allow flexibility in the development of commercial areas by incorporating design modifications into an integrated site design. Preliminary Plat. The applicant is proposing to subdivide Outlot A into two blocks. Lot 1, Block 1 is 64,647 square feet and Lot 2, Block 1 is 57,150 square feet. Lot 1, Block 2 is 59,181 square feet and Lot 2, Block 2 is 143,635 square feet. All lot and block configurations meet the minimum requirements as described below. Site Plan Review. The applicant is proposing a multi-retail tenant building that may include a pharmacy with drive-through within Lot 1, Block 1. A multi-tenant building with three small restaurants are proposed within Lot 2, Block 1. A restaurant is proposed for Lot 1, Block 2 and an office and retail area is proposed for Lot 2, Block 2. Below is a review of B-2A requirements and those proposed by the applicant: B-2 Lot 1 Lot 2 Lot 1 Lot 2 Block 1 Block 1 Block 2 Block 2 Lot Area 10,000 SF 62,647 SF 57,150 SF 59,181 SF 143,635 SF Lot Width 100 feet 207 feet 185 feet 391 feet 336 feet Front Yard 35 feet 35 feet 199 feet 35 feet 58 feet Side Yard 10/20 from 28 feet 22 feet 21 feet 190 feet maior street Rear Yard 20 feet 33 feet 56 feet 243 feet 210 feet Site Coveraae 80% Combined total of 74% Individual lots exceed the 80% lot coverage requirement, however, the average impervious surface over the combined lots is 74%. Averaging the lot coverage across the four lots is a consideration of the PUD. The overall plan is consistent with the minimum requirements of the Zoning Ordinance. Parking. Because of the multiple tenants proposed within the site, varying parking calculations will be used. Below is review of the proposed uses and the parking 33 CITY OF ALBERTVILLE City Council Findings of Fact & Decision Albertville - LaBeaux Station Preliminary Plat CUP/PUD Applicant's Name: Cascade II Land Company LLC Request: Cascade II Land Company, LLC is requesting approval for the development of a site to include office space, retail, and restaurants. The request includes the approval of the following applications: 1. Preliminary Plat 2. Conditional Use Permit / Planned Unit Development Planning Commission Public Hearing Date: May 10, 2005 City Council Meeting Date: June 6, 2005 Findings of Fact: Based on review ofthe application and evidence received, the City Council now makes the following finding of fact and decision: A. The property is located north of 57th Street NE and immediately east of Albertville Crossings 3rd Addition. B. The planning report dated May 5,2005 from Northwest Associated Consultants as well as the engineering report dated May 4, 2005 from Bolton & Menk, Inc. were reviewed and presented to the Planning Commission. C. The Planning Commission held a public hearing and reviewed the application. Upon completion of their review, the Planning Commission has recommended to the City Council approval of the application subject to the conditions outlined in these findings. D. The proposed use can be accommodated with existing public services and will not overburden the City's service capacity. E. Traffic generated by the proposed use is within capabilities of streets serving the property as proposed. F. The requirements of the Albertville Zoning Ordinance have been reviewed in relation to proposed plans. G. The proposed actions have been considered in relation to the specific policies and provisions of and have been found to be consistent with the Comprehensive Plan. H. The proposed development will be compatible with present and future land uses of the area. I. The proposed use conforms to all applicable Zoning Ordinance performance standards. J. The proposed use will not tend to or actually depreciate the area in which it is proposed. Decision: Based on the foregoing information and applicable ordinances, the City Council APPROVES the Preliminary Plat and PUD/CUP based on the most current plans and information received to date subject to the following conditions: Preliminary Plat 1. The north end of Lachman Avenue be flared to the east to accommodate the alignment of this street with Lachman Avenue at 60th Street. The City Engineer will identify the specific street right-of-way alignment. 2. Lot I, Block 2 be enlarged to increase the amount of on-site parking for the restaurant. 3. Ten foot drainage and utility easements shall be required along the perimeter ofthe plat. 4. Developer and City will enter into a development agreement that allows parking over the City's sanitary sewer easement with the understanding that the City may disrupt the parking area to maintain or repair this utility. All parking lot repair or replacement shall be the property owner's responsibility and expense. 5. The applicant shall establish recordable easements separate from the preliminary plat for shared access and parking across the lots. Said easements shall be subject to review and approval ofthe City Attorney. 6. The plat shall pay the required park land dedication of $7,500 per acre with the final plat. The City Council shall decide if some land dedication will be required in addition to a cash contribution. Staff to calculate land value and credit prior to final plat for City Council discussion. 7. The applicant shall extend a sidewalk along the north side of 57th Street and the west side of Lachman Avenue. All sidewalks shall also link into the parking lots and pedestrian ways within the site. 8. Staff investigate the need for additional right-of-way and revised plat per staff recommendations with the final plat. Planned Unit Development 1. Establish cross access and parking easements across the plat. 2. Parking/circulation. 2 a. All parking areas shall have stalls 20 feet in length, nine feet in width, and a drive aisle width of 22 feet. Additional driveway width may be required for truck routes. b. The site design shall be modified to accommodate semi-truck service through Lots 2,3, and 4 without interfering with parking stalls, curb islands, and buildings. c. Parking for Lot 1, Block 1 will be calculated using the shopping center parking ratio of5.5 stalls per 1,000, requiring 72 parking stalls. Lot 2, Block 1 shall be required to provide 74 parking stalls. The excess parking supply shall be eliminated to increase green space, additional landscape islands, and improve truck circulation patterns. d. Additional disability parking stalls in Lot 2, Block 1. e. All striped areas in the parking lots shall be parking islands with raised curb. 3. Drive Through Lane a. The coffee shop drive through lane is approved providing 120 feet of automobile stacking. Stacking lanes shall be separate from other traffic lanes. Drug store may have a drive through subject to City Council approval of the future pharmacy drive through design. b. The drive through lanes shall illustrate location of menu boards. c. Landscaping screening shall be required along the west lot line of Lot 2, Block 1 to screen the back ofthe building and the drive through lane. 4. Trash Enclosure a. The loading and trash enclosure identified within Lot 2, Block 2 shall be relocated to the north of the building. 5. Grading and Utility a. The grading, drainage, and utility plan shall be subject to the conditions outlined within the City Engineer's report dated May 4, 2005. b. All issues related to on site wetlands, including delineation and mitigation, will be subject to approval by the Wright County Soil and Water Conservation District. 6. Landscaping a. The landscaping plan shall be revised to include additional trees and shrubs throughout the site area. 3 b. Fruit bearing trees will be prohibited within all landscaped islands. The applicant shall submit landscaped island details that show all trees and the light pole fixtures. c. Financial securities to guarantee the installation and survivability of the improvements shall be provided as required by Ordinance. 7. Additional Conditions a. Outdoor storage within the site area shall be prohibited. b. Individual sign permits shall be required for all proposed signage within the site area consistent with the approved comprehensive sign plan. 1. Wall signage shall not exceed 64 square feet or 15% whichever is less per tenant bay. 2. Approval of the pylon sign 29 feel high and 212 square feet in area. 3. Monument signage shall not exceed 12 feet high or 73 square feet in area. 4. Window signage shall not exceed 10% of the tenant bay windows. 5. The applicant shall provide to the City all proposed traffic control and directional sign plans for review and approval. c. A development agreement shall be required and prepared by the City Attorney. d. Pedestrian access into the site from public sidewalks. Adopted by the Albertville City Council this 6th of June 2005. ~~~~'-~ --......~. Don Peterson, Mayor Attest: ~.~. Bridget Mill , City Clerk 4 '" =< :< z ~ '" I ,. _ _ g; n o ~ ~ o '" -< o '" o Z ,. 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