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Drainage Calculations
DRAINAGE CALCULATIONS FOR VILLAGE GREEN Job# 05-0679 211 West Smokey Row Road Carmel, IN 46032 Hamilton County, Indiana Prepared for: Drees Homes 6650 Telecom Drive Suite 200 Indianapolis, Indiana 46278 Tele (317) 247-7300 Fax (317) 347-7318 Prepared by: Christopher M. Figueroa Weihe Engineers, Inc. 10505 North College Ave. Indianapolis, IN 46280 Phone (317) 846-6611 Fax (317) 843-0546 June 29, 2006 u "u ,'u _._-~ ""vS:~0-~J,"? "r t(.:,~ . ~ Cfl " ,,-:,,; . VILLAGE GREEN ~ .';~:J\,JiJJ; !(@ SECTION 1 I MASTER 'PLAN \~ ""\~I':'(" ~ \ \ _' ~ ~ 'J'\.! '\ ", '\(~ 1~/ .~ ,/ . (<'1\ ~\ / ~Q2) a "~__ ~..--- TABLE OF CONTENTS 1. PROJECT NARRATIVE 2. POST-DVELOPED SECTION CALCULATIONS 3. POST-DEVELOPED MASTER PLAN CALCULATIONS 4. PIPE SIZING SECTION 1 CALCULATIONS 5. PIPE SIZING MASTER PLAN CALCULATIONS 6. GUTTER SPREAD CALCULATIONS 7. EMERGENCY OVERLFOW CALCULATIONS FOR DRY AND WET POND 8. LEGAL DRAIN RELOCATION CALCULATIONS 9. BACK COVER POCKET POST-DEVELOPED STORAGE-ROUTING MODEL SECTION 1 BASIN MAP POST-DEVELOPED STORAGE-ROUTING MODEL OVERALL BASIN MAP POST-DEVELOPED PIPE-SIZING MODEL SECTION 1 BASIN MAP POST-DEVELOPED PIPE-SIZING MODEL OVERALL BASIN MAP u VILLAGE GREEN SECTION ONE / MASTER PLAN DRAINAGE NARRATIVE Drees Homes is proposing the development of residential townhomes in Hamilton County to be known as Village Green, Section One. The site is located on the Southside of Smokey Row Road (136th Street), and West of the Monon Trial. The site is more specifically located in a part of the East Half of the Northeast Quarter of Section 25, Township 18 north, Range 3 East, Clay Township, Hamilton County, Indiana. EXISTING CONDITIONS The new Hamilton County unit allowables have been utilized to determine the pre-developed release rates. The pre-developed unit allowable release rates are 0.1 c.f.s. per acre for the 2-year pre-developed and 0.3 c.f.s. per acre for the IO-year pre-developed release rate. u For this submittal there are two different allowable release rates for the site. The reason for this is due to the separation of Section 1 form the overall master plan. Section 1 utilized 5.94 acres to determine the release rates, and the overall master plan utilizes 9.56 acres. Below is the list of allowable release rates for Section 1 and the overall master plan: Pre-Developed Allowable Release Rates (Critical Duration Analvsis) Section 1 = 5.94 Acres 2-year = 0.60 c.f.s. IO-year = 1.78 c.f.s. Overall Master Plan = 9.56 Acres 2-year = 0.96 c.f.s. 10-year = 2.87 c.f.s. PROPOSED CONDITIONS u The modeling for the post-developed site has been broken down into two sections. The first section is the modeling for Section 1. This modeling includes the construction of a temporary dry basin that will handle the runoff from Section 1. The second modeling is for the Overall site. This modeling includes the proposed wet pond that is to be constructed with Section 2. This wet pond will handle all of the runoff for the entire site. Another feature that is to be included in Section 1 is the use of the 2' sump drops in all of the inlets. This will provide the necessary water quality until Section 2 gets built. With Section 2 there will be a mechanical unit that is to be installed. This unit will serve as the water quality unit for the entire site. Also another feature for the site will be the use of flapgates, these gates will ensure that there will not be a backwater effect on the Dry basin as well as the Pond when it is built. u ICPR version 3.02, by Streamline Technologies has been used to analyze the post- developed site. This program routes and analyzes all components ina storm system on a user-defmed time interval. Below is a list of the peak discharges for the site. Post-Developed Dischan~e into Grassy Creek (Critical Duration Analysis) Section 1 2-year = 0.45 c.f.s. lO-year = 0.58 c.f.s. 1 DO-year = 0.72 c.f.s. Overall Master Plan 2-year = 0.70 c.f.s. lO-year= 0.76 c.f.s. 1 DO-year = 2.18 c.f.s. u u 2161HST MAP 1 INDIANAPOLIS METROPOLITAN PLANNING AREA '" ~i---- ~. 3~ ~ wrnFlELD RD 161STt>T \ 146THSl ~CRJOOS \" : ....." d::::: , (._.G' /' ~ ;,~Ro I!' ~ ~ / II r- L-/ l5 ~ 116TH ST <:) 5 ~ 0 1l\ l06lH Sf ~ ~!L Sf / i . ( '" ~ ;\ '\ "_,_ ~I/ IfJ "cc~ ... -.., '<<:. I~ \ ,\465)/ ...............,J I / ,~/"" '-/ 86THSf -........J ~ ~)79lH~ ~ ~ ~ \ ~ i ~,~ ":~~NDSf/ ~~ J ~ J \ ~ ~ Ii' ~ e 1..- _"L 5 ~ 65 7'- _ Y L 2 J:; ~ / / \ ~ cjo<<J- 9 (.;'( "Sl :i! \ ~ 7lSfSf \,.C i P \ 620Sf ~ i/ -"NO Sf ~..-! ~ _____ \ KES"~'~ n I ~ ./ T N:1 / """""'" 56lH Sf r\ \ '2ND Sf '~'6TH Sf ~ !!>' I ~~ ~-1.~ l Sf \... \ ~ , < ,= ~ V \ ; ~ I~r- ~~ J8TH~ ~ ~ ! ~ / J8lHSf ~ [X 1; CR<DON f';1 ~ . \ ~ ~ ;' ::Sf: ~ u {y- ! i..........~" ~ \.~ 2 Vr--. _~~ 267 ~ r-- '" ~ PKWY - "~ 1ST Sf '- i!i 1\ /",5TH '~ ~ ~ \. -.I:! ,OTH ~ \ ~ _ ~ a! l 1DlHSf ;il' ~ u ~I" 1lICHIG\H". SEE ~ ,_~ "",Sf. : ~ g & ~COSSELL ~ ~ ~ 8 CI - ....l- . MAP ,....."..:: :I: a:: ~ l...e "" DLNE' ,,':r' 3 ~ G 'v __ PROSP'CT " ~ ill V-~ -......-.. -~, "V i ~ C"DOS '0"'" Sf I ....- ~ ~ ~ 1'\ ~ ~ t--~~ il ~ "".;. ~ 465 iil / ,\ ..-.. ~ I ~-..::: .~ 17 ~" " ~ r---- L...- ( I ~:-(./wr-l"" ~ 21/'lv .,~. ~i '-...3 =1/~;~1RDY'V "'0'& ITRD ~~ \~........... """'\7''''1 ~ i.- \ \ 465 F- ~ s :...--::~ CR.50S '- n.......\ ~ 'PSON V ~ ~ g "" ~+7 70 # I; 465 __-4:; ~ ~ EDGEWODO~ 5,,600S~' 1tr:! B'<=HPDRTRD 7! \ \. ~___RD ~ ~ / lit I )SfDPll \ \\" j ""~ /' Jv % / sc.-....' ~\\ ~ COU~~RD; / \\.~'NWDJ i ! g,r "" VAlID ., ~\ 5!..7~ s=,,~ 135 /1 \ fC:J"=. I ~ ~67~ I CITY OF INDIANAPOLIS PlANNING DNlSION OEPARTMENT OF METROPOLITAN DEVELOPMENT * PROJECT LOCATION .-- ^" ,-" 40 HY ROClMlLE RD CR200s f ~J J u 135 ~ 024 miles OFFICIAL THOROUGHFARE PLAN FO_It }dL4RJ01{ CO UllTY, 11'!DJL4L^1L4 u rltt:f~~'d:J~Y .' I I \\ ~lllllll ~ /fJTTT\\ I) . I r 1 1 111 . I ~ 1 111 ~ ~ ~ >~T~ r;--- II ==1 , I 1 . ~~ C--- JV ~ ~ ~ c<tli u' ""'" ~,T. or A Il ..b, 1 L ~. . ~ I lJEt=t= '= -T ? I-- /~ *~S~~~I= ~ '--- ~ ~ - - --~ -~---- 'Y' -'--- l-- =/\r ~ a=~~- =~ IJI"~L ~~ ~tT g; It UJ- If 1 I !~ L cb Ie"' - - L - L[I ,- ~ ~ -f- . --r\L '7 L ~ I 1'1 J[;: ~ ~ 1 "= I ~ ~-----~;9;-at=~ == @ ~ ~- r-- ~~~~ l ~ ~ T I / Ie II r = -, ~~ ~rnatBffi--S = -'OTI T 7 - (, ~~I -l-~ OM ~--.ffiEtffiD D :[1111'111111,8 ----:: --l ~ _ ---j 1 I I ~I . ~rm: :dW 1IIlir.~llrn nD fa AREA MAP NOT TO SCALE * PROJECT LOCATION u ~EJ n OIIQI LOCATION MAP RESIDENTIAL PUD R-2 RESIDENTIA * R-2 RESIDENTIA R-4 IA * PROJECT LOCATION u u u POST -DEVELOPED SECTION 1 CALCULA TIONS u u u u Post-Developed Site Village Green Section 1 Pate: 6/27/06 Town Houses ~Tc: i1)~i~fhjri~'~f;~.~ Total 1.89 ac 87 1.89 ac 87 Town Houses t~~:,)9;5"rT;lift.fJ\' l;:..i:) :\~ Total 0.57 ac 87 0.57 ac 87 Subbasin Grass eN 67 IWC:'\1:8:91 iro~*:. ."tfll\~; ;;;1 Total Area 0.48 ac 0.48 ac 67 c I J~b,~.,yfJos(9i>~~i~~ I Pre-Developed Site c Village Green Section 1 Date: 6/27/06 Manual UV n= L= P2= s= T, = .OO7(nL)O.8/(P205SO') Description v= (ft) (in/hr) (fUft) (hrs) (Ills) 0.24 110 2.95 0.02 0.2673 Gutter / Swa/e 2.00 0.24 40 2.95 0.02 0.1190 Gutter / Swa/e 2.00 0.24 135 2.95 0.02 0.3149 Gutter / Swa/e 2.00 c Time of Concentrations for Pond Routing L= (ft) o 10 o Tl=LN Description v= L= Tl=LN Te (total) (hrs) (hrs) 0.0000 Pipe Flow 2.50 77 0.0086 0.2759 0.0014 Pipe Flow 2.50 348 0.0387 0.1591 0.0000 Pipe Flow 2.50 0 0.0000 0.3149 c Nodes A Stage/Area V Stage/Volume T Til1)e/Stage M Manhole Basins o Overland Flow U SCS Unit Hydro S Santa Barbara Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach P:2-0ut .-<1 A'~ 2 T: Outle't P:1-2 ....~...... c l D:D1-1 t -4 A'~t~'___1 A: Dry 1 U:Basin U:Basin U: Dry 1: c 704 710 Interconnected Channel and Pond Routing Model (lCPR) (92002 Streamline Technologies, Inc. u ~~~~ Basins ==~~~~~~=~~~~~~~~~~~~~~=~~~~~~~-====~~===~~~~~~~~~===~~=~~~~~=~=~~~~~~===~~~=~ Status: Onsite Name: Basin 704 Grou>>: BASE Node: Dry 1 Type: SCS Unit Hydrograph Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 1.890 Curve Number: 87.00 DCIA(%): 0.00 Name: Basin 710 Group: BASE Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 16.60 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: Dry 1 Type: SCS Unit Hydrograph Status: Onsite Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 0.570 Curve Number: 87.00 DCIA(%): 0.00 Name: Dry 1 Group: BASE Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 9.50 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 Node: Dry 1 Type: SCS Unit Hydrograph Status: Onsite Unit Hydrograph: uh484 Rainfall File: Rainfall Amount (in) : 0.000 Area (ac) : 0.480 Curve Number: 67.00 DCIA(%): 0.00 u .Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 18.90 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 ~~~~ Nodes.,==~~=~~~~===~~~~~~~-===~~=~~===~~~~~~===~~~~~==~~~~~~=~===~~~~~~===~~~~~~====~= Base Flow(cfs): 0.000 Init Stage (ft) : 808.560 Warn Stage (ft) : 813.000 Name: Dry 1 Group: BASE Type: Stage/Area Stage (ft) 808.560 809.000 810.000 811.000 812.000 813.000 814.000 Name: Outlet Group: BASE Type: Time/Stage Time (hrsi 0.00 12.50 30.00 Name: Str 1 Group: BASE Type: Stage/Area Stage 1ft) u Area (ac) 0.0000 0.0200 0.1100 0.1400 0.1600 0.2000 0.2300 Base Flow(cfs): 0.000 Init Stage(ft): 807.220 Warn Stage(ft): 808.220 Stage(fti 807.220 808.220 807.220 Base Flow(cfs): 0.000 Init Stage(ft): 807.930 Warn Stage (ftl : 813.250 807.930 0.0006 Area (ac) Interconnected Channel and Pond Routing Model (ICPR) <<;)2002 Streamline Technologies, Inc. Page 1 of 4 813 .250 0.0006 u Name: Str 2 Group: BASE Type: Stage/Area Base Flow(cfs): 0.000 Stage (ft) Area(ac) 807.350 0.0006 812.700 0.0006 Init Stage (ft) : 807.350 Warn Stage(ft): 812.700 ==== Pipes ===~==~=~~~~~~~~~~~~====~==========~~~~~~~~================~====~~~~~==~~~=~~~= Name: 1-2 From Node: Str 1 Group: BASE To Node: Str 2 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 12.00 12.00 Rise (in) : 12.00 12.00 Invert (ft) : 807.930 807.450 Manning's N: 0.013000 0.013000 Top Clip (in) : 0.000 0.000 Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Name: 2-0ut From Node: Str 2 Group: BASE To Node: Outlet U UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 12.00 12.00 Rise (in) : 12.00 12.00 Invert (ft) : 807.350 807.220 Manning's N: 0.013000 0.013000 Top Clip (in) : 0.000 0.000 Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Length(ft): 96.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Positive Entrance Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Length (ft) : 26.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Positive Entrance Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None ==== Drop Structures ========~~=~==~~~~~~~~~~=====~=~========~~~~~~~~~~~~~-==----======~== Name: D1-1 From Node: Dry 1 Group: BASE To Node: Str 1 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in) : 12.00 12.00 Rise (in) : 12.00 12.00 Invert (ft) : 808.560 808.030 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip (in) : 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall u Length (ft): 58.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.000 Exit Loss Coef: 0.000 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Solution Incs: 10 Interconnected Channel and Pond Routing Model (lCPR) ~2002 Streamline Technologies, Inc. Page 2 of 4 *** Weir 1 of 1 for Drop Structure Dl-l *** U TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip (in) : 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span (in) : 4.00 Invert (ft) : 808.560 Rise(in) : 4.00 Control Elev(ft) : 808.560 =~== Rating Curves =======9=~=~~~~~~~~~==~~~~~~~~~~~~========~~~======================~=== Name: Group: BASE From Node: To Node: Count: 1 Flow: Both TABLE ELEV ON(ft) 0.000 0.000 0.000 0.000 ELEV OFF (ft) 0.000 0.000 0.000 0.000 #1: #2 : #3: #4 : ~~~~ Hydrology Simulations ~~~~~~~~~~~~~~~~~~~==============~=====~===========~===~~~~~~== Name: 100Y-24H Filename: H:\2005\W050679\drainage\ICPRMO-l\100Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount (in) : 6.00 Time (hrs) Print Inc(min) 30.000 S.OO u Name: 10Y-24H Filename: H:\200S\WOS0679\drainage\ICPRMO-l\10Y-24H.R32 Override Defaults: Yes Storm Duration (hrs) : 24.00 Rainfall File: Scsii-24 Rainfall Amount (in) : 4.08 Time(hrs) Print Inc(min) 30.000 S.OO Name: 2Y-24H Filename: H:\2005\WOS0679\drainage\ICPRMO-l\2Y-24H.R32 Override Defaults: Yes Storm Duration (hrs) : 24.00 Rainfall File: Scsii-24 Rainfall Amount (in) : 2.64 Time (hrs) Print Inc(min) 30.000 S.OO ~~~~ Routing Simulations ============~=====~~~~~~~~=~~~-================~====~~~~~~~~~~~~~ Name: 100Y-24H Hydrology Sim: 100Y-24H Filename: H:\200S\WOS0679\drainage\ICPRMO-l\100Y-24H.I32 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z (ft) : Time Step Optimizer: Start Time (hrs) : Min Calc Time (sec) : Boundary Stages: 1. 00 10.000 0.000 1.0000 Delta Z Factor: 0.00500 u End Time (hrs) : 30.00 Max Calc Time (sec) : 100.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. Page 3 of 4 u Time (hrs) Print Inc(min) 30.000 10.000 Group Run BASE Yes Name: 10Y-24H Hydrology Sim: 10Y-24H Filename: H:\2005\W050679\drainage\ICPRMO-l\10Y-24H.I32 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): Time Step Optimizer: Start Time(hrs): Min Calc Time(sec): Boundary Stages: 1. 00 10.000 0.000 1.0000 Delta Z Factor: 0.10000 End Time (hrs) : 30.00 Max Calc Time (sec) : 100.0000 Boundary Flows: Time(hrs) Print Inc(min) 30.000 10.000 Group Run BASE Yes Name: 2Y-24H Hydrology Sim: 2Y-24H Filename: H:\2005\W050679\drainage\ICPRMO-l\2Y-24H.I32 Execute: Yes Alternative: No Restart: No Patch: No u Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time (sec) : 1.0000 Boundary Stages: Delta Z Factor: 0.10000 End Time (hrs) : 30.00 Max Calc Time (sec) : 100.0000 Boundary Flows: Time (hrs) Print Inc(min) 30.000 10.000 Group Run BASE Yes -~~~ Boundary Conditions ~~~~===~~~~~~~~~~~~===~~=~~=~~~====~~~~~~~~~~~======~~~~~~~~~~~== u Interconnected Channel and Pond Routing Model (lCPR) ~2002 Streamline Technologies, Inc. Page 4 of 4 c c C Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs Dry BASE 100Y-24H 13.88 813.243 813.000 0.0050 9030 12.08 13.238 13.88 0.717 Dry BASE 10Y-24H 13.39 811.760 813.000 0.0408 6760 12.08 7.945 13 .39 0.583 Dry BASE 2Y-24H 12.94 810.564 813.000 0.0282 5529 12.08 4.127 12.94 0.447 Outlet BASE 100Y-24H 12.50 808.220 808.220 0.0022 2 17 .50 0.953 0.00 0.000 Outlet BASE 10Y-24H 12.50 808.220 808.220 0.0022 2 12.99 1. 867 0.00 0.000 Outlet BASE 2Y-24H 12.50 808.220 808.220 0.0022 7 14.35 1.679 0.00 0.000 Str BASE 100Y-24H 12.55 808.442 813.250 0.0035 159 13 .88 0.717 15.99 0.734 Str BASE 10Y-24H 12.70 808.399 813.250 -0.0245 160 13.39 0.583 12.89 0.647 Str BASE 2Y-24H 12.57 808.354 813.250 -0.0155 160 12.94 0.447 12.60 0.520 Str 2 BASE 100Y-24H 12.50 808.227 812.700 0.0050 161 15.99 0.734 17.50 0.953 Str 2 BASE 10Y-24H 12.48 808.268 812.700 0.0995 158 12.89 0.647 12.99 1. 867 Str 2 BASE 2Y-24H 12.45 808.251 812.700 0.0964 160 12.60 0.520 14.35 1. 679 Interconnected Channel and Pond Routing Model (ICPR) <92002 Streamline Technologies, Inc. Page 1 of I u u POST -DEVELOPED MASTER PLAN CALCULATIONS u u u u Village Green Date: 6/22/06 IT c:;~16 .G'!it:!jll~i(lI+i;)t!l : ..i@~ Total 4.09 ac 87 Grass Impervious ~illg~!40t15tmiih ;;i~( ~i:>i;1 Total 0.53 ac 0.37 ac 0.90 ac 78 98 86 c c Village Green c Time of Concentrations for Pond Routing Pre-Developed Sile Date: 6/22/06 Manual LN n= l= P2= s= T, = .OO7(nL)O.8/(P2o.5SO.'} Description v= L= Tt=LN Description v= L= Tt=LN T c (tala I) (It) (in/hr) (fVlt) (hrs) (fVs) (It) (hrs) (hrs) 0.24 95 2.95 0.02 0.2378 Gutter / Swa/e 2.00 10 0.0014 Pipe Flow 2.50 272 0.0302 0.2694 0.24 150 2.95 0.02 0.3426 Gutter / Swa/e 2.00 0 0.0000 Pipe Flow 2.50 0 0.0000 0.3426 c Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins o Overland Flow U SCS Unit Hydro S Santa Barbara Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach c c _.........__._..____m_...____m~.__. T:OUTLET3 U: DIRECTl ) A: STR 724 ~ P:724-0UT r il~ A:PONDl D: Pl-724 i U:BAS703 I T:OUTLETl U:PONDl Interconnected Channel and Pond Routing Model (ICPR) <D2002 Streamline Technologies, Inc. u ==== Basins ============================================================================== Status: Onsite u Name: BAS703 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area lac) : 4.090 Curve Number: 87.00 DCIA(%): 0.00 Name: DIRECTl Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amountlin): 0.000 Area lac): 2.910 Curve Number: 70.00 DCIA(%): 0.00 Name: POND 1 Group: BASE Unit Hydrograph: UH484 Rainfall File: Rainfall Amount (in) : 0.000 Area lac) : 0.900 Curve Number: 86.00 DCIA(%): 0.00 Node: PONDl Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 16.20 Time Shiftlhrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: OUTLET3 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs) : 0.00 Time of Conc(min): 61.60 Time Shiftlhrs): 0.00 Max Allowable Q(cfs): 999999.000 Node: PONDl Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Durationlhrs): 0.00 Time of Conc(min): 20.60 Time Shift (hrs) : 0.00 Max Allowable Q(cfs): 999999.000 ==== Nodes =============================================================================== Base Flowlcfs): 0.000 Init Stage (ft): 807.740 Warn Stage (ft) : 808.740 u Name: OUTLETl Group: BASE Type: Time/Stage Time (hrs) 0.00 12.50 30.00 Name: OUTLET3 Group: BASE Type: Time/Stage Time(hrs) 0.00 12.50 30.00 Name: PONDl Group: BASE Type: Stage/Area Stage 1ft) 807.740 808.740 807.740 Stage(ft) 808.000 813.400 808.000 Stage (ft) Area (ac) 808.380 809.000 810.000 811.000 812.000 0.3700 0.3800 0.3900 0.4000 0.4100 Base Flow(cfs): 0.000 Init Stage (ft) : 808.000 Warn Stage (ft) : 813.400 Base Flow(cfs): 0.000 Init Stage (ft) : 808.380 Warn Stage(ft): 812.000 Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. Page 1 of 4 813.000 0.4200 u Name: STR 724 Group: BASE Type: Stage/Area Base Flow(cfs): 0.000 Init Stage(ft): 808.200 Warn Stage(ft): 813.000 Stage (ft) Arealac) 808.200 0.0006 813.000 0.0006 ==~~ Pipes =~~~~~~=~~~~~~====~~~====~=~~==~~~~~~==~~~~~==~~~~~~~====~~~~~====~~~~~~=====~= Name: 724-0UT From Node: STR 724 Group: BASE To Node: OUTLET1 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span lin) : 12.00 12.00 Rise (in) : 12.00 12.00 Invert (ft) : 808.200 807.740 Manning's N: 0.013000 0.013000 Top Clip (in) : 0.000 0.000 Bot Clip lin) : 0.000 0.000 Length (ft) : 181.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Positive Entrance Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ==== Drop Structures =~======~====~==~======~~~=====~~==~==~=~=================~=========~ U Name: Pl-72 4 From Node: PONDl Length ( ft) : 19.00 Group: BASE To Node: STR 724 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Circular Circular Solution Algorithm: Automatic Spanlin) : 12.00 12.00 Flow: Both Rise (in) : 12.00 12.00 Entrance Loss Coef: 0.000 Invert 1ft) : 808.380 808.200 Exit Loss Coef: 0.000 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip I in) : 0.000 0.000 Inlet Ctrl Spec: Use dn Bot Cliplin) : 0.000 0.000 Solution Ines: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square ed~e w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall *** Weir 1 of 2 for Drop Structure Pl-724 *** Count: Type: Vertical: Mavis Flow: Both Geometry: Circular Span(in) : 5.00 Rise(in) : 5.00 *** Weir 2 of 2 for Drop Structure Pl-724 *** Count: 1 Type: Horizontal Flow: Both Geometry: Rectangular Span(in) : 24.00 Rise (in) : 24.00 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert (ft) : 808.380 Control Elev(ft): 808.380 TABLE Bottom Clip(in): 0.000 Top Clip{in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert (ft) : 811.200 Control Elevlft): 811.200 u Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. Page 2 of 4 u u u ~=== Hydrology Simulations ~~~~~~=~~==~====~~~~~~~==~~=~~~~~~~~~~====~~==~~~~~~~~~~~~~~~~= Name: lOOY-24H Filename: H:\200S\WOS0679\drainage\ICPRMO-l\100Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount (in) : 6.00 Time (hrs) Print Inc(min) 30.000 5.00 Name: 10Y-24H Filename: H:\200S\WOS0679\drainage\ICPRMO-1\10Y-24H.R32 Override Defaults: Yes Storm Duration (hrs) : 24.00 Rainfall File: Scsii-24 Rainfall Amount (in) : 4.08 Time(hrs) Print Inc(min) 30.000 5.00 Name: 2Y-24H Filename: H:\200S\WOS0679\drainage\ICPRMO-1\2Y-24H.R32 Override Defaults: Yes Storm Duration (hrs) : 24.00 Rainfall File: Scsii-24 Rainfall Amount (in) : 2.64 Time (hrs) Print Inc(min) 30.000 5.00 ~=== Routing Simulations ==~=~~~~~~~~=====~=~~=~~~~=====~~~~~~~~~~~~=====~~~~~=~~~~~~~~=~= Name: 100Y-24H Hydrology Sim: 100Y-24H Filename: H:\200S\WOS0679\drainage\ICPRMO-1\100Y-24H.I32 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z (ft): Time Step Optimizer: Start Time (hrs) : Min Calc Time(sec): Boundary Stages: 1. 00 10.000 0.000 1. 0000 Delta Z Factor: O.OOSOO End Time (hrs) : 30.00 Max Calc Time (sec) : 100.0000 Boundary Flows: Time (hrs) Print Inc(min) 30.000 10.000 Group Run BASE Yes Name: 10Y-24H Hydrology Sim: 10Y-24H Filename: H:\200S\WOS0679\drainage\ICPRMO-1\10Y-24H.I32 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z (ft): Time Step Optimizer: Start Time (hrs) : Min Calc Time (sec) : Boundary Stages: 1. 00 10.000 0.000 1. 0000 Delta Z Factor: 0.10000 End Time (hrs) : 30.00 Max Calc Time(sec): 100.0000 Boundary Flows: Time (hrs) Print Inc(min) 30.000 10.000 Interconnected Channel and Pond Routing Model (ICPR) <Q2002 Streamline Technologies, Inc. Page 3 of4 u Group Run BASE Yes Name: 2Y-24H Hydrology Sim: 2Y-24H Filename: H:\2005\W050679\drainage\ICPRMO-1\2Y-24H.I32 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ftl: Time Step Optimizer: Start Time(hrsl: Min Calc Time(sec): Boundary Stages: 1. 00 10.000 0.000 1.0000 Delta Z Factor: 0.10000 End Time (hrsl : 30.00 Max Calc Time (sec) : 100.0000 Boundary Flows: Time (hrsl Print Inc(min) 30.000 10.000 Group Run BASE Yes ==== Boundary Conditions ================================================================= u u Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. Page 4 of 4 c c C Max Time Max Warning Max Delta Max Surf Max Time Max Max Time. Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs OUTLETl BASE 100Y-24H 12.50 808.740 808.740 0.0022 21 13.02 2.183 0.00 0.000 OUTLET1 BASE 10Y-24H 12.51 808.740 808.740 0.0022 22 14.26 0.755 0.00 0.000 OUTLET 1 BASE 2Y-24H 12.51 808.740 808.740 0.0022 23 18.33 0.701 0.00 0.000 OUTLET3 BASE 100Y-24H 12.50 813.400 813.400 0.0120 0 12.58 4.130 0.00 0.000 OUTLET3 BASE 10Y-24H 12.51 813.398 813.400 0.0120 0 12.59 1.934 0.00 0.000 OUTLET3 BASE 2Y-24H 12.51 813.398 813.400 0.0120 0 12.61 0.611 0.00 0.000, POND1 BASE 100Y-24H 13.00 811.337 812.000 0.0050 17571 12.08 24.279 13 .00 2.181 POND1 BASE 10Y-24H 14.09 810.243 812.000 0.0740 17094 12.09 14 . 686 14.28 0.752 POND1 BASE 2Y-24H 13.97 809.315 812.000 0.0464 16690 12.08 7.957 14.44 0.465 STR 724 BASE 100Y-24H 13.00 809.350 813,000 0.0050 124 13 ,00 2.181 13.02 2.183 S'!'R 724 BASE 10Y-24H 12.51 808.817 813.000 0.0873 179 14.28 0.752 14.26 0.755 STR 724 BASE 2Y-24H 12.51 808.766 813.000 0.0874 180 14.44 0.465 18.33 0.701 Interconnected Channel and Pond Routing Model (ICPR) ({;)2002 Streamline Technologies, Inc. Page I of I u u PIPE SIZING SECTION 1 CALCULATIONS u Village Green Section 1 Time of Concentrations for Hydroflow post-Developed Site Date: 6/22/06 Basin Sheet Flow Manual UV Description n= L= P2 = s= TI = .OO7(nL)O.8/(P2 s ) Description v= L= TI = LIV T c (total) Tc (total) (in/hr) (ftIf1) (hrs) (fils) (hrs) (hrs) Grass 0.24 2.95 0.02 0.1535 Gutter / Swale 2 0.0194 0.1730 Grass 0.24 2.95 0.02 0.1968 Gutter I Swale 2 0.0222 0.2190 Grass 0.24 2.95 0.02 0.1308 Gutter / Swale 2 0.0000 0.1308 Grass 0.24 2.95 0.02 0.1308 Gutter / Swale 2 0.0000 0.1308 Grass 0.24 2.95 0.02 0.1190 Gutter / Swale 2 0.0132 0.1322 Grass 0.24 2.95 0.02 0.1190 Gutter I Swale 2 0.0014 0.1204 Grass 0.24 2.95 0:02 0.1190 Gutter / Swale 2 0.0014 0.1204 Grass 0.24 2.95 0.02 0.1190 Gutter I Swale 2 0.0014 0.1204 Grass 0.24 2.95 0.02 0.2673 Gutter I Swale 2 0.0000 0.2673 Grass 0.24 2.95 0.02 0.1646 Gutter I Swale 2 0.0014 0.1660 Grass 0.24 2.95 0.02 0.0684 Gutter / Swale 2 0.0097 0.0781 Grass 0.24 2.95 0.02 0.2072 Gutter I Swale 2 0.0000 0.2072 c c c u u aiOL-130J! CD t:" CO (~ ;"- ~/:: 0)";- CO a; :s o ~&' 7' 9T r- c.b ~ 90L - LOL SOL -SOL II '" ~ """"" ~ L() .,. 705-704 3: (1) .- > c: CO - c.. 3: o U~ '- "'C >- :I: CD o o N I (j) N I CD o - co o o N ~ 0; " " '" EO o en " o 'E -0 ,., r o en Q) c ::::i ci z I--- E en .;i o I"- Q) c ::::i ~ i.L <:5 Q) B <- Q... StoLSewer Tabulation c c Page 1 Station Len Orng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line 10 coeff (I) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up On Line (ft) (ac) (ac) (e) (min) (min) (in/hr) (efs) (efs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) ,. 1 End 21.0 0.00 1.91 0.00 0.00 1.25 0.0 16.6 4.2 5.28 5.99 2.41 21 0.14 808.76 808.73 810.25 810.23 814.40 809.73 704B-704A 2 1 28.0 0.21 1.91 0.70 0.15 1.25 10.0 16.4 4.2 5.31 7:33 2.52 21 0.21 808.92 808.86 810.34 810.31 814.79 814.40 704-704B 3 2 136.0 0.32 1.38 0.70 0.22 0.88 13.0 14.0 4.6 4.04 6.93 1.98 21 0.19 809.28 809.02 810.59 810.51 815.47 814.79 705-704 4 3 155.0 0.14 0.73 0.70 0.10 0.46 8.0 12.6 4.8 2.21 2.89 1.82 15 0.20 809.69 809.38 810.87 810.71 813.96 815.47 706-705 5 4 149.0 0.10 0.59 0.70 0.07 0.36 8.0 11.0 5.1 1.85 2.90 1.75 15 0.20 810.09 809.79 811.01 810.90 815.00 813.96 707-706 6 5 38.0 0.33 0.33 0.59 0.19 0.19 8.0 8.0 5.9 1.15 4.87 2.48 12 1.87 811.00 810.29 811.45 811.12 814.50 815.00 708-707 7 2 28.0 0.32 0.32 0.70 0.22 0.22 16.0 16.0 4.3 0.96 1.65 2.18 12 0.21 811.29 811.23 811.84 811.78 814.79 814.79 716-704 8 5 40.0 0.09 0.16 0.59 0.05 0.09 10.0 10.0 5.4 0.51 1.59 0.68 12 0.20 810.27 810.19 811.14 811.13 813.94 815.00 717-707 9 8 31.0 0.07 0.07 0.59 0.04 0.04 5.0 5.0 7.0 0.29 1.69 0.46 12 0.23 810.44 810.37 811.15 811.14 813.94 813.94 718-717 10 3 28.0 0.33 0.33 0.60 0.20 0.20 12.0 12.0 4.9 0.98 1.65 2.19 12 0.21 811 .97 811.91 812.52 812.46 815.47 815.47 719-705 Project File: Line 704.stm Number of lines: 10 Run Date: 06-29-2006 NOTES: Intensity = 34.42 I '(Inlet time + 5.50) ^ 0.68; Return period = 10 Yrs. Hydraflow Storm Sewers 2005 InlC~eport c c Page 1 Line Inlet ID Q= Q Q Q June Curb Inlet Grate Inlet Gutter Inlet Syp No CIA earry eapt byp type line Ht L area L W 50 W Sw Sx n Depth Spread Depth Spread Depr No (ets) (ets) (ets) (ets) (in) (ft) (sqft) (ft) (ft) (Wft) (ft) (Wft) (Wft) (ft) (ft) (ft) (ft) (in) 1 7048 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off 2 704 0.79 0.00 0.79 0.00 Gem 0.0 0.00 0.00 0.00 0.00 0.006 2.00 0.080 0.021 0.013 0.22 4.88 0.22 4.88 0.00 1 3 705 1.07 0.00 1.07 0.00 Gem 0.0 0.00 0.00 0.00 0.00 0.006 2.00 0.080 0.021 0.013 0.25 6.33 0.25 6.33 0.00 2 4 706 0.58 0.00 0.58 0.00 Gem 0.0 0.00 0.00 0.00 0.00 0.006 2.00 0.080 0.021 0.013 0.20 3.92 0.20 3.92 0.00 3 5 707 0.41 0.00 0.41 0.00 Gem 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.73 0.30 8.73 0.00 Off 6 708 1.15 0.00 1.15 0.00 Gem 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.73 0.30 8.73 0.00 Off 7 716 0.96 0.00 0.96 0.00 Gem 0.0 0.00 0.00 0.00 0.00 0.006 2.00 0.080 0.021 0.013 0.24 5.85 0.24 . 5.85 0.00 2 8 717 0:29 0.00 0.29 0.00 Gem 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.73 0.30 8.73 0.00 Off 9 718 0.29 0.00 0.29 0.00 Gem 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.73 0.30 8.73 0.00 Off 10 719 0.98 0.00 0.98 0.00 Gem 0.0 0.00 0.00 0.00 0.00 0.006 2.00 0.080 0.021 0.013 0.24 5.85 0.24 5.85 0.00 3 . Project File: Line 704.stm I Number of lines: 10 I Run Date: 06-29-2006 NOTES: Inlet N-Values = 0.016; Intensity = 34.42/ (Inlet time + 5.50) ^ 0.68; Return period = 10 Yrs. ; . Indicates Known Q added Hydraflow Storm Sewers 2005 l,J. u ~')t ~':::'Ot ~'-.<' N '" . Ill- 711-710 712-711 ~ CI) .- > s::: E CO lil - a.. 0 ..- I'- ~ Q) c 0 ::i U ~ LL r- 1:5 '0 Q) ~ B I- J: 0.. ~ ::; o <0 o o N I Q) N I <0 o - '" o o N '" ;;; ;> <ll W E o en ;> o 1ij t :I: C'? en Q) c ....J o Z - StorC'Sewer Tabulation c c Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line ID coeff (I) flow I full Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn Line (ft) (ae) (ac) (e) (min) (min) (in/hr) (efs) (efs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 23.0 0.06 0.57 0.70 0.04 0.40 7.2 11.3 5.1 2.03 2.69 2.26 15 0.17 809.28 809.24 810.13 810.10 814.20 810.24 710-710A 2 1 160.0 0.21 0.51 0.70 0.15 0.36 7.2 9.7 5.4 1.94 2.84 2.28 15 0.19 809.69 809.38 810.4 7 810.24 814.00 814.20 711-710 3 2 160.0 0.30 0.30 0.70 0.21 0.21 7.2 7.2 6.1 1.29 2.84 1.80 15 0.19 810.10 809.79 810.74 810.59 813.62 814.00 712-711 . Project File: Line 71 O.stm Number of lines: 3 Run Date: 06-29-2006 NOTES: Intensity = 34.42 I (Inlet time + 5.50) ^ 0.68; Return period = 10 Yrs. Hydraflow Storm Sewers 2005 InlC{eport c c Page 1 Line Inlet 10 Q= Q Q Q June Curb Inlet Grate Inlet Gutter Inlet Byp No CIA ca rry capt byp type line Ht L area L W So W Sw Sx n Depth Spread Depth Spread Depr No (cts) (cts) (cts) (cts) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in) 1 710 0.26 0.00 0.26 0.00 Genr 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.73 0.30 8.73 0.00 Off 2 711 0.90 0.00 0.90 0.00 Genr 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.73 0.30 8.73 0.00 Off 3 712 1.29 0.00 1.29 0.00 Genr 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.73 0.30 8.73 0.00 Off " Project File: Line 71 O.stm I Number of lines: 3 I Run Date: 06-29-2006 NOTES: Inlet N-Values = 0.016; Intensity = 34.42/ (Inlet time + 5.50) ^ 0.68; Return period = 10 Yrs. ; . Indicates Known Q added Hydraflow Storm Sewers 2005 u PIPE SIZING CALCULA TIONS u u Village Green Time of Concentrations for Hydroflow Post-Developed Site Date: 6/22/06 Basin Sheet Flow Manual LN Description n= L= P2 = s= Tt = .OO7(nL)O.8/(P2 s ) Description v= L= Tt= LN T c (total) T c (total) (ft) (in/hr) (fllft) (hrs) (fils) (ft) (hrs) (hrs) (min) Grass 0.24 55 2.95 0.02 0.1535 Gutter / Swale 2 140 0.0194 0.1730 Grass 0.24 75 2.95 0.02 0.1968 Gutter / Swale 2 160 0.0222 0.2190 Grass 0.24 45 2.95 0.02 0.1308 Gutter / Swale 2 0 0.0000 0.1308 Grass 0.24 45 2.95 0.02 0.1308 Gutter / Swale 2 0 0.0000 0.1308 Grass 0.24 40 2.95 0.02 0.1190 Gutter / Swale 2 95 0.0132 0.1322 Grass 0.24 40 2.95 0.02 0.1190 Gutter / Swale 2 10 0.0014 0.1204 Grass 0.24 40 2.95 0.02 0.1190 Gutter / Swale 2 10 0.0014 0.1204 Grass 0.24 40 2.95 0.02 0.1190 Gutter / Swale 2 10 0.0014 0.1204 Grass 0.24 100 2.95 0.02 0.2477 Gutter / Swale 2 40 0.0056 0.2533 Grass 0.24 85 2.95 0.02 0.2175 Gutter / Swale 2 135 0.0188 0.2363 Grass 0.24 85 2.95 0.02 0.2175 Gutter / Swale 2 5 0.0007 0.2182 Grass 0.24 55 2.95 0.02 0.1535 Gutter / Swale 2 15 0.0021 0.1556 Grass 0.24 20 2.95 0.02 0.0684 Gutter / Swale 2 70 0.0097 0.0781 Grass 0.24 50 2.95 0.02 0.1423 Gutter / Swale 2 0 0.0000 0.1423 Grass 0.24 45 2.95 0.02 0.1308 Gutter / Swale 2 80 0.0111 0.1419 c c c HYdr~Ow Plan View c V~lage Green <D a 7 t-; t~ a ~ U1 o 6 :t; o ~ '8 71\1-75 Z ~ 5 15 l1li- 716-7 -J o t 4 o ~, ~,14 '1.;>* P. 13,'6 "2>;-,;"-702 -~o Outfall Project File: Line 700.stm c 'j I'> :t 12 ~ 'jl ~I" t 'j o ~ 10 9 709-703 No. Lines: 18 06-29-2006 Hydraflow Storm Sewers 2005 StorC'Sewer Tabulation c c Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line ID coeff (I) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up On Line (ft) (ac) (ac) (e) (min) (min) (in/hr) (cfs) (efs) (fUs) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 13.0 0.00 4.05 0.00 0.00 2.76 0.0 16.3 4.3 11.76 10.87 5.33 24 0.23 808.09 808.06 809.48 809.33 814.80 810.00 701-700 2 1 27.0 0.00 4.05 0.00 0.00 2.76 0.0 16.1 4.3 11.80 10.66 3.76 24 0.22 808.25 808.19 810.25 810.19 814.90 814.80 702-701 3 2 34.0 0.00 2.45 0.00 0.00 1.64 0.0 15.9 4.3 7.06 10.26 2.25 24 0.21 808.42 808.35 810.59 810.56 815.80 814.90 703-702 4 3 196.0 0.21 1.73 0.70 0.15 1.13 10.0 14.4 4.5 5.14 7.16 2.14 21 0.20 808.92 808.52 810.88 810.67 814.79 815.80 704-703 5 4 136.0 0.32 1.29 0.70 0.22 0.83 13.0 13.0 4.8 3.93 6.93 1.63 21 0.19 809.28 809.02 811.10 811 .02 815.47 814.79 705-704 6 5 155.0 0.14 0.73 0.70 0.10 0.46 8.0 11.5 5.0 2.30 2.89 1.88 15 0.20 809.69 809.38 811.36 811.16 815.00 815.47 706-705 7 6 149.0 0.10 0.59 0.70 0.07 0.36 8.0 10.0 5.4 1.93 2.90 1.57 15 0.20 810.09 809.79 811.54 811.40 815.00 815.00 707-706 8 7 38.0 0.33 . 0.33 0.59 0.19 0.19 8.0 8.0 5.9 1.15 4.87 1.88 12 1.87 811.00 810.29 811.61 811 .60 814.50 815.00 708-707 . 9 3 89.0 0.00 0.72 0.00 0.00 0.50 0.0 11.3 5.1 2.56 2.82 2.09 15 0.19 808.87 808.70 810.82 810.68 814.20 815.80 709-703 10 9 160.0 0.21 0.72 0.70 0.15 0.50 7.0 10.2 5.3 2.69 2.84 2.19 15 0.19 809.28 808.97 811.16 810.89 814.20 814.20 710-709 11 10 160.0 0.21 0.51 0.70 0.15 0.36 7.0 8.6 5.7 2.04 2.84 1.66 15 0.19 809.69 809.38 811.39 811.23 814.00 814.20 711-710 12 11 160.0 0.30 0.30 0.70 0.21 0.21 7.0 7.0 6.2 1.30 1.57 1.66 12 0.19 810.10 809.79 811 .63 811.41 813.62 814.00 712-711 13 2 45.0 0.76 1.60 0.70 0.53 1.12 15.0 15.0 4.4 4.97 7.51 4.54 18 0.51 810.35 810.12 811.24 811.01 814.09 814.90 713-702 " 14 13 28.0 0.84 0.84 0.70 0.59 0.59 14.0 14.0 4.6 2.70 4.57 2.20 15 0.50 810.59 810.45 812.00 811 .96 814.09 814.09 714-713 15 4 28.0 0.23 0.23 0.70 0.16 0.16 13.0 13.0 4.8 0.77 1.65 2.06 12 0.21 811.29 811.23 811.77 811.71 814.49 814.79 716-704 16 7 40.0 0.09 0.16 0.59 0.05 0.09 9.0 9.0 5.6 0.53 1.59 0.68 12 0.20 810.27 810.19 811.63 811.62 813.94 815.00 717-707 17 16 31.0 0.07 0.07 0.59 0.04 0.04 5.0 5.0 7.0 0.29 1.69 0.37 12 0.23 810.44 810.37 811.64 811.64 813.94 813.94 718-717 18 5 28.0 0.24 0.24 0.60 0.14 0.14 9.0 9.0 5.6 0.81 1.65 2.09 12 0.21 811.97 811.91 812.47 812.40 815.47 815.47 719-705 ! Project File: Line 700.stm Number of lines: 18 Run Date: 06-29-2006 NOTES: Intensity = 34.42 I (Inlet time + 5.50) ^ 0.68; Return period = 10 Yrs. Hydraflow Storm Sewers 2005 InlCleport c c Page 1 Line' Inlet ID Q= Q Q Q June Curb Inlet Grate Inlet Gutter Inlet Byp No CIA ea rry eapt byp type line Ht L area L W So W Sw Sx n Depth Spread Depth Spread Depr No (ets) (ets) (ets) (ets) (in) (ft) (sqft) (ft) (ft) (ftlft) (ft) (ftlft) (ftlft) (ft) (ft) (ft) (ft) (in) 1 701 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off 2 702 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off 3 703 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off 4 704 0.79 0.00 0.79 0.00 Gem 0.0 0.00 0.00 0.00 0.00 0.006 2.00 0.080 0.021 0.013 0.22 4.88 0.22 4.88 0.00 3 5 705 1.07 0.00 1.07 0.00 Gem 0.0 0.00 0.00 0.00 0.00 0.006 2.00 0.080 0.021 0.013 0.25 6.33 0.25 6.33 0.00 4 6 706 0.58 0.00 0.58 0.00 Gem 0.0 0.00 0.00 0.00 0.00 0.006 2.00 0.080 0.021 0.013 0.20 3.92 0.20 3.92 0.00 5 7 707 0.41 0.00 0.41 0.00 Gem 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.73 0.30 8.73 0.00 Off 8 708 1.15 0.00 1.15 0.00 Genr 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.73 0.30 8.73 0.00 Off 9 709 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off 10 710 0.91 0.00 0.91 0.00 Gem 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.73 0.30 8.73 0.00 Off 11 711 0.91 0.00 0.91 0.00 Gem 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.73 0.30 8.73 0.00 Off 12 712 1.30 0.00 1.30 0.00 Gem 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.73 0.30 8.73 0.00 Off 13 713 2.36 0.00 2.36 0.00 Gem 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.73 0.30 8.73 0.00 Off 14 714 2.70 0.00 2.70 0.00 Gem 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.73 0.30 8.73 0.00 Off 15 716 0.77 0.00 0.77 0.00 Gem 0.0 0.00 0.00 0.00 0.00 0.006 2.00 0.080 0.021 0.013 0.22 4.88 0.22 4.88 0.00 4 16 717 0.30 0.00 0.30 0.00 Gem 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.73 0.30 8.73 0.00 Off 17 718 0.29 0.00 0.29 0.00 Gem 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.73 0.30 8.73 0.00 Off 18 719 0.81 0.00 0.81 0.00 Gem 0.0 0.00 0.00 0.00 0.00 0.006 2.00 0.080 0.021 0.013 0.23 5.37 0.23 5.37 0.00 5 Project File: Line 700.stm I Number of lines: 18 I Run Date: 06-29-2006 NOTES: Inlet N-Values = 0.016; Intensity = 34.42/ (Inlet time + 5.50) ^ 0.68; Return period = 10 Yrs.; . Indicates Known Q added Hydraflow Storm Sewers 2005 u CD o o N I 0> N I CD o on o o N '" Iii ~ Ql en E o U5 ~ o 1ij -6 >- I u (/) Q) c: :.:i o Z ;: Q) .- > c: CU - Q. ;: . 0 U ~ "'C ~ J: (IJ ':t::; :::l o E en >< UJ Q) c: :.:i ~ ll.. t> Q) B '- 0.. StorC'/Sewer Tabulation 'C C Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd 1 Rim Elev Line ID coeff (I) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up On Line (ft) (ac) (ac) (e) (min) (min) (in/hr) (efs) (efs) (Ws) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) " 1 End 75.0 0.26 0.26 0.70 0.18 0.18 9.0 9.0 5.6 1.02 1.36 2.11 12 0.15 812.00 811.89 812.62 812.46 813.00 813.99 727 -Ex. Project File: Line EX.stm Number of lines: 1 Run Date: 06-29-2006 NOTES: Intensity = 34.42 I (Inlet time + 5.50) ^ 0.68; Return period = 10 Yrs. Hydraflow Storm Sewers 2005 InlC~eport c c Page 1 Line Inlet 10 Q= Q Q Q June Curb Inlet Grate Inlet Gutter Inlet , Byp No CIA earry eapt byp type line Ht L area L W So W Sw Sx n Depth Spread Depth Spread Depr No (ets) (ets) (ets) (ets) , (in) (ft) (sqft) (ft) (ft) (ftlft) (ft) (ftlft) (ftlft) (ft) (ft) (ft) (ft) (in) 1 727 1.02 0.00 1.02 0.00 Gem 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.73 0.30 8.73 0.00 Off Project File: Line EX.stm I Number of lines: 1 I Run Date: 06-29-2006 NOTES: Inlet N-Values = 0.016; Intensity = 34.42 I (Inlet time + 5.50) ^ 0.68; Return period = 10 Yrs. ; . Indicates Known Q added Hydraflow Storm Sewers 2005 u GUTTER SPREAD CALCULATIONS u u c c Rational Flow Worksheet Job # W05-0679 Basin 704 705 706 707 713 714 716 717 718 719 Hamilton County IOF Curve Duration Intensity 5 6.99 10 5.48 15 4.55 30 3.09 60 1.96 c c c c Grates in Sag Condition Village Green 1:'","wr":'l'\tw"~"t:!/29/i;ia?0'~01 'I ,:11f1ti.fiMl.;~i;fJ$::.,;,:;:;L:",:_,-{&U~jW@[@L~, Spread Calculations Inlet Rational Flow (cIs.) Grate Perimeter (ft) Depth at Casting (ft) Cross Sectional Slope (fUft) Gutter Spread Inlet Type (ft) 6.75 6.75 4.58 4.58 0.24 0.26 0.08 0.08 0.0254 0.0254 0.0254 0.0254 7.49 8.39 1.07 1.00 Double Double Single Single Grates in-line Manning's Depth at Gutter Inlet Longitudinal Slope Transverse Slope Coefficient Casting Spread Inlet Type (ftlft) (ftlft) (ft) 0.0254 0.012 0.14 5.62 Single 0.0254 0.012 0.16 6.36 Single 0.0254 0.012 0.13 5.07 Single 0.0254 0.012 0.11 4.47 Single 0.0254 0.012 0.14 5.62 Single 0.0254 0.012 0.15 5.78 Single u EMERGENCY OVERFLOW CALCULA TIONS u u u Village Green Pond 1 Q100 := 24.28 Cw:= 2.8 h:= 1.66 L 'Q 1.25 w'= 100'- 3 2 Cw.h Lw = 5.068 u u u QlOO:= 13.24 Village Green Section 1 Dry Basin Cw:= 2.8 h := 0.76 1.25 Lw:= Q100.- 3 Cw.h2 Lw = 8.921 u u u LEGAL DRAIN RELOCATION CALCULA TIONS u u Hydrology Report Hydraflow Express by Intelisolve Thursday, Jun 29 2006, 9:38 AM U <Name> Hydrograph type = Rational Storm frequency (yrs) = 100 Drainage area (ac) = 312.560 Rainfalllnten (in/hr) = 1.571 IDF Curve = hamiltonst2000.IDF Peak discharge (cfs) = 270.15 Time interval (min) = 1 Runoff coeff. (C) = 0.55 Tc by User (min) = 147 Rec limb factor = 1.00 Hydrograph Volume = 2,382,746 (cuft); 54.700 (acft) Runoff Hydrograph Q (cfs) 280.00 1 OO-yr frequency Vol (%) 100 80.00 - - ........ / ~ \ /' ......... / \. /' / .... \ / ....... / \/ ............... / \. / / \. ............m. / / \ / \. I I .... \ / ... / / '\ fmmm / / \. 1m.. ... j / \. I / 1\ / .... .. I 1/ .. \ j \. / / / / \ II ___ ~ \ 86 U40.00 200.00 71 160.00 57 120.00 43 29 40.00 14 0.00 o 30 60 . 90 120 150 180 210 240 270 o 300 Time (min) u - Runoff Hyd - Qp = 270.15 (cfs) - Hyd Volume = 2,382,746 (cuft) u u 0.00 0.00 0.00 0.00 Hydraflow Express - Hydrology Report - 06/29/06,9:38 AM 2 u 31 56.97 52,983 0.000 0.00 32 58.81 56,456 0.000 0.00 33 60.65 60,040 0.000 0.00 34 62.48 63,734 0.000 0.00 35 64.32 67,538 0.000 0.00 36 66.16 71,453 0.000 0.00 37 68.00 75,477 0.000 0.00 38 69.84 79,612 0.000 0.00 39 71.~7 83,858 0.000 0.00 40 73.51 88,213 0.000 0.00 41 75.35 92,679 0.000 0.00 42 77.19 97,255 0.000 0.00 U 43 79.02 101,941 0.000 0.00 44 80.86 106,738 0.000 0.00 45 82.70 111,645 0.000 0.00 46 84.54 116,662 0.000 0.00 47 86.38 121,789 0.000 0.00 48 88.21 127,027 0.000 0.00 49 90.05 132,375 0.000 0.00 50 91.89 137,833 0.000 0.00 51 93.73 143,401 0.000 0.00 52 95.56 149,080 0.000 0.00 53 97.40 154,869 0.000 0.00 54 99.24 160,768 0.000 0.00 55 1 01.08 166,778 0.000 0.00 56 102.92 1 72,898 0.000 0.00 57 104.75 179,128 0.000 0.00 U 58 106.59 185,468 0.000 0.00 59 108.43 191,919 0.000 0.00 Hydraflow Express - Hydrology Report - 06/29/06,9;38 AM 3 u 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 u 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 u 0.00 0.00 Hydraflow Express - Hydrology Report - 06/29/06,9:38 AM 4 u l I u 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 u 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 u 0.00 0.00 Hydraflow Express - Hydrology Report - 06/29/06,9:38 AM 6 u 0.00 0.00 0.00 Hydraflow Express - Hydrology Report - 06/29/06,9:38 AM 8 u 121 222.37 807,205 0.000 0.00 122 224.21 820,602 0.000 0.00 123 226.05 834,110 0.000 0.00 124 227.88 847,728 0.000 0.00 125 229.72 861,456 0.000 0.00 126 231.56 875,294 0.000 0.00 127 233.40 889,243 0.000 0.00 128 235.23 903,302 0.000 0.00 129 237.07 917,471 0.000 0.00 130 238.91 931,751 0.000 0.00 131 240.75 946,141 0.000 0.00 132 242.59 960,641 0.000 0.00 U 133 244.42 975,251 0.000 0.00 134 246.26 989,971 0.000 0.00 135 248.10 1,004,802 0.000 0.00 136 249.94 1,019,743 0.000 0.00 137 251.77 1,034,795 0.000 0.00 138 253.61 1,049,956 0.000 0.00 139 255.45 1,065,228 0.000 0.00 140 257.29 1,080,610 0.000 0.00 141 259.13 1,096,103 0.000 0.00 142 260.96 1,111,705 0.000 0.00 143 262.80 1,127,418 0.000 0.00 144 264.64 1,143,242 0.000 0.00 145 266.48 1,159,175 0.000 0.00 146 268.31 1,175,219 0.000 0.00 147 270.15 0.000 0.00 U 145:1 268.31 1,207,527 0.000 0.00 .v 149 266.48 1,223,571 0.000 0.00 Hydraflow Express - Hydrology Report - 06/29/06,9:38 AM 9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hydraflow Express - Hydrology Report - 06/29/06,9:38 AM u u u 10 u Hydraflow Express - Hydrology Report - 06/29/06,9:38 AM 11 u 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 u 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 u 0.00 0.00 0.00 0.00 Hydraflow Express - Hydrology Report - 06/29/06,9:38 AM 12 l u u u 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hydraflow Express - Hydrology Report - 06/29/06,9:38 AM u 14 1 U 210 154.37 1,993,727 0.000 0.00 211 152.54 2,002,934 0.000 0.00 212 1 50.70 2,012,031 0.000 0.00 213 148.86 2,021,018 0.000 0.00 214 147.02 2,029,894 0.000 0.00 215 145.18 2,038,660 0.000 0.00 216 143.35 2,047,316 0.000 0.00 217 141.51 2,055,862 0.000 0.00 218 139.67 2,064,297 0.000 0.00 219 137.83 2,072,622 0.000 0.00 220 136.00 2,080,837 0.000 0.00 221 134.16 2,088,942 0.000 0.00 222 132.32 2,096,936 0.000 0.00 U 223 130.48 2,104,820 0.000 0.00 224 128.64 2,112,594 0.000 0.00 225 126.81 2,120,258 0.000 0.00 226 124.97 2,127,811 0.000 0.00 227 123.13 2,135,254 0.000 0.00 228 121.29 2,142,587 0.000 0.00 229 1 1 9.46 2,149,809 0.000 0.00 230 117.62 2,156,921 0.000 0.00 231 115.78 2,163,923 0.000 0.00 232 113.94 2,170,815 0.000 0.00 233 112.10 2,177,597 0.000 0.00 234 110.27 2,184,268 0.000 0.00 235 108.43 2,190,829 0.000 0.00 236 106.59 2,197,279 0.000 0.00 237 104.75 2,203,619 0.000 0.00 U 238 102.92 ? ?f'lO R40 0.000 0.00 _,..."""1,..... # 239 1 0 1.08 2,215,969 0.000 0.00 Hydraflow Express - Hydrology Report - 06/29/06,9:38 AM 15 u 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 u u 0.00 0.00 Hydraflow Express - Hydrology Report - 06/29/06,9:38 AM 16 u 241 97.40 2,227,878 0.000 0.00 242 95.56 2,233,667 0.000 0.00 243 93.73 2,239,346 0.000 0.00 244 91.89 2,244,914 0.000 0.00 245 90.05 2,250,372 0.000 0.00 246 88.21 2,255,720 0.000 0.00 247 86.38 2,260,958 0.000 0.00 248 84.54 2,266,086 0.000 0.00 249 82.70 2,271,103 0.000 0.00 250 80.86 2,276,010 0.000 0.00 251 79.02 2,280,806 0.000 0.00 252 77.19 2,285,492 0.000 0.00 U 253 75.35 2,290,068 0.000 0.00 254 73.51 2,294,534 0.000 0.00 255 71.67 2,298,890 0.000 0.00 256 69.84 2,303,135 0.000 0.00 257 68.00 2,307,270 0.000 0.00 258 66.16 2,311,295 0.000 0.00 259 64.32 2,315,209 0.000 0.00 260 62.48 2,319,013 0.000 0.00 261 60.65 2,322,707 0.000 0.00 262 58.81 2,326,291 0.000 0.00 263 56.97 2,329,765 0.000 0.00 264 55.13 2,333,128 0.000 0.00- 265 53.30 2,336,381 0.000 0.00 266 51.46 2,339,523 0.000 0.00 267 49.62 2,342,555 0.000 0.00 U 268 47.78 2,345,477 0.000 0.00 269 45.94 2,348,289 0.000 0.00 Hydraflow Express - Hydrology Report - 06/29/06,9:38 AM 17 u 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 u u 0.00 0.00 Hydraflow Express - Hydrology Report - 06/29/06/9:38 AM 18 U 270 44.11 2,350,991 0.000 0.00 271 42.27 2,353,582 0.000 0.00 272 40.43 2,356,063 0.000 0.00 273 38.59 2,358,434 0.000 0.00 274 36.76 2,360,694 0.000 0.00 275 34.92 2,362,844 0.000 0.00 276 33.08 2,364,884 0.000 0.00 277 31.24 2,366,814 0.000 0.00 278 29.40 2,368,634 0.000 0.00 279 27.57 2,370,343 0.000 0.00 280 25.73 2,371,942 0.000 0.00 281 23.89 2,373,430 0.000 0.00 282 22.05 2,374,808 0.000 0.00 U 283 20.22 2,376,076 0.000 0.00 284 18.38 2,377,234 0.000 0.00 285 16.54 2,378,282 0.000 0.00 286 14.70 2,379,219 0.000 0.00 287 12.86 2,380,046 0.000 0.00 288 11.03 2,380,763 0.000 0.00 289 9.189 2,381,369 0.000 0.00 290 7.351 2,381,865 0.000 0.00 291 5.514 2,382,251 0.000 0.00 292 3.676 2,382,527 0.000 0.00 293 1.838 2,382,693 0.000 0.00 294 0.000 2,382,748 0.000 0.00 u Hydraflow Express - Hydrology Report - 06/29/06,9:38 AM 19 u 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 u 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 u Hydraflow Express - Hydrology Report - 06/29/06,9:38 AM 20 HYdrCOW Plan View ----------' c c Outfall ~ \ \. \ \ \ \ \ ~~\1 \~\ \ \. \ \ \ \ \ -J g ~ 2 t5 , Village Green Drain R oUling 3 731-73{} .J) 4 //.., '/i'1\) ,~<\'1 1: ...'" Project File: Line 72.stm I 06-29-2006 I No. Lines: 4 Hydraflow Storm Sewers 2005 Sto.(~ Sewer Tabulation c c Page 1 Station Len Drng Area Rnoff Area x C Te Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd 1 Rim Elev Line 10 eoeff (I) flow full Line To Iner Total Iner Total Inlet Syst Size Slope Up On Up On Up On Line (ft) (ae) (a c) (C) (min) (min) (in/hr) (efs) (efs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 163.0 0.00 0.00 0.00 0.00 0.00 0.0 0.7 0.0 270.2 287.0 8.38 48 0.21 808.14 807.80 811.31 811 .08 814.80 813.80 729-728 120 b 2 1 95.0 . 0.00 0.00 0.00 0.00 0.00 0.0 0.5 0.0 270.2 273.5 6.76 48 0.19 808.32 808.14 812.31 812.20 816.53 814.80 730-729 120 b 3 2 157.0 0.00 0.00 0.00 0.00 0.00 0.0 0.1 0.0 270.2 279.2 6.75 48 0.20 808.63 808.32 813.31 813.02 814.78 816.53 731-730 120 b 4 3 44.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 270.2 341.6 6.75 48 0.30 808.76 808.63 813.77 813.69 818.22 814.78 732-730 120 b .' . Project File: Line 72.stm Number of lines: 4 Run Date: 06-29-2006 NOTES: Intensity = 133.541 (Inlet time + 18.80) ^ 0.87; Return period = 100 Yrs. Hydraflow Storm Sewers 2005 InlC~eport c c' Page 1 Line Inlet ID Q= Q Q Q June Curb Inlet Grate Inlet Gutter Inlet Byp No CIA earry eapt byp type line Ht L area L W So W SW Sx n Depth Spread Depth Spread Depr No (ets) (ets) (ets) (ets) (in) (ft) (sqft) (ft) (ft) (Wft) (ft) (Wft) (Wft) (ft) (ft) (ft) (ft) (in) 1 729 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off 2 730 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off 3 731 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off 4 732 270.15 0.00 0.00 270.15 MH 0.0 0.00 . 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off Project File: Line 72.stm I Number of lines: 4 I Run Date: 06-29-2006 NOTES: Inlet N-Values = 0.016; Intensity = 133.54 J (Inlet time + 18.80) ^ 0.87; Return period = 100 Yrs. ; . Indicates Known Q added Hydraflow Storm Sewers 2005