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HomeMy WebLinkAboutDrainage Calculations1 i + u- ,~ .r . . ~. ,~ .~ . , ,, 'CAL'CULAT~I'ONSA i ' ~ i I ' ~ . ~ w , r,~ - l~ i I ~ .. ij ~~ HAZEL DELL CORNER '~ ~_` LOT 4, PHASE 2 ~ ~ "~ ° ~~ CARMEL, INDIANA `~:, o DEVELOPER: Plum Creek Partners, Inc. 320 N. Meridian St., Suite 700 Indianapolis, IN 46204 317-264-9401 Ext. 23 DESIGNER: The Schneider Corporation THE SCHNEIDER CORPORATION Historic Fort Harrison 8901 Otis Avenue Indianapolis, IN 46216-1037 317-826-7265 317-826-7300 Fax "' No.10100357 .ma September 25, 2003 ~~ _i O+, SiAiEOF R:\904\0071drainage\Drainreport.duc ,%~~~`~ O~~-•_~ 1 i 1 TABLE OF CONTENTS A. Drainage Narrative Al-A2 B. Site Maps Soils Map 61 FEMA Firm Map B2 C. Developed Conditions Developed Drainage Basins Map C1 Developed CN Value Table C2-C3 CN Selection C4-C6 D. Existing Conditions See attached drainage calculations for Hazel Dell Corner for allowable discharges and pond routing calculations. R:A90a\0071draiuagaADrainreport.duc DRAINAGE NARRATIVE A. DESIGN CRITERIA These drainage calculations are based on given data and design criteria as follows: Site location: Hazel Dell Corner, Lot 4 is part of the Hazel Dell Corner commercial subdivision at the Northwest corner of 131St Street and Hazel Dell Road located in part of the ' Southwest Quarter of Section 27, Township 18 North, Range 4 East, in Hamilton County, Indiana. Terrain and existing ground condition: The site is mostly developed and currently contains a building housing several ' businesses and restaurants along with the required parking. The Phase Two portion of the site currently drains via overland flow directly into Pond One, a pond master planned for the lots South of Mitchener Ditch. There is a small area of offsite ' drainage that is being conveyed into Pond One via an existing swale along the west and north sides of Lot 4. Adjoining land conditions: North: Residential/Commercial ' South: Existing Church East: Existing Residential Subdivision West: Existing Residential Subdivision ' Soil types: Soils maps from the United States Department of Agriculture, Soil Conservation Service, identify Miami, and Shoals soils on the subject site. Miami soils are a part ' of hydrologic Group B, while Shoals is part of hydrologic Group C. Overall, the site is 98% Group B soils, and 2% Group C soils. Overall Drainage Design: Ninety three percent (93%) of the site will be routed through a storm sewer system for Phase Two with 7°1° draining into the storm sewer for Phase One. Both systems outlet into the existing Pond One. The existing ponds in Hazel Dell Corner were R:A90410(T\drainag~\Drainre}>orLdoc ' ~~ ' designed to detain the developed runoff from all of the development both north and south of the Mitchener Ditch. Lot 4 was designed to discharge into Pond One, south ' of the creek. Pond One then discharges into Mitchener Ditch. The Curve Number (CN) calculated for Lot 4 in the Masterplan of Hazel Dell Corner ' was accepted at a value of eighty-eight (88). However, the CN for Phase One of Lot 4 was calculated and accepted at with a value of ninety-one (91). The Phase Two CN has now been calculated to be 83. Therefore, we have shown that the weighted CN for the fully developed lot has a value of eighty-eight (88) meeting the value accepted in the master plan. Please see the attached CN calculations. ' We have also included the attached Drainage Calculations for Hazel Dell Corner previously reviewed and approved (submittal date of June 2000) for information regarding allowable discharge rates and pond routing calculations. ' REFERENCES Design and data methods are based on the following references: 1. HERPICC County Storm Drainage Manual 2. Hamilton County Soils Survey C. OVERALL WATERSHED ' White River via Mitchener Ditch t R:A9041007\draius~~ADrainreport.doc L ,w~ wi ~ , {I ~~ ~ d5 „~ p S~ITE;rMAP S , ~, ~ , r id ti r G °~..: R:A904\007AdraiuageAprainreport.doc 1 ~~1 MMA ~~~~~~ ,~ ~__~ G _.o~'~`` ~~S ` `"~ _.. ' jl MoC3 } ~~ MMB2 ~ 131ST~~ ~`~,_.~ r~.,r i EE ~~ ~~ ~ `` l ~_ -l ' Mr,D2 ~3 ~~ F tiM'~D2 ~~.._. E~ MroC2 ~BZ ~ ~ . ~ ~ ~ D J ~/~ \, .. 0 r r ~ MMA D D `...., ~.. MMB2 ~ -1 ~l l ` ~ i ,._~, __ ~>MM~ ~`'\..._ ,~ ~ t_,/ Br ~r~ 1 t ~ z I a ;~.` ~ SOILS MAP ~ SCALE. 1••500' ~ g~ i ~ ~ `u LL V Hamilton County ' Unincorporated Areas 180080 a ~,R~ p Clty of Carmel lsoosl 1 :AN PUFFIN PL 'OSPREY WY ~ 5~ ~~2 E X WARBLER WY ~-~~ `" WARBLER WAY GYRTALCON PLACE LIMIT OF DETAILED S7UDY E X E 131 ST- ~S \\ ~ ~~ 'o ~f NAiIONAI FLOOD INSURANCE PR06RAN Z ~ ~ FIRM U = FLOOD INSURANCE RATE MAP HAMILTON COUNTY, I INDIANA ~ AND INCORPORATED AREAS PANEL 227 OF 290 (SEE MAP INDIX FOR PANELS NOT PRINTED) CONTAINS: COMMUNITY NUMBER PANEL SUFFIX GRMEL. CITY OF 180001 0227 F HAMILTON COUNTY i8W80 022] F ~~ Notice to Usaz: The MAP' NUMBER shown babes ahoultl be used when plaGnp map oNare; the COMMUNITY NUMBER shown abava shwltl be used on Insurance eppiicaWns far the subject mmmuoiry. MAP NUMBER 18051C0221F cl ~ FEBRUARYI 19, 2003 UIIIIIIIIII III Federal Emergency Management Agency PENNEAGLE ~~ DR BREAKERS WY l~J 0 L~ ,. ,; „ ;:, =` ~` r ,; ~ DEVE~L$OPED CON~DI ~ ~ I ~~ NS +, .z'n 7l u~.~ ."'a.3 ., R:A904V007\drainageV~rainreport.doc ~~ 1 ~ ~ 'J .. 'GRi ~y,~_ ~ ~k rrVN .. ~ '.,-~ ~~ V- ~ ~ `~ i 9~0_ ~a ~~ ` .77Q ~. ~ ..,.. ~, ~~' .30' A ~ , O CCESS ~ Ott&5~,- 7~ f ~ G ~ j Jt~t. / i . ~ ,„ iacck a O 111J0x \~.. A ~~'.~ 1.1110 ~ ~ 9 = V -ti."`-.-~.. ,.`i.~.,y~ man bx~ mt~c~u1 ~ ~ ~ ~ ~ .. ~ , run ~ a' ~ tm V s nm s am ~`~ n ~. y> /' 4 ~_ nn f~.21 x' C ]ALC ` n29£ ~ l x' ~ ~ ,,,.. ~ , T~/ t` ~µ b't^ ~ mbx ~ •~ ~ 'V !. ? Celt. m wx P, ~'~ ~ ~ 7®oom ^' . "H' C r • :~ X~ i aJIS7 GSINC a _,~ .. PROPOSD ' ppp ,~ pp~~ W ` ~ nx ~~ BUI NG . ~ „x ` K~j '$ `~ t FFE 77250 + o ,~, as mn r~ a ~Q @ ' '3~' ~ 'p~ FNC. 0 -~ _ > ~ r ~ ~ , mie ~ if i1 ~ y ~~ --,--1 ~ ~ 4~ x m x ' k J ~ m ~ A Ax .Hoax ~ . ~,~ 5 ' c 1AD 4~ 5x i i !¢,C~ 7~1,~. ]1L x n I -SWYS ~ Y ' " (J y ~ _~ ' .1 1~I JJiE j( ot ~ c+y_ "~7 ~i ~ u".'~ ~- fi+tl0 ~`~°"k ~ muu a n~nnx ~'9 ~..a . . ~ B : . P 6+50 ~~ ,~"i w, , e ~ ~1• f6 " ' 707 _ ~ ,~ ~- ' *.,:.. ~ ~ ~ 1 ~ f~ > ~ ~,~ Av ~F1 i F b 4 aJ ~ ~~}p ~ s } y y ~ ~ ~~ L:'F 3^ eft .1 t ~F.N Lrd4x ~1k {+. ' ~ ~ S ~ ~ i ~ M G` + , ., ~~ (~ ,~,~c ,r. i... ( , ~ ~ ~ '~ ,~ x~ „1 L, t ~ ~. ~ ,~ i ~~ ~ ~ ~: p ~ [ ~~ . , ~~ . _ ~ <,. _ ,~ ~ men 1 I HAZEL DELL CORNER LOT 4, PHASE 2 x= BASIN MAP s~ ,._,~. Schneider ~~ 1 1 Chapter 2 Fstimatlng Runotr Technical Release 66 Urban Hydrology for Small Watersheds Table 2-2a Runoff curve numbers for urbanareas i/ Cover description Cover type and hydrologic condition Curve numbers for -hydrologic soR group Average percent impervious area v A B C Fu//y developed urban arras (vegetation established) Open space (lawns, pazks, golf courses, cemeteries, etc.) v: Poor condition (gross cover < 5096) .......................................... Fair condition (grass cover 50%to 76%) .................................. Good condition (grass cover> 76%) ......................................... Impervious areas: Paved parking lots, roofs, driveways, etc. (excluding right-of-way) ............................................................. Streets and roads: Paved; curbs and storm sewers (excluding righGOf--way) ................................................................................ Paved; open ditches (including rightof-way) .......................... Gravel (including rightof--way) ................................................. Dirt (including tightof-way) ...........:.......................................... Western desert urban areas: Natural desert landscaping (pervious azeas only) y ..................... Artificial desert landscaping (impervious weed barrier, desert shrub with 1- to 2-inch sand or gravel mulch and basin borders) ...................................................................... Urban districts: Commercial and business ................................................................. Industrial ............................................................................................. Residential districts by average lot size: 1/8 acre or less (town houses) .......................................................... U4 acre ................................................................................................ U3 acre ................................................................................................ U2 acre ................................................................................................ 1 acre ................................................................................................... 2 acres...........`--- .............__.... Developing urban areas Newiy graded azeas (pervious areas only, no vegetation) s' Idle ]ands (CN's aze determined using cover types similaz Tu those in table 2-2c1. 68 49 ~ 79 6 ~ 86 79 ® 89 84 80 98 ® ® 98 98 83 98 89 98 92 98 93 76 72 86 82 89 87 91 89 63 77 85 88 96 96 96 96 S5 72 89 81 92 88 94 91 95 93 66 38 77 61 85 76 90 83 92 87 30 26 67 64 72 70 81 80 86 86 20 12 61 46 68 66 79 77 84 gg 77 86 91 94 r Average runoff condition, and I, = 0.25. ~ The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as fo0ows: impervious areas are directjy connected to the drainage system, impervious areas have a CN of 98, and pervious azeas are considered equivalent to open space m good hydrologic condition. CN's for other combinations of conditions maybe computed using figure 23 or 211. a CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type. + Composite CN's for natural desert landscaping should be computed using figures 23 or 2 1 based on the impervious area percentage (CN = 98) and the pervious area CN. The pervious area CN's are assumed equivalent to desert shrub N poor hydrologic condition. s Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 23 or 2-9 based on the degree of development (itnpervious area percentage) and the CNs for the newly graded pervious areas. (210.VI-TRb5, Second Ed., June 1986) 2-6 cz Chap[er 2 Estimating Runoff Technical Release 66 Urban Hydrology for Small Watersheds Table 2-2c Runoff curve numbers Yor other agricultural lands 1/ ~~ ' Curve numbers for Cover description hydrologic soil group Hydrologic Cover type condition A B C D Pasture, grassland, or range--continuous Poor 68 79 86 89 forage for grazing. v Fair 49 69 79 S4 Good 39 61 74 80 Meadow~ontinuous grass, protected from - 30 58 71 78 grazing and generally mowed for hay. ' Brush-bruslrweed-grass mixtrue with brush Poor th ' 48 67 77 83 e major elements Fair 36 56 70 77 Good 30 s' 48 8b 73 ' Woods-grass combination (orchard Poor 67 73 82 86 or tree farm), tv Fair G d 43 32 ~ 76 82 oo 72 79 ' Woods.a Poor Fair 46 36 66 60 77 83 73 79 Good 30 v 65 70 77 Farm'steads--buildings, lanes, driveways, - 69 74 82 86 ' and surrounding lots. _ ~ Average runoff condition, and I„ = 0.2S. ~ Poor: <60%) ground cover or heavily gazed with no mulch. ' Fair: 60 to 76%ground cover and not heavily grazed. Cood: > 76%ground cover and lightly or only occasionally grazed. a Poor <6096 ground COVer. Falr. 60 to 76%ground covet. Cood' >76%ground cover. t + Acnral curve number is less than 30; use CN = 30 for nuroHcompufations . s CN's shown were computed for areas with 50%woods and 50%grass (pasture) cover. Other combinati ' ons of conditions maybe computed from the CN s for woods and pasture. a Poor: Forest litter, small trees, and brush aze destroyed by heavy gazing or regular burning. ' Fa/r Woods are gazed but not burned, and some forest litter covers the soil Good: Woods are protected from grazing, and litter and blush adequately cover the soil (210.VI-TR-66, Second Ed., June 1986) 2-7 ' ~3 1 ,~ i 1 1 1 r _~ i THE SCHNEIDER CORPORATION TR-55 - PRELIMINARY CN ANALYSIS Date Project No.: Project Description: JurisdicTion: Description Basin ID: Basin Area 9/24/2003 904.007 Curve Number for Phase 1 Cannel, IN 9uick Basin Analysis Basin 1 Basin 2 2.10 Acres 0.00 Acres Worksheet 2: Runoff curve number and runoff Post-Developed CondHions Miami B woods Miami B Lawn Miami B impendous $hOO15 C ImpeMOUs Basin 3 0.00 Acres 58 8.00 464.00 61 10.00 610.00 98 37.00 3626.00 98 45.00 4410.00 100.00 9110.00 CN 91 Designed by RCW ~~ Page 1 Tr55CN 1 !J THE SCHNEIDER CORPORATION TR-55 - PRELIMINARY CN ANALYSIS Date: 9/24/2003 Project No.: 904.007 Project Description: Curve Number for Phase 2 Jurisdiction: Carmel, IN Description Quick Basin Analysis Basin ID: Basin 1 Basin 2 Basin Area : 0.83 Acres 0.00 Acres Worksheet 2: Runoff curve number and runoff Post-Developed Conditions Shoals C lawn 74 Miami B Lawn bl Shoals C Impervious 98 CS ' Designed by RCW page 1 Basin 3 0.00 Acres 8.00 592.00 35.00 2135.00 57.00 5586.00 0.00 100.00 8313.00 CN 83 Tr55CN r i M 1 1 1 1 1 i 1 i i THE SCHNEIDER CORPORATION TR-55 - PRELIMINARY CN ANALYSIS Date Project No.: Project Description: Jurisdiction: Description Basin ID: Basin Area 9/24/2003 904.007 Lot 4 total Carmei, IN 6luick Basin Analysis Basin 1 Basin 2 2.93 Acres 0.00 Acres Worksheet 2: Runoff curve number and runoff PosF-Developed Conditions Miami B woods Miami B dawn Miami B Impervious Shoals C ImpeMOUs Shoals C Lawn Basin 3 0.00 Acres 58 7.00 406.00 61 17.00 1037.00 98 26.00 2548.00 98 48.00 4704.00 74 2.00 148.00 100.00 8843.00 CN 88 Designed by RCW ~~ Page 1 ir55CN 1 ~h a STORM S~EW~ER DESIGN~''~ 77,. R:\904\007\drai nape\Drai nreport.duc ~ ~ i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ THE SCHNEIDER CORPORATION STORM DRAIN FLOW TABULATION FORM -RATIONAL METHOD PROJECT NAME Hazel Dell Comer STORM FREQUENCY DESIGN VEAR tp 6vzs/a3 PROJECT No. 900.007 COMPUTED BV: GJD CHECKED BY: MJD C ALCULATED D E S I G N LOCATION INLET ACRES COEF. SUM TIME CONC. min) INT. 'O' = PIPE full) n = 0.013 Pipe Pipa Maz O Max V MANHOLE hom to AREA sub total 'C' CA CA Inlet tlrain total •I' CIA h l a a c o vet. IengM slo full full INV out INV In ~~ -~ ~~ ~~~ ~ ~~ ~~~~ ~ ~ `~ ~~~ O(dc) (In) X (fps) (tt) % (cfc) (fpa) U/S DB : ~ 601 020 095 019 500 ~ 5.00 698 1.33 ~ ~~ ~ ~ T.C. 770 45 601 . ~ :.. 602 ' ' ~: ~ 0.20 0.19 ~ 5.00 0.63 5.63 6.98 1.33 12 014 1.69 101 ~ ~ 035 2.10 267 ~ ~ 767.80 . 767.45 _ ~ 602 0 06 . ; 0 95 0 O6 ;p:;i 5.00 ..-~. [; 5.00 6.98 0.40 ' "` ~ - ~ ~ ~~ ~ ~ ~~ _ T.C. 771 44 602 603 :i 0.26 ~~~ 0.25 5.63 0.26 5.89 6.74 1.67 12 022 212 86 ~ ~ 145 ~ 429 547 ~ 767.45 . 766.20 : ~ 603 020 095 019 ~~ 5.00 ~ ~~~~ 5.00 6.98 1.33 ~~~ ~~ T.C.= 769 50 603 POND 0.46 0.44 5.89 0.08 5.98 6.65 2.91 12 066 370 22 ~ 091 3.40 432 ~~~ 766.20 . 766.00 Pope 1 1 R:A90a\007\~~ainageV~rainreport.doc ,;. ~,.. r Project: Prepared for: Date: June 2000 Designer: J. Cort Crosby P.E. Job No. 904.60 DRAINAGE CALCULATIONS Hazel Dell Corner Plum Creek Partners, LLC ~~ A. DESIGN CRITERIA i These drainage calculations are based on given data and design criteria as follows: Site location: ' Part of the Southwest Quarter of Section 27, Township 28 North, Range 4 East, in Hamilton County, Indiana. Terrain and existing ground conditions: ' The site has a steep rolling terrain, which slopes to Mitchener Ditch, which bisects the site from northwest to southeast. The majority of the property is covered with weeds ' and thin grasses. Adjoining land conditions: ' North -Residential South -Church West -Residential East -Residential Soil Type: ' Miami, Westland and Sleeth soils Design storm: ' 10 year - 6 hour for storm sewers 100 year - 6 hour for detention areas 2-10-100 Criteria for detention per Hamilton County Surveyor requirements ' B. REFERENCES ' Design data and methods are based on the following references: ' 1. H.E.R.P:I.C. County Storm Drainage Manual 2. USGS Quadrangle Maps 3. Hamilton County Soils Maps 4. ADICPR -Computer Hydrograph and Pond Routing Program C. OVERALL WATERSHED ~ White River via Mitchener Ditch ~,-. i EXISTING CONDITIONS: ' 1. Hazel Dell Corner is located on the northwest corner of the new Hazel Dell Parkway and 131s` Street and is divided into two portions by the Mitchener Ditch regulated drain. 2. The floodway and flood fringe lines for Mitchener Ditch were originally created from the ' Hec-2 model by the Schneider Corporation during development of the Plum Creek housing development. ' 3. Storm water runoff from the site for the undeveloped conditions is divided into 3 on-site basins and one small off-site basin. The undeveloped runoff amounts for the 100-year 6- hour, 10-year 6-hour and 2-year 6-hour storms are tabulated below. 4. The undeveloped runoff calculations and basin maps for the overall project are included in this report. Undeveloped Runoff Rates Basin 1 Basin 2 Basin 3 Basin 4 (off-site) 2-year 3.24 cfs 0.82 cfs 0.47 cfs 0.17 cfs 10-year 10.32 cfs 2.64 cfs 1.55 cfs 0.53 cfs 100-year 20.44 cfs 5.16 cfs 3.03 cfs 1.03 cfs Allowable Discharge Rates 100-year storm Basin 1 10-yr undeveloped Basin 2 10-yr undeveloped Basin 3 10-yr undeveloped Basin 4 100-yr undeveloped Total 10-year storm Basin 1 2-yr undeveloped Basin 2 2-yr undeveloped Basin 3 2-yr undeveloped Basin 4 10-yr undeveloped Total 10.32 cfs 2.64 cfs 1.55 cfs 1.03 cfs 15.54 cfs 3.24 cfs 0.82 cfs 0.47 cfs 0.53 cfs 5.06 cfs '' PROPOSED CONDITIONS: ' 1. Storm water runoff from the project will be collected in storm sewers and routed to one of two storm detention ponds on the site. One detention pond will be constructed on either ' side of Mitchener Ditch and both ponds will discharge to Mitchener Ditch. 2. The developed discharge from the site to Mitchener Ditch will be restricted to the 10-year ' undeveloped rate fora 100-year storm event and to the 2-year undeveloped rate for the 10- yearstorm event. This discharge restriction meets the City of Carmel requirements as well ' as the 2-10-100 standard set by the Hamilton County Surveyors office. The offsite basin 4 will not be detained as regional detention and will be passed through the detention ponds as shown in the allowable discharge summary. 3. Plum Creek Farms 100-Year Pond Routing Summary ' Lake 1 (South of Ditch) Peak Discharge 1.80 cfs Peak Stage 765.87 ' Lake 2 (North of Ditch) ' Peak Discharge 1.23 cfs Peak Stage 765.25 ' 4. Summary of developed flows to Mitchener Ditch 1 Basin 100 (not detained) 1.19 cfs Total 3.89 cfs ok 2.46 cfs 5.49 cfs ok --. I 1 PLUM CREEK NDRTH i -PLUM CREEK VILLAGE 126 TN STREET z ~' 4 PLUM CREEK FARMS ~ I PLUM CREEK ESTATES 122 ND STREET AREA MAP SCALE. 1•=1000' ;. ',. t ' MMA ~ ~._~ ,~~ ~_,`~` 1 ~`~, ._ ' t3 MoC3 1./~`~ ~ '_ MMB2 1.31 i ``,_, ~~~. ' ~-_% ,r ~,, J~. ~~~ ~~ ~ y ~ `~ ~ ``~ ,~ ~ ~ ~ l FxC3 ~.~ ~~~. ~______. `~,,MMD2 MMC2 MMD2 M~B2 ~ ``~ % ~ ~(il ~ ~ ._.~ M~i,~c' i r ~~~ ~.. 0 rn E r- r- ~ Mr~A 0 `0 ~` ~, ~ ~ ~~_ MMB2 ~ -l~l ,; `t. ~ S SOILS MAP SCALE: 1•^500' ~. ~_ ~,M"~~ ~. `~ ~., ~~~ ,4 ~ Br ~f /~ ~~ ~~ STORM SEWER DESIGN CALCULATIONS -PIPE DESIGN- PROJECT: HAZEL DELL CORNER STORM: 10 Year JOB #: 904.60 COMPUTED BY: JCC DATE: 10/26/00 SHEET NO.: ~KUM TO O (cfs) L (ft) DIA. (in) SLOPE % O (cfs) VEL. (fUs) RIM ELEV. UP DOWN INVERT ELEV. UP DOWN COVER (ft) 120 119 4.67 224 12 2.50 5.67 7.22 773.30 766.00 769.00 763.40 3 13 119 118 4.67 80 12 1.75 4.74 6.04 766.00 763.40 762.00 . 1.43 117 116 0.00 62 12 1.00 3.58 4.56 765.00 762.00 761.38 1.83 115 114 5.62 7 15 1.00 6.50 5.30 773.11 770.70 770 63 114 113 6.12 30 15 1.10 6.82 5.55 773.11 773.11 770.00 . 769.67 1 69 113 110 6.58 245 15 1.56 8.12 6.62 773.11 769.15 769.67 765.85 . 2.02 111 110 0.73 30 12 1.00 3.58 4.56 769.15 769.15 766.15 765.85 1 83 110 108 7.14 45 15 1.75 8.60 7.01 769.15 762.00 761.21 . 5.73 107 106 3.05 25 12 0.75 3.10 3.95 767.00 767.00 764.50 764.31 1 33 106 105 3.32 57.16 12 0.86 3.32 4.23 767.00 767.00 764.31 763.82 . 1 52 105 104 3.64 120 12 1.04 3.66 4.65 767.00 766.00 763.82 762.57 . 2 01 104 103 3.57 150 12 1.04 3.66 4.65 766.00 762.57 761.01 . 2.26 102 101 I 0.00 I 53 12 1.00 I 3.58 4.56 1765.00 1761.00 760.47 ~ 2.83 STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD- PROJECT: HAZEL DELL CORNER STORM: 10 Year JOB #: 904.60 COMPUTED BY: JCC DATE: 10/26/00 SHEET NO.: nvrvi ~~, aHauv # c A (acres) c"A Tc (min) I (in/hr) Q (cfs) SUM (c*A) Tc- (min) I (in/hr) O (cfs) TIME (min) 120 119 120 0.75 1.59 1.19 20 3.91 4.67 1.19 20 3.91 4.67 1.24 119 118 119 0.00 0.00 0.00 5 6.98 0.00 1.19 20 3.91 4.67 0.44 117 116 117 0.00 0.00 0.00 5 6.98 0.00 0.00 5 6.98 0.00 0.34 115 114 115 0.75 2.52 1.89 32 2.97 5.62 1.89 32 2.97 5.62 0.04 1.14 113 114 0.55 0.31 0.17 27 3.30 0.56 2.06 32 2.97 6.12 0.17 113 110 113 0.55 0.28 0.15 10 5.48 0.85 2.22 32 2.97 6.58 1.36 111 110 111 0.55 0.24 0.13 10 5.48 0.73 0.13 10 5.48 0.73 0.17 110 108 110 0.55 0.18 0.10 10 5.48 0.56 2.45 33 2.92 7.14 0.25 107 106 107 0.75 1.42 1.07 34 2.86 3.05 1.07 34 2.86 3.05 0 14 106 105 106 0.55 0.21 0.11 10 5.48 0.63 1.18 35 2.81 3.32 . 0.32 105 104 105 0.55 0.21 0.11 10 5.48 0.63 1.30 35 2.81 3.64 0 67 104 103 104 0.00 0.00 0.00 5 6.98 0.00 1.30 36 2.76 3.57 . 0.83 102 101 102 0.00 0.00 0.00 5 6.98 I 0.00 I 0.00 5 6.98 I 0.00 I 0.29 T ical values f or Mannin 's n Overland Flow Channel Flow short grass 0.75 grass 0.03 tlense grass 0.24 concrete 0.015 pavement 0.011 rip-rep 0.035 Basin name Length (ft) S % n T_t (min) 120 100 1 0.24 20 119 0 117 0 115 300 3.33 0.24 29 114 140 1 0.24 26 113 30 1 0.24 8 111 30 1 0.24 8 110 30 1 0.24 8 107 200 1 0.24 34 106 30 1 0.24 8 105 30 1 0.24 8 104 0 102 I 0 LOT3 100 1 0.24 20 LOT4 100 1 0.24 20 LOTS 100 1 0.24 20 LAKE1 I 40 1 0.24 10 LAKE2 80 2 0.24 13 2 year, 24 hcuf rainfall = 2.90 inches minimum T c = 5 minutes n T_t (min) Length S Paved/Un Vel. T t (ft) % (P or U) (ft/s) (min Length a (ft) (s.1.) a.nannel rrow Pw r S n Vel. T t (ft) (ft) % (ft/s) (min) I_C (min) 0 0 0 20 0 0 0 5 0 0 0 0 0 0 5 0 0 0 0 400 3.5 U 3 2 0 32 0 240 3 U 2.8 1 p 27 0 250 1 P 2 2 0 10 0 p 0 0 250 1 P 2 2 0 10 0 250 1 P 2 2 0 10 0 0 0 0 0 0 34 0 250 1 P 2 2 0 10 0 250 1 P 2 2 0 10 0 0 0 5 0 0 0 0 0 0 5 0 0 0 0 0 0 20 0 p 0 0 0 0 20 0 p 0 0 0 0 20 0 p 0 0 20 25 U 8.1 0 0 10 0 0 p 0 40 25 U 8.1 0 0 13 on TR-55 T ical values for Mannin 's n Overlantl Flow Channel Flow short grass 0.15 grass 0.03 dense grass 0.24 concrete 0.015 vement 0.071 rip-rap 0.035 #: 904.60 2 year, 24 hour rainfall = 2.90 inches minimumT c= 5 minutes ---~ ---.._.._.._.. .,,..~ ............ ........~.... a.~..~..... ~.nanner rlow I_c Basin Length S n T_t Length S n T_t Length S Paved/Un Vel. T_t Length a Pw r S n Vel. T t name (ft) % (min) (ft) % (min) (ft) % (P or U) (ft/s) (min (ft) (s.f. _ ° (ft) (ft) /° (ft/s) (min) (min) 0 0 0 100 180 3.2 0.24 20 0 30 5 U 3.6 0 0 20 0 p D UNDEVELOPED BASINS p 0 0 0 D 0 1 300 4.67 0.15 18 0 600 1.2 U 1:8 6 0 23 0 0 0 2 250 1.4 0.15 25 0 0 0 25 D 0 0 3 300 3 0.15 21 0 0 0 21 0 p 0 4 300 3.33 D.24 29 0 200 3.5 U 3 1 0 31 '/ .~ .~ ,~~~. ,J -, 1 1 1 1 ~~ .e ti z via Uo ~ _~_ t\~ ~~ +~\~a .~ s's i. ~. i~~ .~ .~ ~ 7~ ~ t III ~ r t C C ~ ~ V.~DLU`LV F r~I a, r . a` . ;~'. '~ ' ' P ~`F N 1 ~ 1'1' ' ,,. _. Advanced interconnected Channel 8 Pond Routing (ICPR Ver 2.11) Copyright 1995, Streamline Technologies, Inc. 1 1 i 1 1 1 [J 1 1. C1] +++++++++x Basin Summary - 100Y6H xxxxxx+xx+++++++xxxxxx++++++x++xxxxxxxxx++++++ +x+ Basin Name: Group Name: Node Name: Hydrog raph Type: Unit Hydrograph: Peaking Factor: Spec Time Inc (min): Comp Time Inc (min): Rainfall File: Rainfall Amount (iN: Storm Duration (hr): Status: Time of Conc. (min): lag Time (h r); Area (acres): Vol of Unit Hyd (in): Curve Number; DC IA (%): Time Max (hrs): Flaw Max (cts ): Runoff Volume (in): Runoff Volume (cf ); 1 2 3 BASE BASE BASE LAKE1 LAKE1 LAKE1 UH UH UH UH484 UH484 UH484 484.00 484.00 484.00 3.07 3.33 2.80 3.07 3.33 2.80 SCSII-24 SCSII-24 SCSII-24 4.25 4.25 4.25 6.00 6.00 6.00 ONSITE ONSITE ONSITE 23.00 25.00 21.00 0.00 0.00 0.00 9.44 2.56 1.31 1.00 1.00 1.00 70.00 70.00 70.00 0.00 0.00 0.00 3.22 3.22 3.22 20.44 5..16 3.03 1.50 1.50 1.49 51237 13913 7107 4 BASE LAKE1 UH UH484 484.00 4.13 4.13 SCSII-24 4.25 6.00 ONSITE 31.00 0.00 0.60 1.00 70.00 0.00 3.31 7.03 1.50 3259 1 1 ~~ -_ ~I 1 1 t ". Advanced Interconnected Channel 8 Pond Routing (ICPR Ver 2.11) [77 Copyright 1995, Streamline Technologies, Inc. ++++r+r+++ Basin Summary - 2YbH r+rr+++++rr+r++++rrr+++++++++++++++rrr++++++r+++ +++ Basin Name: Group Name: Node Name: Hydrograph Type: Unit Hydrograph: Peaking Factor: Spec Time Inc (min): Comp Time Inc (min): Rainfall file: Rainfall Amount (irU: Storm Duration <hr): Status: Time of Conc. (min): Lag Time (hr): Area (acres): Vol of Unit Hyd (in): Curve Number: DCIA (%): Time Max (h rs): Flow Max (cfs): Runoff Vo bane (in): Runoff Volume (cf ): 1 2 3 4 BASE BASE BASE BASE LAKE1 LAKE1 LAKE1 LAKE1 UH UH UH UH UH484 UN484 UH484 UH484 484.00 484.00 484.00 484.00 3.07 3.33 2.80 4.13 3.07 3.33 2.80 4.13 SCSII-24 SCSII-24 SCSII-24 SCSII-24 2.20 2.20 2.20 2.20 6.00 6.00 6.00 6.00 ONSITE ONSITE ONSITE ONSITE 23.00 25.00 21,00 31.00 0.00 0.00 0.00 0.00 9.44 2.56 1.31 0.60 1.00 1.00 1.00 1.00 70.00 70.00 70.00 70.00 0.00 0.00 0.00 0.00 3.27 3.28 3.27 3.38 3.24 0.82 0.47 0.17 0.32 0.32 0.32 0.32 10943 2973 1518 696 Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11) [7) 4-- Copyright 1995, Streamline Technol ogies, Inc. +~..+xxxxx Basin Summa ry - 10Y6H *xxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx x+x Basin Name: 1 2 3 4 Croup Name: BASE BASE BASE BASE Node Name: LAKE1 LAKE1 LAKE1 LAKE1 ' Hydrog raph Type: UH UN UH UH Unit Hydrograph: UH484 UH484 UH484 UH484 Peaking Factor: 484.00 484.00 484.00 484.00 ' Spec Time Inc (min>: 3.07 3.33 2.80 4.13 Comp Time Inc (min): 3.07 3.33 2.80 4.13 Rainfall File: SCSII-24 SCSII-24 S CSII-24 SCSII-24 Rainfall Amount (in): 3.20 3.20 3.20 3.20 Storm Duration (hr): 6.00 6.00 6.00 6-00 ' Status: ONSITE ONSITE ONS[TE ONSI TE Time of Conc. (min): 23.00 25.00 21.00 31.00 Lag Tine (hr ): 0.00 0.00 0.00 0.00 ' Area (acres): Vol of Unit Hyd (in): 9.44 1.00 2.56 1.00 1.31 1.00 0.60 1.00 Curve Nurser: 70.00 70.00 70.00 70.00 DCIA (%): 0.00 0.00 0.00 0.00 Time Max (h rs): 3-22 3.28 3.22 3.38 ' Ftou Max (cfs): 10.32 2.64 1.55 0.53 Runoff Volume (in): 0.83 0.83 0.83 0.83 Runoff Volume (cf ): 28295 7685 3925 1800 1 n t i~~ r`, PROJECT PHASE:.... DESCRIPTION:.......... L J The Schneider Corporation ,~ 1 i r 1 r ....... rnwc~l rvv: ....... DESIGNED BY: ....... CHECKED 8Y: JF1tt I ................... OF ................ DATE :............................................ DATE :............................................ .ASSUMPTIONS/REFERENCES I ~ I ~ i i j ~ -° ~~ I j I~ -( `-' - ~ T ~ ~ -~ ; _ - - ` ~-- Y I --L_ ~ ~ ; _ _ ~j ~ _ ~_ ~_, _ --l--i- a--;--t-- - I I 1 I --~- ~ ~ ~ ~_ _ i i ~~ I - f--~- ;- - ~ ~_ __ _ I - j _ _ - ;-- ~. _ I__ T ~- , I I~__. _ _ { --+- ~- ,~E ~ --4- ; ~- ~I.. _ 1 -~--~-- - _ I j i ~ I I ~ 1 I `_ I I ~- -- -j--~- - ~~ ~-,~ ~ -- -- _I r ~-; - - t, 1 ~ -- j ! I I I i ~~~Z ; -~- ~ I I ~ I -- I ~ - ' I -,__ I 1 .. ~ I ,- _ m - , I-~- -- j I I i I - ~_ ~ I ~ I 1 I I -~ -j- - I- ~- ---t ~-- ~ -- - I " T I ~ ~ ~ - ~ _ T_ -a _ i.. ~~-- - - - - ---_~ p~' ~ I -f_-1-~ .~ _i__! f~_ j ~ -} ~ I I ~ I 1_ i '~ ~ ~ ' _` I _i - ~ J; 1 1 I - .r ~ I I I i I i L ~ ~ ~ - ~ ~ - II _~_ I 1~R KE ~~ 1 I _~+ -- ~ _ ; I I ~ I ~ i_ ; ~ C _ I i I ~ I :_ ! t-- ~ I ' -i-- -- -~ I I j f- i ~ ~ - _ ~ ~-( - -~~~--'t. I -~-- I j I ~ ~ t ~ - r _ f I ?~ _ -~- I.A K ~ 1 ---~- ~ - _ ~ - _. ~ -+ -- . ~ ~' ~ ' _-. _ I ~ I . I ~ I -~ -'I ~ - i -'~-- ~ ~ i j ~- , ,- I i - ~_ I I I I ~ ~~ _~ _ ~I I ~ I I I ~ I ~ -~ ~ IL I. I; - - -; ~ ~-3 1 ~~ ~ Es ~ - ~ --! -r- ~ _ - _1 I _ ~__ ~_ __ __~__,__ - _ ~ _ ' _ I ~' _1 _ I I ! I f _I - --~ -~- ~ ~~j I Advanced Interconnected Channel 8 Pond Routing (ICPR Ver 2.11) Copyright 1995, Streamline Technologies, Inc- [11 - ~ HAZEL DELL CORNER POND RWTING :+xxxxxxxx Input Report •""xxxxxxxxxxx.+.....:rx+++xxx+x.x.•... :.....x..+xxxxx... ________Class: Node______________________ _____________________ __________________ ' Name: LAKE1 Base Flow(cfs): 0 Group: BASE Length(ft): 0 Init Stage(ft): Warn Stage(ft): 761 766 Comment: Stage(ft) Area(ac) 761 0.22 ' 762 0.25 765 0.45 766 0.54 ' ________Ctass: Node_______________________ Name: LAKE2 Base Fl ow(cfs): 0 ____________________ Init Stage(ft)- _________ 762 Group: BASE Length(ft): 0 warn Stage(f U: 765 Comment: Stage(ft) Area(ac) 1 762 0.15 766 0.3 ________Class: Node_______________________ _____________________ _________________ Name: WTLET Base Flow(cfs): 0 Group: BASE Length(ft): 0 Init Stage(ft): warn Stage(f t): 758 766,5 Conment: 7ime(hrs) Stage(fU 0 758 3 760 3.5 762 3.75 764.2 4.5 760 6.75 760 70.25 758 ________Class: Basin______________________ _____ _______ _________________ Basin: 100 Node: OUTLET Status: On Site Type: SCS Unit Hydr t Group: BASE Unit Hydrograph: UH484 peak Factor: 484 . Rainfall File: SCSII-24 Storm Duration(hrs): b Rainfall Amount(in): 4.25 Area(ac): 1.11 Concentra Curve #: 68 tion Time(min): 20 Lag Time(h rs): 0 DCIA(%): 0 ~~- Advanced Interconnected Channel 8 Pond Routing (ICPR Ver 2.11) I2) Copyright 1995, Streamline Technologies, Inc. ' HAZEL DELL CORNER POND ROUTING 1 .+++xaxw xr Input Repart "+*+•x.•..+.••..:wxrtrt++++.w+•+++++rt+a+x.+r.xx+•+:x++xw+. ____._._Class: Basin____________________________________________________________ Basin: 105 Node: LAKE1 Group: BASE Status: On Site Type: SLS Unit Hydr Unit Hydrograph: UH484 Rainfall File: SCSI]-24 Peak Factor: 484 Storm Duration(h rs ): 6 ' Rainfall Amount(in): 4.25 Area(ac): 7.84 Concentration Time(min): 35 Curve #: 88 Lag Time(hrs): 0 ' DCIA(%): 0 _____.__Class: Basin___________ _________________________________________________ ' Basin: 709 Node: LAKE1 Group: BASE Status: On Site Type: SCS Unit Hydr Unit Nydrograph: UH484 Peak Factor: 484 Rainfall File: SCSI I-24 Storm Duration(h rs): 6 ' Rainfall Amoun[(in): 4.25 Area(ac): 3.53 Concentration Time(mi n): 33 Curve #: 88 Lag Time(h rs): 0 DCIA(%): 0 ' .._____.Class: Basin____________ _________________________________ _______________ Basin: 120 Node: LAKE2 Group: BASE Unit Hydrog reph: UH484 Status: On Site Type: SCS Unit Hydr Peak Factor: 484 Rainfall Fite: SCSII-24 Storm Dura [ion(h rs): 6 Rai nfatl Amount(iN: 4.25 Area(ac): 1.59 Concentration Time(min): 22 Curve #: 88 Lag Time(h rs): 0 ' DCIA (X): 0 ___..___Cl ass: Basin____________ ________________________________________________ Basin: LAKE1 Node: LAKE1 Group: BASE Status: On Site Type: SCS Unit Hydr Unit Hydrog raph: UN484 Peak Factor: 484 Rainfall File: SCS[I-24 Storm Durati on(hrs): b Rainfall Amount(in): 4,25 Area(ac): 0.7 Concentration Time(min): 20 Curve #: 84 Lag Tinie(hrs): 0 ' DCIA(%): 0 L 1 '~~ ~ Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11) [37 Copyright 1995, Streamline Technologies, Inc. ' HAZEL DELL CORNER POND ROUTING ' ++xxrtrtrtrt++ Input Repor[ rtxxxrtrtrtxrtxxrtx+rtrtxxxx++rtrtrtrtrtrt++rtrtrt rtrtrt+++rtx++rtxrtxx++++++xrt ________Class: Basin____________________________________________________________ Basin: LAKE2 Node: LAKE2 Status: On Site Type: SCS Uni[ Hydr Group: BASE Unit Hydrograph: UH484 Rainfall File: SCSII-24 Peak Factor: 484 Storm Durati on(h rs ): b ' Rainfall Amount(in>: 4.25 Area(ac ): 0.31 Concentration Time(min): 13 Curve #: 84 ~ Lag Time(h rs ): 0 ' DCIA(%): 0 '--""Class: Basin-""'-"" --""'---""'______________________-'_______ Basin: L0T3 Node: LAKE1 Sta[us: On Site Type: SCS Unit Hydr ' Group: BASE Unit Nydrograph: UH484 Peak Factor: 484 Rainfall File: SCSII-24 Storm Durati on(hrs): b ' Rainfall Amount(in): 4.25 Area(ac): 0.8 Concentration Time(min): 20 Curve #: 88 Lag Time(hrs): 0 DCIA(%): 0 1~.1 ________Class: Basin _____________________________________ ____________________ Basin: L0T4 Node: LAKE1 S[atus: On Site Type: SCS Uni[Hydr Group: BASE Unit Hydrograph: UH484 Peak Factor: 484 Rainfall File: SCS11-24 Storm Duration(hrs ): b Rainfall Amount(in): 4.25 Area(ac): 2.93 Concentration Time(mi n): 20 Curve #: 88 Lag Time(hrs): 0 DCIA(%): 0 _ ________Class: Basin____________________________________________________________ Basin: LOTS Node:-LAKE2 Status: On Site Type: SCS Uni[ Hydr Group: BASE Unit Hydrograph: UH484 Peak Factor: 484 Ra infaLl File: SCSII-24 Storm Duration(h rs ): 6 Rainfall Amount(in): 4.25 Area(ac ): 1.24 Concentration Time(min): 20 Curve #: 88 Lag Time(hrs): 0 DCIA(%): 0 Advanced Interronnected Channel & Pond Routing (ICPR Ver 2.11) C41 Copyright 1995, Streamline Technologies, Inc. ' HAZEL DELL CORNER POND ROUTING +xxxx+++++ Input Repor[ +++x+xxx++++xxxxx++++++x+xx+++++++x+++++x+x++x+++x++xxxx ' ________Class: Basi n_________ _______________________________________ Basin: M[TCHENR Node: NONE Status: On Site Type: SCS Unit Hydr Group: BASE Unit Hydrograph: UH484 Peak Factor: 484 ' Rainfall File: SCSI1-24 Storm Duration(hrs): b Rainfall Amount(in): 4.25 Area(ac): 902 Concentration Time(min): 85 Curve #: 82 Lag Time(hrs): 0 ________CLass: Drop Structure___________________________________________________ ' Name: LAKE to From Node: LgKE1 Length(ft): 47 Group: BASE To Node: OUTLET Count: 1 Outlet Cntrl Spec: use do or tw Inlet Cntrl Spec: Use do ' Upstream Geometry: Circular Downstream Geometry: Circular UPSTREAM DOWNSTREAM span(iril: b b Rise(i n>: 6 b Invert(f U: 761 760.47 ' Manning~s N: 0.013 - 0,013 Top Clip(in): 0 p Sot tom Clip(in): 0 0 Entrance Loss Coef: 0.5 Flow: Both Exit Loss Coet: 0 Equation: Aver Conveyance Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall 1 ' Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall 1 ' *** Weir 1 of 2 for Drop Structure LAKE IA *** (TABLET Count: 1 Bottom Clip(in): 0 Type: Mavis Top Clip(in): 0 Flow: Both weir Discharge Coef: 3.2 Geometry: Circular Orifice Discharge Coef: 99 ' Span(irU: b Invert(fU: 761 Rise(ih): 6 Control Elev<ft): 800 ~- Advanced Interconnected Channel 8 Pond Routing (ICPR Ver 2.11) [51 ~, Copyright 1995, Streamline Technologies, Inc. ' HAZEL DELL CORNER POND RWTI NG xxx++++xxx Input Report +++++x+++++xxx+++xxxx++++xxxx+++xxx+++++x+++++xxxx++++xx *** Weir 2 of 2 for Drop Structure LAKE to *** [TABLE] Count: 1 Bottom Clip(in): 0 Type: Horiz Top Clip(in): 0 flow: Both Weir Discharge Coef: 3.2 ' Geometry: Rectangular Orifice Discharge Coef: 99 Span(in): 24 Invert(ft ): 765 Rise(in): 24 Control Elev(ft): 800 ' --------Class: Drop Structure-------------- Name: LAKE2A From Node: LAKE2 Length(ft): 54 Group: BASE To Node: OUTLET Coun[: 1 ' Outlet Cntrl Spec: Use do or tw Inlet Cntrl Spec: Use do Upstream Geometry: Circular Downstream Geometry: Circular UPSTREAM DOWNSTREAM ' Span(in): 6 b Rise(in): b b Invert(ft): 762 761.43 Manning's N: 0.013 0.013 Top CLip(in): 0 0 ' Bottom Clip(i n): 0 0 Entrance Loss Coef: 0.5 Flow: Both Exit Loss Coef: 0 Equation: Aver Conveyance Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall 1 1 Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall 1 1 *** Weir 1 of 2 for Drop Structure LAKE2A *** [TABLE] Count: 1 Bottom Clip(in): 0 ' Type: Mavis Top Clip(in): 0 Flow: Both Weir Oischa rge Coef: 3.2 Geometry: Circuf ar Orifice Discharge Coef: 99 Span(in): 6 Invert(f t): 762 ' Rise(in): b Control Elev(tt): 800 LI \.~ 1 ,i ~~ Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.17) lb] Copyright 1995, Streamline Technologies, Inc. ' HAZEL DELL CORNER POND ROUTING *****.*.** Input Report **.*.*..*.*.***.*.**..++.***************.***...***..**** *** Ueir 2 of 2 for Drop Structure LAKE2A *** (TABLET CounL• 1 Bottom Clip(in): 0 TYpe: Horiz Top Clip(in): 0 ' Ftow: Both Neir Geometry: Rectangular Orifice Discharge Coef: 3.2 Discharge Coef: 99 Span(in ): 24 Invert(ft): 765 Rise(in): 24 Control Elev(ft): 800 '___-''Class: Simulation___- _______-_____-_______-__-__-___'__-____'-__ J:\904\DRAINAGE\60\100YbH Execution: Both Header: HAZEL DELL CORNER 100 YEAR POND RCAIT ING _________HYDRAULICS_____________________________NYDROLOGY____________________ ' Max Delta Z (ft): 1 Delta Z Factor: 0.05 Override Defaults: Yes Time Step Optimizer: 10 Storm Dur(hrs): b Drop Structure Optimizer: 10 Rain Amoun[(in): 4.25 Sim Start Time(hrs): 0 Sim End Time(hrs>: 18 Rainfall Fite: SCSII-24 ' Min Calc Time(sec ): 0 Max Calc Time(sec): 3600 To Hour: Pl nc(min): To Hour: Plnc(min): ' 24 15 _________GRWP SELECTIONS__________ 24 15 __________________________________________ + BASE [06/21/007 ________Class: Simulation____- _______`______-__'___-______-______-_______- J:\904\DRAINAGE\60\10YR\10YbHR Execution: Both ' Header: BENTLEY COMMONS POND ROUTING ' ______ HYDRAULICS________________ Max Delta Z (ft): 1 _____________HYDROLOGY_: __________________ Delta 2 factor: O. DS Override Defaults• Yes Time Step Optimizer: 10 Storm Dur(hrs): 6 Drop Structure Optimizer: 10 Rain Amount(in): 3.2 Sim Start Time(hrs): 0 Rainfall File: SCSII-24 ' Sim End Time(h rs ): 18 Min Calc Ti me(sec ): 0 Max Ca lc Time(sec): 3600 ' To Hour: Plnc(min): 24 15 To Hour: Plnc(mi n): 24 15 '''''''''GROUP SELECTIONS___________ _________________________________________ + BASE [06/21/007 ...,, '• .Advanced Interconnected Channel 8 Pond Routing (ICPR Ver 2.11) [1] % -.. Copyright 1995, Streamline Technologies, fnc. ' ++++rrr++w Basin Summary - 100Y6H wrrr++wwwrr++w+wrr++wwrr++ww+w++++»++++w+r+ww rrr Basin Name: 120 LAKE2 LOTS 105 109 Group Name: BASE BASE BASE BASE BASE Node Name: LAKE2 LAKE2 LAKE2 LAKE1 LAKE1 ' Hydrograph Type: UH UH UH UH UN Unit Hydrograph: UH484 UH484 UH484 UH484 UH484 Peaking Factor: 484.00 484.00 484.00 484.00 484.00 Spec Time Inc (min): 2.67 1.73 2.67 4.67 4.40 ' Comp Time Inc (min): 2.67 1.73 2.67 4.67 4.40 Rainfall File: SCSII-24 SCSII-24 SCSII-24 SCSII-24 SCSII-24 Rainfall Amount (in): 4.25 4.25 4.25 4.25 4.25 Storm Duration (hr): 6.00 6.00 6.00 6.00 6 00 Status: ONSITE ONSITE ONSITE ONSI TE . ONSITE ' Time of Conc. (min): 20.00 13.00 20.00 35.00 33.00 Lag Time (hr): 0.00 0.00 0.00 0.00 0.00 Area (acres): 1.59 0.31 1.24 1.84 3.53 Vol of Unit Hyd (in): Curve Number: 1.00 88.00 1.00 84.00 1.00 88.00 1.00 88.00 1.00 88.00 DCIA (%): 0.00 0.00 0.00 0.00 0.00 Time Max (h rs): 3.16 3.09 3.16 3.34 3.30 Ftou Max (cfs): 7.99 1.87 6.23 6.16 12.38 ' Runoff Volume (in): 2.96 2.59 2.96 2.96 2.95 Runoff Volume (cf ): 17072 2911 13314 19746 37800 w++ ' Basin Name: LAKE1 L0T3 LOT4 100 MITCHENR Group Name: BASE BASE BASE BASE BASE Node Name: LAKE1 LAKE1 LAKE1 OUTLET NONE ' Hydrograph Type: UH UH UH UH UH Unit Hydrograph: UH484 UH484 UH484 UH484 UH484 Peaking Factor: 484.00 484.00 484.00 484.00 484.00 ' Spec Time Inc <min): Comp Time Inc (min): 2.67 2.67 2.67 2.67 2.67 2.67 2.53 2.53 11-33 11.33 Rainfall File: SCSII-24 SCS11-24 SCSII-24 SCSII-24 SCS11-24 Rainfall Amount (in): 4.25 4.25 4.25 4.25 4.25 Storm Duration (hr): 6.00 6.00 6.00 6.00 6.00 Status: ONSITE ONSITE ONSITE ONSITE ONSITE ' Time of Conc. (min): 20.00 20.00 20.00 19.00 85.00 Lag Time (hr): 0.00 0.00 0.00 0.00 0.00 Area (acres): 0.70 0.80 2.93 1.11 902.00 Vol of Unit Hyd (in): 1.00 1.00 1.00 1 00 1 00 ' Curve Number: 84.00 88.00 88.00 . 68.00 . 82.00 DCIA (%): 0.00 0.00 0.00 0.00 0.00 Time Max (h rs ): 3.20 3.16 3.16 3.17 3.97 ' floe Max (cfs): 3.08 4.02 14.72 2.46 1211.02 t 1., 1( . 1 1 1 1 1 i; ~. i Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11) [17 Copyright 1995, Streamline Technologies, Inc. +xx++++++x Node Maximum Conditions - 100Y6H +wwxxx+++www+++w+xx++++w+w+++ww+x+wwx+++w++++wwx+++++++wxx++++++++w+++www++ww+++ e(Time units - hours) Node Group Max lime Max Stage Warning Max Delta Max Surface Max Time Max Inf tow Max Time Max Outflow Name Name Conditions (fi) Stage (ft) Stage (f t) Area (st) Inflow (cfs) Outf tow (cfs) LAKE1 BASE 6.00 766.29 766.00 0.0497 24649.69 3.25 36.56 6 05 1 80 LAKE2 BASE 4.21 764.66 765.00 0.0328 10873.20 3.25 13.37 . 4 21 . 1 23 OUTLET BASE 3.76 764.17 766.50 0.3333 0.00 3.24 4.33 . 0.00 , 0.00 1 Advanced Interconnected Channel 8 Pond Routing (lCPR Ver 2.11) I77 ,. Copyright 1995, Streamline Technologies, Inc. ++++++++++ Basin Summary - 10Y6HR ++++x+++++++++++++++++++++++++++++++++++++++++ 1 ----"---'---_---_~_~__ •++ ___~_______ _________~ Basin Name: 120 LAKE2 LOTS 105 109 Group Name: BASE BASE BASE BASE BASE Node Name: LAKE2 LAKE2 LAKE2 LAKE1 LAKE1 ' Hydrog raph Type: UH UH UH UH UH Unit Hydrograph: UH484 UH484 UH484 UN484 UH484 Peaking Factor: 484.00 484.00 484.00 484.00 484.00 ' Spec Time Inc (min): 2.67 1.73 2.67 4.67 4.40 Comp Time Inc (min): 2.67 1.73 2.67 4.67 4.40 Rainfall File: SCSI!-24 SCS1f-24 SCSI!-24 SCSI!-24 SCSI!-24 Rainfall Amoun[ (in): 3.20 3.20 3.20 3.20 3 20 Storm Duration (h r): 6.00 6.00 6.00 6.00 . 6.00 ' Status: ONSITE ONSITE ONSI TE ONSITE ONSITE Time of Conc. (min): 20.00 13.00 20.00 35.00 33.00 Lag Time (hr): 0.00 0.00 0.00 0.00 0.00 ' Area (acres): Vol of Unii Hyd (in): 1.59 1.00 0.31 1.00 1.24 1.00 1.84 1.00 3.53 1 00 Curve Number: 88.00 84.00 88.00 ~ 88.00 . 88.00 DCIA (%): 0.00 0.00 0.00 0.00 0.00 Time Max (h rs): 3.20 3.09 3.20 3.34 3.30 ' Flow Max (cfs): 5.39 1.20 4.20 4.16 8.34 Runoff Volume (in ): 1.99 1.68 1.99 1.99 1,99 Runoff Volume (cf ): 71511 1889 8977 13313 25481 ~. +++ Basin Name; LAKE1 L0T3 L0T4 100 MITCHENR Group Name: BASE BASE ~ BASE BASE BASE Node Name: LAKE1 LAKE1 LAKE1 OUTLET NONE ' Hydrograph Type: UH UH UH UH UH Unit Hydrograph: UH484 UH484 UH484 UH484 UN484 ' Peaking Factor: Spec Time Inc (min): 484.00 2.67 484.00 2.67 484.00 2.67 484.00 2.53 484.00 11.33 Cone Time Inc (min): 2.67 -2.67 2.67 2.53 11.33 Rainfall File: SCSI!-24 SCSI I-24 SCSII-24 SCSII-24 SCSlI-24 Rainfall Amount (in): 3.20 3.20 3.20 3.20 3.20 Storm Duration (hr): 6.00 6.00 6.00 6.00 6.00 ' Status: ONSITE ONSITE ONSITE ONSITE ONSITE Tigre of Conc. (min): 20.00 20.00 20.00 19.00 85.00 Leg Time (hr): 0.00 0.00 0.00 0.00 0.00 Area (acres): 0.70 0.80 2.93 1.11 902.00 ' Vol of Unit Hyd (in): 1.00 1.00 1.00 1.00 1.00 Curve Number: 84.00 88.00 88.00 68.00 82.00 DCIA (X): 0.00 0.00 0.00 0.00 0.00 Time Max (hrs): 3.20 3.20 3.20 3.21 3 97 ' Flow Max (cts ): 1.99 2.71 9.92 1.19 . 760.32 •• 'ice Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.17) I27 Copyright 1995, Streamline technologies, Inc. xxxxxxxxxx Basin Surrcnary - 10Yb8R xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx Runoff Volume (i n): 1.68 1.99 7.99 0.73 1.52 Runoff Volume (cf ): 4269 5792 21211 2947 4979631 1 I I 1 1~ _ Advanced Interconnected Channel 8 Pond Routing (ICPR Ver 2.11) [1] r Copyright 1995, Streamline Technologies, Inc. 1 1 »»»xxxx»»» Node Maximum Condit ions - 10YbNR x»»x»»xxx x»»»xxxx»»»x xxx»x»xxxxxr»xx»»»»xx»»»x»x.»»xx»»»xr»»xxx»x»xx »»xx»»»»xrrr e(Time units - hours) Node Croup Max Time Max Stage Yarning Max Delta Max Surface Max Time Max Inflow Max Time Max Outflow Name Name Conditions (ft) Stage (ft) Stage (ft) Area (sf) Inf lou (cfs) Outflow (cfs) LAKE1 LAKE2 BASE 5.30 BASE 4.11 764.94 764 27 766.00 765 00 0.0498 0 0443 19416.51 10247 7 3.25 24.72 5.30 1.56 . . . . 8 3.25 9.11 4.17 1 14 WTLET BABE 3.75 764.19 766.50 0.3333 0.00 3.24 2.85 0.00 . 0.00 t 1 ': ' ~ - Advanced Interconnected Channel & Pond Routin (ICPR V 2 11 Copyright 1995, Streamline Techno g er . logies, Inc. ) p) 1 +w+++xxxxx Basin $Umnary - t00Y6H xxxxxxwww++wxxwxxxxwwwxw+ +xxwxw++wx++++++xxxww Runoff Volume (in): 2.59 2.96 2.96 1.36 2.39 Runoff Volume (cf ): 6579 8590 31459 5495 7835724 1 L I__1