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24811 PE-1504B i Ptanning, Enplnacrln$, Archltactum, Lemdscapng Archlmcture, Land 5u7veyfng CLC ASsoCIATES, INC. - ~ ~ ~ ; ~ I . I I I r I _ • I ~ I I ~ ( i ~ ff • ~ r ~"1 • I ~ i I`1 ~ i ~ j_ . ~ ~~OKA■ 1E, WA DE• lVERr + CO , • ~ - . . i ~ ~ . c ~ . COP4 ^ DRAINAGE REPORT for (HANSON CENTER7,9A,S-j ~ - . - P ~ ~ S E 2 ~ 2au ~0 September 2000 ~ . CLC No. 98573 SPO NE COUNTY ENGINEER . Prepared by: CLC Associates 707 West 7th Suite 200; Spokane, WA 99204 . (509)458-6840 7 This report has been prepared by Susan Murphy, E.I.T and by the staff of CLC Associates, under the direction of the undersigned professional engineer whose seal and signature appear hereon. W~ . 21= _~NAL ~ . ~ EXRtRES 9/24/ Todd R. Whipple, P.E. ~ ~ . ; ~ . . - I " • ` Hanson Center East Storm Water Technical Evaluation Narrative ~ GENERAL - ~ ~ ~ The Hanson Center East development is a commercial site which is being final. platted, dividing the property into 16 lots, situated on approximately 66.7 acres. The site is located east of Sullivan Road, north of Interstate 90 and south of the Spokane River in Spokane ~ county. The site is currently vacant, with field grass the predominant cover. A haul road has been cut into the property, and truckloads of large boulders have been hauled away. The future ~ extension of Indiana Avenue will generally bisect the site. There is commercial development west of Sullivan Road, and south across Interstate 90. The adjacent property to the east and northeast remains undeveloped. The Spokane River and Centennial Trail are directly, _ separated by a former railroad right-of-way along the north end of the property. A location and vicinity map is included in the appendix. S PURPOSE ' ~ The purpose of this drainage report is to determine the extent of storm drainage facilities which will be required to dispose of stormwater runoff created by this development. The storm drainage facilities on this project were designed to dispose of runoff from a 10-year design storm. Additionally, the runoff from the 50-year storm was checked for each basin to insure that the runoff can be contained within the ponds proposed. This development is within the { Aquifer Sensitive Area of Spokane County and is subject to '208' requirements. The Intensity, , -Duration, and Frequency (IDF) curves for the Spokane, Medical Lake, Reardon, Cheney and - Rockford area were used for all drainage calculations. ~ ANALYSIS METHODOLOGY The Rational Method, which is recommended for basins less than ten acres in size, was used to determine the peak flow discharges and runoff volumes. ~ PROJECT DESCR/PTION ~ The project is located in southwest quarter of Section 12 and the north half of Section 13, ~ Township 25 N., Range 44 E., W.M. in the Spokane valley, Spokane County, Washington. TOPOGRAPHY The site rises from the northwest corner to the southeast corner at a generally gentle rate of 2- ~r ~ 3%. The former railroad roadbed is elevated from 2 to 5 feet above the adjacent area, and ~ , 1 ( prohibits surface flow from crossing the Centennial Trail area to the Spokane River. The existing ground on the south side of the future Indiana Avenue is below the elevations of the adjacent Interstate 90 westbound lanes and westbound off-ramp, and the site will be regraded to allow the proposed commercial pads to be closer in elevation to the freeway elevations, ~ The future lots on the north side of Indiana Avenue will be regraded to a leeser degree. 4 ~ SOILS ; ~-As can be seen from the accompanying soils map from the Spokane County Soils Survey as , performed by the SCS, the site consists of a Class A soil type. The soil description is as ~follows. GgA - Garrison Gravelly Loam, 0 to 5 percent slopes: This complex of soil is a somewhat excessively drained soil with moderately rapid permeability. Surface runoff is slow, and *there W is only a slight hazard of water erosion. Spokane County Guidelines for Stormwater ~t Management indicate this to be a Soil Group Type B and pre-approved for drywell ~ ; installation. F-1I Nydrologic Soil Classificafion - B J ~ GnB - Garrison Very Stony Loam, 0 to 20 percent slopes: This complex of soil is a somewhat excessively drained soil with moderately rapid permeability. Surface runoff is slow, J and there is only a slight hazard of water erosion. Spokane County Guidelines for Stormwater Management indicate this to be a Soil Group Type B and pre-approved for drywell ~ installation. . Hydrologic Soil Classification - B DRAINAGE NARRATIVE ~ As stated previously, the proposed Hanson Center East site will be final platted into commercial size lots, with access from the extension of Indiana Avenue, east of Sullivan Road. ~ Storm drainage design included herein is for Indiana Avenue only, as the commercial lots will be responsible for their individual design and maintenance on a per lot basis. ^ Off-site The area adjacent to the southeastern portion of the plat drains toward the proposed lots. A 50 year design storm has been analyzed for this basin . The offsite area flowing toward the Hanson Center East plat is easily identified, as it is bounded by Flora Road on the east and Interstate 90 on the south. On-site All drainage will be collected and treated using the recommended procedures as described in ~ ~ ~ J ~ i • the Spokane County Guidelines for Stormwater Management. The project consists of four basins; A, B, C and D. Basins A and B refer to the onsite basins, C and D to the basins with ~ offsite flows. 1 ~ --'208' Calculations i As shown on the '208' calculation worksheets included, the '208' storage volume provided is ' adequate to perform '208' treatment for the runoff created by the first half-inch of rainfall upon the Indiana Avenue asphaltic surfaces within the basin it serves. ~ DRA/NAGE CALCULATIONS SUMMARY ~ Bowstring calculations have been included for individual basins to determine the extent of storm drainage facilities required for the 10-year event and 50-year events. The basin , characteristics are summarized below with the remaining calculations in the appendix. Table No. 1- Basin Summary Table - Areas ; - ~ ~ - _,•..g.. V,+r"y-:-- t: . . • •f== ;.--i.:.. - ' ' ` , ' ~r. . ' z c `i. ct 0. `Ir. L, ~~i-• `rC-... , c r: .T~'otaI~A~Eea:; _ m~Pe.r~vJou-s= C" `•jl '~w..,".i'~.E• - .:.':'if. ~4_..', :Yt •iiS. .C-,,'~.~ Basin - : = i.~.s~f. / acre? rea== Nurn~ber .~.a.~,~...~,~t~,_.~..=)L.: A 793,095/18.21 143,928/3.30 73 ~ , ~ Sub-Basin A1 570.910/13.11 71.964/1.65 70 ~ . Sub-Basin A2 222.185/5.10 71.964/1.65 ~i ' - B 749.235/17.20 80,137/1.84 - 70 -Sub-Basin B1 690,568/15.85 39,574/0.91 69 - Sub-Basin B2 58,667/1.35 40,563/0.93 s ~ . . ~ J ~ ~ i =w; Pond '20°8' 1/olume '208' Volume ' D el:ls r_ - ~ Required ~c.f.) Provi~ded A 5,987 6,057 2-`B' ~ • B 3,339 3,417 1-`B' Type A is a Spokane County Standard Drywell - Single Depth, Capacity 0.3 cfs Type B is a Spokane County Standard Drywell - Double Depth, Capacity 1.0 cfs Table 3 summarizes the pond information found in the drainage calculations in the appendix. _ ~ Table No. 3- Pond Summary zh0'-~~ ; ond Pond Bottom Berm Max~imum Water t .y. ,.i . ion Ele~ation Surface b~~°~ ~ Pr,o~v00.ercl (ft.,} = - ~ Elevaf . , ~ ^ Ele0511 0~ion } _ r. 1 A 1974.89 1980.00 1976.11 /1976.49' 3.51 ~J B 1987.11 1993.00 1988.47/1989.18 3.82 CONCL USION ~ . As demonstrated by the calculations and body of this report, the storm drainage facilities provided in the design will adequately store and dispose of the storm water from the site. ? Additionally, the "208" area required for the street impervious areas is provided. ~ \ ~ I ,}I I - ~ . l i c- r` - ~ APPENDIX ^ MAPS . VICINITY MAP ' SO I LS MAP , DRAINAGE CALCULATIONS . 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' w k7.}i 4y r.: .~s.A' 4''~ f a, • 1~ 1.~' " ~ ~ ,~d ~ §4 {i i~ , r ~ ':;e ^ t ~~`t i~k'`A 'R ~ ri:^ ~4,~~~;.~p~~~ .~a'~~ e~ ~ # ri R~`wrC~f ~,:,«f . . ~ ~::1~+.•I• ti~~ ~ , ~ ' ' , I ~ . •~P'.~ „ ~aA. :+1in, q~ `..~1'~' t,',~;^d'"«~ ,~ti ~ r 1~ ~ ~ 5: ~ • ~ . _ • . ~ 5.1' ~ , n ;b~';.. _ •.:.c..; ~X _ 27+.iv .'~~:~L7~~~.d _~''~~~3~.'_"a~nr":~.'~:.~.:4~ti.~;m wP.'~~ ' ~t3~'~n. . rr~~.i~~~~~R~,~r. 1 r~ 7 ~ 'd. ~t , , t , ' , . . ~ i . _ , . ~ J Job File: J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW r_ Rain Dir: C:\HAESTAD\PPKW\R.AINFALL\ • ~ JOB TITLE , INDIANA AVENUE r-- - ~ 2 BASINS i , • 1 I ~I i ~ J ~ - ~ ~ ~ I i ~ J T CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute Time: 16:00:06 Date: 09-18-2000 i ~ Table of Contents i Table of Contents I l NETWORK SUMMARIES Watershed....... Dev.10 Executive Summary (Nodes) 1.01 Watershed....... Dev.50 Executive Summary (Nodes) 1.02 DESIGN STORMS SUMMARY S12T25R44....... Design Storms 2.01 RAINFALL DATA • 1 ~ ~ TypeII 24hr.... Dev.10 Synthetic Cumulative Depth 3.01 TypeII 24hr.... Dev.50 Synthetic Cumulative Depth 3.02 ~ ~ RUNOFF HYDROGR.APHS , SCS Unit Hyd. Equations 4.01 BASIN A......... Dev.10 SCS Unit Hyd. Summary 4.03 BASIN A......... Dev.50 SCS Unit Hyd. Summary 4.04 ~ BASIN B......... Dev.10 SCS Unit Hyd. Summary 4.05 ~ BASIN B......... Dev.50 SCS Unit Hyd. Summary 4.06 _ POND VOLUMES ~ POND A.......... Vol: Elev-Area 5.01 POND B.......... Vo1:.Elev-Area 5.02 OUTLET STRUCTURES ~ DRYWELL A....... Outlet Input Data 6.01 Individual Outlet Curves 6.03 Composite Rating Curve 6.04 DRYWELL B....... Outlet Input Data 6.05 Individual Outlet Curves 6.07 Composite Rating Curve 6.08 POND ROUTING ~ POND A.......... Pond Infiltration Calcs 7.01 ~ Pond E-V-Q Table 7.02 ~ POND A OUT Dev.10 t Pond Routing Summary 7.03 ~ POND A OUT Dev.50 Pond Routing Summary 7.04 POND B.......... Pond Infiltration Calcs 7.05 Pond E-V-Q Table 7.06 POND B OUT Dev. 10 Pond Routing Summary 7.07 ~ POND B OUT Dev.50 Pond Routing Summary 7.08 i ~ CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute Time: 16:00:06 Date: 09-18-2000 Type.... Executive Summary (Nodes) Page 1.01 Name.... Watershed Event: 10 yr ~ File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW Storm... TypeII 24hr Tag: Dev.10 NETWORK SUMMA.RY NODES (Trun.= HYG Truncation: B1ank=None; L=Left; R=Rt; LR=Left & Rt) ' - DEFAULT Design Storm File,ID = SPOCO.RNQ S12T25R44 i I Storm Tag Name = Dev.10 Description: 10 YEAR ' Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeII 24hr Storm Frequency = 10 yr Total Rainfall Depth= 2.0000 in _ Duration Multiplier = 1 Resulting Duration = 24.0000 hrs ~ Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type cu.ft Trun. hrs cfs ft ~ ~ BASIN A AREA 21173 12.1000 4.98 BASIN B AREA 15023 12.1000 3.30 Outfall OUT A JCT 8722 13.5500 .49 Outfall OUT B JCT 8662 13.5500 .40 - POND A' IN POND 21173 12.1000 4.98 POND A OUT POND 8722 13.5500 .49 1976.00 ~ POND B IN POND 15023 12.1000 3.30 POND B OUT POND 8662 13.5500 .40 1987.99 ~ i I I~I ~ CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 16:00:06 Date: 09-18-2000 ~ I Type.... Executive Summary (Nodes) Page 1.02 Name.... Watershed Event: 50 yr File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW Storm... TypeII 24hr Tag: Dev.50 NETWORK SUMMARY NODES ~ l (Trun.= HYG Truncation: B1ank=None; L=Left; R=Rt; LR=Left & Rt) -1 DEFAULT Design Storm File,ID = SPOCO.RNQ S12T25R44 Storm Tag Name = Dev.50 Description: 50 YEAR ~ Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeII 24hr Storm Frequency = 50 yr Total Rainfall Depth= 2.4000 in Duration Multiplier = 1 ' Resulting Duration = 24.0000 hrs ~-Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type cu.ft Trun. hrs cfs ft BASIN A AREA 34003 12.1000 9.15 BASIN B AREA 25503 12.1000 6.76 ~ Outfall OUT A JCT 21236 12.7500 1.31 i Outfall OUT B JCT 18929 13.0500 .80 POND A IN POND 34003 12.1000 9.15 POND A OUT POND 21236 12.7500 1.31 1976.31 ~ POND B IN POND 25503 12.1000 6.76 POND B OUT POND 18929 13.0500 .80 1988.60 I ~ . L_s ~ CLC Associates, Inc. • ~ PondPack Ver: 7.0 (325) Compute Time: 16:00:06 Date: 09-18-2000 f ~ ~ I Type.... Design Storms Page 2.01 Name.... S12T25R44 ; - . I File.... C:\HAESTAD\PPKW\RAINFALL\SPOCO.RNQ Title... INDIANA AVENUE 2 BAS INS , i \DESIGN STORMS SUMMARY r Design Storm File,ID = SPOCO.RNQ S12T25R44 ~ Storm Tag Name = Dev.10 ~ Description: 10 YEAR Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeII 24hr I Storm Frequency = 10 yr Total Rainfall Depth= 2.0000 in Duration Multiplier = 1 - i Resulting Duration = 24.0000 hrs ( Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs ~ Storm Tag Name = Dev.50 Description: 50 YEAR Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIl 24hr I Storm Frequency = 50 yr Total Rainfall Depth= 2.4000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs I; Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs ,I ~ ; ~ CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 16:00:06 . Date: 09-18-2000 - i • Type.... Synthetic Cumulative Depth Page 3.01 Name.... TypeII 24hr Tag: Dev.10 Event: 10 yr File.... C:\HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF ` Title... 10 YEAR Storm... TypeII 24hr Tag: Dev.10 ' CUMULATIVE RAINFALL DEPTHS (in) Time ~ Output Time increment =.1000 hrs hrs ( Time on left represents time for first value in each row. ~ ~ .0000 ~ .0000 .0020 .0040 .0061 .0082 .5000 I .0103 .0124 .0145 .0166 .0188 - , 1.0000 ~ .0210 .0232 .0254 .0277 .0300 j 1.5000 ~ .0323 .0346 .0369 .0392 .0416 2.0000 ~ .0440 .0464 .0488 .0513 .0538 2.5000 ~ .0563 .0588 .0613 .0638 .0664 3.0000 ~ .0690 .0716 .0742 .0769 .0796 3.5000 ( .0823 .0850 .0877 .0904 .0932 ~4.0000 ~ .0960 .0988 .1017 .1046 .1075 4.5000 ~ .1105 .1135 .1166 .1197 .1228 - 5.0000 ~ .1260 .1292 .1325 .1358 .1391 ~ 5.5000 ~ .1425 .1459 .1494 .1529 .1564 6.0000 ~ .1600 .1636 .1673 .1710 .1747 • 6.5000 ~ .1785 .1823 .1862 .1901 .1940 7.0000 ~ .1980 .2020 .2061 .2102 .2143 I 7.5000 ~ .2185 .2227 .2270 .2313 .2356 8.0000 ~ .2400 .2445 .2492 .2541 .2592 8.5000 ( .2645 .2700 .2757 .2816 .2877 9.0000 ~ .2940 .3004 .3068 .3132 .3196 9.5000 ~ .3260 .3326 .3394 .3466 .3542 . 10.0000 ~ .3620 .3702 .3790 .3882 .3978 10.5000 ~ .4080 .4188 .4304 .4428 .4560 11.0000 ~ .4700 .4854 .5026 .5218 .5430 I 11.5000 ( .5660 .6137 .7087 .8616 1.1357 12.0000 ( 1.3260 1.3639 1.3973 1.4261 1.4503 12.5000 ~ 1.4700 1.4869 1.5027 1.5175 1.5313 - 13.0000 ~ 1.5440 1.5559 1.5673 1.5781 1.5883 13.5000 ~ 1.5980 1.6072 1.6160 1.6244 1.6324 14.0000 ~ 1.6400 1.6473 1.6545 1.6616 1.6685 14.5000 ~ 1.6753 1.6819 1.6884 1.6947 1.7009 15.0000 ~ 1.7070 1.7129 1.7187 1.7244 1.7299 15.5000 ~ 1.7353 1.7405 1.7456 1.7505 1.7553 16.0000 ~ 1.7600 1.7646 1.7691 1.7736 1.7780 16.5000 ~ 1.7824 1.7867 1.7910 1.7952 1.7994 - 17.0000 ~ 1.8035 1.8076 1.8116 1.8156 1.8195 17.5000 ( 1.8234 1.8272 1.8310 1.8347 1.8384 ~ 18.0000 ~ 1.8420 1.8456 1.8491 1.8526 1.8560 18.5000 ~ 1.8594 1.8627 1.8660 1.8692 1.8724 19.0000 ~ 1.8755 1.8786 1.8816 1.8846 1.8875 19.5000 ~ 1.8904 1.8932 1.8960 1.8987 1.9014 ~ 20.0000 ~ 1.9040 1.9066 1.9092 1.9118 1.9143 20.5000 ~ 1.9169 1.9194 1.9220 1.9245 1.9270 ~ 21.0000 ~ 1.9295 1.9320 1.9345 1.9370 1.9394 21.5000 ~ 1.9419 1.9443 1.9468 1.9492 1.9516 _J 22.0000 ( 1.9540 1.9564 1.9588 1.9612 1.9635 22.5000 ~ 1.9659 1.9682 1.9706 . 1.9729 1.9752 ~--23.0000 ~ 1.9775 1.9798 1.9821 1.9844 1.9866 23.5000 ~ 1.9889 1.9911 1.9934 1.9956 1.9978 24.0000 ~ 2.0000 ~ CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 16:00:06 Date: 09-18-2000 ~ ( ~ I - --~I Type.... Synthetic Cumulative Depth Page 3.02 ~ Name.... TypelI 24hr Tag: Dev.50 Event: 50 yr File.... C:\HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF - Title... 50 YEAR Storm... TypelI 24hr Tag: Dev.50 CUMULATIVE RAINFALL DEPTHS (in) L_ Time ~ Output Time increment =.1000 hrs _ hrs ~ Time on left represents time for first value in each row. .OQ00 ~ .0000 .0024 .0048 .0073 .0098 . ~.5000 ~ .0123 .0148 .0174 .0200 .0226 _ 1.0000 ~ .0252 .0279 .0305 .0332 .0360 ; 1.5000 ~ .0387 .0415 .0443 .0471 .0499 ' 2.0000 ~ .0528 .0557 .0586 .0616 .0645 ~2.5000 ~ .0675 .0705 .0736 .0766 .0797 , 3.0000 ~ .0828 .0859 .0891 .0923 .0955 3.5000 ~ .0987 .1020 .1052 .1085 .1119 4.0000 ~ .1152 .1186 .1220 .1255 .1290 4.5000 ~ .1326 .1362 .1399 .1436 .1474 , 5.0000 ~ .1512 .1551 .1590 .1629 .1669 ~ 5.5000 ~ .1710 .1751 .1793 .1835 .1877 6.0000 ( .1920 .1963 .2007 .2052 .2097 6.5000 ~ .2142 .2188 .2234 .2281 .2326 7.0000 ~ .2376 .2424 .2473 .2522 .2572 7.5000 ~ .2622 .2673 .2724 .2775 .2827 8.0000 ~ .2880 .2934 .2990 .3049 .3110 ~ 8.5000 ~ .3174 .3240 .3308 .3379 .3452 9.0000 ( .3526 .3605 .3682 .3758 .3835 9.5000 ~ .3912 .3991 .4073 .4160 .4250 i 10.0000 ( .4344 .4443 .4548 .4658 .4774 ~ 10.5000 ~ .4896 .5026 .5165 .5314 .5472 ~ 11.0000 ~ .5640 .5824 .6032 .6262 .6516 11.5000 ~ .6792 .7364 .8505 1.0339 1.3629 ~ 12.0000 ~ 1.5912 1.6367 1.6767 1.7113 1.7404 12.5000 ~ 1.7640 1.7843 1.8033 1.8210 1.8375 13.0000 ~ 1.8528 1.8671 1.8807 1.8937 1.9060 13.5000 ~ 1.9176 1.9286 1.9392 1.9493 1.9589 14.0000 ( 1.9680 1.9768 1.9854 1.9939 2.0022 ~ 14.5000 ~ 2.0103 2.0183 2.0261 2.0337 2.0411 15.0000 ( 2.0484 2.0555 2.0625 2.0693 2.0759 15.5000 ~ 2.0823 2.0886 2.0947 2.1006 2.1064 ~ 16.0000 ~ 2.1120 2.1175 2.1229 2.1283 2.1336 16.5000 ~ 2.1389 2.1440 2.1492 2.1542 2.1593 ~ 17.0000 ( 2.1642 2.1691 2.1739 2.1787 2.1834 17.5000 ~ 2.1881 2.1926 2.1972 2.2016 2.2061 ' • ✓ 18.0000 ~ 2.2104 2.2147 2.2189 2.2231 2.2272 • 18.5000 ~ 2.2313 2.2352 2.2392 2.2430 2.2469 19.0000 ~ 2.2506 2.2543 2.2579 2.2615 2.2650 19.5000 ~ 2.2685 2.2718 2.2752 2.2784 2.2817 ~ 20.0000 ~ 2.2848 2.2879 2.2910 2.2941 2.2972 20.5000 ( 2.3003 2.3033 2.3064 2.3094 2.3124 -.-21.0000 ~ 2.3154 2.3184 2.3214 2.3244 2.3273 21.5000 ~ 2.3303 2.3332 2.3361 2.3390 2.3419 _ 22.0000 ~ 2.3448 2.3477 2.3505 2.3534 2.3562 22.5000 ~ 2.3591 2.3619 2.3647 2.3675 2.3702 - 23.0000 ~ 2.3730 2.3758 2.3785 2.3812 2.3839 23.5000 ~ 2.3867 2.3893 2.3920 2.3947 2.3974 -j24.0000 ~ 2.4000 i ~ ~ CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute Time: 16:00:06 Date: 09-18-2000 1 ~I Type.... SCS Unit Hyd. Equations Page 4.01 ~Name.... i i File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW SCS UNIT HYDROGR.APH METHOD (Computational Notes) DEFINITION OF TERMS. - - - At = Total area (acres): At = Ai+Ap Ai = Impervious area (acres) Ap = Pervious area (acres) 1 CNi = Runoff curve number for impervious area ' CNp = Runoff curve number for pervious area fLoss = f loss constant infiltration (depth/time) ~ dt = Computational increment (duration of unit excess rainfall) Default dt is smallest value of 0.1333Tc, rtm, and th (Smallest dt is then adjusted to match up with Tp) { UDdt = User specified override computational main time increment S{ (only used if UDdt is .1333Tc) D(t) = Point on distribution curve (fraction of P) for time step t ~ K = 2 / (1 + (Tr/Tp) ) : default K = 0.75: (for Tr/Tp = 1.67) • ~ Ks = Hydrograph shape factor ' = Unit Conversions * K: ~ _ ((lhr/3600sec) * (1ft/12in) * ( (5280ft) **2/sq.mi) ) * K Default Ks = 645.333 * 0.75 = 484 ~ Lag = Lag time from center of excess runoff (dt) to Tp: Lag = 0.6Tc P = Total precipitation depth, inches Pa(t) = Accumulated rainfall at time step t _ ~ Pi(t) = Incremental rainfall at time step t • - qp = Peak discharge (cfs) for lin. runoff, for lhr, for 1 sq.mi. - _(Ks * A* Q) / Tp (where Q= lin. runoff, A=sq.mi.) Qu (t) = Unit hydrograph ordinate (cfs) at time step t Q(t) = Final hydrograph ordinate (cfs) at time step t ^ Rai(t)= Accumulated runoff (inches) at time step t for impervious area Rap(t)= Accumulated runoff (inches) at time step t for pervious area ~ Rii(t)= Incremental runoff (inches) at time step t for impervious area Rip(t)= Incremental runoff (inches) at time step t for pervious area R(t) = Incremental weighted total runoff (inches) Rtm = Time increment for rainfall table (.RNF file) Si = S for impervious area: Si =(1000/CNi) - 10 ~ Sp = S for pervious area: Sp =(1000/CNp) - 10 ~ t = Time step (row) number Tc = Time of concentration Tb = Time (hrs) of entire unit hydrograph: Tb = Tp + Tr ~ Tp = Time (hrs) to peak of a unit hydrograph: Tp =(dt/2) + Lag Tr = Time (hrs) of receding limb of unit hydrograph: Tr = ratio of Tp ~ I I CLC Associates, Inc. - ~ PondPack Ver: 7.0 (325) Compute Time: 16:00:06 Date: 09-16-2000 , ~ Type,... 5CS Unit Hyd_ Equatians Page 4.02 ~ Name---- - File J:\nocur~ENT198573lPorrDPAc~~INnzANA.FPw ~ SCS L7N2T HYDROGRAFH ME`I`HC]D - (Com,putational Notes) FRECIPITATIflN: Calurn.n (1): Tirne for time step t 4~- Colurnn (2} : D(t) = Point on dxstara.butian curve for time step t colurrn (3} : Pi(t) = ga (t) - Pa (t-l): col. (4) - preceding Cvl. ~4) ~ Column (4) : Pa(t) = D{t} x P: Cnl. (2) x P PERVIOC3S AREPi RLTN4FF' (using SCS Runoff CN Method) ---------___r___-n__n-..- Column (5): Rap (t) = Accumu].a-ted gervious runaff far time step t ~ x£ (Pa{t} is 0.2sp) t,hen use: Rap(t) - 0.0 If (Pa (t) is > 0. 2Sp) then use: ~ ~ Rap(t) _ (Col. (4)-o.2Sp)**2 1 {C07.. (4)+G.ssg) ~ Column (6) : Rip {t} _ Incremental pervious runaff for time step t Rip{t} = Rap (t) - Rap (tR1) f Rip(t) =CoJ..(5) for current row - Ca1. ( 5) for preceding row. ~ IMPERVFOUS ARRA RLTN+DFF » -aa___--------- Co1umn (7 & 8)... Did not specify to use imper-vious areas . ~ IA1CR,EMENTPsL WEIGNTED RUNOFF. -------------------------r---------__--y4_--- column (9). R~t) ~ (AplAt) x RiP (t) } (Ailxt) x Rii (t) V Rit) - (Ap/At) x Col, (6) } (AilAt) x Co1. - SCS UNIT HYDFtOGRAPH METHOD; ----a=____------_____------------------------- Column (10) :Q(t) is cornputed with the SCS unit hydragraph method using R{~ and Qu o}. ~ CvC Associatesf Ync. • PondPack Ver: 7.0 {325} Comgute Titne: 16: 44: 06 Qate: 09-18~2000 Type.... SCS Unit Hyd. Summary Page 4.03 Name.... BASIN A Tag: Dev.10 Event: 10 yr , File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW Storm... TypeII 24hr Tag: Dev.10 f ~ SCS UNIT HYDROGR.APH METHOD I I I STORM EVENT: 10 year storm Duration = 24.0000 hrs Rain Depth = 2.0000 in ~ Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear i ; HYG Dir = J:\DOCUMENT\98573\PONDPACK\ HYG File - ID = DEV.HYG - BASIN A Dev.10 Tc = .2900 hrs Drainage Area = 18.210 acres Runoff CN= 73 ! Computational Time Increment = .03867 hrs ^j Computed Peak Time = 12.1027 hrs ~ Computed Peak Flow = 5.01 cfs Time Increment for HYG File = .0500 hrs ~ Peak Time, Interpolated Output = 12.1000 hrs Peak Flow, Interpolated Output = 4.98 cfs DRAINAGE AREA ID:None Selected ~ CN = 73 Area = 18.210 acres S = 3.6986 in 0.25 = .7397 in Cumulative Runoff ^ .3203 in 21172 cu.ft ~ HYG Volume... 21173 cu.ft (area under HYG curve) iJNIT HYDROGRAPH PARAMETERS Time Concentration, Tc = .29000 hrs (ID: None Selected) Computational Incr, Tm = .03867 hrs = 0.20000 Tp _ Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K= 483.43/645.333, K= .7491 (also, K= 2/(1+(Tr/Tp)) ,f Receding/Rising, Tr/Tp = 1.6698 (solved from K= .7491) „ Unit peak, qp = 71.15 cfs ~ Unit peak time Tp = .19333 hrs ? Unit receding limb, Tr = .77333 hrs Total unit time, Tb = .96667 hrs ~ CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 16:00:06 Date: 09-18-2000 - --i . I ~ ~ Type.... SCS Unit Hyd. Summary Page 4.04 Name.... BASIN A Tag: Dev.50 Event: 50 yr ; File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW ' Storm... TypeII 24hr Tag: Dev.50 r~ ~ SCS UNIT HYDROGR.APH METHOD f STORM EVENT: 50 year storm Duration = 24.0000 hrs Rain Depth = 2.4000 in ~Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear r^' HYG Dir = J:\DOCUMENT\98573\PONDPACK\ HYG File - ID = DEV.HYG - BASIN A Dev.50 Tc = .2900 hrs ~ Drainage Area = 18.210 acres Runoff CN= 73 i ~i ~ Computational Time Increment = .03867 hrs ^i Computed Peak Time = 12.1027 hrs I Computed Peak Flow = 9.17 cfs ~ Time Increment for HYG File .0500 hrs ~ Peak Time, Interpolated Output = 12.1000 hrs _ Peak Flow, Interpolated Output = 9.15 cfs ~ s ~ -__DRAINAGE AREA ID:None Selected Mt CN = 73 I, Area = 18.210 acres S = 3.6986 in 0.2S = .7397 in ` Cumulative Runoff ~ .5144 in . 34002 cu.ft HYG Volume... 34003 cu.ft (area under HYG curve) UNIT HYDROGR.APH PAR.AMETERS Time Concentration, Tc = .29000 hrs (ID: None Selected) Computational Incr, Tm = .03867 hrs = 0.20000 Tp _ Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K= 483.43/645.333, K= .7491 (also, K= 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K= .7491) Unit peak, qp = 71.15 cfs ~Unit peak time Tp = .19333 hrs Unit receding limb, Tr = .77333 hrs Total unit time, Tb = .96667 hrs i CLC Associates, Inc. • 1 PondPack Ver: 7.0 (325) Compute-Time: 16:00:06 Date: 09-18-2000 .i ~ Type.... SCS Unit Hyd. Summary Page 4.05 Name.... BASIN B Tag: Dev.10 Event: 10 yr i File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW Storm... TypeII 24hr Tag: Dev.10 S` SCS UNIT HYDROGRAPH METHOD I i STORM EVENT: 10 year storTn - Duration = 24.0000 hrs Rain Depth = 2.0000 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear ^j HYG Dir = J:\DOCUMENT\98573\PONDPACK\ ; HYG File - ID = DEV.HYG - BASIN B Dev.10 ~ Tc = .2400 hrs Drainage Area = 17.200 acres Runoff CN= 70 Computational Time Increment = .03200 hrs Computed Peak Time = 12.0960 hrs ~ Computed Peak Flow = 3.33 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.1000 hrs Peak Flow, Interpolated Output = 3.30 cfs DRAINAGE AREA I ID:None Selected ~ CN = 70 y~ Area = 17.200 acres S = 4.2857 in - 0.2S = .8571 in --Cumulative Runoff ~ ' .2406 in 15022 cu.ft ~ HYG Volume... 15023 cu.ft (area under HYG curve) Y UNIT HYDROGR.APH PARAMETERS Time Concentration, Tc = .24000 hrs (ID: None Selected) Computational Incr, Tm = .03200 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) ~ K= 483.43/645.333, K= .7491 (also, K= 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K= .7491) - Unit peak, qp = 81.20 cfs i Unit peak time Tp = .16000 hrs Unit receding limb, Tr = .64000 hrs Total unit time, Tb = .80000 hrs r - CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute•Time: 16:00:06 Date: 09-18-2000 ~ I ~ Type.... SCS Unit Hyd. Summary Page 4.06 Name.... BASIN B Tag: Dev.50 Event: 50 yr ~ File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW I " Storm... TypeII 24hr Tag: Dev.50 ' SCS UNIT HYDROGRAPH METHOD STORM EVENT: 50 year storm ~-i Duration = 24.0000 hrs Rain Depth = 2.4000 in ' Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ , ~ Rain File -ID = SCSTYPES.RNF - TypeII 24hr Una.t Hyd Type = Default Curvilinear HYG Dir = J:\DOCUMENT\98573\PONDPACK\ ~ HYG File - ID = DEV.HYG - BASIN B Dev.50 i ! Tc = .2400 hrs Drainage Area = 17.200 acres Runoff CN= 70 ~ Computational Time Increment = .03200 hrs ~ Computed Peak Time = 12.0640 hrs l Computed Peak Flow = 6.93 cfs , Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.1000 hrs Peak Flow, Interpolated Output = 6.76 cfs WARNING: The difference between calculated peak flow - and interpolated peak flow is greater than 1.50% DRAINAGE AREA ID:None Selected ~ CN = 70 - Area = 17.200 acres S = 4.2857 in ~ 0.25 = .8571 in ~ Cumulative Runoff .4084 in 25499 cu. ft ~ HYG Volume... 25503 cu.ft (area under HYG curve) UNIT HYDROGRAPH PARAMETERS ; Time Concentration, Tc = .24000 hrs (ID: None Selected) Computational Incr, Tm = .03200 hrs = 0.20000 Tp ~ Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K= 483.43/645.333, K= .7491 (also, K= 2/(1+(Tr/Tp)) ~ Receding/Rising, Tr/Tp = 1.6698 (solved from K= .7491) ( Unit peak, qp = 81.20 cfs Unit peak time Tp = .16000 hrs i Unit receding limb, Tr = .64000 hrs . ~ Total unit time, Tb = .80000 hrs CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute.Time: 16:00:06 Date: 09-18-2000 I ~ Type.... Vol: Elev-Area Page 5.01 Name.... POND A ; File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW Elevation Planimeter Area A1+A2+sqr(A1*A2) Volume Volume Sum (ft) (sq. in) (sq. ft) (sq. ft) (cu. ft) (cu. ft) r------------------------------------------------------------------------ ~ 1975.19 9041 0 0 0 " 1975.86 10951 29942 6688 6688 1976.00 11353 33454 1561 8249 ~i 1977.00 14260 38337 12779 21028 ; 1978.00 17223 47155 15718 36746 • ~ i POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2)) where: EL1, EL2 = Lower and upper elevations of the increment i Areal,Area2 = Areas computed for EL1, EL2, respectively , Volume = Incremental volume between EL1 and EL2 -I ~ __s ~ i ~ CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute-Time: 16:00:06 Date: 09-18-2000 i i Type.... Vol: Elev-Area Page 5.02 > Name.... POND B . ` File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW J Elevation Planimeter Area A1+A2+sqr(A1*A2) Volume Volume Sum (ft) (sq. in) (sq. ft) (sq. ft) (cu. ft) (cu. ft) 1987.11 5123 0 0 0 ~1988.00 5902 16524 4902 4902 1989.00 6633 18792 6264 11166 ~i 1990.00 7970 21874 7291 18457 ! 1991.00 9430 26069 8690 27147 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2)) ~ ~ where: EL1, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for EL1, EL2, respectively • _ Volume = Incremental volume between EL1 and EL2 ~ . ~ ~ . ~ ~ ~ ~ - ~ I ~ ~l CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 16:00:06 Date: 09-18-2000 I i ~ I Type.... Outlet Input Data Page 6.01 -Name.... DRYWELL A ~ File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW . I REQUESTED POND WS ELEVATIONS: . Min. Elev.= 1975.19 ft Increment = .50 ft Nlax. Elev.= 1978.00 ft ~ i Spot El.evations, f t ' 1975 . 86 i ~ ~ . **t****it*t**t*Y****ir**,kt~rk*k**~ct**t**~ttt*****~r , OUTLET CONNECTTVITY Forward Flow Only (UpStream to DnStream) ' Reverse Flow Only (DnStream to UpStream) Forward and Reverse Both Allowed Structure No. Outfall E1, ft E2, ft 4 User Defined Table TW .000 1978.000 - •TW SETUP, DS Channel ~ , ~ i ~ ~ i~ I ' ~ CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 16:00:06 Date: 09-18-2000 ~I ~Type.... Outlet Input Data Page 6.02 Name.... DRYWELL A i -~File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW -1 I OUTLET STRUCTURE INPUT DATA ~ ~ Structure ID = Structure Type = User Defined Table ~ ~ ELEV-FLOW RATING TABLE E1ev, ft Flow, cfs ~ ' 1975.19 .00 1975.86 .00 , 1976.00 1.00 ~ 1977.00 2.00 1978.00 2.00 ~ Structure ID = TW Structure Type = TW SETUP, DS Channel - FREE OUTFALL CONDITIONS SPECIFIED - CONVERGENCE TOLERANCES... Maximum Iterations= 30 Min. TW tolerance = .Ol ft - Max. TW tolerance = .Ol ft Min. HW tolerance = .01 ft - Max. HW tolerance = .01 ft Min. Q tolerance = .10 cfs _ ~ Max. Q tolerance = .10 cfs i ~ i i ' 1 ^CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 16:00:06 Date: 09-18-2000 i Type.... Individual Outlet Curves Page 6.03 - Name.... DRYWELL A - File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW I RATING TABLE FOR ONE OUTLET TYPE Structure ID = (User Defined Table) ~ Upstream ID = (Pond water Surface) DNstream ID = TW (Pond Outfall) ~ WS Elev,Device Q Tail Water Notes l WS Elev. Q TW Elev Converge ~ ft cfs ft +/-ft Computation Messages 1975.19 .00 Free Outfall 1975.69 .00 Free Outfall InteYpolated from input table 1975.86 .00 Free Outfall ~ 1976.19 1.19 Free Outfall Interpolated from input table 1976.69 1.69 Free Outfall Interpolated from input table 1977.19 2.00 Free Outfall Interpolated from input table 1977.69 2.00 Free Outfall Interpolated from input table ~ 1978.00 2.00 Free Outfall 1 { . ~ ~ ~ CLC Associates, Inc. • V~ PondPack Ver: 7.0 (325) Compute Time: 16:00:06 Date: 09-18-2000 . ~l ~ Type.... Composite Rating Curve Page 6.04 Name.... DRYWELL A File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW *****•COMPOSITE OUTFLOW SUMMARY WS Elev, Total Q Notes Converge Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures ~ 1975.19 .00 Free Outfall 1975.69 .00 Free outfall ~ 1975.86 .00 Free Outfall 1976.19 1.19 Free outfall ~ 1976.69 1.69 Free outfall 1977.19 2.00 Free Outfall 1977.69 2.00 Free outfall 1978.00 2.00 Free outfall ~ ~ ~ . ~J ✓ I 4 J ~ ~ CLC Associates, Inc. PondPack Ver: 7.0 (325) Compute. Time: 16:00:06 Date: 09-18-2000 4J . Type.... Outlet Input Data Page 6.05 ~ Name.... DRYWELL B File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW REQUESTED POND WS ELEVATIONS: Min. Elev.= 1987.11 ft . ` Increment = .20 ft Max. Elev.= 1991.00 ft ' Spot Elevations, ft ; 1988.78 ~ ~ OUTLET CONNECTIVITY ~ Forward Flow Only (UpStream to DnStream) Reverse Flow Only (DnStream to UpStream) < > Forward and Reverse Both Allowed Structure No. Outfall E1, ft E2, ft User Defined Table TW .000 1991.000 TW SETUP, DS Channel { ~J 1 __j ~ I i ^ CLC Associates, Inc. . • . . PondPack Ver: 7.0 (325) Compute Time: 16:00:06 Date: 09-18-2000 ~i I - i Type.... Outlet Input Data Page 6.06 Name.... DRYWELL B ~ i File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW -^i OUTLET STRUCTURE INPUT DATA ~ J Structure ID = Structure Type = User Defined Table ' ELEV-FLOW RATING TABLE ~ Elev, f t Flow, cf s 1987.11 .00 1987.78 .00 ~ 1988.00 .50 1989.00 1.00 1991.00 1.00 ' Structure ID = TW ~ Structure Type = TW SETUP, DS Channel -FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES... Maximum Iterations= 30 ~ Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .10 cfs ~ Max. Q tolerance = .10 cfs ~ `J ~ ~ CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute •Time: 16:00:06 Date: 09-18-2000 r 3 Type.... Individual out3.et Curves Page 5.07 r~ Narne. . . , DRYWELIa 8 . M ~ ~i File.... J:\DOCCMENT\98573\PaNDPACK\INDIANA.PPW f RAfiI1kIG TPBLE FOR ONE OUTLE'T' TYFE Structure ID - (User Defined Table) -Upstream ID - (Fond water Surface) Mstream ID = TW {Poz1d Outfall} ~ ~ 4dS Elev, pevice Q Tail Water Notes WS Elev. Q TW Elev Converge ft cfs ft +J-ft Computaticrn Messages ' 1987.11 .00 Free Outfall ~ 1987.31 .00 Free Qutfall Interpolated from input table ~ 1987.51 .44 Free outfal1 Interpolated from input tab1~ ~ 1987 . 71 .00 Free outfal]. Interpolated from input table 1987.91 .30 Free 4utfall Interpolated, from input table ~ 1968.11 .55 Fgee Outfall Interpolated, 'fram input table, 1988 . 31 .65 Fre~ outfall Interpolated from input table 1988.51 .76 Free Outfall Interpolated from input talale 1988,71 .65 Pree Outfa1l Interpolated from input table ~ 1988.78 .89 Free Outfall Interpolated from input table 1968 .91 .96 Free Outfall Interpolated frarn input table ~ 1989, 11 1.00 Free Outfa1l Interpolated frorn inpu.t table 1989. 31 1.00 Free Outfall Interpolated frorn input tabJ.e ~ 1989.51 1.04 Free Outfal]. Interpolated frorn ingut table 1989.']1 1.00 Free Outfall Interpolated frorn input table 1989.91 1.00 Free Outfall Interpolated frorn inp-ut table 1990.11 1.40 F'ree Outfall Interpolated frorn input table 199{] . 31 1.00 Free Outfall Interpolated frorn input tab1e ~ 1990.51 1.00 Free Outf'aJ.l Interpolated frorn input table, 1990.71 1.00 Free outfa].l Interpolated trarn input tabl.e `J 1990.91 1.00 Free Outfall Interpolated frorn input tabJ.e 1991.00 1.00 Free Qutfall ~ ~ CLC Assaciatesr Inc. • FandPack Ver: 7.0 (325) Compute -Tirne:_ 16:00.06 . Date: 09-18-2400 r ~ ~ '1'ype. . . . Compasite Ratiny curve Page 6.08 ~ hTame • - - _ DRYWELL B i - ~~le.... J:1DocvMENT\98573\PaNDPAcK\IrrDzANA.Ppw { + * * ~ * * COl'4PflS ITE OUTFI.O6d SUMMARY * * * * ~ WS Elev, Total Q Notes Cvnverge Elev. Q TW Elev Error , f t cf s ft f t Contx'ibut ing Structures ~ ------Y- ~ 1987 . 11 .00 Free Outf all 1987 . 31 .00 Free Outfall 1987.51 .00 Free Outfall 1987.71 .00 Free Outfall v 1987.91 .30 Free Outfall 1588. 11 .55 Free 0'utfall ~ 1988.31 .55 Free Outfall 1988.51 .76 Faree Outfall 1988.71 .85 Free Outfall 1988.78 .89 Free Outfal]. 1988.91 .96 Free Outfall ~ 1989,11 1.00 Free 0utfall - 1989.31 1.00 Free 4utfal]. ~ 1989.51 1.00 Free Outfall 1999.71 1.00 Free Outfall -y 1989.91 1.00 Free autfal1. ~ 1994.11 1.04 Free Outfall 1990.31 1.00 Free Outfall ~ 1990,51 1.00 Free outfall 1990.71 1.00 Free Outfall ~ 1990 . 91 1.00 F'ree Dutfall. 1991.04 1.00 Free Outfall ~ ~ ~ `fl ~ CLC Associatesf Ync. • FondPack Ver : 7.0 (325) Compute •Time : 16 :04 : fl6 L7ate : 09-18-2000 ~ ' Type.... Pond Infiltration Calcs Page 7.01 ~ Name.... POND A ~ File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW INFILTR.ATION RATING TABLE CALCULATIONS , Infilt. (cfs) _ (.5000 (in/hr) * Area) * Ku Where: Ku = units conversion factor ~ W.S.Elev Total Area Infilt. -J ft sq. ft cfs No storage at this elevation... infiltration set to zero. ; 1975.19 9041 .00 1975.69 10449 .12 1975.86 10951 .13 1 1976.19 11880 .14 1976.69 13323 .15 1977.19 14801 .17 ~1977.69' 16274 .19 1978.00 17223 .20 ~ ~ . ~ ~ ~ ~ ( CLC Associates, Inc. ~ PondPack Ver: 7.0 (325) Compute Time: 16:00:06 Date: 09-18-2000 ~ i ~ ~ Type.... Pond E-V-Q Table Page 7.02 Name.... POND A ~ File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW tj LEVEL POOL ROUTING DATA HYG Dir = J:\DOCUMENT\98573\PONDPACK\ Inflow HYG file = DEV.HYG - POND A IN Dev.10 ~ Outflow HYG file = DEV.HYG - POND A OUT Dev.10 -Pond Node Data = POND A Pond Volume Data = POND A ~ Pond Outlet Data = DRYWELL A t . ~ Infiltration = .5000 in/hr INITIAL CONDITIONS Starting WS Elev = 1975.19 ft ~ Starting Volume = 0 cu.ft Starta.ng Outflow = .00 cfs Starting Inf iltr . _ .00 cf s ~ Starting Total Qout= .00 cfs . - Time Increment = .0500 hrs ~ Elevation Outflow Storage Area Infilt. Q Total 2S/t + O ~ ft cfs cu. ft sq. ft cfs cfs cfs 1975.19 .00 0 9041 .00 .00 .00 1975.69 .00 4868 10449 .12 .12 54.21 ~ 1975.86 .00 6688 10951 .13 .13 74.43 1976.19 1.19 10455 11880 .14. 1.33 117.50 1976.69 1.69 16752 13323 .15 1.84 187.98 1977.19 2.00 23788 14801 .17 2.17 266.48 1977.69 2.00 31554 16274 .19 2.19 352.78 1978.00 2.00 36746 17223 .20 2.20 410.49 } . L! CLC Associates, Inc. • J PondPack Ver: 7.0 (325) Compute-Time: 16:00:06 Date: 09-18-2000 - 1 l Type.... Pond Routing Summary Page 7.03 Name.... POND A OUT Tag: Dev.10 Event: 10 yr + File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW ' Storm... TypeII 24hr Tag: Dev.10 ; LEVEL POOL ROUTING SUMMARY , HYG Dir = J:\DOCUMENT\98573\PONDPACK\ Inflow HYG file = DEV.HYG - POND A IN Dev.10 I Outflow HXG file = DEV.HYG - POND A OUT Dev.10 Pond Node Data = POND A ~S Pond Volume Data = POND A ( Pond Outlet Data = DRYWELL A Inf iltration = .5000 in/hr INITIAL CONDITIONS ~ Starting WS Elev = 1975.19 ft Starting Volume = 0 cu.ft -J Starting Outflow = .00 cfs - Starting Infiltr. _ .00 cfs . Starting Total Qout= .00 cfs Time Increment = .0500 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY - Peak Inflow = 4.98 cfs at 12.1000 hrs ~ Peak Outflow = .49 cfs at 13.5500 hrs Peak Infiltration = .13 cfs at 13.6000 hrs Peak Elevation = 1976.00 ft I Peak Storage = ----_8210 cu.ft -j MASS BALANCE (cu.ft) w~ + Initial Vol = 0 . ~ + HYG Vol IN = 21173 - Infiltration = 12330 - HYG Vol OUT = 8722 ~ - Retained Vol = 112 Unrouted Vol = -9 cu.ft (.042% of Inflow Volume) i . ~ ~ CLC Associates, Inc. • • ; PondPack Ver: 7.0 (325) Compute -Time: 16:00:06 Date: 09-18-2000 , Type.... Pond Routing Summary Page 7.04 Name.... POND A OUT Tag: Dev.50 Event: 50 yr ; File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW Storm... TypeII 24hr Tag: Dev.50 ~LEVEL POOL ROUTING SUMMARY HYG Dir = J:\DOCUMENT\98573\PONDPACK\ Inflow HYG file = DEV.HYG - POND A IN Dev.50 ~ Outflow HYG file = DEV.HYG - POND A OUT Dev.50 Pond Node Data = POND A ~ Pond Volume Data = POND A ~ Pond Outlet Data = DRYWELL A , Infiltration = .5000 in/hr f ~ ~ INITIAL CONDITIONS . ' Starting WS Elev = 1975.19 ft Starting Volume = 0 cu.ft J Starting Outflow = .00 cfs ~ Starting Inf iltr . _ .00 cf s ' Starting Total Qout= .00 cfs _Time Increment = .0500 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 9.15 cfs at 12.1000 hrs Peak Outflow = 1.31 cfs at 12.7500 hrs , Peak Infiltration = .14 cfs at 12.8500 hrs - Peak Elevation = 1976.31 ft Peak Storage = 11943 cu.ft MASS BALANCE (cu.ft) - + Initial vol = .0 + HYG Vol IN = 34003 - Infiltration = 12647 - HYG Vol OUT = 21236 ~ - Retained Vol = 113 ~ Unrouted Vol = -8 cu.ft (.023% of Inflow Volume) . CLC Associates, Inc. PondPack Ver: 7.0 (325) Compute-Time: 16:00:06 Date: 09-18-2000 , Type.... Pond Infiltration Calcs Page 7.05 Name.... POND B ~ File.'... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW i INFILTRATION RATING TABLE CALCULATIONS ; Infilt.(cfs) _ (.5000 (in/hr) * Area) * Ku where: Ku = units conversion factor ~ W.S.Elev Total Area Infilt. - ~ ft sq.ft cfs ~ No storage at this elevation... infiltration set to zero. 1 1987.11 5123 .00 ~ 1987.31 5293 .06 1987.51 5466 .06 1987.71 5642 .07 1987.91 5821 .07 1988.11 5980 .07 - 1968.31 6124 .07 1988.51 6269 .07 1988.71 6417 .07 1988.78 6469 .07 1988.91 6565 .08 1989.11 6774 .08 1989.31 7034 .08 ~ 1989.51 7300 .08 1989.71 7570 .09 - 1989.91 7845 .09 1990.11 8125 .09 ~ 1990.31 8409 .10 j 1990.51 8699 .10 1990.71 8994 .10 - 1990.91 9294 .11 1991.00 9430 .11 f , ~i CLC Associates, Inc. • ~ PondPack Ver: 7.0 (325) Compute Time: 16:00:06 Date: 09-18-2000 i r--, Type.... Pond E-V-Q Table Page 7.06 Name.... POND B File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW LEVEL POOL ROUTING DATA ~ j f HYG Dir = J:\DOCUMENT\98573\PONDPACK\ Inflow HYG file = DEV.HYG - POND B IN Dev.10 Outflow HYG file = DEV.HYG - POND B OUT Dev.10 ~--Pond Node Data = POND B Pond Volume Data = POND B ~ Pond Outlet Data = DRYWELL B Infiltration = .5000 in/hr INITIAL CONDITIONS ' Starting WS Elev = 1987.11 ft ~ Starting Volume = 0 cu.ft `S Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs T Starting Total Qout= .00 cfs Time Increment = .0500 hrs ~ Elevation Outflow Storage Area Infilt. Q Total 2S/t + O ~ ft cfs cu. ft sq. ft cfs cfs cfs 1987.11 .00 0 5123 .00 .00 .00 1987.31 .00 1041 5293 .06 .06 11.63 ^ 1987.51 .00 2118 5466 .06 .06 23.59 1987.71 .00 3228 5642 .07 .07 35.93 Y 1987.91 .30 4375 5821 .07 .36 48.97 1988.11 .55 5556 5980 .07 .62 62.35 1988.31 .65 6766 6124 .07 .73 75.90 1988.51 .76 8005 6269 .07 .83 89.78 1988.71 .85 9274 6417 .07 .93 103.97 1988.78 .89 9725 6469 .07 .96 109.02 1988.91 .96 10572 6565 .08 1.03 118.50 ~ 1989.11 1.00 11903 6774 .08 1.08 133.34 ~ 1989.31 1.00 13284 7034 .08 1.08 148.68 1989.51 1.00 14718 7300 .08 1.08 164.61 ~ 1989.71 1.00 16204 7570 .09 1.09 181.13 1989.91 1.00 17746 7845 .09 1.09.. 198.27 1990.11 1.00 19342 8125 .09 1.09. 216.01 1990.31 1.00 20995 8409 .10 1.10 234.38 ~ 1990.51 1.00 22707 8699 .10 1.10 253.40 1990.71 1.00 24476 8994 .10 1.10 273.05 ~ 1990.91 1.00 26305 9294 .11 1.11 293.38 1991.00 1.00 27147 9430 .11 1.11 302.74 ~J ~ CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 16:00:06 Date: 09-18-2000 ~ ~ Type.... Pond Routing Summary Page 7.07 ~Name.... POND B OUT Tag: Dev.10 Event: 10 yr ~ S File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW . tStorm... TypeIl 24hr Tag: Dev.10 LEVEL POOL ROUTING SUMMARY ~ • HYG Dir = J:\DOCUMENT\98573\PONDPACK\ Inflow HYG file = DEV.HYG - POND B IN Dev.10 Outflow HYG file = DEV.HYG - POND B OUT Dev.10 F , Pond Node Data = POND B Pond Volume Data = POND B Pond Outlet Data = DRYWELL B - Infa.ltration = .5000 in/hr ~ INITIAL CONDITIONS • Starting WS Elev = 1987.11 ft Starting Volume = 0 cu.ft Starting Outf low = .00 cf s Starting Infiltr. _ .00 cfs ~r Starting Total Qout= .00 cfs i Time Increment = .0500 hrs ~ INFLOW/OUTFLOW HYDROGR.APH SUMMARY - Peak Inflow = 3.30 cfs at 12.1000 hrs ~ Peak Outflow =.40 cfs at 13.5500 hrs Peak Infiltration = .07 cfs at 13.6000 hrs Peak Elevation = 1987.99 ft Peak Storage = 4834 cu.ft MASS BALANCE (cu.ft) ~ + Initial Vol = 0 + HYG Vol IN = 15023 - Infiltration = 6311 - HYG Vol OUT = 8662 - Retained Vol = 50 Y Unrouted Vol = -1 cu.ft (.004$ of Inflow Volume) ~ • 1 ~CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 16:00:06 Date: 09-18-2000 > Type.... Pond Routing Summary Page 7.08 r Name.... POND B OUT Tag: Dev.50 Event: 50 yr i File.... J:\DOCUMENT\98573\PONDPACK\INDIANA.PPW I~- Storm... TypeII 24hr Tag: Dev.50 ' LEVEL POOL ROUTING SUMMARY J HYG Dir = J:\DOCUMENT\98573\PONDPACK\ -I Inflow HYG file = DEV.HYG - POND B IN Dev.50 i Outflow HYG file = DEV.HYG - POND B OUT Dev.50 Pond Node Data = POND B l Pond Volume Data = POND B ; Pond Outlet Data = DRYWELL B Infiltration = .5000 in/hr I INITIAL CONDITIONS ~ Starting WS Elev = 1987.11 f t Starting Volume = 0 cu.ft Starting Outf low = .00 cf s.` Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0500 hrs ' INFLOW/OUTFLOW HYDROGR.APH SUMMARY Peak Inflow = 6.76 cfs at 12.1000 hrs ~ Peak Outflow = .80 cfs at 13.0500 hrs Peak Infiltration = .07 cfs at 13.2000.hrs ' - Peak Elevation = 1988.60 ft Peak Storage = 8557 cu.ft MASS BALANCE (cu.ft) ~ ~ + Initial Vol = 0 + HYG Vol IN = 25503 - Infiltration = 6524 - HYG Vol OUT = 18929 Retained Vol = 50 ' Unrouted vol = -1 cu.ft (.003$ of Inflow Volume) ~11 ~ ~ ~ I ~ CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute-Time: 16:00:06 Date: 09-18-2000 / ItA ~ ~ ~ ~ I Job File: J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ' Rain Dir: C:\HAESTAD\PPKW\R.AINFALL\ JOB TITLE 1 INDIANA AVENUE ~ I 2 SETS OF MULTIPLE BASINS CLC Associates, Inc. , PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 ~ ~ I l 1 ~ j f 1 ~ 1 [ I I J ~ ~ 1 [ ) f 1 f ! i 1 L J L --1 1 - ~ u A AL fl ~ flu1 9 ORYWkL4 A URYWI LL 8 w ~ Ppnd A P9nd B , 1 A 1 ~ . Al T J6 B] . ~ • x nv a;; \A ~ aP si e ~ ~;•,,'I' k:.~~e!;~~ ,,,~n~,;;~ ,~;j•. E~. AlTma A1Per A~Trau A~P4r RII~n 91Per B71mo BZPer r~ ~ Table of Corit2ntS 1 Table o£ Contents I L-i NETWQRK SUMMARIES Watershed....... Dev~.10 Executive Summary (Nvdes) ..0 1.01 watershed , . . . . . . Dev.50 Executive 5ummaxy (Nodes) . . . 1.02 DESIGN STORA75 5UN1MARY ~~r~r~r*~r****~*~r**~~~~ S12`T'25R44------- Design Storms 2.01 RAZNFALL DATA ~ 1 ~ Typell 24hr.... Dev.10 5ynthetic Cumulative Depth 3.01 1 TypeII 24hr.... Dev.50 5ynthetic Cumula,tive Depth 3.02 1 t ~ TC CALCT]LPsTI4NS -3r***~~r~r~r*~***~**~r*~x* AIzMP........... Tc Calcs 4-03- - AlPER........... Tc Calcs 4.03 A21MP........... Tc Calcs 4.06 ^ AZPER........... Tc Calcs 4.DB B1IMP........ Tc Calcs 4.10 ~ BIPIER........ Tc ca1cs 4_12 B2IMP........... `Z'C CaIcs 4.15 B2FER........... Tc! CalCS ...........................4.17 RUNOFF HYDRDGRAPHS SCS Unit IIyd. Equatians 5.01 AlIMP - • - - - - - - - . . Dev. 10 5CS Unit Nyd.. Summary . . . . , . . 5.03 AIzMp........... Dev.50 SCS Unit Iiyd. Summary - - - - - - - 5.04 AIPER . . . . . . . . . . . Dev . 10 ~~S Un i t Ny+d . Summary . . , . . . . 5. 05 AIPER . , . . . . . . . . . I?ev_ 5 D SCS L7ni t flyd. Summary - - - - - . . 5.06 A21MP,..,....... Dev.10 5C5 Unit Iiyd. Summary 5.07 A2IMP,,......... 1?ev,50 SC5 Unit I3yd. Summary 5.08 A2PER . Dev. 10 SCS Unit Hyd~ Summary . . . . . . . 5.09 A2PER . . . . _ . . . . . . Dev. 5 0 SCS Unit Hyd. Surrtrrtax'y - - - • - - - 5.10 BllMg . , . . , . , . , . _ Dev. 14 SCS Unit Hyd. Summary . . . . . . . 5.11 ~ B 1 TMP - - - . _ . . , . , . Dev. 5 D SCS Unit Hyd. Summary . . . . . . . 5.12 B1PER....------- De'v.10 SCS Unit Hyd, Summary 5,13 ~ B1PER........... ~ev.SD SCS Uridt Hyd. Summary 5.14 B2 TP+IP . . . . . , . . . , . I]ev . 1 D SCS Una t Hyd. Summary - - - - - - - 5.15 , B2 TMP . . . . - - - - - - - L7ev. 5 0 5CS Uni t Hyd. Summary . . . . . . . 5.16 B2PER------..,.. Dev.lb SCS TJnit Hyd. Summar'y 5.17 B2 PER . . . . . . . - - - - Dev. 5 0 SCS Uni t Hyd. Sumrna ry . . . . . . . 5.18 ~ CLC Assaciatesf Ync. , PondPack Ves : 7.0 (325) compute. Time: 12 : 5? : s3 nate : 09-19-2 aav ~ ~ • TabXe ❑f Contents ii - Table of Cantents (corztinued) TIME VS.ELEV POND A.......... I3ev. 10 Time-E].ev . . . . . . . . . . . . . . . . . . . 6.01 POND A....... Dev.50 "I'zme-E].ev 6,07 FOIkiD 8.......... Dev.10 Time-Elev 6.13 POND S.......... Dev.SU Time-Elev G,:L8 **~~**~~~r~-xx**~**~****~r POND VOLTJMES POND VoI; Elev-,Area 7.01 - POND 8..... Vol; Elev-Area 7.02 DUTLET STR,ITCTURES ~ DRYWELL A....... Outlet Input Data 8.01 ~ I)RYWELL B....... Out1et Input Data 8.03 POND ROUTING ~ POND A. . . . , . - - - - Pond Infiltration Calcs . . , . . . _ . . . . . 9.01 Pond E-V-Q Table 9.02 POND A (]uT Dev.xo Pond Routed xYG (total out) . 9,03 ~ POND A OU'T Dev.50 PonCl Routed H,YG (total vut) - 9.05 PON'D 8.......... Fond rnfiltratian Calcs 9.07 Pond E-V-Q Table . 9.08 POND B OLTT Dev.la Pand Routed HYG (total out) . 9.09 - ;PON'D B OLTT Dev. 5 a Pond Rauted HYG - (total out ) . 9.11 ~ ~ CLC Assaciates, Inc. . PondFack Ver: 7.0 (325) Compute, Time: 12.57:53 Date: 09-19-2000 ~ Type.... Executive 5ummary-(Nodes) Page 1.01 ~ 'Name. . . . Tnlatershed , Event : 10 yr ~ F31e., . . J: \DQCTJMENT\98573\PC.7NbPACI4\INDIAAIA2.PPW J~ Storm,. . TypeIY 24hr Tag: Dev.10 ' "NETUJQRIf SUMNTARY - - NODES (Tr'urx. _HYG Txuncation: Blarik=Alone; L=Left; R=Rt! LR--Left & Rt) DEF'AULT Design Storm File, xD -SPOCD.R.NQ 512T25R44 ~ i ~ 5torm Tag Name = Dev.I0 ~ Description: 10 YEAR ~ Data Type, File, ID = Synthetic Storm SCSTYPES. R.DTF TypeYZ 24hr Storm Frequency = 10 yr Total Rainfall Depth= 2-0000 in .__nuration Multzplier ~ 1 Result~~g Durata.an - 24. DDD0- hrs ~ Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs HYG Val Qpealc Qpeak MaXWSEL ~ Node ID 'Iype cu.ft Trun, hrs cfs ft _ A1iMP AREA 10627 11.9500 3.75 AlPER AREA 7207 12.4000 .58 ~ P.21MP AREA 10627 11.9500 3.75 A2PER AREA 2172 12.2000 .27 BliMF AREA 5862 11.9500 2.15 B1PER AREA 9404 12 . 3000 .96 ~ B21MP AREA 5990 11.9500 2.19 B2 PER AREA 811 12.2000 .11 w JA1 JCT 17834 11.9500 3_ 78 ~ JAa JcT 12799 11. 9500 3. 77 JCT 15266 11.9500 2.22 - JB2 JCT 6801 11.9500 2.20 Outfall OUT A iCT 17059 12.4500 1.34 OUt~all OUT B JCT 14714 12.8000 .73 ' POND A IN POND 30633 11.9500 7.55 F{3ND A OTJT POND 16862 12. 7000 1.03 1975. 11 - PONQ S IN PQND 22067 11.9540 . 4.42 POND B {]UT POND 14734 12. B0D0 .73 1988 . 47, ~ . { ~ CLC Assvciates, Inc. PandPack Ver: 7.0 (325) Campute Time: 12:57: 53 Date: 09-19-2000 ~I Type.... Executive Summary (Nodes) Page 1.02 . Name.... Watershed ' Event: 50 yr File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW - Storm... TypeII 24hr Tag: Dev.50 NETWORK SUMMARY NODES ~ `(Trun.= HYG Truncation: B1ank=None; L=Left; R=Rt; LR=Left & Rt) 1 DEFAULT Design Storm File,ID = SPOCO.RNQ S12T25R44 I Storm Tag Name = Dev.50 Description: 50 YEAR ' Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeII 24hr _ Storm Frequency = 50 yr Total Rainfall Depth= 2.4000 in Duration Multiplier = 1 Resulting Duration = 24.0000 hrs ~ Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs - HYG Vol Qpeak Qpeak MaxWSEL ~ Node ID Type cu. f t Trun. hrs cf s f t AlIMP AREA 13005 11.9500 4.54 A1PER AREA 13123 12.3500 1.74 - A21MP AREA 13005 11.9500 4.54 A2PER AREA 3956 12.1500 .72 J B1IMP AREA 7174 11.9500 2.60 B1PER AREA 17124 12.3000 2.48 ~ B21MP AREA 7331 11.9500 2.65 B2PER AREA 1477 12.1500 .28 JA1 JCT 26128 11.9500 4.73 JA2 JCT 16961 11.9500 4.69 JB1 JCT 24298 12.0000 3.03 - JB2 JCT 8808 11.9500 2.72 Outfall OUT A JCT 28904 12.7000 1.71 ~ Outfall OUT B JCT 25325 12.6500 1.00 POND A IN POND 43089 11.9500 9.42 J POND A OUT POND 28583 12.7500 1.49 1976.49 POND B IPI POND 33106 11.9500 5.67 ~POND B OiTT POND 25325 12.6500 1.00 1989.18 ~ ~I ~ . ~ I CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 ~ - Type.... Design Storms Page 2.01 --Name.... S12T25R44 ,I File.... C:\HAESTAD\PPKW\RAINFALL\SPOCO.RNQ Title... INDIANA AVENUE ,'I • 2 SETS OF MULTIPLE BASINS ~ , DESIGN STORMS SUMMARY Design Storm File,ID = SPOCO.RNQ S12T25R44 ~ Storm Tag Name = Dev.10 . Description: 10 YEAR - Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeII 24hr Storm Frequency = 10 yr Total Rainfall Depth= 2.0000 in Duration Multiplier = 1 ^ Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs Storm Tag Name = Dev.50 Description: 50 YEAR - Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeII 24hr Storm Frequency = 50 yr Total Rainfall Depth= 2.4000 in Duration Multiplier = 1 ~ Resulting Duration = 24.0000 hrs Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs . ~ ~ ~ ) ~ 1 _J . ~ CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 J ~ f I • ~ }i Type.... Synthetic Cumulative Depth Page 3.01 Name.... Typell 24hr Tag: Dev.10 Event: 10 yr File.... C:\HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF ~--J T i t 1 e... 10 YEAR Storm... TypeII 24hr Tag: Dev.10 ~ CUMULATIVE RAINFALL DEPTHS (in) ~Time ~ Output Time increment =.1000 hrs ~ hrs ~ Time on left represents time for first value in each row. .0000 ~ .0000 .0020 .0040 .0061 .0082 ~ .5000 ~ .0103 .0124 _0145 .0166 .0188 _ 1.0000 ( .0210 .0232 .0254 .0277 .0300 1.5000 ~ .0323 .0346 .0369 .0392 .0416 2.0000 ~ .0440 .0464 .0488 .0513 .0538 ~ 2.5000 ~ .0563 .0586 .0613 .0638 .0664 ~ 3.0000 ( .0690 .0716 .0742 .0769 .0796 3.5000 ~ .0823 .0850 .0877 .0904 .0932 'i 4.0000 ~ .0960 .0988 .1017 .1046 .1075 ~4.5000 ~ .1105 .1135 .1166 .1197 .1228 5.0000 ~ .1260 .1292 .1325 .1358 .1391 5.5000 ~ .1425 .1459 .1494 .1529 .1564 6.0000 ~ .1600 .1636 .1673 .1710 .1747 • 6.5000 ~ .1785 .1823 .1862 .1901 .1940 .T, 7.0000 ~ .1980 .2020 .2061 .2102 .2143 7.5000 ~ .2185 .2227 .2270 .2313 .2356 8.0000 ~ .2400 .2445 .2492 .2541 .2592 ~ 8.5000 ~ .2645 .2700 .2757 .2816 .2877 ~ 9.0000 ~ .2940 .3004 .3068 .3132 .3196 9.5000 ~ .3260 .3326 .3394 .3466 .3542 10.0000 ~ .3620 .3702 .3790 .3882 .3978 W 10.5000 ( .4080 .4188 .4304 .4428 .4560 ~ 11.0000 ~ .4700 .4854 . .5026 .5218 .5430 11.5000 ~ .5660 .6137 .7087 .8616 1.1357 ~ 12.0000 ~ 1.3260 1.3639 1.3973 1.4261 1.4503 12.5000 ~ 1.4700 1.4869 1.5027 1.5175 1.5313 13.0000 ~ 1.5440 1.5559 1.5673 1.5781 1.5883 13.5000 ~ 1.5980 1.6072 1.6160 1.6244 1.6324 ~ 14.0000 ~ 1.6400 1.6473 1.6545 1.6616 1.6685 14.5000 ~ 1.6753 1.6819 1.6884 1.6947 1.7009 15.0000 ~ 1.7070 1.7129 1.7187 1.7244 1.7299 15.5000 ~ 1.7353 1.7405 1.7456 1.7505 1.7553 ` 16.0000 ~ 1.7600 1.7646 1.7691 1.7736 1.7780 16.5000 ~ 1.7824 1.7867 1.7910 1.7952 1.7994 ~ 17.0000 ~ 1.8035 1.8076 1.8116 1.8156 1.8195 17.5000 ~ 1.8234 1.8272 1.8310 1.8347 1.8384 ` 18.0000 ~ 1.8420 1.8456 1.8491 1.8526 1.8560 18.5000 ~ 1.8594 1.8627 1.8660 1.8692 1.8724 19.0000 ~ 1.8755 1.8786 1.8816 1.8846 1.8875 19.5000 ~ 1.8904 1.8932 1.8960 1.8987 1.9014 20.0000 ~ 1.9040 1.9066 1.9092 1.9118 1.9143 20.5000 ~ 1.9169 1.9194 1.9220 1.9245 1.9270 21.0000 ~ 1.9295 1.9320 1.9345 1.9370 1.9394 21.5000 ~ 1.9419 1.9443 1.9468 1.9492 1.9516 22.0000 ~ 1.9540 1.9564 1.9588 1.9612 1.9635 22.5000 ~ 1.9659 1.9682 1.9706 1.9729 1.9752 23.0000 ~ 1.9775 1.9798 1.9821 1.9844 1.9866 23.5000 ( 1.9889 1.9911 1.9934 1.9956 1.9978 24.0000 ( 2.0000 ~ _J ~ CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 i . ~ - , , . ~ . Type.... Synthetic Cumulative Depth Page 3.02 Name.... TypeII 24hr Tag: Dev.50 Event: SO yr File.... C:\HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF -J Title... 50 YEAR Storm... TypeII 24hr Tag: Dev.50 CUMULATIVE RAINFALL DEPTHS (in) l Time ~ Output Time increment =.1000 hrs hrs ~ Time on left represents time for first value in each row. ~ ~I .0000 ~ .0000 .0024 .0048 .0073 .0098 .5000 ~ .0123 ~.0148 .0174 .0200 .0226 1.0000 ~ .0252 .0279 .0305 .0332 .0360 ~ ~ 1.5000 ~ .0367 .0415 .0443 .0471 .0499 { 2.0000 ~ .0528 .0557 .0586 .0616 .0645 2.5000 ~ .0675 .0705 .0736 .0766 .0797 3.0000 ~ .0828 .0859 .0891 .0923 .0955 3.5000 ~ .0987 .1020 .1052 .1085 .1119 1 4.0000 ~ .1152 .1186 .1220 .1255 .1290 ~4.5000 ~ .1326 .1362 .1399 .1436 .1474 ~ 5.0000 ( .1512 .1551 .1590 .1629 .1669 5.5000 ( .1710 .1751 .1793 .1835 .1877 6.0000 ~ .1920 .1963 .2007 .2052 .2097 ~ 6.5000 ~ .2142 .2188 .2234 .2281 .2328 7.0000 ~ .2376 .2424 .2473 .2522 .2572 7.5000 ( .2622 .2673 .2724 .2775 .2827 8.0000 + .2880 .2934 .2990 .3049 .3110 v 8.5000 ~ .3174 .3240 .3308 .3379 .3452 9.0000 ~ .3528 .3605 .3682 .3758 .3835 9.5000 ~ .3912 .3991 .4073 .4160 .4250 • 10.0000 ~ .4344 .4443 .4548 .4658 .4774 ~ 10.5000 ( .4896 .5026 .5165 .5314 .5472 ~ 11.0000 ( .5640 .5824 .6032 .6262 .6516 11.5000 ( .6792 .7364 .8505 1.0339 1.3629 ~ 12.0000 ~ 1.5912 1.6367 1.6767 1.7113 1.7404 12.5000 ~ 1.7640 1.7843 1.8033 1.8210 1.8375 - 13.0000 ~ 1.8528 1.8671 1.8807 1.8937 1.9060 13.5000 ~ 1.9176 1.9286 1.9392 1.9493 1.9589 ~ 14.0000 ~ 1.9680 1.9768 1.9854 1.9939 2.0022 14.5000 ~ 2.0103 2.0183 2.0261 2.0337 2.0411 ~ 15.0000 ~ 2.0484 2.0555 2.0625 2.0693 2.0759 , 15.5000 ( 2.0823 2.0886 2.0947 2.1006 2.1064 ~ 16.0000 ( 2.1120 2.1175 2.1229 2.1283 2.1336 16.5000 ~ 2.1389 2.1440 2.1492 2.1542 2.1593 ~ 17.0000 ~ 2.1642 2.1691 2.1739 2.1787 2.1834 17.5000 ~ 2.1881 2.1926 2.1972 2.2016 2.2061 18.0000 ~ 2.2104 2.2147 2.2189 2.2231 2.2272 v 18.5000 ~ • 2.2313 2.2352 2.2392 2.2430 2.2469 19.0000 ~ 2.2506 2.2543 2.2579 2.2615 2.2650 19.5000 ( 2.2685 2.2718 2.2752 2.2784 2.2817 20.0000 ~ 2.2848 2.2879 2.2910 2.2941 2.2972 20.5000 ~ 2.3003 2.3033 2.3064 2.3094 2.3124 21.0000 ( 2.3154 2.3184 2.3214 2.3244 2.3273 21.5000 ~ 2.3303 2.3332 2.3361 2.3390 2.3419 ~ 22.0000 ~ 2.3448 2.3477 2.3505 2.3534 2.3562 22.5000 ( 2.3591 2.3619 2.3647 2.3675 2.3702 23.0000 ~2.3730 2.3758 2.3785 2.3812 2.3839 ' 23.5000 ~ 2.3867 2.3893 2.3920 2.3947 2.3974 24.0000 ~ 2.4000 - CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 ; ~ Type.... Tc Calcs , Page 4.01 ~ Name.... AlIMP I i File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ~ ~ ~ TIME OF CONCENTRATION CALCULATOR ~ Segment #1: Tc: TR-55 Sheet ~ / ~ Mannings n .0160 Hydraulic Length 40.00 ft ~ 2yr, 24hr P 1.4000 in Slope .020000 ft/ft Avg.Velocity ~ .56 ft/sec Segment #1 Time: .0198 hrs ~ Segment #2: Tc: TR-55 Channel Flow Area 1.4400 sq.ft ~ wetted Perimeter 12.25 ft Hydraulic Radius .12 ft ^ Slope .017000 ft/ft Mannings n .0160 ~ Hydraulic Length 1315.00 ft . Avg.Velocity 2.91 ft/sec 4 Segment #2 Time: .1254 hrs ~ _J Total Tc: .1452 hrs l_ . I LI ~ . J - CLC Associates, Inc. • . PondPack Ver: 7.0 (325) Compute Time: 12:57:53, Date: 09-19-2000 t, ~ . I M1 ~T'~}~7~ t `^ye. . . . i~. ca1 .~.r~7 fi.. t'Gge 4.02 ~ Name. . . . AIIMP . ~ 4 7 ~ File., . . J;1Docv~ENT1985731Porrr~~~~~~~~TANA2. PPw - -------------------------_----__-__-tt,----------------____________-_--- ~ ' Tc Equatzons used... ~ ~ i ! SCS TR-55 Sheet F3ow ~ Tc - (.007 * ((n * Lf)**0.8) ) / 4{P**.5} * (sf**.4)) where . Tc = Time of concentaratian, hrs z-t - Niannings n ~ Lf = Flow 1emgth, ft p = 2y'r, 24,hr Rain depth, iriches ` Sf = 51aper ftfft 5CS Channel Flaw , ^ R = Aq / WP V = (1.49 * (R**(2/3) ) * (Sf**_4.5) } n ~ Tc r (Lf I V) I (3600sec/'hr) Where; R = Hydraulic radius Aq = Flow area, sq.ft, ^ Wp = Wetted perimeter, ft v = Velacity, ft/sec W Sf = Slopef ftJft n = Nianriings n Tc = Time of concentration, hrs Lf = F'•1ow leragth, ft ~ ~ _ ~ o CLC Assaciates, Ync. PcndPack Ver_ 7.0 (325) Compute Time: 12.57:53 Date: 49-19-2000 I • ~ ~ ~ ~ I. Type.... Tc Calcs Page 4.03 Name.... A1PER ~ File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW T~ ~ TIME OF CONCENTRATION CALCULATOR ~ Segment #1: Tc: TR-55 Sheet ~ Mannings n .4000 Hydraulic Length 100.00 ft ~ 2yr, 24hr P 1.4000 in Slope .033300 ft/ft Avg.Velocity .06 ft/sec Segment #1 Time: .4413 hrs ~ Segment #2: Tc: TR-55 Shallow Hydraulic Length 225.00 ft Slope .066700 ft/ft Unpaved Avg.Velocity 4.17 ft/sec ^ Segment #2 Time: .0150 hrs ~ Segment #3: Tc: TR-55 Channel Flow Area 1.4400 sq.ft Wetted Perimeter 12.25 ft ~ Hydraulic Radius .12 ft Slope .015800 ft/ft Mannings n .0160 Hydraulic Length 1200.00 ft Avg.Velocity 2.81 ft/sec ~ Segment #3 Time: .1187 hrs ~ ~ ~ J Total Tc: .5749 hrs I - CLC Associates,. Inc. • PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 i ~ Type.... Tc Calcs Page 4.04 , Name.... A1PER ~ - - File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ' Tc Equations used... SCS TR-55 Sheet Flow ~ Tc = (.007 * ((n * Lf) **0.8) ) / ((P**.5) * (Sf**.4) ) Where: Tc = Time of concentration, hrs ~ n = Mannings n Lf = Flow length, ft ~ P= 2yr, 24hr Rain depth, inches Sf = Slope, ft/ft SCS TR-55 Shallow Concentrated Flow ~ Unpaved surface: V = 16.1345 * (Sf**0.5) - Paved surface : I V = 20.3282 * (Sf**0.5) Tc = (Lf / V) / (3600sec/hr) ~ Where: V = Velocity, ft/sec ~ Sf = Slope, ft/ft ~ Tc = Time of concentration, hrs Lf = Flow length, ft _ ~ , _I ; ~ ~ CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute, Time: 12:57:53 Date: 09-19-2000 -,i Type.... Tc Calcs Page 4.05 Name . . . . A1PER i ~ - File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ' SCS Channel Flow , , R = Aq / WP ~ V = (1.49 * (R** (2/3) ) * (Sf**-0.5) ) / n ; ~ Tc = (Lf / V) / (3600sec/hr) ^ Where: R = Hydraulic radius Aq = Flow area, sq.ft. ~ Wp = Wetted perimeter, ft ~ V = Velocity, ft/sec Sf = Slope, ft/ft - n = Mannings n Tc = Time of concentration, hrs ~ Lf = Flow length, ft ~ • ~ l ~ ~ ~ CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 -i Type.... Tc Calcs Page 4.06 ~ Name.... A2IMP File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW TIME OF CONCENTRATION CALCULATOR ~ Segment #1: Tc: TR-55 Sheet Mannings n .0160 Hydraulic Length 40.00 ft 2yr, 24hr P 1.4000 in - Slope .020000 ft/ft J Avg.Velocity .56 ft/sec Segment #1 Time: .0198 hrs - ~ Segment #2: Tc: TR-55 Channel Flow Area 1.4400 sq. ft Wetted Perimeter 12.25 ft ~ Hydraulic Radius .12 ft Slope .017000 ft/ft Mannings n .0160 - Hydraulic Length 1315.00 ft Avg.Velocity 2.91 ft/sec ^ Segment #2 Time: .1254 hrs Total Tc: .1452 hrs ~ ~ i I I ~ CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 I l Type.... Tc Calcs Page 4.07 Name.... A2IMP I i, File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ~ I Tc Equations used... -I ~ SCS TR-55 Sheet Flow ~ i - Tc = (.007 * ((n * Lf) **0.8) ) / ((P**.5) * (Sf**.4) ) _J Where: Tc = Time of concentration, hrs ~ n = Mannings n _ Lf = Flow length, ft P= 2yr, 24hr Rain depth, inches Sf = Slope, ft/ft SCS Channel Flow R = Aq / Wp ~ V = (1.49 * (R** (2/3) ) * (Sf**-0.5) ) / n Tc = (Lf / V) / (3600sec/hr) Where: R = Hydraulic radius . ~ Aq = Flow area, sq.ft. Wp = Wetted perimeter, ft - V = Velocity, ft/sec Sf = Slope, ft/ft n = Mannings n ~ Tc = Time of concentration, hrs Lf = Flow length, ft ~ ~ L ' CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute.Time: 12:57:53 Date: 09-19-2000 1 i j ~ Type.... Tc Calcs Page 4.08 Name.... A2PER File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW l ~ , ~ TIME OF CONCENTRATION CALCULATOR i ~ Segment #1: Tc: TR-55 Sheet Mannings n .4000 Hydraulic Length 50.00 ft 2yr, 24hr P 1.4000 in Slope .020000 ft/ft Avg.Velocity .04 ft/sec Segment #1 Time: .3108 hrs J' Segment #2: Tc: TR-SS Channel ~ Flow Area 1.4400 sq.ft Wetted Perimeter 12.25 ft ~ Hydraulic Radius .12 ft _J Slope - .020400 ft/ft Mannings n .0160 - Hydraulic Length 550.00 ft Avg.Velocity 3.19 ft/sec ~ Segment #2 Time: .0479 hrs . - Total Tc: .3586 hrs ~ ~ . ~ CLC Associates, Inc. • _ PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 ~l ~ ~ l Type.... Tc Calcs Page 4.09 Name.... A2PER ~ File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ~ Tc Equations used... ~ SCS TR-55 Sheet Flow ~ Tc = (.007 * ((n * Lf) **0.8) ) / ((P**.5) * (Sf**.4) ) ~ Where: Tc = Time of concentration, hrs n = Mannings n ~ Lf = Flow length, ft " P= 2yr, 24hr Rain depth, inches Sf = Slope, ft/ft SCS Channel Flow ~ R = Aq / Wp ~ V = (1.49 * (R** (2/3) ) * (Sf**-0.5) ) / n Tc = (Lf / V) / (3600sec/hr) - Where: R = Hydraulic radius Aq = Flow area, sq.ft. ^ Wp = Wetted perimeter, ft V = velocity, ft/sec J Sf = Slope, ft/ft - n = Mannings n Tc = Time of concentration, hrs Lf = Flow length, ft ~ 4 ~ 1 ~i CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 ~ I 1 4 Type.... Tc Calcs Page 4.10 ~ Name.... B1IMP File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ~ ' ~ TIME OF CONCENTR.ATION CALCULATOR ~ -J _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - - - - - _ - - - - - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Segment #l: Tc: TR-55 Sheet ~ Mannings n .0160 Hydraulic Length 40.00 ft 2yr, 24hr P 1.4000 in Slope .020000 ft/ft Avg.Velocity .56 ft/sec ~ Segment #1 Time: .0198 hrs ` Segment #2: Tc: TR-55 Channel Flow Area 1.4400 sq.ft ~ wetted Perimeter 12.25 ft Hydraulic Radius .12 ft ^ Slope .012700 ft/ft - Mannings n .0160 ~ Hydraulic Length 904.00 ft Avg.Velocity 2.52 ft/sec . Segment #2 Time: .0997 hrs ~ Total Tc: .1195 hrs { ~ . - CLC Associates, Inc. ~ PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 i ~ - i • Type.... Tc Calcs Page 4.11 Name.... BlIMP ~ ~ . . File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ~ ~ Tc Equations used... ' ~l I ~---5 SCS TR-55 Sheet Flow Tc = (.007 * ((n * Lf) **0.8) ) / ( (P**.S) * (Sf**.4) ) ~ Where: Tc = Time of concentration, hrs , n = Mannings n Lf = Flow length, ft ~ P= 2yr, 24hr Rain depth, inches Sf = Slope, ft/ft SCS Channel Flow ~ R = Aq / Wp . V = (1.49 * (R** (2/3) ) * (Sf**-0.5) ) / n ~ Tc = (Lf / V) / (3600sec/hr) Where: R = Hydraulic radius ~ Aq = Flow area, sq.ft. Wp = Wetted perimeter, ft V = Velocity, ft/sec ~ Sf = Slope, ft/ft n = Mannings n ~ Tc = Time of concentration, hrs Lf = Flow length, ft f CLC Associates, Inc. . • PondPack Ver: 7.0 (325) . Compute Time: 12:57:53 Date: 09-19-2000 Type.... Tc Calcs Page 4.12 Name . . . . B1PER File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW rn_3 ) TIME OF CONCENTR.ATION CALCULATOR ~I s Segment #1: Tc: TR-55 Sheet - Mannings n .4000 Hydraulic Length 100.00 ft 2yr, 24hr P 1.4000 in Slope .033300 ft/ft - Avg.Velocity .06 ft/sec Segment #1 Time: .4413 hrs Segment #2: Tc: TR-55 Shallow Hydraulic Length 760.00 ft Slope .066700 ft/ft ~ Unpaved ~ Avg.Velocity 4.17 ft/sec ~ Segment #2 Time: .0507 hrs Segment #3: Tc: TR-55 Channel - Flow Area 1.4400 sq.ft ' Wetted Perimeter 12.25 ft ~ Hydraulic Radius .12 ft Slope .012700 ft/ft Mannings n .0160 Hydraulic Length 60.00 ft Avg.Velocity 2.52 ft/sec ^ Segment #3 Time: .0066 hrs ~ Total Tc: .4986 hrs ~ 7 CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 f ~ , • I Type.... Tc Calcs Page 4.13 , Name.... B1PER ' File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ~ Tc Equations used... , f SCS TR-55 Sheet Flow ~ Tc = (.007 * ((n * Lf ) **0 . 8) ) / ( (P** . 5) * (Sf .4) ) ~ Where: Tc = Time of concentration, hrs n = Mannings n Lf = Flow length, ft w P= 2yr, 24hr Rain depth, inches Sf = Slope, ft/ft SCS TR-55 Shallow Concentrated Flow ^ Unpaved surface: V = 16.1345 * (Sf**0.5) --Paved surf ace : V = 20.3282 * (Sf**0.5) Tc = (Lf / V) / (3600sec/hr) ~ ~ Where: V = Velocity, ft/sec Sf = Slope, ft/ft Tc = Time of concentration, hrs Lf = Flow length, ft ~l ) _ --1 , I ~ 'Ml CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 ~ • ~ ~ Type.... Tc Calcs Page 4.14 Name . . . . B1PER File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW SCS Channel Flow ~ _ R = Aq / WP V = (1.49 * (R** (2/3) ) * (Sf**-0.5) ) / n r ~ Tc = (Lf / V) / (3600sec/hr) ~Where: R = Hydraulic radius Aq = Flow area, sq.ft. Wp = Wetted perimeter, ft ~ V = Velocity, ft/sec Sf = Slope, ft/ft n = Mannings n Tc = Time of concentration, hrs Lf = Flow length, ft ~ ~ I ~ ~ , ( . CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 ~ i ~ Type.... Tc Calcs Page 4.15 Name.... B2IMP ~ File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ~ TIME OF CONCENTRATION CALCULATOR s ~ ~ ~ w ~ Segment #1: Tc: TR-55 Sheet ~ Mannings n .0160 ~1 Hydraulic Length 40.00 ft 2yr, 24hr P 1.4000 in Slope .020000 ft/ft Avg.velocity .56 ft/sec Segment #1 Time: .0198 hrs o , ~ Segment #2: Tc: TR-55 Channel Flow Area 1.4400 sq.ft ~ wetted Perimeter 12.25 ft Hydraulic Radius .12 ft ^ Slope .012700 ft/ft ' Mannings n .0160 • v- Hydraulic Length 900.00 ft Avg.Velocity 2.52 ft/sec Segment #2 Time: .0993 hrs ~ Total Tc: .1191 hrs ~ , I - CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute. Time: 12:57:53 Date: 09-19-2000 -i ~ . I l ~ i I ~ Type.... Tc Calcs Page 4.16 - Name.... B2IMP File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW I ~ Tc Equations used... SCS TR-55 Sheet Flow Tc = (.007 * ((n * Lf) **0.8)) / ((P**.5) * (Sf**.4) ) Where: Tc = Time of concentration, hrs ~ n = Mannings n Lf = Flow length, ft ~ P= 2yr, 24hr Rain depth, inches Sf = Slope, ft/ft SCS Channel Flow ^ R = Aq / Wp V = (1.49 * (R** (2/3) ) * (Sf**-0.5) ) / n Tc = (Lf / V) / (3600sec/hr) --Where: R = Hydraulic radius Aq = Flow area, sq.ft. ~ Wp = Wetted perimeter, ft V = Velocity, ft/sec W Sf = Slope, ft/ft n = Mannings n . Tc = Time of concentration, hrs - - Lf = Flow length, ft ~ l , ~ CLC Associates, Inc. • PondPack Ver: 7.0 (325) . Compute Time: 12:57:53 Date: 09-19-2000 J I Type.... Tc Calcs Page 4.17 ~ Name.... B2PER I File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW , , ~ TIME OF CONCENTRATION CALCULATOR ~ ~ - J - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ _ _ _ _ _ _ _ - - - - - _ _ _ - _ _ _ _ - - - - - - - - Segment #1: Tc: TR-55 Sheet Mannings n .4000 Hydraulic Length 50.00 ft 2yr, 24hr P 1.4000 in Slope .020000 ft/ft Avg.Velocity .04 ft/sec o Segment #1 Time: .3108 hrs Segment #2: Tc: TR-55 Channel Flow Area 1.4400 sq.ft ~-f Wetted Perimeter 12.25 ft Hydraulic Radius .12 ft ~ Slope .010000 ft/ft ~ Mannings n .0160 Hydraulic Length 220.00 ft Avg.Velocity 2.23 ft/sec Segment #2 Time: .0273 hrs ~ Total Tc: .3381 hrs r CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 ! s Type.... Tc Calcs Page 4.18 Name.... B2PER , File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ' Tc Equations used... . , ~ SCS TR-55 Sheet Flow ~ Tc = (.007 * ((n * Lf) **0.8) ) / ((P**.5) * (Sf**.4) ) ~ Where: Tc = Time of concentration, hrs n = Mannings n Lf = Flow length, ft P= 2yr, 24hr Rain depth, inches Sf = Slope, ft/ft SCS Channel Flow - R = Aq / Wp V = (1.49 * (R** (2/3) ) * (Sf**-0.5) ) / n Tc = (Lf / V) / (3600sec/hr) - Where: R = Hydraulic radius Aq = Flow area, sq.ft. ~ wp = Wetted perimeter, ft ' ~ V = Velocity, ft/sec Sf = Slope, ft/ft - n = Mannings n . Tc = Time of concentration, hrs Lf = Flow length, ft ~ J ~ CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 ~ . . • ~ . Type.... SCS Unit Hyd. Equations Page 5.01 r, Name.... File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW SCS UNIT HYDROGRAPH METHOD (Computational Notes) 's f ~ ~ DEFINITION OF TERMS: At = Total area (acres): At = Ai+Ap Ai = Impervious area (acres) Ap = Pervious area (acres) CNi = Runoff curve number for impervious area CNp = Runoff curve number for pervious area fLoss = f loss constant infiltration (depth/time) dt = Computata.onal increment (duration of unit excess rainfall) Default dt is smallest.value of 0.1333Tc, rtm, and th ^ (Smallest dt is then adjusted to match up with Tp) UDdt = User specified override computational main time increment J (only used if UDdt is .1333Tc) D(t) = Point on distribution curve (fraction of P) for time step t ~ K = 2 / (1 + (Tr/Tp) ) : default K = 0.75: (for Tr/Tp = 1.67) Ks = Hydrograph shape factor ~ = Unit Conversions * K: _ ((1hr/3600sec) * (1ft/12in) * ((5280ft)**2/sq.mi)) * K ~ Default Ks = 645.333 * 0.75 = 484 Lag = Lag time from center of excess runoff (dt) to Tp: Lag = 0.6Tc _P = Total precipitation depth, inches Pa(t) = Accumulated rainfall at time step t ~ Pi(t) = Incremental rainfall at time step t qp = Peak discharge (cfs) for lin. runoff, for 1hr, for 1 sq.mi. ~ _(Ks * A* Q) / Tp (where Q= lin. runoff, A=sq.mi.) ~ Qu(t) = Unit hydrograph ordinate (cfs) at time step t Q(t) = Final hydrograph ordinate (cfs) at time step t Rai(t)= Accumulated runoff (inches) at time step t for impervious area Rap(t)= Accumulated runoff (inches) at time step t for pervious area Rii(t)= Incremental runoff (inches) at time step t for impervious area Rip(t)= Incremental runoff (inches) at time step t for pervious area - R(t) = Incremental weighted total runoff (inches) Rtm = Time increment for rainfall table (.RNF file) Si = S for impervious area: Si =(1000/CNi) - 10 Sp = S for pervious area: Sp =(1000/CNp) - 10 t = Time step (row) number Tc = Time of concentration ' Tb = Time (hrs) of entire unit hydrograph: Tb Tp + Tr Tp = Time (hrs) to peak of a unit hydrograph: Tp =(dt/2) + Lag Tr = Time (hrs) of receding limb of unit hydrograph: Tr = ratio of Tp CLC Associates, Inc. . ~ PondPack Ver: 7.0 (325) Compute. Time: 12:57:53 Date: 09-19-2000 ~ ~ r-l ~ . Type.... SCS Unit Hyd. Equations Page 5.02 Name . . . . • File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ~j SCS UNIT HYDROGR.APH METHOD (Computationa]. Notes) ~PRECIPITATION: _ Column (1) : Time for time step t Column (2): D(t) = Point on distribution curve for time step t ~ Column ( 3 Pi ( t ) = Pa ( t ) - Pa ( t -1) : Col. ( 4 ) - Preceding Col. ( 4 ) ; Column (4) : Pa(t) = D(t) x P: Col. (2) x P ~J . PERVIOUS AREA RUNOFF (using SCS Runoff CN Method) I Column (5): Rap(t) = Accumulated pervious runoff for time step t - If (Pa(t) is 0.2Sp) then use: Rap(t) = 0.0 - If (Pa(t) is > 0.2Sp) then use: ~ Rap (t) _ (Col . (4 ) -0 . 2Sp) **2 / (Col. (4) +0 . 8Sp) Column (6): Rip(t) = Incremental pervious runoff for time step t Rip (t) = Rap (t) - Rap (t-1) Rip(t) = Col.(5) for current row - Col.(5) for preceding ' row. IMPERVIOUS AREA RLTNOFF Column (7 & 8)... Did not specify to use impervious areas. INCREMENTAL WEIGHTED RtTNOFF: Column (9) : R(t) _ (Ap/At) x Rip (t) + (Ai/At) x Rii (t) ~ R(t) _ (Ap/At) x Col. (6) + (Ai/At) x Col. (8) SCS UNIT HYDROGRP,PH METHOD: ~ _ i Column (10): Q(t) is computed with the SCS unit hydrograph method ~ using R() and Qu(). I CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute.Time: 12:57:53 Date: 09-19-2000 ~ ~ Type.... SCS Unit Hyd. Summary Page 5.03 , Name.... AlIMP Tag: Dev.10 Event: 10 yr I File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... 'IypeII 24hr Tag: Dev.10 j SCS UNIT HYDROGRAPH METHOD i ~ STORM EVENT: 10 year storm ~ Duration = 24.0000 hrs Rain Depth = 2.0000 in Raa.n Dir = C:\HAESTAD\PPKW\RAINFALL\ ~ Rain File -ID = SCSTYPES.RNF - TypelI 24hr Unit Hyd Type = Default Curvilinear ~ HYG Dir = J:\DOCUMENT\98573\PONDPACK\ HYG File - ID = DEV.HYG - AlIMP Dev.10 Tc = .1452 hrs ~ Drainage Area = 1.650 acres Runoff CN= 98 i ~ Computational Time Increment = .01935 hrs - Computed Peak Time = 11.9614 hrs Computed Peak Flow = 3.76 cfs Time Increment for HYG File = .0500 hrs ^ Peak Time, Interpolated Output = 11.9500 hrs Peak Flow, Interpolated Output = 3.75 cfs DRAINAGE AREA ~ ID:None Selected CN = 98 Area = 1.650 acres ~ S = .2041 in ~ 0.2S = .0408 in _ Cumulative Runoff `1.7744 in 10628 cu.ft HYG Volume...- 10627 cu.ft (area under HYG curve) UNIT HYDROGR.APH PARAMETERS - Time Concentration, Tc = .14516 hrs (ID: AlIMP) Computational Incr, Tm = .01935 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K= 483.43/645.333, K= .7491 (also, K= 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved f rom K= .7491) Unit peak, qp = 12.88 cfs ~Unit peak time Tp = .09677 hrs Unit receding limb, Tr = .38710 hrs Total unit time, Tb = .48387 hrs , . ~ CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 l 'Iype.. . . SCS Unit Hycl. Summary Page 5.04 ~ Name A1 IMP Tag: Dev. 50 Event : 50 yr File- - - . J: \DOcur~ENT\98573\PoNnpAcx\IrmzANA2. PPW _ storrn... 'I'ypezz 24hr Taq: Dev.Sa SCS LTNIT I-3YDROG1~PH METNOD ` STORM EVENT : 50 year s torrn Duration = 24.0000 hrs Rain Depth = 2.4000 i-n Rain Dir. C:1RAEsTAD1 PPKw\RxzNFALL\ Rain File -ID = SCSTYPES.RATF - "IypeII 24hr Unit liyd Type = Default Curvilinear ~ xYG a i r - J: \a0cuMENT\9s 5731 PaNaPAcK,\ HYG File - ID = DEV. HYG - A].IMP Dev. 50 Tc = .1452 hrs Drainage Area = 1.650 acres Run4ff C';N= 98 ~ ` Computational Time Increment = .01935 hrs ~ Computed Peak Time - 11.9514 hrs Computed Peak Flow - 4.55 cfs Ti.rne Incrernent for HYG File = .0500 hrs ~ Peak Tirne, Interpalated autput = 11.9500 hrs ~ Peak Flow, Interpolated Output = 4,54 cfs DRAINAGE P4REA ID . None Selecteri ^ CN = 98 Area ~ 1_650 acres v s _ .2041 i.n ~ 0.25 = .0448 in Cum'u].ata.ve Runvff 2 . 17 14 in 13005 cU_ft HYC 'Volume... 13005 cu.ft (area, unaer HxG curve) * UNIT HYDRDGRAPH PAR"RTERS * * * * * , Time concentration, Tc = .14515 hrs (ID: AIIMP) Computatianal Incrr Tm = .01935 hrs = 0.20[}40 'Fp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) ~ x = 483 _ 431645. 333 1 K = .7491 (alsd, K = 2/ (l+ (Tr f 7`p)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) . - Unit peak, qp = 12.88 cfs Unit peak time Tp = .49677 hrs ~ Unit receding lirnb, Tr = .38714 hrs Total unit tirne, Tb ~ .48387 hrs ~ CLC Associatesr Inc. . PonclPack Ver. 7.0 (325) Cornpute. Time: 12:57:53 Da'te. 49-19-2040 J Type.--- SCS Unit Hyd. Summary Fage 5,05 Name.--- A3FER Tag: Dev.10 Event: 10 yr File.. . . J: \DOctrMENfi\9s~~~~~~N'DPACx~INDIArrA2. PPw StQrrn. - - TyPeIl 24hr Tag: I7ev. 10 ~ SCS UNIT HYDROGRAPH ME'I`HDD ~ STORM EVENTo 10 year starm Durata.on - 24, 0000 hrg Rain Depth 2.0000 in Rain nir C; \HAEsTxn\ePxwlRA1rrFAzz\ ~ R,aizx Fixe --ZD = SCS'Z'YFES.RNF' - TypeII 24hr Unit Hyd 'Fype = Default Curvil3near ~ HYG L7ir _ J: \DOCCTMEIVT\985'73\P0'NDPACK\ I-iYG F'ile - II} = pEV.HYG - AIPER Dev. 10 `J Tc _ . 574 9 hrs Drainage Area = 11.450 acres Runa£f CN- 67 Camputational Time Increment = .07666 hrs J" CampUted Peak T:ime = 12.4186 hrs Computecl Peak Flaw = . 69 cfs Time Increment for HYG FiIe , .0500 hrs Peak Timef Interpalated Qutput _ 12.4000 hrs Peak Flow, Tnterpolatec3 Output = .68 cfs DRAIAIAGE AREA ' II7:Nane 5elected ~ CN = 67 P,rea = 11.450 acres ~ 5 = 4,9254 in . 0.2S - .9851 in Cumulative Runof f . 1734 iri 7207 cu. ft ~ HYG Volume . . . 7207 cu. ft (area under I3YG curve ) * * * * * L}N I'I' HYDRQGRAPH PARAMETERS * * * * * ~ Time Concentratiora, Tc = .57494 hrs (ID: AIPER) Comgutatignal Incr, Tm = .07666 hrs - 0.20000 Tp Unit Hyd. Stiape F'actor 483.432 (37.46% under rising lirnb) - ~ K _ 483.43/645,333, K = .7491 (also, K. _ 2/(1+(Tar/Tp)) F2ecedzng/Rising, Tr/Tp = 1.6698 (solved from K - _7491) Unit peak, qp = 22.56 cfs Unit peak ta.me Tp = .38329 hrs Unit receding limb, Tr = 1.53317 hrs Tatal unit time, Tb = 1.91646 hrs ~ CLC As sociates , Inc. , PandPack Ver: 7.0 {325) Compute Time: 12.57:53 Date: 49-19-2000 Type.... SCS 'Unit Hyd. 5ummary Page 5.06 ~ Name A1PER Tag; Dev.50 Erent: 50 yr File - - - . J: \DOCUMENT\985?3\PONDPACK\INDIANA2 . PPW Storm... TypeIl 24hr 'Z'ag: Dev.54 SCS iTNIT HYDRC]GRAPH METHOD ~ ~ STQRM EVENT : 50 year storm Dttratian _24. 0000 hrs Razn Depth = 2.40G0 in Rain L]ir _ C: \HAESTAD\FPKW\RAx•NFALL\ Rain F'i1 e -ID = SCS"TYPES.RNF - 'Z'ypeZ I 24hr Unit Hyd Type = Default Curvilinear ~ HYG Di r = J:\D0CUMENT\9 8 5 7 3\PONL7 PACK\ H~G File - ID = DEV.HYC - AIPER Dev.SD Tc! _ . 5 7 49 hrs ~ Drainage Area =11.450 acres Runaff CN= 67 ~ Cornputational Tzme Increment _ .07666 hrs ~ Cornputed Peak Time = 12.3420 hrs Computed Peak Flow _ 1.75 cfs Tirrte Increment far NYC File = .0540 hrs ~ Peak Time, Interpolated Output = 12.3500 hrs Peak F°law, Interpvlated C]utput - 1.74 cfs DRAINAGE P.REA xQ:None Selected ~ CN - 67 Area = 11_450 acres S = 4.9254 in ~ 0.2S = .9851 a.n ~ Cumulative Runoff ~ .3].58 in 13124 Ctl . f ~ ~ HYG Volume . 13123 cu. f t (are a under HYG curve ) - * * * * * i73QT T HYD'ROGRAPH PARAMETERS * * * * * ~ ~ Time Concentration, Tc - .57494 hrs (II]: A1PER) Computaticanal Incr, Tm = .07656 hrs = 0_20000 Tp Unit Kyd. Shape Factar = 483.432 (37.45t under r3sing limb) . K _ 483 .43/545.333, K = .7491 {also, IC = 2/ (1+ (Tr/'1'p) ) Reced,ing/Rising, Trf'I'p = 1.669B (solved from K ~ .7491) ~ --A Unit peak, gp ~ 22.55 cfs Unit peak time Tp = .38329 hrs ~ LTnit receding 1ai.mbt Tr = 1.53317 hrs Total unit tirne, Tb = 1.91646 hrs ~ ' CLC Associates, Tnc. • Porxapack Ver: 7.0 {325} cornpute Tirne: 12=57:53. Date: 09-19a2000 Type.... SCS llnit Hyd. Summary Page 5.07 Name . . . . A2IMP 'i'ag : Dev. 1D Bvent; 10 yr File - - - - J: \DOCUMENT\98573\PONDFACK\INDIP.,NA2. PPW Starm.. . TypeII 24hr 'Z`ag: Dev. 10 ~ scs uNIT HYaRaGRAPx METxOn ~ STORM EVENT: 10 year storm Duration = 24 . 0000 hrs ~ain Depth = 2.4000 in Rain Dir = c : ~~~STAD1PPKu~\R.A1rrFALU\ Raa.n Fzle -II7 = SCSTYFES.RNF - TypeZl 24hr Unit Hyd Type = aefault Curvilinear ~ HYG D i r • = J:\D4C17MBNT\9$ 5 7 3\FQND PACK\ HYC File - ZD = DEV.HYG - A2IMP Dev, 10 xc - .1452 nrs Drainage Area = 1.650 aczes Runoff CN= 98 ~ Compt,itatignal Time increment = .01935 hrs ~ Computed Peak Time = 11.9514 h'rs Comguted Peak F'1ow = 3.76 cfs Time Increment f4r NYG File - .0500 hrs ~ Peak Time, Interpolated Output ~ 11.9500 hrs Peak Flow, Interpolated 4utput - 3.75 cfs ~ DRAINAGE AREA ~ -__o--------------- ID.hTane Selectecl CN 98 Area = 3.550 a+Cres ~ s _ .2041 in ~ 0.2S - .0408 in . Curnulative Runoff ~ 1.7744 in 10528 cu.ft HYG Volume. . . 10527 cu. ft (area under T3Y~ cursre) LJNIT HYDROGRAPH FARAME'I'ER5 * * # * * Time Concentration, Tc _ .14516 hrs (ID: A2IMP~ Camputatianal Incr, 'I`m _ .01935 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (17.46% under risirig la.mb) . iL = `343.Y3/6Y5-333, K ~ -7491 4also, K = 2/{1+(1rITp)1 Receding/Rising, Tr,ITp = 1.6698 (salved frorn K _ .7431) Unit peak, qp = 12.88 cfs Unit peak tirne Tp = .09677 hrs Uz7it recedlng llmb, Tr = .38710 hrs Total unit time, Tb .48387 hrs CLC Assvciatesr Inc. . PondPack ver: 7.0 (325) Cornpute,Time: 12:57:53 Date: 49-19-2000 ~ ~ ) ~ ( ~ Type.... SCS Unit Hyd. Summary Page 5.08 Name.... A2IMP Tag: Dev.50 Event: 50 yr ; File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypeII 24hr Tag: Dev.50 SCS UNIT HYDROGRAPH METHOD ~ I STORM EVENT: 50 year storm ~ Duration = 24.0000 hrs Rain Depth = 2.4000 in ~ Rain Dir = C:\HAESTAD\PPKW\R.AINFALL\ ~ Rain File -ID = SCSTYPES.RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear ~ HYG Dir = J:\DOCUMENT\98573\PONDPACK\ HYG File - ID = DEV.HYG - A2IMP Dev.50 Tc = .1452 hrs ~ Drainage Area = 1.650 acres Runoff CN= 98 ~ Computational Time Increment = .01935 hrs ~ Computed Peak Time = 11.9614 hrs Computed Peak Flow = 4.55 cfs Time Increment for HYG File = .0500 hrs ^ Peak Time, Interpolated Output = 11.9500 hrs Peak Flow, Interpolated Output = 4.54 cfs DRAZNAGE AREA ID:None Selected ~ CN = 98 Area = 1.650 acres S = .2041 i n 0.2S = .0408 in Cumulative Runoff ~ 2.1714 in 13005 cu.ft HYG Volume... 13005 cu.ft (area under HYG curve) UNIT HYDROGRAPH PARAMETERS Time Concentration, Tc = .14516 hrs (ID: A2IMP) - Computational Incr, Tm = .01935 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) ~ K= 483.43/645.333, K= .7491 (also, K= 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K= .7491) - Unit peak, qp = 12.88 cfs ~ Unit peak time Tp = .09677 hrs Unit receding limb, Tr = .38710 hrs Total unit time, Tb = .48387 hrs i CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute. Time: 12:57:53 Date: 09-19-2000 - Ji -1 ( . Type.... SCS Unit Hyd. Summary Page 5.09 Name.... A2PER Tag: Dev.10 Event: 10 yr File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypeII 24hr Tag: Dev.10 K' SCS UNIT HYDROGR.APH METHOD ~ STORM EVENT: 10 year storm Duration = 24.0000 hrs Rain Depth = 2.0000 in Rain Dir = C:\HAESTAD\PPKW\R.AINFALL\ " Rain File -ID = SCSTYPES.RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = J:\DOCUMENT\98573\PONDPACK\ HYG File - ID = DEV.HYG - A2PER Dev.10 " Tc = .3586 hrs Drainage Area = 3.450 acres Runoff CN= 67 ~ Computational Time Increment = .04782 hrs ~ Computed Peak Time = 12.1938 hrs Computed Peak Flow = .27 cfs Time Increment for HYG File = .0500 hrs ' Peak Time, Interpolated Output = 12.2000 hrs Peak Flow, Interpolated Output = .27 cfs . DRAINAGE AREA ID:None Selected ~ CN = 67 Area = 3.450 acres V S = 4.9254 in ~ 0.2S = .9851 in w Cumulative Runoff .1734 in 2172 cu.ft HYG Volume... 2172 cu.ft (area under HYG curve) UNIT HYDROGR.APH PARAMETERS Time Concentration, Tc = .35864 hrs (ID: A2PER) Computational Incr, Tm = .04782 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) ~ K= 483.43/645.333, K= .7491 (also, K= 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K= .7491) Unit peak, qp = 10.90 cfs ~ Unit peak time Tp = .23909 hrs Unit receding limb, Tr = .95638 hrs Total unit time, Tb = 1.19547 hrs CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute.Time: 12:57:53 Date: 09-19-2000 ~ Type.._. SCS Unit Hyd. 5ummary Page 5.10 Name.... A2PER Tag: Dev.50 Event: 50 yr File - - - - J: \DoctrMENT\98573l,PorraPAcK\xNDzArrA2.PPw Starm... 'IypeTT 24hr Tag: nev.50 - SCS UN XT I3YdROGRAPH P+IE'I`HOD STORM EVENT; 50 year storm Duration = 24 . 0D00 hrs Rain Depth ~ 2.4000 in Rain Dir = c:\RAEsTAn\PPxw\RAzNFALL1 ` Rain File -ID = SCSTYPES.RNF - 'x'ypel2 24hr Unit Hyd Type = Default Curvilinear ~ i3YG Dir = J:\DOCLTMENT\98573\P4NDPACK\ HYG F i 1 e - ZD ~ DEV. HYG - A2 P'EI2 aev, 5 0 Tc - .3586 hrs Drainage Area = 3.450 acres Runoff CN= 67 • ~ v Computational Tirne Increment = .04782 hrs Co;nptited Peak Time _ 12.1460 hrs Computed Peak F"1ow - .72 cfs • Time Increment far HYG Fz].e ~ .0500 hrs ~ Peak Time, Interpolated output = 12.1500 hzs Peak Flow, Interpalated Output = .72 cfs DRAYNAGE AREA __________-_R_T I'a:None Selected CN - 57 Area = 3.450 acres s = 4.9254 in ~ 0.2S _ .9851 in Cumulative Runaff --~----__a~_~__---- .3158 in 3954 cu.ft HYG Valurne 3956 cu. f t (area under HYG curve ) ~ * * * ~ U'NT T HYDRQCIRA,PH PARA,METERS * * * ,r * ~ Ta.me Concentrat zon r Tc - .35864 hra (ID ; A2PER) . Comp'utatxonaX Incrr, ''m ~ _ 04782 hrs = 0.20000 Tp Unit Hyd. Snape F'actor = 483 .4,32 (37.4G% under rising limb) ~ K - 4e3.43/645.333, _ x - .7491 ~alsv, K _ 2I (I+(TrOTp)) Receding/Rising, TrfTp = 1.6698 (salved from K~ .7491) Unit peak f 9P - 10.90 cfs ' Unit peak tirne Tp ~ .23909 hrs Unit receding limb, Tr W, .95538 hrs . Tvtal unit time r TIa ~ 1.19547 hrs ~ ~ CLC Associates, Inc. . . FondFack Ver: 7.4 (325) Cvmgute, Tirne: 12:57:53 L?ate: 09-19-2000 ~ . I ~ ~ • Type.... SCS Unit Hyd. Summary Page 5.11 l- Name.... B1IMP Tag: Dev.10 Event: 10 yr . File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypelI 24hr Tag: Dev.10 SCS UNIT HYDROGRAPH METHOD ~STORM EVENT: 10 year storm ~ Duration = 24.0000 hrs Rain Depth = 2.0000 in 1 Rain Dir = C:\HAESTAD\PPKW\R.AINFALL\ Rain File -ID = SCSTYPES.RNF - TypelI 24hr Unit Hyd Type = Default Curvilinear HYG Dir = J:\DOCUMENT\98573\PONDPACK\ HYG File - ID = DEV.HYG - BlIMP Dev.10 - Tc = .1195 hrs ^ Drainage Area =.910 acres Runoff CN= 98 , Computational Time Increment = .01593 hrs Computed Peak Time = 11.9348 hrs Computed Peak Flow = 2.17 cfs Time Increment for HYG File = .0500 hrs ~ Peak Time, Interpolated Output = 11.9500 hrs Peak Flow, Interpolated Output = 2.15 cfs DR.AINAGE AREA ID:None Selected CN = 98 Area = .910 acres S = .2041 in 0.2S = .0408 in Cumulative Runoff 1.7744 in 5861 cu.ft HYG Volume... 5862 cu.ft (area under HYG curve) UNIT HYDROGRAPH PARAMETERS Time Concentration, Tc = .11951 hrs (ID: BlIMP) ~ Computational Incr, 'I1n .01593 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 4-83.432 (37.46% under rising limb) K= 483.43/645.333, K= .7491 (also, K= 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K= .7491) Unit peak, qp = 8.63 cfs Unit peak time Tp = .07967 hrs Unit receding limb, Tr = .31869 hrs Total unit time, Tb = .39836 hrs ~ I CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 -1 I ~ I ~ ti Type.... SCS Unit Hyd. Summary Page 5.12 Name.... B1IMP Tag: Dev.50 Event: 50 yr j File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypeII 24hr Tag: Dev.50 ? SCS UNIT HYDROGR.APH METHOD 1 y STORM EVENT: 50 year storm Duration = 24.0000 hrs Rain Depth = 2.4000 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = J:\DOCUMENT\98573\PONDPACK\ HYG File - ID = DEV.HYG - B1IMP Dev.50 Tc = .1195 hrs ^ Drainage Area =.910 acres Runoff CN= 98 ~ Computational Time Increment = .01593 hrs - Computed Peak Time = 11.9348 hrs Computed Peak Flow = 2.62 cfs Time Increment for HYG File = .0500 hrs ' Peak Time, Interpolated Output = 11.9500 hrs Peak Flow, Interpolated Output = 2.60 cfs DR.AINAGE AREA ID:None Selected CN = 98 Area = .910 acres S = .2041 in ^ 0.25 = .0408 in Cumulative Runoff ~ 2 . 1714 in 7173 cu.ft HYG Volume... 7174 cu.ft (area under HYG curve) ~ UNIT HYDROGRAPH PARAMETERS Time Concentration, Tc = .11951 hrs (ID: B1IMP) Computational Incr, Tm = .01593 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) ~ K= 483.43/645.333, K= .7491 (also, K= 2/(1+(Tr/Tp)) ; Receda.ng/Rising, Tr/Tp = 1.6698 (solved from K= .7491) Unit peak, qp = 8.63 cfs j Unit peak time Tp = .07967 hrs Unit receding limb, Tr = .31869 hrs Total unit time, Tb = .39836 hrs ~i MI ~ CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 i ( Type.... SCS Una.t Hyd. Summary Page 5.13 Name.... BIPER Tag: Dev.10 Event: 10 yr ~ File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypelI 24hr Tag: Dev.10 ` SCS UNIT HYDROGRAPH METHOD ~ STORM EVENT: 10 year storm ~ Duration = 24.0000 hrs Rain Depth = 2.0000 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ ~ Rain File -ID = SCSTYPES.RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear ~ HYG Dir = J:\DOCUMENT\98573\PONDPACK\ HYG File - ID = DEV.HYG - B1PER Dev.10 V- Tc = .4986 hrs ~ Drainage Area = 14.940 acres Runoff CN= 67 Computational Time Increment = .06647 hrs ~ Computed Peak Time = 12.2976 hrs Computed Peak Flow = .96 cfs Time Increment for HYG File = .0500 hrs Peak Time, Interpolated Output = 12.3000 hrs Peak Flow, Interpolated Output = .96 cfs DRAINAGE AREA ID:None Selected ~ CN = 67 Area = 14.940 acres ~J S = 4.9254 in 0.2S = .9851 in Cumulative Runoff ~ .1734 in 9404 cu.ft . HYG Volume... 9404 cu.ft (area_under HYG curve) UNIT HYDROGR.APH PARAMETERS , • -Time Concentration, Tc = .49855 hrs (ID: B1PER) Computational Incr, Tm = .06647 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K= 483.43/645.333, K= .7491 (also, K= 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K= .7491) Unit peak, qp = 33.95 cfs i Unit peak time Tp = .33237 hrs Unit receding limb, Tr = 1.32947 hrs Total unit time, Tb = 1.66184 hrs ~ ~CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute_ Time: 12:57:53 Date: 09-19-2000 ! i Type.... SCS Unit Hyd. Summary Page 5.14 Name.... B1PER Tag: Dev.50 Event: 50 yr ~ File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypeII 24hr Tag: Dev.50 ' SCS UNIT HYDROGRAPH METHOD , STORM EVENT: 50 year storm ~ Duration = 24.0000 hrs Rain Depth = 2.4000 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ `J Rain File -ID = SCSTYPES.RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear ~ HYG Dir = J:\DOCUMENT\98573\PONDPACK\ HYG File - ID = DEV.HYG - B1PER Dev.50 Tc = .4986 hrs' Drainage Area = 14.940 acres Runoff CN= 67 ~ Computational Time Increment = .06647 hrs Computed Peak Time = 12.2976 hrs Computed Peak Flow = 2.49 cfs Time Increment for HYG File = .0500 hrs ~ Peak Time, Interpolated Output = 12.3000 hrs Peak Flow, Interpolated Output = 2.48 cfs DRAINAGE AREA ID:None Selected ~ CN = 67 Area = 14.940 acres ~J S = 4.9254 in 0.2S = .9851 in Cumulative Runoff ~ .3158 in 17124 cu.ft HYG Volume... 17124 cu.ft (area under HYG curve) UNIT HYDROGR.APH PARAMETERS - Time Concentration, Tc = .49855 hrs (ID: B1PER) Computational Incr, Tm = .06647 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K= 483.43/645.333, K= .7491 (also, K= 2/(1+(Tr/Tp)) , Receding/Rising, Tr/Tp = 1.6698 (solved f rom K= .7491) Unit peak, qp = 33.95 cfs ~ Unit peak time Tp = .33237 hrs . Unit receding limb, Tr = 1.32947 hrs Total unit time, Tb = 1.66184 hrs i ( t CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute, Time: 12:57:53 Date: 09-19-2000 ~ ( - ~ , t _ Type.... SCS Unit Hyd. Summary Page 5.15 Name.... B2IMP Tag: Dev.10 Event: 10 yr File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypeII 24hr Tag: Dev.10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 24.0000 hrs Rain Depth = 2.0000 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ ~ _J Rain File -ID = SCSTYPES.RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear ~ HYG Dir = J:\DOCUMENT\98573\PONDPACK\ ' HYG File - ID = DEV.HYG - B2IMP Dev.10 ~ Tc = .1191 hrs Drainage Area =.930 acres Runoff CN= 98 y Computational Time Increment = .01588 hrs Computed Peak Time = 11.9384 hrs ~ Computed Peak Flow = 2.22 cfs ~s Time Increment for HYG File = .0500 hrs ~ Peak Time, Interpolated Output = 11.9500 hrs Peak Flow, Interpolated Output = 2.19 cfs DRAINAGE AREA zD:None Selected CN = 98 . Area = .930 acres S = .2041 in O.ZS = .0408 in Cumulative Runoff - 1.7744 in 5990 cu.ft HYG Volume... 5990 cu.ft (area under HYG curve) UNIT HYDROGRAPH PAR.AMETERS Time Concentration, Tc = .11907 hrs (ID: B2IMP) Computational Incr, Tm = .01588 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K= 483.43/645.333, K= .7491 (also, K= 2/(1+(Tr/Tp)) ~ Receding/Rising, Tr/Tp = 1.6698 (solved from K= .7491) Unit peak, qp = 8.85 cfs i, Unit peak time Tp = .07938 hrs Unit receding limb, Tr = .31751 hrs Total unit time, Tb = .39689 hrs ~ CLC Associates, Inc. , PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 ~ ~ . ~ r I Type.... SCS Unit Hyd. Summary Page 5.16 PTame.... B2IMP Tag: Dev.50 Event: 50 yr I File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ~-Storm... TypeII 24hr Tag: Dev.50 ~ SCS UNIT HYDROGR.APH METHOD _i STORM EVENT: 50 year storm Duration = 24.0000 hrs Rain Depth = 2.4000 in ~ - Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ . Rain File -ID = SCSTYPES.RNF - T'ypeII 24hr Unit Hyd Type = Default Curvilinear -HYG Dir = J:\DOCUMENT\98573\PONDPACK\ HYG File - ID = DEV.HYG - B2IMP Dev.50 ~ Tc = .1191 hrs _ Drainage Area =.930 acres Runoff CN= 98 Computational Time Increment = .01588 hrs Computed Peak Time = 11.9384 hrs Computed Peak Flow = 2.68 cfs Time Increment for HXG File = .0500 hrs ^ Peak Time, Interpolated Output = 11.9500 hrs Peak Flow, Interpolated Output = 2.65 cfs DRAINAGE AREA • ID:None Selected ~ CN = 98 Area = .930 acres S = .2041 in 0.25 = .0408 in ~ Cumulative Runoff ~ 2.1714 in 7330 cu.ft HYG Volume... 7331 cu.ft (area under HYG curve) ~ UNIT HYDROGRAPH PARAMETERS Time Concentration, Tc = .11907 hrs (ID: B2IMP) Computational Incr, Tm = .01588 hrs = 0.20000 Tp ~ Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) ~ K= 483.43/645.333, K= .7491 (also, K= 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K= .7491) Unit peak, qp = 8.85 cfs `i Unit peak time Tp = .07938 hrs . Unit receding limb, Tr = .31751 hrs ' Total unit time, Tb =,.39689 hrs ~ CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 i Type.... SCS Unit Hyd. Summary Page 5.17 Name.... B2PER Tag: Dev.10 Event: 10 yr I File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypeII 24hr Tag: Dev.10 ~ SCS UNIT HYDROGRAPH METHOD J STORNi EVENT: 10 year storm ~ Duration = 24.0000 hrs Rain Depth = 2.0000 in f Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ ~ Rain File -ID = SCSTYPES.RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear ~ HYG Dir = J:\DOCUMENT\98573\PONDPACK\ HYG File - ID = DEV.HYG - B2PER Dev.10 ~Tc = .3381 hrs _ Drainage Area = 1.290 acres Runoff CN= 67 Computational Time Increment = .04508 hrs ~ Computed Peak Time = 12.1724 hrs Computed Peak Flow = .11 cfs Time Increment for HYG File = .0500 hrs ^ Peak Time, Interpolated Output = 12.2000 hrs Peak Flow, Interpolated Output = .11 cfs DRAINAGE A.REA v._.. ID:None Selected ^ CN = 67 Area = 1.290 acres -S = 4.9254 in ~ 0.2S = .9851 in Cumulative Runoff - , .1734 in 812 cu. ft HYG Volume... 811 cu.ft (area under HYG curve) UNIT HYDROGRAPH PARAMETERS Time Concentration, Tc = .33812 hrs (ID: B2PER) Computational Incr, Tm = .04508 hrs = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) ~ K= 483.43/645.333, K= .7491 (also, K= 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from•K = .7491) Unit peak, . qp = 4.32 cfs Unit peak time Tp = .22541 hrs ~ Unit receding limb, Tr = .90166 hrs Total unit time, Tb = 1.12707 hrs ~ ~ - - CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-1972000 ~ i V Type.... SCS Unit Hyd. Summary Page 5.18 Name.... B2PER Tag: Dev.50 Event: 50 yr , i File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypelI 24hr Tag: Dev.50 ~ SCS UNIT HYDROGR.APH METHOD ~ STORM EVENT: 50 year storm ~ Duration = 24.0000 hrs Rain Depth = 2.4000 in { Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear ~ HYG Dir = J:\DOCUMENT\98573\PONDPACK\ HYG File - ID = DEV.HYG - B2PER Dev.50 ~ Tc = .3381 hrs ~ Drainage Area = 1.290 acres Runoff CN= 67 W Computational Time Increment = .04508 hrs - Computed Peak Time = 12.1724 hrs Computed Peak Flow = .28 cfs Time Increment for HYG File = .0500 hrs ~ Peak Time, Interpolated Output = 12.1500 hrs ~ Peak Flow, Interpolated Output = .28 cfs DRAINAGE AREA ID:None Selected ~ CN = 67 Area = 1.290 acres f S = 4.9254 in 0.25 = .9851 in Cumulative Runoff ~ .3158 in 1479 cu.ft HYG Volume... 1477 cu.ft (area under HYG curve) ' UNIT HYDROGRAPH PARAMETERS Time Concentration, Tc = .33812 hrs (ID: B2PER) , I Computational Incr, Tm = .04508 hrs = 0.20000 Tp ~ - Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) j K= 483.43/645.333, K= .7491 (also, K= 2/(1+(Tr/Tp)) ~ Receding/Rising, Tr/Tp = 1.6698 (solved from K= .7491) Unit peak, qp = 4.32 cfs ~ ; . Unit peak time Tp = .22541 hrs Unit receding limb, Tr = .90166 hrs Total unit time, Tb = 1.12707 hrs - 1 _J • - CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 ~ I Type.... Time-Elev Page 6.01 Name.... POND A Tag: Dev.10 Event: 10 yr , ' File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ~-I Storm... TypeII 24hr Tag: Dev.10 ~ TIME vs. ELEVATION ( f t) t I ~ Time ~ Output Time increment =.0500 hrs ~ hrs ~ Time on left represents time for first value in each row. 2.0000 ~ 1974.89 1974.89 1974.89 1974.89 1974.89 2.2500 ~ 1974.89 1974.89 1974.89 1974.89 1974.89 ~ 2.5000 ~ 1974.89 1974.89 1974.89 1974.89 1974.89 ~ 2.7500 ~ 1974.89 1974.89 1974.89 1974.89 1974.89 ~ 3.0000 ~ 1974.89 1974.89' 1974.89 1974.89 1974.90 ~ 3.2500 I 1974.90 1974.90 1974.90 1974.90 1974.90 3.5000 ~ 1974.90 1974.90 1974.90 1974.90 1974.90 J 3.7500 ~ 1974.90 1974.90 1974.90 1974.90 1974.90 4.0000 ( 1974.90 1974.90 1974.90 1974.90 1974.91 ~ 4.2500 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 4.5000 I 1974.91 1974.91 1974.91 1974.91 1974.91 - 4.7500 ~ 1974.91 1974.91 1974.91 1974.92 1974.92 ~ 5.0000 ( 1974.92 1974.92 1974.92 1974.92 1974.92 5.2500 ( 1974.92 1974.92 1974.92 1974.92 1974.92 , 5.5000 ~ 1974.93 1974.93 1974.93 1974.93 1974.93 5.7500 ~ 1974.93 1974.93 1974.93 1974.93 1974.93 - 6.0000 I 1974.94 1974.94 1974.94 1974.94 1974.94 6.2500 ( 1974.94 1974.94 1974.94 1974.95 1974.95 W 6.5000 ~ 1974.95 1974.95 1974.95 1974.95 1974.95 ~ 6.7500 ~ 1974.95 1974.95 1974.96 1974.96 1974.96 7.0000 ( 1974.96 1974.96 1974.96 1974.96 1974.97 • ~ 7.2500 ( 1974.97 1974.97 1974.97 1974.97 1974.97 7.5000 ~ 1974.97 1974.98 1974.98 1974.98 1974.98 7.7500 ~ 1974.98 1974.98 1974.98 1974.99 1974.99 ~ 8.0000 ( 1974.99 1974.99 1974.99 1974.99 1975.00 8.2500 ~ 1975.00 1975.00 1975.00 1975.00 1975.00 8.5000 ~ 1975.01 1975.01 1975.01 1975.01 1975.01 ~ 8.7500 ~ 1975.02 1975.02 1975.02 1975.02 1975.02 ~ 9.0000 ~ 1975.03 1975.03 1975.03 1975.03 1975.04 9.2500 ~ 1975.04 1975.04 1975.04 1975.05 1975.05 - 9.5000 ( 1975.05 1975.05 1975.06 1975.06 1975.06 9.7500 ~ 1975.07 1975.07 1975.07 1975.07 1975.08 10.0000 ( 1975.08 1975.08 1975.09 1975.09 1975.09 10.2500 ~ 1975.10 1975.10 1975.10 1975.11 1975.11 ~ 10.5000 ~ 1975.12 1975.12 1975.12 1975.13 1975.13 • 10.7500 ~ 1975.14 1975.14 1975.15 1975.16 1975.16 - 11.0000 ~ 1975.17 1975.17 1975.18 1975.19 1975.19* _ 11.2500 ~ 1975.20 1975.21 1975.22 1975.23 1975.24 11.5000 ~ 1975.25 1975.26 1975.28 1975.30 1975.33• 11.7500 ~ 1975.37 1975.43 1975.50 1975.59 1975.69 12.0000 ~ 1975.80 1975.90 1975.96 1976.00 1976.03 12.2500 ( 1976.04 1976.06 1976.07 1976.08 1976.09 I 12.5000 ~ 1976.09 1976.10 1976.10 1976.10 1976.11 t- 12.7500 ( 1976.11 1976.10 1976.10 1976.10 1976.10 13.0000 ~ 1976.10 1976.09 1976.09 1976.08 1976.08 r-- ~ ~ CLC Associates, Inc. PondPack Ver: 7.0 (325) Compute- Time: 12:57:53 Date: 09-19-2000 Type.... Time-Elev Page 6.02 Name.... POND A Tag: Dev.10 Event: 10 yr File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypeII 24hr Tag: Dev.10 TIME vs. ELEVATION ( f t) WJ Time ~ Output Time increment =.0500 hrs hrs ~ Time on left represents time for first value in each row. 13.2500 ~ 1976.07 1976.07 1976.06 1976.06 1976.05 ~ 13.5000 ~ 1976.05 1976.04 1976.04 1976.03 1976.02 13.7500 I 1976.02 1976.01 1976.00 1976.00 1975.99 14.0000 1975.98 1975.98 1975.97 1975.96 1975.96 ~ 14.2500 ~ 1975.95 1975.94 1975.94 1975.93 1975.92 14.5000 I 1975.92 1975.91 1975.91 1975.90 1975.89 14.7500 ~ 1975.89 1975.88 1975.87 1975.87 1975.86 ~ 15.0000 ( 1975.86 1975.85 1975.84 1975.84 1975.83 15.2500 ~ 1975.83 1975.82 1975.82 1975.81 1975.81 15.5000 ~ 1975.80 1975.80 1975.79 1975.79 1975.79 15.7500 ~ 1975.78 .1975.78 1975.77 1975.77 1975.77 ~ 16.0000 ~ 1975.76 1975.76 1975.75 1975.75 1975.75 - 16.2500 I 1975.74 1975.74 1975.74 1975.73 1975.73 16.5000 ( 1975.73 1975.72 1975.72 1975.72 1975.72 ~ 16.7500 ( 1975.71 1975.71 1975.71 1975.71 1975.70 17.0000 ~ 1975.70 1975.70 1975.70 1975.69 1975.69 ~ 17.2500 ~ 1975.69 1975.69 1975.69 1975.68 1975.68 17.5000 ~ 1975.68 1975.68 1975.68 1975.68 1975.67 - 17.7500 I 1975.67 1975.67 1975.67 1975.67 1975.67 ~ 18.0000 I 1975.66 1975.66 1975.66 1975.66 1975.66 18.2500 ~ 1975.66 1975.66 1975.66 1975.65 1975.65 v 18.5000 ~ 1975.65 1975.65 1975.65 1975.65 1975.65 18.7500 ~ 1975.65 1975.64 1975.64 1975.64 1975.64 ~ 19.0000 ~ 1975.64 1975.64 1975.64 1975.64 1975.64 19.2500 ~ 1975.64 1975.63 1975.63 1975.63 1975.63 -J 19.5000 ~ 1975.63 1975.63 1975.63 1975.63 1975.63 ^ 19.7500 I 1975.63 1975.62 1975.62 1975.62 1975.62 20.0000 ~ 1975.62 1975.62 1975.62 1975.62 1975.62 ~ 20.2500 ~ 1975.62 1975.62 1975.61 1975.61 _1975.61 20.5000 ~ 1975.61 1975.61 1975.61 1975.61 1975.61 - 20.7500 ~ 1975.61 1975.61 1975.61 1975.61 1975.61 21.0000 ~ 1975.61 1975.61 1975.60 1975.60 1975.60 ~ 21.2500 ~ 1975.60 1975.60 1975.60 1975.60 1975.60 21.5000 ~ 1975.60 1975.60 1975.60 1975.60 1975.60 ~ 21.7500 ~ 1975.60 1975.60 1975.60 1975.60 1975.60 22.0000 ~ 1975.60 1975.60 1975.60 1975.60 1975.60 ~ 22.2500 ~ 1975.60 1975.60 1975.59 1975.59 1975.59 22.5000 ~ 1975.59 1975.59 1975.59 1975.59 1975.59 22.7500 ~ 19715.59 1975.59 1975.59 1975.59 1975.59 J 23.0000 ~ 1975.59 1975.59 1975.59 1975.59 1975.59 23.2500 ~ 1975.59 1975.59 1975.59 1975.59 1975.59 23.5000 ~ 1975.59 1975.59 1975.59 1975.59 1975.59 23.7500 ~ 1975.59 1975.59 1975.59 1975.59 1975.59 - 24.0000 ~ 1975.59 1975.59 1975.59 1975.59 1975.58 24.2500 ~ 1975.58 1975.58 1975.58 1975.58 1975.58 24.5000 ~ 1975.57 1975.57 1975.57 1975.57 1975.57 CLC Associates, Inc. ' PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 ~l ~ ~ Type.... Time-Elev Page 6.03 Name.... POND A Tag: Dev.10 Event: 10 yr File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ~ Storm... TypeII 24hr Tag: Dev.10 ~ TIME vs. ELEVATION (ft) ~ Time i Output Time increment =.0500 hrs f ---hrs- i____Ti.me_on-left represents time for first value in each row. + 24.7500 ~ 1975.56 1975.56 1975.56 1975.56 1975.56 _ • 25.0000 ~ 1975.55 1975.55 1975.55 1975.55 1975.55 25.2500 ~ 1975.54 1975.54 1975.54 1975.54 1975.53 ~ 25.5000 ~ 1975.53 1975.53 1975.53 1975.53 1975.52 25.7500 ~ 1975.52 1975.52 1975.52 1975.52 1975.51 -26.0000 ~ 1975.51 1975.51 1975.51 1975.51 1975.50 26.2500 ~ 1975.50 1975.50 1975.50 1975.49 1975.49 26.5000 ~ 1975.49 1975.49 1975.49 1975.48 1975.48 26.7500 ~ 1975.48 1975.48 1975.48 1975.47 1975.47 ^ 27.0000 ~ 1975.47 1975.47 1975.47 1975.46 1975.46 27.2500 ~ 1975.46 1975.46 1975.46 1975.45 1975.45 v 27.5000 ~ 1975.45 1975.45 1975.44 1975.44 1975.44 - 27.7500 ~ 1975.44 1975.44 1975.43 1975.43 1975.43 28.0000 ~ 1975.43 1975.43 1975.42 1975.42 1975.42 28.2500 ( 1975.42 1975.42 1975.41 1975.41 1975.41 28.5000 ~ 1975.41 1975.41 1975.40 1975.40 1975.40 ~ 28.7500 ~ 1975.40 1975.40 1975.39 1975.39 1975.39 29.0000 ~ 1975.39 1975.38 1975.38 1975.38 1975.38 29.2500 ~ 1975.38 1975.37 1975.37 1975.37 1975.37 29.5000 ~ 1975.37 1975.36 1975.36 1975.36 1975.36 29.7500 ~ 1975.35 1975.35 1975.35 1975.35 1975.35 30.0000 ( 1975.34 1975.34 1975.34 1975.34 1975.34 , 30.2500 ( 1975.33 1975.33 1975.33 1975.33 1975.33 ~ 30.5000 ~ 1975.32 1975.32 1975.32 1975.32 1975.32 30.7500 ( 1975.32 1975.31 1975.31 1975.31 1975.31 31.0000 ~ 1975.31 1975.30 1975.30 1975.30 1975.30 ^ 31.2500 ~ 1975.30 1975.29 1975.29 1975.29 1975.29 31.5000 ~ 1975.29 1975.29 1975.28 1975.28 1975.28 ` 31.7500 1 1975.28 1975.28 1975.28 1975.27 1975.27 32.0000 ~ 1975.27 1975.27 1975.27 1975.27 1975.26 32.2500 ~ 1975.26 1975.26 1975.26 1975.26 1975.26 32.5000 ~ 1975.25 1975.25 1975.25 1975.25 1975.25 32.7500 I 1975.25 1975.24 1975.24 1975.24 1975.24 33.0000 ~ 1975.24 1975.24 1975.23 1975.23 1975.23 33.2500 ~ 1975.23 1975.23 1975.23 1975.23 1975.22 33.5000 ~ 1975.22 1975.22 1975.22 1975.22 1975.22 33.7500 ~ 1975.22 1975.21 1975.21 1975.21 1975.21 34.0000 I 1975.21 1975.21 1975.21 1975.20 1975.20 34.2500 ~ 1975.20 1975.20 1975.20 1975.20 1975.20 34.5000 ~ 1975.19 1975.19 1975.19 1975.19 1975.19 34.7500 ~ 1975.19 1975.19 1975.18 1975.18 1975.18 ~ 35.0000 I 1975.18 1975.18 1975.18 1975.18 1975.18 35.2500 I 1975.17 1975.17 1975.17 1975.17 1975.17 -W 35.5000 ~ 1975.17 1975.17 1975.17 1975.16 1975.16 _ 35.7500 ~ 1975.16 1975.16 1975.16 1975.16 1975.16 36.0000 I 1975.16 1975.15 1975.15 1975.15 1975.15 ^ CLC Associates, Inc. ' PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 .i i r ~ ~ I Type.... Time-Elev Page 6.04 Name.... POND A Tag: Dev.10 Event: 10 yr ' File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypeII 24hr Tag: Dev.10 ~ TIME vs. ELEVATION (ft) Time ~ Output Time inerement =.0500 hrs hrs ~ Time on left represents time for first value in each row. 36.2500 ~ 1975.15 1975.15 1975.15 1975.15 1975.15. ~ 36.5000 ! 1975.14 1975.14 1975.14 1975.14 1975.14 36.7500 ~ 1975.14 1975.14 1975.14 1975.14 1975.13 w 37.0000 ~ 1975.13 1975.13 1975.13 1975.13 1975.13 37.2500 ~ 1975.13 1975.13 1975.13 1975.12 1975.12 ~ 37.5000 ~ 1975.12 1975.12 1975.12 1975.12 1975.12 37.7500 ~ 1975.12 1975.12 1975.12 1975.11 1975.11 38.0000 ~ 1975.11 1975.11 1975.11 1975.11 1975.11 38.2500 ~ 1975.11 1975.11 1975.11 1975.10 1975.10 38.5000 ( 1975.10 1975.10 1975.10 1975.10 1975.10 38.7500 ~ 1975.10 1975.10 1975.10 1975.10 1975.09 39.0000 ~ 1975.09 1975.09 1975.09 1975.09 1975.09 39.2500 I 1975.09 1975.09 1975.09 1975.09 1975.09 39.5000 I 1975.08 1975.08 1975.08 1975.08 1975.08 39.7500 ~ 1975.08 1975.08 1975.08 1975.08 1975.08 40:0000 ~ 1975.08 1975.08 1975.07 1975.07 1975.07 ~ 40.2500 ~ 1975.07 1975.07 1975.07 1975.07 1975.07 40.5000 ~ 1975.07 1975.07 1975.07 1975.07 1975.06 ~ 40.7500 ~ 1975.06 1975.06 1975.06 1975.06 1975.06 r-, 41.0000 ~ 1975.06 1975.06 1975.06 1975.06 1975.06 41.2500 ~ 1975.06 1975.06 1975.06 1975.05 1975.05 41.5000 ~ 1975.05 1975.05 1975.05 1975.05 1975.05 41.7500 ( 1975.05 1975.05 1975.05 1975.05 1975.05 ~ 42.0000 ~ 1975.05 1975.05 1975.04 1975.04 1975.04 42.2500 ~ 1975.04 1975.04 1975.04 1975.04 1975.04 42.5000 ~ 1975.04 1975.04 1975.04 1975.04 1975.04 42.7500 ~ 1975.04 1975.04 1975.03 1975.03 1975.03 ~ 43.0000 ~ 1975.03 1975.03 1975.03 1975.03 1975.03 ~ 43.2500 ( 1975.03 1975.03 1975.03 1975.03 1975.03 43.5000 ~ 1975.03 1975.03 1975.03 1975.02 1975.02 ~ 43.7500 ~ 1975.02 1975.02 1975.02 1975.02 1975.02 44.0000 ~ 1975.02 1975.02 1975.02 1975.02 1975.02 44.2500 ~ 1975.02 1975.02 1975.02 1975.02 1975.02 44.5000 ~ 1975.01 1975.01 1975.01 1975.01 1975.01 ^ 44.7500 ~ 1975.01 1975.01 1975.01 1975.01 1975.01 45.0000 ~ 1975.01 1975.01 1975.01 1975.01 1975.01 ~ 45.2500 ~ 1975.01 1975.01 1975.01 1975.01 1975.00 - 45.5000 ~ 1975.00 1975.00 1975.00 1975.00 1975.00 45.7500 ~ 1975.00 1975.00 1975.00 1975.00 1975.00 ~ 46.0000 ( 1975.00 1975.00 1975.00 1975.00 1975.00 46.2500 ( 1975.00 1975.00 1975.00 1975.00 1974.99 46.5000 ~ 1974.99 1974.99 1974.99 1974.99 1974.99 46.7500 ~ 1974.99 1974.99 1974.99 1974.99 1974.99 47.0000 ~ 1974.99 1974.99 1974.99 1974.99 1974.99 47.2500 ~ 1974.99 1974.99 1974.99 1974.99 1974.99 ~ 47.5000 ( 1974.99 1974.99 1974.98 1974.98 1974.98 ~ CLC Associates, Inc. ' PondPack Ver: 7.0 (325) ComputE~ Time: 12:57:53 Date: 09-19-2000 • Type.... Time-Elev Page 6.05 ~ Name.... POND A Tag: Dev.30 Event: 10 yr File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypeII 24hr Tag: Dev.10 TIME vs. ELEVATION (ft) - Time ( Output Time increment =.0500 hrs ~ hrs ( Time on left represents time for first value in each row. ( ~ 47.7500 ~ 1974.98 1974.98 1974.98 1974.98 1974.98 ,T 48.0000 ~ 1974.98 1974.98 1974.98 1974.98 1974.98 48.2500 ~ 1974.98 1974.98 1974.98 1974.98 1974.98 48.5000 ~ 1974.98 1974.98 1974.98 1974.98 1974.98 48.7500 ~ 1974.98 1974.98 1974.97 1974.97 1974.97 ~ 49.0000 ~ 1974.97 1974.97 1974.97 1974.97 1974.97 49.2500 I 1974.97 1974.97 1974.97 1974.97 1974.97 -49.5000 ~ 1974.97 1974.97 1974.97 1974.97 1974.97 ~ 49.7500 ~ 1974.97 1974.97 1974.97 1974.97 1974.97 50.0000 ~ 1974.97 1974.97 1974.97 1974.97 1974.97 ~ 50.2500 I 1974.96 1974.96 1974.96 1974.96 1974.96 50.5000 ~ 1974.96 1974.96 1974.96 1974.96 1974.96 ~ 50.7500 ~ 1974.96 1974.96 1974.96 1974.96 1974.96 51.0000 ~ 1974.96 1974.96 1974.96 1974.96 1974.96 51.2500 ~ 1974.96 1974.96 1974.96 1974.96 1974.96_ 51.5000 ~ 1974.96 1974.96 1974.96 1974.96 1974.96 ~ 51.7500 ~ 1974.96 1974.96 1974.95 1974.95 1974.95 52.0000 I 1974.95 1974.95 1974.95 1974.95 1974.95 ~ 52.2500 ~ 1974.95 1974.95 1974.95 1974.95 1974.95 ~ 52.5000 ~ 1974.95 1974.95 1974.95 1974.95 1974.95 52.7500 ~ 1974.95 1974.95 1974.95 1974.95 1974.95 ~ 53.0000 ~ 1974.95 1974.95 1974.95 1974.95 1974.95 53.2500 ~ 1974.95 1974.95 1974.95 1974.95 1974.95 ~ 53.5000 ~ 1974.95 1974.95 1974.95 1974.95 1974.95 ~J 53.7500 I 1974.94 1974.94 1974.94 1974.94 1974.94 54.0000 ( 1974.94 1974.94 1974.94 1974.94 1974.94 ~ 54.2500 I 1974.94 1974.94 1974.94 1974.94 1974.94 54.5000 I 1974.94 1974.94 1974.94 1974.94 1974.94 ~ 54.7500 I 1974.94 1974.94 1974.94 1974.94 1974.94 55.0000 ~ 1974.94 1974.94 1974.94 1974.94 1974.94 - 55.2500 ~ 1974.94 1974.94 1974.94 1974.94 1974.94 55.5000 ~ 1974.94 1974.94 1974.94 1974.94 1974.94 J 55.7500 I 1974.94 1974.94 1974.94 1974.94 1974.94 56.0000 ~ 1974.93 1974.93 1974.93 1974.93 1974.93 ^ 56.2500 ~ 1974.93 1974.93 1974.93 . 1974.93 1974.93 56.5000 ~ 1974.93 1974.93 1974.93 1974.93 1974.93 ~ 56.7500 ( 1974.93 1974.93 1974.93 1974.93 _ 1974.93 - 57.0000 ~ 1974.93 1974.93 1974.93 1974.93 1974.93 57.2500 ~ 1974.93 1974.93 1974.93 1974.93 1974.93 57.5000 ~ 1974.93 1974.93 1974.93 1974.93 1974.93 57.7500 ~ 1974.93 1974.93 1974.93 1974.93 1974.93 ~ 58.0000 ~ 1974.93 1974.93 1974.93 1974.93 1974.93 { 58.2500 ~ 1974.93 1974.93 1974.93 1974.93 1974.93 58.5000 ~ 1974.93 1974.93 1974.93 1974.93 1974.93 58.7500 ~ 1974.93 1974.93 1974.92 1974.92 1974.92 59.0000 ~ 1974.92 1974.92 1974.92 1974.92 1974.92 ^ CLC Associates, Inc. PondPack Ver: 7.0 (325) Compute` Time: 12:57:53 Date: 09-19-2000 i ' , l • ' ' ; • I • . f ' J Type.... Time-Elev Page 6.06 Name.... POND A Tag: Dev.10 Event: 10 yr ~ File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Stbrm... TypeII 24hr Tag: Dev.10 f~ TIME vs. ELEVATI ON ( f t) ' Time ~ Output Time increment =.0500 hrs hrs ~ Time on ].eft represents time for first value in each row. ; 59.2500 ~ 1974.92 1974.92 1974.92 1974.92 1974.92 ~ 59.5000 ( 1974.92 1974.92 1974.92 1974.92 1974.92 59.7500 ( 1974.92 1974.92 1974.92 1974.92 1974.92 W 60.0000 ( 1974.92 1974.92 1974.92 1974.92 1974.92 60.2500 ` 1974.92 1974.92 1974.92 1974.92 1974.92 60.5000 ~ 1974.92 1974.92. 1974.92 1974.92 1974.92 60.7500 ~ 1974.92 1974.92 1974.92 1974.92 1974.92 61.0000 ( 1974.92 1974.92 1974.92 1974.92 1974.92 61.2500 I 1974.92 1974.92 1974.92 1974.92 1974.92 F~ 61.5000 I 1974.92 1974.92 1974.92 1974.92 1974.92 61.7500 ( 1974.92 1974.92 1974.92 1974.92 1974.92 ~ 62.0000 ~ 1974.92 1974.92 1974.92 1974.92 1974.92 62.2500 ~ 1974.92 1974.92 1974.92 1974.92 1974.92 62.5000 ~ 1974.92 1974.92 1974.92 1974.92 1974.91 62.7500 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 63.0000 ( 1974.91 1974.91 1974.91 1974.91 1974.91 ~ 63.2500 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 63.5000 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 ~ 63.7500 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 64.0000 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 64.2500 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 ~ 64.5000 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 64.7500 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 65.0000 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 65.2500 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 65.5000 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 ~ 65.7500 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 66.0000 ( 1974.91 1974.91 1974.91 1974.91 1974.91 66.2500 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 ~ 66.5000 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 - 66.7500 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 67.0000 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 67.2500 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 67.5000 ( 1974.91 1974.91 1974.91 1974.91 1974.91 ~ 67.7500 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 68.0000 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 `J 68.2500 ( 1974.91 1974.91 1974.91 1974.91 1974.91 . 68.5000 ~ 1974.91 1974.91 1974.90 1974.90 1974.90 68.7500 ( 1974.90 1974.90 1974.90 1974.90 1974.90 ~ 69.0000 ~ 1974.90 1974.90 1974.90 1974.90 1974.90 69.2500 ~ 1974.90 1974.90 1974.90 1974.90 1974.90 J 69.5000 ~ 1974.90 1974.90 1974.90 1974.90 1974.90 69.7500 I 1974.90 1974.90 1974.90 1974.90 1974.90 70.0000 ~ 1974.90 1974.90 1974.90 1974.90 1974.90 70.2500 ~ 1974.90 1974.90 . I I ~ CLC Associates, Inc. ' ~ PondPack Ver: 7.0 (325) Compute,Time: 12:57:53 Date: 09-19-2000 i i ~Type.... Time-Elev Page 6.07 Name.... POND A Tag: Dev.50 Event: 50 yr , File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW . Storm... TypeII 24hr Tag: Dev.50 l TIME vs. ELEVATION (ft) i ._J . Time ~ Output Time increment =.0500 hrs ~-hrs ~ Time on left represents time for first value in each row. ---------I 1.7000 I 1974.89 1974.89 1974.89 1974.89 1974.89 1.9500 ~ 1974.89 1974.89 1974.89 1974.89 1974.89 ~f 2.2000 ~ 1974.89 1974.89 1974.89 1974.89 1974.89 _j 2.4500 ~ 1974.89 1974.89 1974.89 1974.89 1974.89 2.7000 ~ 1974.89 1974.90 1974.90 1974.90 1974.90 --2.9500 ~ 1974.90 1974.90 1974.90 1974.90 1974.90 3.2000 ~ 1974.90 1974.90 1974.90 1974.90 1974.90 3.4500 ~ 1974.90 1974.90 1974.90 1974.91 1974.91 3.7000 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 ~ 3.9500 ( 1974.91 1974.91 1974.91 1974.91 1974.91 4.2000 ~ 1974.91 1974.92 1974.92 1974.92 1974.92 J 4.4500 ~ 1974.92 1974.92 1974.92 1974.92 1974.92 4.7000 ~ 1974.92 1974.93 1974.93 1974.93 1974.93 4.9500 ( 1974.93 1974.93 1974.93 1974.93 1974.93 5.2000 ~ 1974.94 1974.94 1974.94 1974.94 1974.94 5.4500 ~ 1974.94 1974.94 1974.94 1974.95 1974.95 r 5.7000 ~ 1974.95 1974.95 1974.95 1974.95 1974.95 5.9500 ~ 1974.96 1974.96 1974.96 1974.96 1974.96 6.2000 ~ 1974.96 1974.96 1974.97 1974.97 1974.97 6.4500 ~ 1974.97 1974.97 1974.97 1974.97 1974.98 6.7000 ~ 1974.98 1974.98 1974.98 1974.98 1974.98 6.9500 ~ 1974.99 1974.99 1974.99 1974.99 1974.99 7.2000 ~ 1975.00 1975.00 1975.00 1975.00 1975.00 . ~ 7.4500 I 1975.00 1975.01 1975.01 1975.01 1975.01 7.7000 ~ 1975.01 1975.02 1975.02 1975.02 1975.02 w 7.9500 ~ 1975.02 1975.02 1975.03 1975.03 1975.03 _ 8.2000 ( 1975.03 1975.03 1975.04 1975.04 1975.04 8.4500 ~ 1975.04 1975.05 1975.05 1975.05 1975.05 , 8.7000 ~ 1975.06 1975.06 1975.06 1975.06 1975.07 8.9500 ( 1975.07 1975.07 1975.08 1975.08 ' 1975.08 9.2000 ( 1975.09 1975.09 1975.09 1975.09 1975.10 $ 9.4500 ~ 1975.10 1975.10 1975.11 1975.11 1975.11 9.7000 ~ 1975.12 1975.12 1975.12 1975.13 1975.13 9.9500 I 1975.13 1975.14 1975.14 1975.15 1975.15 10.2000 ~ •1975.15 1975.16 1975.16 1975.17 1975.17 10.4500 ~ 1975.18 1975.18 1975.19 1975.19 1975.20 10.7000 ~ 1975.21 1975.21 1975.22 1975.22 1975.23 10.9500 ~ 1975.24 1975.25 1975.25 1975.26 1975.27 11.2000 ~ 1975.28 1975.29 1975.30 1975.31 1975.32 11.4500 ~ 1975.33 1975.35 1975.36 1975.38 1975.40 11.7000 ~ 1975.44 1975.49 1975.55 1975.63 1975.73 -11.9500 ~ 1975.86 1975.98 1976.10 1976.19 1976.25 12.2000 ~ 1976.29 1976.33 1976.36 1976.39 1976.41 12.4500 ~ 1976.43 1976.45 1976.46 1976.47 1976.48 12.7000 ~ 1976.48 1976.49 1976.49 1976.49 1976.49 f~ ~ i ~ CLC Associates, Inc. ' PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 V ~ 'Iype.... Time-Elev Page 6.08 ~--Name.... POND A Tag: Dev.50 Event: 50 yr j File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW - Storm... TypeII 24hr Tag: Dev.50 - ^j TIME vs. ELEVATION ( f t) ~ Time ~ Output Time increment =.0500 hrs hrs ~ Time on left represents time for first value'in each row. ~ 12.9500 ~ 1976.49 1976.49 1976.48 1976.48 1976.47 13.2000 ~ 1976.47 1976.46 1976.46 1976.45 1976.44 13.4500 ~ 1976.44 1976.43 1976.42 1976.42 1976.41 13.7000 ~ 1976.40 1976.39 1976.38 1976.37 1976.36 13.9500 ( 1976.35 1976.34 1976.33 1976.32 1976.31 r--, 14.2000 ~ 1976.30 1976.29 1976.28 1976.27 - 1976.27 ~ 14.4500 ~ 1976.26 1976.25 1976.24 1976.23 1976.22 14.7000 ~ 1976.21 1976.20 1976.19 1976.18 1976.17 14.9500 ( 1976.16 1976.15 1976.15 1976.14 1976.13 15.2000 ~ 1976.12 1976.11 1976.10 1976.09 1976.09 15.4500 ~ 1976.08 1976.07 1976.06 1976.05 1976.05 J 15.7000 I 1976.04 1976.03 1976.02 1976.02 1976.01 15.9500 ( 1976.00 1975.99 1975.99 1975.98 1975.97 16.2000 ~ 1975.96 1975.96 1975.95 1975.94 1975.94 16.4500 ~ 1975.93 1975.92 1975.91 1975.91 1975.90 16.7000 ~ 1975.90 1975.89 1975.88 1975.88 1975.87 ^1 16.9500 ~ 1975.86 1975.86 1975.85 1975.85 1975.84 ~ 17.2000 ~ 1975.83 1975.83 1975.82 1975.82 1975.81 17.4500 ~ 1975.81 1975.81 1975.80 1975.80 1975.79 ~ 17.7000 ( 1975.79 1975.78 1975.78 1975.78 1975.77 ~ 17.9500 ~ 1975.77 1975.77 1975.76 1975.76 1975.76 18.2000 ( 1975..75 '1975.75 1975.75 1975.75 1975.74 18.4500 ~ 1975.74 1975.74 1975.73 1975.73 1975.73 ~ 18.7000 ( 1975.73 1975.72 1975.72 1975.72 1975.72 18.9500 ( 1975.72 1975.71 1975.71 1975.71 1975.71 ~ 19.2000 ( 1975.70 1975.70 .1975.70 1975.70 1975.70 19.4500 ~ 1975.70 1975.69 1975.69 1975.69 1975.69 ~ 19.7000 ~ 1975.69 1975.68 1975.68 1975.68 1975.68 19.9500 ~ 1975.68 1975.68 1975.67 1975.67 1975.67 20.2000 ~ 1975.67 1975.67 1975.67 1975.67 1975.66 20.4500 ~ 1975.66 1975.66 1975.66 1975.66 1975.66 ; 20.7000 ~ 1975.66 1975.66 1975.65 1975.65 1975.65 .t 20.9500 ~ 1975.65 1975.65 1975.65 1975.65 1975.65 21.2000 ~ 1975.65 1975.65 1975.65 1975.64 1975.64 i 21.4500 ( 1975.64 1975.64 1975.64 1975.64 1975.64 ' 21.7000 ~ 1975.64 1975.64 1975.64 1975.64 1975.64 21.9500 ~ 1975.64 1975.64 1975.64 1975.63 1975.63 _ 22.2000 ~ 1975.63 1975.63 1975.63 1975.63 1975.63 22.4500 ~ 1975.63 1975.63 1975.63 1975.63 1975.63 22.7000 ( 1975.63 1975.63 1975.63 1975.63 1975.63 22.9500 ( 1975.63 1975.63 1975.63 1975.63 1975.63 23.2000 ~ 1975.63 1975.62 1975.62 1975.62 1975.62 23.4500 ~ 1975.62 1975.62 1975.62 1975.62 1975.62 23.7000 ~ 1975.62 1975.62 1975.62 1975.62 1975.62 23.9500 I 1975.62 1975.62 1975.62 1975.62 1975.62 ' i 24.2000 I 1975.62 1975.61 1975.61 1975.61 1975.61 - r~ CLC Associates, Inc. ' ~ I PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 ~ . i' ~ ~.J Type.... Time-Elev Page 6.09 Name.... POND A Tag: Dev.50 Event: 50 yr ~ File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypeIl 24hr Tag: Dev.50 , TIME vs. ELEVATION (ft) - Time ~ Output Time increment =.0500 hrs -,hrs ~ Time on left represents time for first value in each row. , 24.4500 ~ 1975.60 1975.60 1975.60 1975.60 • 1975.59 _ 24.7000 ~ 1975.59 1975.59 1975.59 1975.58 1975.58 ~ 24.9500 ~ 1975.58 1975.57 1975.57 1975.57 1975.57 25.2000 ~ 1975.57 1975.56 1975.56 1975.56 1975.56 25.4500 ~ 1975.56 1975.55 1975.55 1975.55 1975.55 ~ 25.7000 ~ 1975.54 1975.54 1975.54 1975.54 1975.54 25.9500 ~ 1975.53 1975.53 1975.53 1975.53 1975.53 26.2000 ~ 1975.52 1975.52 1975.52 1975.52 1975.52 26.4500 ~ 1975.51 1975.51 1975.51 1975.51 1975.50 ~ 26.7000 ~ 1975.50 1975.50 1975.50 1975.50 1975.49 ~ 26.9500 ( 1975.49 1975.49 1975.49 1975.49 1975.48 27.2000 ~ 1975.48 1975.48 1975.48 1975.48 1975.47 27.4500 I 1975.47 1975.47 1975.47 1975.46. 1975.46 27.7000 ~ 1975.46 1975.46 1975.46 1975.45 1975.45 27.9500 ~ 1975.45 1975.45 1975.45 1975.44 1975.44 28.2000 ( 1975.44 1975.44 1975.44 1975.43 1975.43 ^28.4500 ~ 1975.43 1975.43 1975.43 1975.42 1975.42 28.7000 ~ 1975.42 1975.42 1975.42 1975.41 1975.41 28.9500 I 1975.41 1975.41 1975.41 1975.40 1975.40 29.2000 ~ 1975.40 1975.40 1975.39 1975.39 1975.39 ~ 29.4500 ~ 1975.39 1975.39 1975.38 1975.38 1975.38 29.7000 ~ 1975.38 1975.38 1975.37 1975.37 1975.37 29.9500 ~ 1975.37 1975.36 1975.36 1975.36 1975.36 ~ 30.2000 ( 1975.36 1975.35 1975.35 1975.35 1975.35 30.4500 ~ 1975.35 1975.34 1975.34 1975.34 1975.34 - 30.7000 ( 1975.34 1975.33 1975.33 1975.33 1975.33 30.9500 ~ 1975.33 1975.32 197*5.32 1975.32 1975.32 31.2000 ~ 1975.32 1975.31 1975.31 1975.31 1975.31 31.4500 ~ 1975.31 1975.31 1975.30 1975.30 1975.30 31.7000 ~ 1975.30 1975.30 1975.29 1975.29 1975.29 31.9500 ~ 1975.29 1975.29 1975.29 1975.28 1975.28 32.2000 I 1975.28 1975.28 1975.28 1975.27 1975.27 ~-32.4500 ~ 1975.27 1975.27 1975.27 . 1975.27 1975.26 32.7000 I 1975.26 1975.26 1975.26 1975.26 1975.26 ~ 32.9500 I 1975.25 1975.25 1975.25 1975.25 1975.25 33.2000 ~ 1975.25 1975.25 1975.24 1975.24 1975.24 - 33.4500 ( 1975.24 1975.24 1975.24 1975.23 1975.23 33.7000 ~ 1975.23 1975.23 1975.23 1975.23 1975.23 ~ 33.9500 ~ 1975.22 1975.22 1975.22 1975.22 1975.22 34.2000 I 1975.22 1975.21 1975.21 1975.21 1975.21 34.4500 ( 1975.21 1975.21 1975.21 1975.20 1975.20 34.7000 ~ 1975.20 1975.20 1975.20 1975.20 1975.20 % 34.9500 ~ 1975.20 1975.19 1975.19 1975.19 1975.19 35.2000 ~ 1975.19 1975.19 1975.19 1975.18 1975.18 . 35.4500 ~ 1975.18 1975.18 1975.18 1975.18 1975.18 ` 35.7000 ~ 1975.18 1975.17 1975.17 1975.17 1975.17 CLC Associates, Inc. ' . t PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 rl . li Type.... Time-Elev Page 6.10 ~ r Name.... POND A Tag: Dev.50 Event: 50 yr File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW `-J Storm... TypeII 24hr Tag: Dev.50 ' TIME vs. ELEVATION ( f t) i Time ~ Output Time increment =.0500 hrs hrs ~ Time on left represents time for first value in each row. 35.9500 ~ 1975.17 1975.17 1975.17 1975.17 1975.16 36.2000 I 1975.16 1975.16 1975.16 1975.16 1975.16 36.4500 I 1975.16. 1975.16 1975.15 1975.15 1975.15 I 36.7000 ~ 1975.15 1975.15 1975.15 1975.15 1975.15 36.9500 ~ 1975.15 1975.14 1975.14 1975.14 1975.14 37.2000 ( 1975.14 1975.14 1975.14 1975.14 1975.14 ~ 37.4500 ' 1975.13 1975.13 1975.13 1975.13 1975.13 37.7000 ~ 1975.13 1975.13 1975.13 1975.13 1975.12 37.9500 ~ 1975.12 1975.12 1975.12 1975.12 1975.12 ~ 38.2000 ~ 1975.12 1975.12 1975.12 1975.12 1975.11 ~ 38.4500 I 1975.11 1975.11 1975.11 1975.11 1975.11 38.7000 ~ 1975.11 1975.11 1975.11 1975.11 1975.10 ~ 38.9500 ~ 1975.10 1975.10 1975.10 1975.10 1975.10 39.2000 ~ 1975.10 1975.10 1975.10 1975.10 1975.10 39.4500 ~ 1975.09 1975.09 1975.09 1975.09 1975.09 39.7000 ~ 1975.09 1975.09 1975.09 1975.09 1975.09 - 39.9500 ( 1975.09 1975.08 1975.08 1975.08 1975.08 40.2000 ~ 1975.08 1975.08 1975.08 1975.08 1975.08 40.4500 ~ 1975.08 1975.08 1975.08 1975.07 1975.07 ~ 40.7000 ~ 1975.07 1975.07 1975.07 1975.07 1975.07 40.9500 ~ 1975.07 1975.07 1975.07 1975.07 1975.07 _ 41.2000 ~ 1975.06 1975.06 1975.06 1975.06 1975.06 41.4500 ( 1975.06 1975.06 1975.06 1975.06 1975.06 - 41.7000 ~ 1975.06 1975.06 1975.06 1975.05 1975.05 41.9500 ~ 1975.05 1975.05 1975.05 1975.05 1975.05 42.2000 ~ 1975.05 1975.05 1975.05 1975.05 1975.05 42.4500 ~ 1975.05 1975.05 1975.04 1975.04 . 1975.04. 42.7000 ~ 1975.04 1975.04 1975.04 1975.04 1975.04 42.9500 ~ 1975.04 1975.04 1975.04 1975.04 1975.04 ` 43.2000 ~ 1975.04 1975.04 1975.03 1975.03 1975.03 43.4500 ( 1975.03 1975.03 1975.03 1975.03 . 1975.03 43.7000 ( 1975.03 1975.03 1975.03 1975.03 1975.03 43.9500 ~ 1975.03 1975.03 1975.03 1975.02 1975.02 44.2000 ~ 1975.02 1975.02 1975.02 1975.02 1975.02 44.4500 ~ 1975.02 1975.02 1975.02 1975.02 1975.02 ~ 44.7000 ~ 1975.02 1975.02 1975.02 1975.02 1975.02 J 44.9500 ~ 1975.02 1975.01 1975.01 1975.01 1975.01 45.2000 ~ 1975.01 1975.01 1975.01 1975.01 1975.01 ~ 45.4500 ~ 1975.01 1975.01 1975.01 1975.01 1975.01 45.7000 ~ 1975.01 1975.01 1975.01 1975.01 1975.00 45.9500 ~ 1975.00 1975.00 1975.00 1975.00 1975.00 46.2000 ~ 1975.00 1975.00 1975.00 1975.00 1975.00 ~ 46.4500 ~ 1975.00 1975.00 1975.00 1975.00 1975.00 46.7000 ~ 1975.00 1975.00 1975.00 1975.00 1975.00 _ 46.9500 ~ 1974.99 1974.99 1974.99 1974.99 1974.99 ~ 47.2000 I 1974.99 1974.99 1974.99 1974.99 1974.99 - , CLC Associates, Inc. , PondPack Ver: 7.0 (325) Compute,Time: 12:57:53 Date: 09-19-2000 ~ - - I ~ t I Type.... Time-Elev Page 6.11 Name.... POND A Tag: Dev.50 Event: 50 yr J File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... Typell 24hr Tag: Dev.50 . TIME vs . ELEVATION ( f t) 1 Time ~ Output Time increment =.0500 hrs -hrs ( Time on left represents time for first value in each row. ~ - -J 47.4500 ~ 1974.99 1974.99 1974.99 1974.99 1974.99 47.7000 ~ 1974.99 1974.99 1974.99 1974.99 1974.99 ; 47.9500 ~ 1974.99 1974.99 1974.98 1974.98 1974.98 48.2000 ~ 1974.98 1974.98 1974.98 1974.98 1974.98 48.4500 ( 1974.98 1974.98 1974.98 1974.98 1974.98 48.7000 ~ 1974.98 1974.98 1974.98 1974.98 1974.96 ~ 48.9500 ~ 1974.98 1974.98 1974.98 1974.98 1974.98 ~ 49.2000 ~ 1974.98 1974.98 1974.97 1974.97 1974.97 49.4500 I 1974.97 1974.97 1974.97 1974.97 1974.97 ~ 49.7000 ~ 1974.97 1974.97 1974.97 1974.97 1974.97 49.9500 ~ 1974.97 1974.97 1974.97 1974.97 1974.97 ~ 50.2000 ~ 1974.97 1974'.97 1974.97 1974.97 1974.97 - 50.4500 I 1974.97 1974.97 1974.97 1974.97 1974.97 50.7000 ~ 1974.96 1974.96 1974.96 1974.96 1974.96 -W 50.9500 ~ 1974.96 1974.96 1974.96 1974.96 1974.96 51.2000 ~ 1974.96 1974.96 1974.96 1974.96 1974.96 51.4500 ~ 1974.96 1974.96 1974.96 1974.96 1974.96 51.7000 I 1974.96 1974.96 1974.96 1974.96 1974.96 51.9500 1974.96 1974.96 1974.96 1974.96 1974.96 52.2000 ~ 1974.96 1974.96 1974.96 1974.95 1974.95 52.4500 ~ 1974.95. 1974.95 1974.95 1974.95 1974.95 52.7000 ~ 1974.95 1974.95 1974.95 1974.95 1974.95 52.9500 ~ 1974.95 1974.95 1974.95 1974.95 1974.95 ^ 53.2000 ~ 1974.95 1974.95 1974.95 1974.95 1974.95 53.4500 ~ 1974.95 1974.95 1974.95 1974.95 1974.95 53.7000 ( 1974.95 1974.95 1974.95 1974.95 1974.95 53.9500 ~ 1974.95 1974.95 1974.95 1974.95 1974.95 ~ 54.2000 ~ 1974.94 1974.94 1974.94 1974.94 1974.94 _ 54.4500 ~ 1974.94 1974.94 1974.94 1974.94 1974.94 54.7000 ~ 1974.94 1974.94 1974.94 1974.94 1974.94 54.9500 ~ 1974.94 1974.94 1974.94 1974.94 1974.94 55.2000 ~ 1974.94 1974.94 1974.94 1974.94 1974.94 55.4500 ~ 1974.94 1974.94 1974.94 1974.94 1974.94 55.7000 ~ 1974.94 1974.94 1974.94 1974.94 1974.94 ~ 55.9500 ~ 1974.94 1974.94 1974.94 1974.94 1974.94 • 56.2000 ( 1974.94 1974.94 1974.94 1974.94 1974.94 ~56.4500 ~ 1974.94 1974.93 1974.93 1974.93 1974.93 _ 56.7000 ~ 1974.93 1974.93 1974.93 1974.93 1974.93 56.9500 ~ 1974.93 1974.93 1974.93 1974.93 1974.93 , 57.2000 ~ 1974.93 1974.93 1974.93 1974.93 1974.93 57.4500 ~ 1974.93 1974.93 1974.93 1974.93 1974.93 57.7000 I 1974.93 1974.93 1974.93 1974.93 1974.93 57.9500 ~ 1974.93 1974.93 1974.93 1974.93 1974.93 58.2000 ~ 1974.93 . 1974.93 1974.93 1974.93 1974.93 • 58.4500 ~ 1974.93 1974.93 1974.93 1974.93 1974.93 ~ 58.7000 ~ 1974.93. 1974.93 1974.93 1974.93 1974.93 CLC Associates, Inc. ' PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 ' - F- S ' Type---• Time-.Eleu' Page 6.12 ~Name.... PDM A Tag: Dev.SQ Event; 50'yr i~ File. J:\DOC~?MEIiTT\98573\PQNDPACK\I~TDI~A2.PPW Storrn... 'IypeII 24hr Tag: De'v.50 TIME vs. ELEVATION ( f t) C ~ j . Time ~ C1utput 'Y"ime increment .0500 hrs - Ytrs ~ Time on left represents time for first value iri each raw. a__---------_a,------------------_-------------_ i- 5s.95oo ~ 1974.93 1974.93 1974.93 1974.93 1-974.93 59.2000 1 1974. 93 1974.93 1974.93 19'74. 92 1974. 92 59.4500 ~ 1974 .92 1974.92 1974 .92 1974 .92 1974.92 ' 59.7000 ~ 1974.92 1974.92 1974.92 1974.92 1974.92 - 59.9500 1974.92 1974.92 1974 .92 1974 .92 1974.92 60. 2o0a k 1974.92 1974.92 1974.92 1974, 92 1974. 92 60.4500 ~ 1974.92 1974.92 1974,92 1974.92 1974,92 60.7000 ~ 1974.92 1974.92 1974 .92 1974.92 1974. 92 i 60,9500 1974.92 1974.92 1974.92 1974.92 1974.92 - 61.2000 1974.92 1974.92 1974.92 1974.92 1974.92 61.4500 ~ 1974.92 1974.92 1974.92 1974.92 1974.92 61.7000 ~ 1974,92 1974.92 1974.92 1974.92 2974.92 - 61.9500 1974.92 1974.92 1974.92 1974.92 1974.92 62.2004 I 2974.92 1974.92 1974.92 1974.92 1974.92 52.4500 1974.92 1974.92 1974.92 1974.92 1974.92 62.7000 ~ 1974.92 1974.92 1974.92 1974.92 1974.92 62.9500 1974.92 1974.92 1974.92 1974.92 1974.92 63.2000 ~ 1974.91 1974.91 1974.91 1974,91 1974.91 - 63.4500 ~ 1974.91 1974.91 1974. 91 1974.91 1974.91 63.7000 ~ 1974.91 1974. 9x 1974. 91 1974. 91 1974. 91 ~ 63.9500 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 _j 64.2000 ~ 1974,91 1974.91 1974.91 1974.91 1974.91 64.4500 ~ 1974.91 1974.91 1974.91 1974.92 1974.91 64.7000 I 1974.91 1974.91 1974.91 1974.91 1974.91 i 64.9500 1974.91 1974. 9x 1974. 91 1974.91 1974.91 65.2000 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 - 65_4500 I 1974.91 1974.91 1974.91 1974.91 1974.91 ^ 65.7000 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 ~ 55.9500 ~ 1974.91 1974.91 1974.91 1974.91 1974,91 66.2000 ~ 1974.91 1974.91 19'74. 91 1974. 9a. 19'74. 91 66.4500 ~ 1974.91 1974,91 1974.91 1974.91 1974.91 66.7000 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 6G. 950o ~ 1974.91 1974. 9a. 1974. 91 1974.91 1,974. 91 67.2000 ~ 1974,91 1974.91 19'74.91 1974.91 1974.91 - 67.4500 1974.91 1974.91 . 1974.91 1974.91 1974.91 67.7000 ~ 1974,91 1974.91 1974.91 1974.91 1974.91 67.9500 ~ 1974.91 1974.91 _ 1974.91 1974.91 1974.91 - 68_2000 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 68.4540 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 68.7000 ~ 1974.91 1974.91 1974.91 1974.91 1974.91 68.9500 1974.91 1974.91 1974.90 D 1974.90 1974.90 ~ 69. 2404 ~ 1974 . 90 1974 . 90 1974, 90 1974 . 90 1.974.90 ' 69.4504 ~ 1974.90 7.974.90 1974,90 1974.90 1974.90 59.7000 1974.50 1974.50 1974,90 1974.90 1974.90 69.9500 1974.90 1-974,90 1974.90 1974.90 1974.90 70.2000 ~ 1974.90 1974.90 1974.90 1974.30 1974.90 ~ ~ CLC ASSS.7Cldtesr IT1c. ' P+onaPack Ver: 7_ D (325) compute- Time : 12 : 57 .53 Date .09-19-a0oo r- I ~ I S . ! Type.... Time-Elev Page 6.13 Name.... POND B Tag: Dev.10 Event: 10 yr File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypeII 24hr Tag: Dev.10 TIME vs. ELEVATION ( f t) Li Time ~ Output Time increment =.0500 hrs hrs ~ Time on left represents time for first value in each row. ~ - 2.1000 ~ 1987.11 1987.11 1987.11 1987.11 1987.11 2.3500 I 1987.11 1987.11 1987.11 1987.11 1987.11 ~I 2.6000 ~ 1987.11 1987.11 1987.11 1987.11 1987.11 ~ 2.8500 ~ 1987.11 1987.11 1987.11 1987.11 1987.11 J 3.1000 ~ 1987.11 1987.11 1987.12 1987.12 1987.12 _ 3.3500 ~ 1987.12 1987.12 1987.12 1987.12 1987.12 ' 3.6000 ~ 1987.12 1987.12 1987.12 1987.12 1987.12 ~J 3.8500 ~ 1987.12 1987.12 1987.12 1987.12 1987.12 4.1000 ~ 1987.12 1987.12 1987.12 1987.13 1987.13 4.3500 ~ 1987.13 1987.13 1987.13 1987.13 1987.13 ' 4.6000 I 1987.13 1987.13 1987.13 1987.13 1987.13 4.8500 ( 1987.13 1987.13 1987.13 1987.14 1987.14 ~ 5.1000 ~ 1987.14 1987.14 1987.14 1987.14 1987.14 5.3500 ( 1987.14 1987.14 1987.14 1987.14 1987.14 5.6000 ~ 1987.14 1987.15 1987.15 1987.15 1987.15 5.8500 I 1987.15 1987.15 1987.15 1987.15 1987.15 --6.1000 ~ 1987.15 1987.15 1987.16 1987.16 1987.16 6.3500 I 1987.16 1987.16 1987.16 1987.16 1987.16 - 6.6000 ~ 1987.16 1987.16 1987.17 1987.17 1987.17 6.8500 ~ 1987.17 1987.17 1987.17 1987.17 1987.17 ~ 7.1000 ~ 1987.17 1987.17 1987.18 1987.18 1987.18 ~ 7.3500 ~ 1987.18 1987.18 1987.18 1987.18 1987.18 ~ 7.6000 ( 1987.18 1987.19 1987.19 1987.19 1987.19 - 7.8500 ~ 1987.19 1987.19 1987.19 1987.19 1987.20 8.1000 ~ 1987.20 1987.20 1987.20 1987.20 1987.20 8.3500 ( 1987.20 1987.20 1987.21 1987.21 1987.21 8.6000 ~ 1987.21 1987.21 1987.21 1987.22 1987.22 ~ 8.8500 ~ 1987.22 1987.22 1987.22 1987.22 1987.23 ~ 9.1000 ~ 1987.23 1987.23 1987.23 1987.23 1987.24 ' 9.3500 ~ 1987.24 1987.24 1987.24 1987.24 1987.25 9.6000 I 1987.25 1987.25 1987.25 1987.25 1987.26 9.8500 ( 1987.26 1987.26 1987.26 1987.27 1987.27 , . 10.1000 ~ 1987.27 1987.27 1987.28 1987.28 1987.28 10.3500 ~ 1987.29 1987.29 1987.29 1987.30 1987.30 - 10.6000 ~ 1987.30 1987.31 1987.31 1987.32 .1987.32 10.8500 ~ 1987.33 1987.33 1987.34 1987.34 1987.35 J~ 11.1000 ~ 1987.35 1987.36 1987.37 1987.37 1987.38 11.3500 ( 1987.39 1987.40 1987.41 1987.42 1987.43 ~ 11.6000 ~ 1987.45 1987.47 1987.51 1987.55 1987.62 ' 11.8500 ~ 1987.70 1987.81 1987.93 1988.04 1988.14 12.1000 ~ 1988.21 1988.25 1988.28 1988.31 1988.34 12.3500 ~ 1988.36 1988.38 1988.40 1988.42 1988.43 , 12.6000 ~ 1988.44 1988.45 1988.46 1988.46 1988.47 12.8500 ~ 1988.47 1988.47 1988.47 1988.47 1988.46 13.1000 ~ 1988.46 1988.46 1988.46 1988.45 1988.45 . ~ - CLC Associates, Inc. PondPack Ver: 7.0 (325) Compute-Time: 12:57:53 Date: 09-19-2000 ~ ( ( ~ ; - Type.... Time-Elev Page 6.14 Name.... POND B Tag: Dev.10 Event: 10 yr j , File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ~ Storm... TypeII 24hr Tag: Dev.10 ~ TIME vs. ELEVATION (ft) ~ ~ Time ~ Output Time increment =.0500 hrs hrs ~ Time on l.eft represents time for first value in each row. _ 13.3500 I 1988.44 1988.44 1988.43 1988.42 1988.42 13.6000 ~ 1988.41 1988.40 1988.40 1988.39 1988.38 13.8500 ~ 1988.37 1988.36 1988.36 1988.35 1988.34 ~ 14.1000 ~ 1988.33 1988.32 1988.31 1988.30 1988.29 - 14.3500 ~ 1988.29 1988.28 1988.27 1988.26 1988.25 14.6000 ~ 1988.24 1988.23 1988.22 . 1988.21 1988.20 14.8500 ~ 1988.20 1988.19 1988.18 1988.17 1988.16 15.1000 ~ 1988.15 1988.14 1988.13 1988.13 1988.12 15.3500 ~ 1988.11 1988.10 1988.09 1988.08 1988.08 ~ 15.6000 ~ 1988.07 1988.06 1988.05 1988.05 1988.04 15.8500 ~ 1988.03 1988.03 1988.02 1988.01 1988.01 ~ 16.1000 ~ 1988.00 1988.00 1987.99 1987.99 1987.98 16.3500 ~ 1987.97 1987.97 1987.96 1987.96 1987.96 ~ 16.6000 ~ 1987.95 1987.95 1987.94 1987.94 1987.93 16.8500 ~ 1987.93 1987.93 1987.92 1987.92 1987.92 17.1000 I 1987.91 1987.91 1987.91 1987.90 1987.90 - 17.3500 ~ 1987.90 1987.89 1987.89 1987.89 1987.89 17.6000 ~ 1967.88 1987.88 1987.88 1987.88 1987.87 17.8500 ( 1987.87 1987.87 1987.87 1987.87 1987.86 18.1000 ~ 1987.86 1987.86 1987.86 1987.86 1987.86 ~18.3500 ~ 1987.85 1987.85 1987.85 1987.85 1987.85 ; 18.6000 ~ 1987.85 1987.84 1987.84 1987.84 1987.84 J 18.8500 ~ 1987.84 1987.84 1987.84 1987.83 1987.83 ~ 19.1000 ~ 1987.83 1987.83 1987.83 1987.83 1987.83 19.3500 ( 1987.83 1987.82 1987.82 1987.82 1987.82 ~ 19.6000 ~ 1987.82 1987.82 1987.82 1987.82 1987.82 19.8500 ~ 1987.81 1987.81 1987.81 1987.81 1987.81 ~20.1000 ~ 1987.81 1987.81 1987.81 1987.81 1987.80 ' 20.3500 ~ 1987.80 1987.80 1987.80 1987.80 1987.80 - 20.6000 I 1987.80 1987.80 1987.80 1987.80 1987.80 20.8500 ~ 1987.80 1987.79 1987.79 1987.79 1987.79. ~ ~ 21.1000 ~ 1987.79 1987.79 1987.79 1987.79 1987.79 I21.3500 I 1987.79 1987.79 1987.79 1987.79 1987.79 ~ 21.6000 ~ 1987.79 1987.79 1987.79 1987.79 1987.79 r- 21.8500 ~ 1987.78 1987.78 1987.78 1987.78 1987.78 22.1000 ( 1987.78 1987.78 1987.78 1987.78 1987.78 22.3500 ~ 1987.78 1987.78 1987.78 1987.78 1987.78 22.6000 ~ 1987.78 1987.78 1987.78 1987.78 1987.78 ~ 22.8500 ~ 1987.78 1987.78 1987.78 1987.78 1987.78 ~ ~ 23.1000 ( 1987.78 1987.78 1987.78 1987.78 1987.78 ` 23.3500 ~ 1987.78 1987.78 1987.78 1987.78 1987.78 r, 23.6000 ~ 1987.78 1987.78 1987.78 1987.78 1987.78 i 23.8500 ~ 1987.77 1987.77 1987.77 1987.77 1987.77 ; 24.1000 ~ 1987.77 1987.77 1987.77 1987.77 1987.77 24.3500 ~ 1987.76 1987.76 1987.76 1987.75 1987.75 24.6000 ~ 1987.75 1987.74 1987.74 1987.74 1987.73 ~ CLC Associates, Inc. ~ PondPack Ver: 7.0 (325) Compute,Time: 12:57:53 Date: 09-19-2000 i I Type.... Time-Elev Page 6.15 Name.... POND B Tag: Dev.10 Event: 10 yr File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW i -Storm... TypeII 24hr Tag: Dev.10 ` TIME vs. ELEVATION (ft) ~ ~ Time ~ Output Time increment =.0500 hrs hrs ~ Time on left represents time for first value in each row. ~ 24.8500 ~ 1987.73 1987.73 1987.73 1987.72 1987.72 . 25.1000 I 1987.72 1987.72 1987.71 1987.71 1987.71 25.3500 ~ 1987.71 1987.71 1987.70 1987.70 1987.70 25.6000 ~ 1987.70 1987.69 1987.69 1987.69 1987.69 25.8500 ~ 1987.69 1987.68 1987.68 1987.68 1987.68 26.1000 ~ 1987.68 1987.67 1987.67 1987.67 1987.67 26.3500 ~ 1987.67 1987.66 1987.66 1987.66 1987.66 ~ 26.6000 ~ 1987.65 1987.65 1987.65 1987.65 1987.65 26.8500 ( 1987.64 1987.64 1987.64 1987.64 1987.64 T 27.1000 ~ 1987.63 1987.63 1987.63 1987.63 1987.63 27.3500 ~ 1987.62 1987.62 1987.62 1987.62 1987.62 ~27.6000 ~ 1987.61 1987.61 1987.61 1987.61 1987.60 ^ 27.8500 ~ 1987.60 1987.60 1987.60 1987.60 1987.59 28.1000 ~ 1987.59 1987.59 1987.59 1987.59 1987.58 J 28.3500 ~ 1987.58 1987.58 1987.58 1987.58 1987.57 28.6000 ( 1987.57 1987.57 1987.57 1987.57 1987.56 28.8500 ( 1987.56 1987.56 1987.56 1987.56 1987.55. 29.1000 ~ 1987.55 1987-.55 1987.55 1987.54 1987.54 - 29.3500 ~ 1987.54 1987.54 1987.54 1987.53 1987.53 29.6000 ~ 1987.53 1987.53 1987.53 1987.52 1987.52 ~ 29.8500 ~ 1987.52 1987.52 1987.52 1987.51 1987.51 30.1000 ~ 1987.51 1987.51 1987.51 1987.50 1987.50 J 30.3500 ~ 1987.50 1987.50 1987.50 1987.49 1987.49 30.6000 ~ 1987.49 1987.49 1987.48 1987.48 1987.48 30.8500 ~ 1987.48 1987.48 1987.47 1987.47 1987.47 31.1000 ~ 1987.47 1987.47 1987.46 1987.46 1987.46 31.3500 ~ 1987.46 1987.45 1987.45 1987.45 1987.45 • 31.6000 ~ 1987.45 1987.44 1987.44 1987.44 1987.44 31.8500 ~ 1987.44 1987.43 1987.43 1987.43 1987.43 `J 32.1000 ( 1987.43 1987.42 1987.42 1987.42 1987.42 32.3500 ~ 1987.42 1987.41 1987.41 1987.41 1987.41 ~ 32.6000 ~ 1987.40 1987.40 1987.40 1987.40 1987.40 32.8500 ~ 1987.39 1987.39 1987.39 1987.39 1987.39 33.1000 ~ 1987.38 1987.38 ' 1987.38 1987.38 1987.38 ~ 33.3500 ~ 1987.37 1987.37 1987.37 1987.37 1987.37 33.6000 ~ . 1987.36 1987.36 1987.36 1987.36 1987.35 - 33.8500 ~ 1987.35 1987.35 1987.35 1987.35 1987.34 34.1000 ( 1987.34 1987.34 1987.34 1987.34 1987.33 ~ 34.3500 ~ 1987.33 1987.33 1987.33 1987.33 1987.32 ~ 34.6000 ~ 1987.32 1987.32 1987.32 1987.32 1987.31 34.8500 ( 1987.31 1987.31 1987.31 1987.31 1987.30 35.1000 ~ 1987.30 1987.30 1987.30 1987.30 1987.29 35.3500 ~ 1987.29 1987.29 1987.29 1987.29 1987.28 35.6000 ~ 1987.28 1987.28 1987.28 1987.28 1987.28 35.8500 ~ 1987.27 1987.27 1987.27 1987.27 1987.27 ~ 36.1000 ( 1987.27 1987.26 1987.26 1987.26 1987.26 . ~ CLC Associates, Inc. PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 ~ I 1 ~ • . i l Type.... Time-Elev Page 6.16 Name.... POND B Tag: Dev.10 Event: 10 yr ~ File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypeII 24hr Tag: Dev.10 ~ TIME vs. ELEVATION ( f t) ~ Time ~ Output Time increment =.0500 hrs hrs ~ Time on left represents time for first value in each row. ---------I 36.3500 ~ 1987.26 1987.26 1987.25 1987.25 1987.25 36.6000 ~ 1987.25 1987.25 1987.25 1987.25 1987.24 T 36.8500 ~ 1987.24 1987.24 1987.24 1987.24 1987.24 37.1000 ~ 1987.24 1987.23 1987.23 1987.23 1987.23 J 37.3500 ~ 1987.23 1987.23 1987.23 1987.23 1987:22 . 37.6000 ~ 1987.22 1987.22 1987.22 1987.22 1987.22 37.8500 ~ 1987.22 1987.22 1987.21 1987.21 1987.21 38.1000 I 1987.21 1987.21 1987.21 1987.21 1987.21 38.3500 ~ 1987.21 1987.21 1987.20 1987.20 1987.20 - 38.6000 ~ 1987.20 1987.20 1967.20 1987.20 1987.20 38.8500 ~ 1987.20 1987.20 1987.19 1987.19 1987.19 ~ 39.1000 ~ 1987.19 1987.19 1987.19 1987.19 1987.19 39.3500 ~ 1987.19 1987.19 1987.19 1987.19 1987.18 . 39.6000 ~ 1987.18 1987.18 1987.18 1987.18 1987.18 ~ 39.8500 ~ 1987.18 1987.18 1987.18 1987.18 1987.18 40.1000 ( 1987.18 1987.18 1987.18 1987.17 1987.17 ~ 40.3500 ~ 1987.17 1987.17 1987.17 1987.17 1987.17 40.6000 ( 1987.17 1987.17 1987.17 1987.17 1987.17 40.8500 I 1987.17 1987.17 1987.17 1987.17 1987.16 ~ 41.1000 ~ 1987.16 1987.16 1987.16 1987.16 1987.16 41.3500 ~ 1987.16 1987.16 1987.16 1987.16 1987.16 ~ . 41.6000 ~ 1987.16 1987.16 1987.16 1987.16 1987.16 41.8500 ~ 1987.16 1987.16 1987.16 1987.15 1987.15 - 42.1000 ~ 1987.15 1987.15 1987.15 1987.15 1987.15 42.3500 ~ 1987.15 1987.15 1987.15 1987.15 1987.15 42.6000 ~ 1987.15 1987.15 1987.15 1987.15 1987.15 42.8500 I 1987.15 1987.15 1987.15 1987.15 1987.15 43.1000 ~ 1987.15 1987.15 1987.14 1987.14 1987.14 43.3500 ~ 1987.14 1987.14 1987.14 1987.14 1987.14 43.6004 ~ 1987.14 1987.14 1987.14 1987.14 1987.14 43.8500 ` 1987.14 1987.14 1987.14 1987.14 1987.14 44.1000 ~ 1987.14 1987.14 1987.14 1987.14 1987.14 44.3500 ~ 1987.14 1987.14 1987.14 1987.14 1987.14 44.6000 ~ 1987.14 1987.14 1987.14 1987.14 1987.14 44.8500 ~ 1987.13 1987.13 1987.13 1987.13 1987.13 J 45.1000 ~ 1987.13 1987.13 1987.13 1987.13 1987.13 45.3500 ~ 1987.13 1987.13 1987.13 1987.13 1987.13 45.6000 ~ 1987.13 1987.13 1987.13 1987.13 1987.13 ~ 45.8500 ~ 1987.13 1987.13 1987.13 1987.13 1987.13 46.1000 ~ 1987.13 1987.13 1987.13 1987.13 1987.13 46.3500 ' 1987.13 1987.13 1987.13 1987.13 1987.13 46.6000 ~ 1987.13 1987.13 1987.13 1987.13 1987.13 46.8500 ~ 1987.13 1987.13 1987.13 1987.13 1987.13 47.1000 ~ 1987.13 1987.13 1987.13 1987.13 1987.12 47.3500 ~ 1987.12 1987.12 1987.12 1987.12 1987.12 I~l 47.6000 1987.12 1987.12 1987.12 1987.12 1987.12 ! ~ ~ CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute.Time: 12:57:53 Date: 09-19-2000 , k I Type.... Time-Elev Page 6.17 ~Name.... POND B Tag: Dev.10 Event: 10 yr I i Fi1e.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW - Storm... TypeII 24hr Tag: Dev.10 ~ TIME vs. ELEVATION ( f t) _ Time ~ . Output Time increment =.0500 hrs hrs ~ Time on left represents time for first value in each row. 47.8500 ( 1987.12 1987.12 1987.12 1987.12 1987.12 48.1000 ~ 1987.12 1987.12 1987.12 1987.12 1987.12 48.3500 ~ 1987.12 1987.12 1987.12 1987.12 1987.12 48.6000 ~ 1987.12 1987.12 1987.12 1987.12 1987.12 ~ 48.8500 ~ 1987.12 1987.12 1987.12 1987.12 1987.12 ~ 49.1000 ~ 1987.12 1987.12 ~ • . v~ - ~ . . j -l - I ~ CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute.Time: 12:57:53 Date: 09-19-2000 • ~ Type.... Time-Elev Page 6.18 Name.... POND B Tag: Dev.50 Event: 50 yr File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ~-I Storm... TypeII 24hr Tag: Dev.50 {-l TIME vs. ELEVATION ( f t) • J Time ~ Output Time increment =.0500 hrs hrs ~ Time on left represents time for first value in each row. ~ ~i 1.7500 ~ 1987.11 1987.11 1987.11 1987.11 1987.11 2.0000 ~ 1987.11 1987.11 1987.11 1987.11 1987.11 ~ 2.2500 ~ 1987.11 1987.11 1987.11 1987.11 1987.11 2.5000 ~ 1987.11 1987.11 1987.11 1987.11 1987.12 "l 2.7500 ~ 1987.12 1987.12 1987.12 1987.12 1987.12 3.0000 ~ 1987.12 1987.12 1987.12 1987.12 1987.12 3.2500 ~ 1987.12 1987.12 1987.12 1987.12 1987.12 3.5000 I 1987.12 1987.12 1987.12 1987.13 1987.13 3.7500 I 1987.13 1987.13 1987.13 1987.13 1987.13 ~ 4.0000 ~ 1987.13 1987.13 1987.13 1987.13 1987.13 4.2500 ~ 1987.13 1987.14 1987.14 1987.14 1987.14 -J 4.5000 ~ 1987.14 1987.14 1987.14 1987.14 1987.14 ~ 4.7500 I 1987.14 1987.14 1987.15 1987.15 1987.15 5.0000 ~ 1987.15 1987.15 1987.15 1987.15 1987.15 5.2500 ( 1987.15 1987.15 1987.16 1987.16 1987.16 ~ 5.5000 ~ 1987.16- 1987.16 1987.16 1987.16 1987.16 5.7500 ( 1987.16 1987.17 1987.17 1987.17 1987.17 6.0000 ~ 1987.17 1987.17 1987.17 1987.17 1987.17 --6.2500 ~ 1987.18 1987.18 1987.18 1987.18 1987.18 6.5000 ~ 1987.18 1987.18 1987.18 1987.19 1987.19 ~6.7500 ~ 1987.19 1987.19 1987.19 1987.19 1987.19 7.0000 ~ 1987.20 1987.20 1987.20 1987.20 1987.20 v 7.2500 I 1987.20 1987.20 1987.20 1987.21 1987.21 7.5000 ~ 1987.21 1987.21 1987.21 1987.21 1987.21 7.7500 ( 1987.22 1987.22 1987.22 1987.22 1987.22 8.0000 ~ 1987.22 1987.22 1987.23 1987.23 1987.23 8.2500 ~ 1987.23 1987.23 1987.23 1987.24 1987.24 ~ 8.5000 ~ 1987.24 1987.24 1987.24 1987.25 1987.25 8.7500 ~ 1987.25 1987.25 1987.25 1987.26 1987.26 9.0000 I 1987.26 1987.26 1987.27 1987.27 1987.27 _ 9.2500 ~ 1987.27 1987.28 1987.28 1987.28 1987.28 9.5000 ~ 1987.29 1987.29 1987.29 1987.29 1987.30 • _ 9.7500 ~ 1987.30 1987.30 1987.30 1987.31 1987.31 10.0000 ~ 1987.31 1987.32 1987.32 1987.32 1987.33 10.2500 I 1987.33 1987.33 1987.34 1987.34 1987.35 10.5000 ( 1987.35 1987.35 1987.36 1987.36 1987.37 - 10.7500 ~ 1987.38 1987.38 1987.39 1987.39 1987.40 11.0000 ~ 1987.41 1987.42 1987.42 1987.43 1987.44 l 11.2500 ~ 1987.45 1987.46 1987.47 1987.48 1987.50 11.5000 ~ 1987.51' 1987.52 1987.54 1987.57 1987.62 11.7500 ~ 1987.67 1987.75 1987.84 1987.97 1988.11 12.0000 ~ 1988.26 1988.39 1988.50 1988.59 1988.67 12.2500 ~ 1988.74 1988.81 1988.87 1988.93 1988.97 12.5000 1989.01 1989.05 1989.07 1989.10 1989.12 12.7500 ~ 1989.13 1989.14 1989.16 1989.16 1989.17 , CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute,Time: 12:57:53 Date: 09-19-2000 _J I r~ , Type.... Time-Elev Page 6.19 Name.... POND B Tag: Dev.50 •Event: 50 yr I~ File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ~ Storm... TypeII 24hr Tag: Dev.50 TIME vs. ELEVATION ( f t) Time ~ Output Time increment =.0500 hrs r-~ hrs ~ Time on left represents time for first value in each row. ---------I ~--I' 13.0000 ~ 1989.17 1989.18 1989.18 1989.18 1989.18 • 13.2500 ~ 1989.18 1989.17 1989.17 1989.17 1989.16 i 13.5000 ~ 1989.16 1989.15 1989.15 1989.14 1989.13 13.7500 ~ 1989.12 1989.12 1989.11 1989.10 1989.09 ~J 14.0000 ~ 1989.08 1989.07 1989.06 1989.05 1989.04 l- 14.2500 ~ 1989.02 1989.01 1989.00 1988.99 1988.98 14.5000 ~ 1988.97 1988.95 1988.94 1988.93 1988.92 14.7500 ( 1988.90 1988.89 1988.88 1988.87 1988.85 15.0000 ( 1988.84 1988.83 1988.82 1988.80 1988.79 15.2500 ~ 1988.78 1988.77 1988.75 1988.74 1988.73 15.5000 ( 1988.72 1988.70 1988.69 1988.68 1988.67 15.7500 ~ 1988.65 1988.64 1988.63 1988.62 1988.61 ~ 16.0000 ( 1988.59 1988.58 1988.57 1988.56 1988.55 16.2500 ( 1988.53 1988.52 1988.51 1988.50 1988.49 16.5000 ( 1988.47 1988.46 1988.45 1988.44 1988.43 16.7500 ~ 1988.42 1988.40 1988.39 1988.38 1988.37 17.0000 ~ 1988.36 ' 1988.35 1988.34 1988.33 1988.32 17.2500 ~ 1988.31 1988.30 1988.29 1988.28 1988.27 17.5000 ~ 1988.26 1988.25 1988.24 1988.23 1988.22 17.7500 ~ 1988.21 1988.20 1988.19 1988.18 1988.17 18.0000 ~ 1988.16 1988.15 1988.14 1988.14 1988.13 18.2500 ~ 1988.12 1988.11 1988.10 1988.09 1988.08 J 18.5000 ~ 1988.08 1988.07 1988.06 1988.05 1988.05 ~ 18.7500 ~ 1988.04 1988.03 1988.03 1988.02 1988.02 ~ 19.0000 I 1988.01 1988.00 1988.00 1987.99 1987.99 19.2500 ~ 1987.98 1987.98 1987.97 1987.97 1987.96 19.5000 ~ 1987.96 1987.96 1987.95 1987.95 1987.94 ~19.7500 ~ 1987.94 1987.94 1987.93 1987.93 1987.92 20.0000 ~ 1987.92 1987.92 1987.91 1987.91 1987.91 20.2500 ~ 1987.90 1987.90 1987.90 1987.90 1987.89 20.5000 ~ 1987.89 1987.89 1987.88 1987.88 1987.88 ' 20.7500 ~ 1987.88 1987.88 1987.87 1987.87 1987.87 21.0000 ( 1987.87 1987.87 1987.86 1987.86 1987.86 21.2500 ~ 1987.86 1987.86 1987.86 1987.86 1987.85 21.5000 ~ 1987.85 1987.85 1987.85 1987.85 1987.85 21.7500 ~ 1987.85 _ 1987.85 1987.85 1987.85 1987.84 -22.0000 ~ 1987.84 1987.84 1987.84 1987.84 1987.84 22.2500 ~ 1987.84 1987.84 1987.84 1987.84 1987.84 ~ 22.5000 ~ 1987.84 1987.84 1987.84 1987.83 1987.83 ~ 22.7500 ~ 1987.83 1987.83 1987.83 1987.83 1987.83 23.0000 ( 1987.83 1987.83 1987.83 . 1987.83 1987.83 23.2500 ( 1987.83 1987.83 1987.83 1987.83 1987.83 ~ 23.5000 ( 1987.83 1987.83 1987.83 1987.83 1987.83 23.7500 ~ 1987.83 1987.82 1987.82 1987.82 1987.82 24.0000 ( 1987.82 1987.82 1987.82 1987.82 1987.82 j 24.2500 ~ 1987.81 1987.81 1987.81 1987.80 1987.80 I CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 _J ----I • II ! ~ t I Type.... Time-Elev Page 6.20 Name.... POND B Tag: Dev.50 Event: 50 yr ~ File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... Typell 24hr Tag: Dev.50 TIME vs. ELEVATION (ft) Time ~ Output Time increment =.0500 hrs hrs ~ Time on left represents time for first value in each row. L. 24.5000 ~ 1987.79 1987.79 1987.79 1987.78 1987.78 24.7500 ( 1987.77 1987.77 1987.76 1987.76 1987.75 25.0000 ~ 1987.75 1987.75 1987.74 1987.74 1987.74 25.2500 ( 1987.73 1987.73 1987.73 1987.72 1987.72 -25.5000 ( 1987.72 1987.72 1987.71 1987.71 1987.71 25.7500 ~ 1987.71 1987.71 1987.70 1987.70 1987.70 ~ I 26.0000 ( 1987.70 1987.70 1987.69 1987.69 1987.69 26.2500 ~ 1987.69 1987.68 1987.68 1987.68 1987.68 26.5000 ( 1987.68 1987.67 1987.67 1987.67 1987.67 ~ 26.7500 ~ 1987.67 1987.66 1987.66 1987.66 1987.66 27.0000 I 1987.66 1987.65 1987.65 1987.65 1987.65 ~ 27.2500 ~ 1987.64 1987.64 1987.64 1987.64 1987.64 27.5000 ~ 1987.63 1987.63 1987.63 1987.63 1987.63 ~ 27.7500 ~ 1987.62 1987.62 1987.62 1987.62 1987.62 f 28.0000 ~ 1987.61 1987.61 1987.61 1987.61 1987.61 28.2500 ~ 1987.60 1987.60 1987.60 1987.60 1987.59 ~ 28.5000 ~ 1987.59 1987.59 1987.59 1987.59 1987.58 28.7500 ~ 1987.58 1987.58 1987.58 1987.58 1987.57 29.0000 ~ 1987.57 1987.57 1987.57 1987.57 1987.56 29.2500 ~ 1987.56 1987.56 1987.56 1987.56 1987.55 ~ 29.5000 ~ 1987.55 1987_55 1987.55 1987.55 1987.54 i 29.7500 ( 1987.54 1987.54 1987.54 1987.53 1987.53 30.0000 ( 1987.53 1987.53 1987.53 1987.52 1987.52 30.2500 ~ 1987.52 1987.52 1987.52 1987.51 1987.51 j 30.5000 ~ 1987.51 1987.51 1987.51 1987.50 1987.50 4 30.7500 ~ 1987.50 1987.50 1987.50 1987.49 1987.49 31.0000 ~ 1987.49 1987.49 1987.48 1987.48 1987.48 ~ 31.2500 ( 1987.48 1987.48 1987.47 1987.47 1987.47 31.5000 ~ 1987.47 1987.47 1987.46 1987.46 1987.46 ~ 31.7500 ~ 1987.46 1987.46 1987.45 1987.45 1987.45 32.0000 ( 1987.45 1987.44 1987.44 1987.44 1987.44 ~ 32.2500 ~ 1987.44 1987.43 1987.43 1987.43 1987.43 _j 32.5000 ~ 1987.43 1987.42 1987.42 1987.42 1987.42 32.7500 ~ 1987.42 1987.41 1987.41 1987.41 1987.41 33.0000 I 1987.41 1987.40 1987.40 1987.40 1987.40 ~ 33.2500 ( 1987.39 1987.39 1987.39 1987.39 1987.39 ~ 33.5000 ~ 1987.38 1987.38 1987.38 1987.38 1987.38 33.7500 ( 1987.37 1987.37 1987.37 1987.37 1987.37 S~ 34.0000 ~ 1987.36 1987.36 1987.36 1987.36. 1987.36 34.2500 ~ 1987.35 1987.35 1987.35 1987.35 1987.35 ` 34.5000 ~ 1987.34 1987.34 1987.34 1987.34 1987.33 34.7500 ( 1987.33 1987.33 1987.33 1987.33 1987.32 35.0000.~ 1987.32 1987.32 1987.32 1987.32 1987.31 35.2500 ~ 1987.31 1987.31 1987.31 1987.31 1987.30 35.5000 ( 1987.30 1987.30 1987.30 1987.30 1987.29 35.7500 ~ 1987.29 1987.29 1987.29 1987.29 1987.28 ~ CLC Associates, Inc. . ; PondPack Ver: 7.0 (325) Compute.Time: 12:57:53 Date: 09-19-2000 . ~ • 3 ,J ~ i . I l 1 Type.... Time-Elev Page 6.21 Name.... POND B Tag: Dev.50 Event: 50 yr File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypeII 24hr Tag: Dev.50 l TIME vs. ELEVATION ( f t) Time ( Output Time increment =.0500 hrs r-~ hrs ~ Time on left represents time for fi.rst value in each row. ; 36.0000 ~ 1967.28 1987.28 1987.28 1987.28 1987.28 36.2500 ~ 1987.27 1987.27 1987.27 1987.27 1987.27 ~ 36.5000 ~ 1987.27 1987.26 1987.26 1987.26 1987.26 ~ 36.7500 ~ 1987.26 1987.26 1987.25 1987.25 1987.25 37.0000 ~ 1987.25 1987.25 .1987.25 1987.25 1987.24 ~37.2500 ~ 1987.24 1987.24 1987.24 1987.24 1987.24 37.5000 ~ 1987.24 1987.23 1987.23 1987.23 1987.23 37.7500 ( 1987.23 1987.23 1987.23 1987.23 1987.22 38.0000 ~ 1987.22 1987.22 1987.22 1987.22 1987.22 38.2500 ~ 1987.22 1987.22 1987.22 1987.21 1987.21 'i 38.5000 ~ 1987.21 1987.21 1987.21 1987.21 1987.21 - 38.7500 ~ 1987.21 1987.21 1987.20 1987.20 1987.20 39.0000 ~ 1987.20 1987.20 1987.20 1987.20 1987.20 ~i 39.2500 ~ 1987.20 1987.20 1987.20 1987.19 1987.19 I_39.5000 ~ 1987.19 1987.19 1987.19 1987.19 1987.19 39.7500 ~ 1987.19 1987.19 1987.19 1987.19 1987.19 ---40.0000 ~ 1987.18 1987.18 .1987.18 1987.18 1987.18 40.2500 ( 1987.18 1987.18 1987.18 1987.18 1987.18 40.5000 ~ 1987.18 1987.18 1987.18 1987.17 1987.17 40.7500 ~ 1987.17 1987.17 1987.17 1987.17 1987.17 ~ 41.0000 ~ 1987.17 1987.17 1987.17 1987.17 1987.17 41.2500 ( 1987.17 1987.17 1987.17 1987.17 1987.16 l 41.5000 ~ 1987.16 1987.16 1987.16 1987.16 1987.16 - 41.7500 ~ 1987.16 1987.16 1987.16 1987.16 1987.16 42.0000 ~ 1987.16 1987.16 1987.16 1987.16 1987.16 42.2500 ~ 1987.16 1987.16 1987.16 1987.15 1987.15 42.5000 ~ 1987.15 1987.15 1987.15 1987.15 1987.15 ~ 42.7500 ~ 1987.15 1987.15 1987.15 1987.15 1987.15 , 43.0000 ~ 1987.15' 1987.15 1987.15 1987.15 1987.15 43.2500 ~ 1987.15 1987.15 1987.15 1987.15 1987.15 43.5000 ~ 1987.15 1987.15 1987.14 1987.14 1987.14 ~ 43.7500 ~ 1987.14 1987.14 1987.14 1987.14 1987.14 44.0000 ~ 1987.14 1987.14 1987.14 1987.14 1987.14 44.2500 ~ 1987.14 1987.14 1987.14 1987.14 1987.14 - 44.5000 ( 1987.14 1987.14 1987.14 1987.14. 1987.14 44.7500 ~ 1987.14 1987.14 1987.14 1987.14 1987.14 -45.0000 ( 1987.14 1987.14 1987.14 1987.14 1987.14 45.2500 ~ 1987.13 1987.13 1987.13 1987.13 1987.13 45.5000 ~ 1987.13 1987.13 1987.13 1987.13 1987.13 , 45.7500 ~ 1987.13 1987.13 1987.13 1987.13 1987.13 46.0000 ~ 1987.13 1987.13 1987.13 1987.13 1987.13 46.2500 ~ 1987.13 1987.13 1987.13 1987.13 1987.13 46.5000 ~ 1987.13 1987.13 1987.13 1987.13 1987.13 46.7500 ~ 1987.13 1987.13 1987.13 1987.13 1987.13 47.0000 ~ 1987.13 1987.13 1987.13 1987.13 1987.13 Fl 47.2500 ~ 1987.13 1987.13 1987.13 1987.13 1987.13 I I ~ CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute. Time: 12:57:53 Date: 09-19-2000 • ~I ~ I . Type.... Time-Elev Page 6.22 , Name.... POND B Tag: Dev.50 Event: 50 yr ; File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypeII 24hr Tag: Dev.50 ~ TIME vs. ELEVATION ( f t) l_ , Time ~ Output Time increment =.0500 hrs ~ hrs ~ Time on left represents time for first value in each row. ---------I - 47.5000 ~ 1987.13 1987.13 1987.13 1987.13 1987.12 47.7500 ( 1987.12 1987.12 1987.12 1987.12 1987.12 48.0000 ( 1987.12 1987.12 1987.12 1987.12 1987.12 , ~ 48.2500 ~ 1987.12 1987.12 1987.12 1987.12 1987.12 ~ 48.5000 ~ 1987.12 1987.12 1987.12 1987.12 1987.12 48.7500 I 1987.12 1987.12 1987.12 1987.12 1987.12 49.0000 ~ 1987.12 1987.12 1987.12 1987.12 1987.12 49.2500 I 1987.12 1987.12 1987.12 1987.12 1987.12 49.5000 ( 1987.12 1987.12 ~ ~ J . ~ - - , . I i I ~CLC Associates, Inc. • ° ~ PondPack Ver: 7.0 (325) Compute. Time: 12:57:53 Date: 09-19-2000 . - I Type.... Vol: Elev-Area ' Page 7.01 Name.... POND A ~ ~File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ' Elevation Planimeter Area Al+A2+sqr(Al*A2) Volume Volume Sum ~ (ft) (sq.in) (sq.ft) (sq.ft) (cu.ft) (cu.ft) , ~ 1974.89 9040 0 0 0 1975.00 9353 27588 . 1011 1011 1975.56 10951 30425 5680 6691 l 1976.00 12220 34739 5094 11786 ~ 1977.00 15143 40966 13655 25441 . 1978.00 18123 49832 16611 42052 - 1979.00 21160 58866 19622 61674 1980.00 24253 68067 22689 84363 POND VOLUME EQUATIONS Incremental volume computed by the Conic Method for Reservoir Volumes. i Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2)) where_ ELl, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for ELl, EL2, respectively Volume = Incremental volume between EL1 and EL2 ~ , r- ~ . , I ~ i , i _ . , ~ I , ~ CLC Associates, Inc. ~ PondPack Ver: 7.0 (325) Compute•Time: 12:57:53 Date: 09-19-2000 Type.... Vol: Elev-Area Page 7.02 Name.... POND B File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW I ~ ' Elevation Planimeter Area A1+A2+sqr(A1*A2) Volume Volume Sum (ft) (sq. in) (sq. ft) (sq. ft) (cu. ft) (cu. ft) - 1987.11 5123 0 0 0 1988.00 5902 16524 4902 4902 1989.00 6633 18792 6264 11166 1990.00 7970 21874 7291 18457 ~ 1991.00 9430 26069 8690 27147 , POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. -1 ' Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Area1*Area2)) I where: EL1, EL2 = Lower and upper elevations of the increment ' Areal,Area2 = Areas computed for EL1, EL2, respectively Volume = Incremental volume between EL1 and EL2 ~ ~i ~ ~ ~ ~ --1 i ' I CLC Associates, Inc. • , ~ PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 I I - . i~ Type.... Outlet Input Data Page 8.01 Name.... DRYWELL A . File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW REQUESTED POND WS ELEVATIONS: Min. Elev.= 1974.89 ft Increment = .50 ft ` Max. Elev.= 1980.00 ft Spot Elevations, ft ~ 1975.56 OUTLET CONNECTIVITY _j Forward Flow Only (UpStream to DnStream) Reverse Flow Only (DnStream to UpStream) < > Forward and Reverse Both Allowed ~ Structure No. Outfall E1, ft E2, it ~ User Defined Table TW .000 1980.000 TW SETUP, DS Channel ; I I ( ~ i I I ; ~ CLC Associates, Inc. , ' PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 ~ . ~ . ~ Type.... Outlet Input Data Page 8.02 Name.... DRYWELL A ~ t File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW OUTLET STRUCTURE INPUT DATA ~ Structure ID = Structure Type = User Defined Table ELEV-FLOW RATING TABLE - Elev, f t Flow, cf s 1974.89 .00 1975.00 .00 1975.56 .00 . i 1976.00 1.00 `J 1977.00 2.00 1978.00 2.00 - `1980.00 2.00 ^ Structure ID = TW ` Structure Type = TW SETUP, DS Channel ~ FREE OUTFALL CONDITIONS SPECIFIED - CONVERGENCE TOLERANCES... . Maximum Iterations= 30 ^ Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft ~ Min. Hw tolerance = .01 ft ~-Max. HW tolerance = .01 ft ' Min. Q tolerance = .10 cfs ` Max. Q tolerance = .10 cfs t + , ~ ~I ~ ~ , CLC Associates, Inc. , ~ PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 . .l I i I ~ I I . J ! 1 I) I I ~ ~ Type.... Outlet Input Data Page 8.03 , Name.... DRYWELL B File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW (7 _J REQUESTED POND WS ELEVATIONS: Min. Elev.= 1987.11 ft Increment = .20 ft Max. Elev.= 1991.00 ft ~ Spot Elevations, ft 1988.78 OUTLET CONNECTIVITY ~ ~ - Forward Flow Only (UpStream to DnStream) Reverse Flow Only (DnStream to UpStream) ~ < > Forward and Reverse Both Allowed ~ Structure No. Outfall E1, ft E2, ft ~ User Defined Table TW .000 1991.000 ~ TW SETUP, DS Channel ~ - CLC Associates,. Inc. . PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 . ~ ~ Type.... Outlet Input Data Page 8.04 Name.... DRYWELL B File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ~I i OUTLET STRUCTURE INPUT DATA ~ Structure ID = Structure Type = User Defined Table ELEV-FLOW R.ATING TABLE ~ ~ Elev, f t Flow, cf s • ~ 1987.11 .00 1987.78 .00 - 1988.00 .50 1989.00 1.00 - 1991.00 1.00 ~ Structure ID = TW Structure Type = TW SETUP, DS Channel ~ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES... Maximum Iterations= 30 ~ Min. TW tolerance = .01 ft _ Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance .10 cfs ~ Max. Q tolerance = .10 cfs ~ CLC Associates, Inc. . ~ PondPack Ver: 7.0 (325) Compute.Time: 12:57:53 Date: 09-19-2000 I i i i' Type.... Pond Infiltration Calcs Page 9.01 Name.... POND A ' ~ File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW INFILTRATION RATING TABLE CALCULATIONS ~i ~ Infilt. (cfs) _ (.5000 (in/hr) * Area) * Ku Where: Ku = units conversion factor ~ W.S.Elev Total Area Infilt. ft sq. ft cfs ' ^ No storage at this elevation... infiltration set to zero. 1974.89 9040 .00 1975.39 10453 .12 1975.56 10951 .13 ~ 1975.89 . 11896 .14 ~ 1976.39 13323 .15 1976.89 14806 .17 , ~ 1977.39 16273 .19 V~ 1977.89 17782 .21 1978.39 19280 .22 1978.89 20814 .24 ^ 1979.39 22341 .26 1979.89 23902 .28 ~ 1980.00 . 24253 .28 r~ ~ ~ , I ~ CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 ~ ,--1 ' I r ~ . Type.... Pond E-V-Q Table Page 5.02 ~ -Name . . . . POND A File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW LEVEL POOL ROUTING DATA HYG Dir = J:\DOCUMENT\98573\PONDPACK\ Inflow HYG file = DEV.HYG - POND A IN Dev.10 Outflow HYG file = DEV.HYG - POND A OUT Dev.10 Pond Node Data = POND A Pond Volume Data = POND A ~ Pond Outlet Data = DRYWELL A ~ Infiltration = .5000 in/hr TNITIAL CONDITIONS , Starting 6JS Elev = 1975.19 ft ~ Starting Volume = 0 cu.ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0500 Hrs ~ Elevation outflow Storage Area Infilt. Q Total 2S/t+0 ~ ----ft---------cfs--------cu~ft------sq~ft-------cfs---------cfs---------cfs- , ~-4 1974.89 .00 0 9040 .00 .00 • .00 1975.39 .00 4872 10453 .12 .12 54.25 ^l 1975.56 .00 6691 10951 .13 .13 74.47 1975.89 .75 10459 11896 .14 .89 117.10 1976.39 1.39 16765 13323 .15 1.54 187.82 - - 1976.89 1.89 23794 14806 .17 2.06 266.44 1977.39 2.00 31566 16273 .19 2.19 352.92 1977.89 2.00 40077 17782 .21 2.21 447.51 1978.39 2.00 49344 19280 .22 2.22 550.49 ~ 1978.89 2.00 59365 20814 .24 2.24 661.86 1979.39 2.00 70156 22341 .26 2.26 781.77 1979.89 2.00 81714 23902 . .28 2.28 910.21 1980.00 2.00 84363 24253 .28 2.28 939.64 ~ . _I 1 1 ~ I t . - CLC Associates, Inc. • PondPack Ver: 7.0 (325) Compute,Time: 12:57:53 Date: 09-19-2000 i I . I ! I Type.... Pond Routed HYG (total out) Page 9.03 Name.... POND A OUT Tag: Dev.10 Event: 10 yr ~ File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypeII 24hr Tag: Dev.10 i ~ POND ROUTED TOTAL OUTFLOW HYG... J HYG file = J:\DOCUMENT\98573\PONDPACK\DEV.HYG ~ HYG ID = POND A OUT ~ HYG Tag = Dev.10 ~ Peak Discharge = 1.34 cfs Time to Peak = 12.4500 hrs ~ HYG Volume = 17059 cu.ft i HYDROGRAPH ORDINATES (cfs) Time ~ Output Time increment =.0500 hrs hrs ~ Time on.left represents time.for first value in each row. ~ 11.0000 ~ .00 .00 .00 .00 .00 11.2500 ( .00 .00 .00 .00 .00 11.5000 ~ .00 .00 .00 .00 .00 ~ 11.7500 ~ .00 .00 .00 .10 .47 12.0000 ~ .85 1.17 1.24 1.28 1.30 Y 12.2500 ~ 1.31 1.32 1.33 1.33 1.34 12.5000 ~ 1.34 1.34 1.34 1.33 1.33 12.7500 ~ 1.33 1.32 1.32 1.31 1.30 13.0000 1.30 1.29 1.28 1.27 1.26 13.2500 ~ 1.25 1.25 1.24 1.23 1.22 13.5000 ~ 1.21 1.20 1.19 1.15 1.12 13.7500 ~ 1.08 1.05 1.02 .98 .95 ~ 14.0000 ( .92 _ .90 .87 .84 .82 _ 14.2500 ~ .79 .77 .74 .72 .70 14.5000 ( .68 .66 .65 .63 .61 ~ 14.7500 ( .60 .58 .57 .55 .54 15.0000 ~ .52 .51 .50 .49 .48 ~ 15.2500 ~ .47 .46 .45 .44 .43 15.5000 ~ .42 .41 .40 .39 .38 -15.7500 I .38 .37 .36 .35 .35 16.0000 ~ .34 .33 .33 .32 .31 ti 16.2500 ~ .31 .30 .30 .29 .29 ~ 16.5000 ~ .28 .28 .27 .27 .26 ~ 16.7500 I .26 .25 .25 .25 .24 17.0000 ~ .24 .23 .23 .23 .23 17.2500 ~ .22 .22 .22 .21 .21 17.5000 ~ .21 .21 .20 .20 .20 17.7500 ~ .20 .19 .19 .19 .19 , 18.0000 ~ .18 .18 .18 .18 .18 ~ 18.2500 ~ • .17 .17 .17 .17 .17 - 18.5000 ~ .16 .16 .16 .16 .16 18.7500 ~ .16 .15 .15 .15 .15 19.0000 ~ .15 .14 .14 .14 .14 19.2500 I .14 .14 .13 .13 .13 19.5000 ~ .13 .13 .13 .12 .12 19.7500 ~ .12 .12 .12 .11 .11 j 20.0000 ~ .11 .11 .11 .11 .10 CLC Associates, Inc. • t PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 r i ~ ~ I i \ Type.... Pond Routed HYG (total out) Page 9.04 Name.... POND A OUT Tag: Dev.10 Event: 10 yr ~ File.... 3:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW i Storm... TypeII 24hr Tag: Dev.10 HYDROGRAPH ORDINATES (Cfs) Time ~ Output Time increment =.0500 hrs hrs ~ Time on left represents time for first value in each row. 20.2500 ~ .10 .10 .10 .10 .10 20.5000 ~ .10 .09 .09 •.09 .09 20.7500 ~ .09 .09 .09 .09 .08 ~ 21.0000 ~ .08 .08 .08 .08 .08 ~ 21.2500 ~ .os .os .oa .os .os - 21.5000 ~ .os .os .07 .07 .07 21.7500 ~ .07 .07 .07 .07 .07 22.0000 ~ .07 .07 .07 .07 .07 22.2500 ~ .07 .07 .07 .07 .07 22.5000 ~ .07 .07 .07 .06 .06 22.7500 ~ .06 .06 -.06 .06 .06 23.0000 ( .06 .06 .06 .06 .06 23.2500 ~ .06 .06 .06 .06 .06 23.5000 ~ .06 .06 .06 .06 .06 ~ 23.7500 ~ .06 .06 .06 .06 .06 24.0000 ~ .06 .06 .05 .05 .05 ` 24.2500 ~ .04 .04 .03 .02 .02 24.5000 ~ .01 .01 .00 .00 .00 24.7500 ~ .00 .00 .00 .00 .00 25.0000 ~ .00 .00 .00 .00 .00 .,'i . ~ , ~ CLC Associates, Inc. . j PondPack Ver: 7.0 (325) Compute, Time: 12:57:53 Date: 09-19-2000 ~ ^i i , i - 'Iype.... pand Rautea HYG (tota,l aut) Page 9.05 , Name., . . PflND A OUT Tag: Dev, 50 - Event : 50 yr File- - - - T: \DocuME,NT1985731PorrpPACK\YNnrANA2. ppW Storm... TypelI 24hr 'Fag: Dev.50 PQND ROL7TED TOTAL OUTFLOW ffYG. . . ~ HYG f i le =J:\DOCUMENm\9 S 5 73\FONDFACK\I)EV. HYG HYG zD = PONn A oUT xYc Tag = Dev. s o Peak 'Da.scharge - 1.71 cfs - Time tQ Peak - 12.7Doo hrs HYG Valurne = 28904 Cu. ft , HYDROGRAPH ORDINATES (C fs ) Time ~ Output Time in,crement =.0500 hrs hrs ~ Time on, left represents time for first va3ue in each raw. ---------~-----_______s-..,.._ „ _--------_--R___-------------------------- 11.2oa0 ~ .00 .oo .av .00 ,00 11,4500 ~ .ao .ao .oo .ao 11. 7ooo ~ .00 .00 .00 . 25 .62 ~ 11.9500 ~ 1.06 1.27 1.38 1.46 1.52 12.2000 ~ 1.56 1.59 1.62 1.65 1.67 - 12,4500 ~ '1.69 1.70 1.70 1.71 1.71 ~ 12,7000 ~ 1.71 1.71 1.71 1_71 1.71 12.9500 ~ 1.70 1.70 1.70 1.59 1.69 13 . 2000 ~ 1.68 1 a 67 1.66 1. 65 1.64 13.4500 ~ 1.63 1.62 1.61 1.60 1.59 ~ 13.7000 ~ 1.58 1.56 1.55 1.54 1,53 13.9500 j 1.52 1.50 1.49 1.48 1.47 ~ 14.2000 ~ 1.45 1.44 I.43 1.42 1.41 14.4500 ~ 1.39 1.38 1.37 1.36 1.35 14.7000 ~ 1.33 1.32 1.31 1.30 1.29 14,9500 ~ 1.28 1.27 1.25 1.24 1.23 15.2000 ~ 1.22 1.21 1.20 1.18 1,14 ^ 15.4500 ~ 1.10 1.07 1.03. 1.Q4 .96 15.7000 k .93 . .90 .se .85 .sa ---J 15,9500 eso . .77 .75 .73 .71 16.2000 f . .69 .67 .65 .63 .62 16.4500 ~ .60 .5s .57 .56 .54 16.7000 ~ . .53 .52 .51 .50 .49 16,9500 ~ . .48 .47 .46 .45 .44 17.2000 ~ .43 .42 .42 .41 .40 ~ 17.4500 ~ .40. .39 .38 .38 .37 17.7400 ~ .37 .36 .36 .35 .35 17 . 9500 ~ .34 .34 .33 .33 - .32 ~ 18.2000 ~ .32 .32 .31 ' .31 .31 ~ 18.4504 ~ e30 .30 .29 .29 .29 18.7000 I .28 .28 .28 .27 .27 18.9500 I .27 .27 . 26 .26 .26 ~ 15.2000 I .25. .25 .25 .25 .24 19,4500 ~ .24 .24 ,23 .23 .23 19.7000~ .23 .22 .22 ,22 .22 19.9500 p .21 .21 ,21 .21 .2G ~ 20.2040 ~ _20 .20 .20 _19 .19 ~ CLC Associates, Inc. PoradPack Ver: 7.0 {325}. Cornpute, Time: 12:57:53 Date; 09-19-2000 ~ i ~ .~Type.... Pond Routed HYG (total out) Page 9.06 1 ' ~ Name.... POND A OUT Tag: Dev.50 Event: 50 yr Fi1e.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypeII 24hr Tag: Dev.50 l ~ ~ HYDROGRAPH ORDINATES (Cfs) Time ~ Output Time increment =.0500 hrs ~ hrs ~ Time on left represents time for first value in each row. t , 20.4500 ~ .19 .19 .18 .18 .18 20.7000 ~ .18 .18 .18 .17 .17 20.9500 ~ .17 .17 .17 .17 .17 21.2000 ~ .16 .16 .16 .16 .16 `Y 21.4500 ~ .16 .16 .16 .16 .15 21.7000 ~ .15 .15 .15 .15 .15 ~ 21.9500 ~ .15 .15 .15 .15 .15 ' 22.2000 ~ .15 .15 .15 .14 .14 22.4500 I .14 .14 .14 .14 .14 22.7000 I .14 .14 .14 .14 .14 22.9500 ~ .14 .14 .14 .14 .14 23.2000 ~ .14 .13 .13 .13 .13 23.4500 ~ .13 .13 .13 .13 .13 23.7000 ~ .13 .13 .13 .13 .13 23.9500 ~ .13 .13 .13 .12 .12 ~ 24.2000 ~ .12 .11 .10 .09 .09 - 24.4500 ~ .08 .07 .06 .05 .04 24.7000 ~ .04 .03 .02 .01 .01 24.9500 ' .00 .00 .00 .00 .00 25.2000 ~ .00 .00 '.00 .00 .00 -1 ~ t i CLC Associates, Inc. . ~ PondPack Ver: 7.0 (325) Compute,Time: 12:57:53 Date: 09-19-2000 i . , „ . , . . ; Type.... Pond Infiltration Calcs Page 9.07 - - ~ • ~ ; Name.... POND B •File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ( j INFILTRATION R.ATING TABLE CALCULATIONS Infilt. (cfs) _ (.5000 (in/hr) * Area) * Ku . Where: Ku = units conversion factor W.S.Elev Total Area Infilt. ft sq. ft cfs , No storage at this elevata.on... infiltration set to zero. Y 1987.11 5123 .00 ~ 1987.31 5293 .06 1987.51 5466 .06 i 1987.71 5642 .07 1987.91 5821 .07 1988.11 5980 .07 1988.31 6124 .07 1988.51 6269 .07 1988.71 6417 .07 - ^ 1988.78 6469 .07 1988.91 6565 .08 ~ 1989.11 6774 .08 1989.31 7034 .08 . 1989.51 ' 7300 .08 " 1989.71 7570 .09 1989.91 7845 .09 ~ 1990.11 8125 .09 1990.31 8409 .10 -1990.51 8699 . .10 ~ 1990.71 8994 .10 1990.91 9294 .11 1991.00 9430 .11 ~ . i S~ E ' ~ ~ f ~ CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 ' ' . Fi . I • Type.... Pond E-V-Q Table Page 9.08 Name . . . . POND B • File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW LEVEL POOL ROUTING DATA HYG Dir = J:\DOCUMENT\98573\PONDPACK\ - Inflow HYG file = DEV.HYG - POND B IN Dev.10 Outflow HYG file = DEV.HYG - POND B OUT Dev.10 ~ Pond Node Data = POND B Pond Volume Data = POND B ~ Pond Outlet Data = DRYWELL B `-'I • Infiltration = .5000 in/hr INITIAL CONDITIONS Starting WS Elev = 1987.11 ft Starting volume = 0 cu.ft 'Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0500 hrs. ~ Elevation Outflow Storage Area Infilt. Q Total 2S/t + O ft cfs cu. ft sq. ft cfs cfs cfs 1987.11 .00 0 5123 .00 .00 .00 ~ 1987.31 .00 1041 5293 .06 .06 11.63 1987.51 .00 2118 5466 .06 .06 23.59 1987.71 .00 3228 5642 .07 .07 35.93 1987.91 .30 4375 5821 .07 .36 48.97 1988.11 .55 5556 5980 .07 .62 62.35 1988.31 .65 6766 6124 .07 .73 75.90 - 1988.51 .76 8005 6269 .07 .83 89.78 1988.71 .85 9274 6417 .07 .93 103.97 1988.78 .89 9725 6469 .07 .96 109.02 1988.91 .96 10572 6565 .08 1.03 118.50 l 1989.11 1.00 11903 6774 .08 1.08 133.34 ~ 1989.31 1.00 13284 7034 .08 1.08 148.68 1989.51 1.00 14718 7300 .08 1.08 164.61 1989.71 1.00 16204 7570 .09 1.09 181.13 ~ 1989.91 1.00 17746 7845 .09 1.09 198.27 ~ ~ 1990.11 1.00 19342 8125 .09 1.09 216.01 1990.31 1.00 20995 8409 .10 1.10 234.38 1990.51 1.00 22707 8699 .10 1.10 253.40 ~1990.71 1.00 24476 8994 .10 1.10 273.05 1990.91 1.00 26305 9294 .11 1.11 293.38 1991.00 1.00 27147 9430 .11 1.11 302.74 , ~ s . CLC Associates, Inc. . ~ PondPack Ver: 7.0 (325) Compute,Time: 12:57:53 Date: 09-19-2000 ~ r -i I ~ f I i . • Type.... Pond Routed HYG (total out) Page 9.09 r-, Name.... POND B OUT Tag: Dev.10 Event: 10 yr File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPw -~Storm... TypeII 24hr Tag: Dev.10 r--, POND ROUTED TOTAL OUTFLOW HYG... . J HYG file = J:\DOCUMENT\98573\PONDPACK\DEV.HYG HYG ID = POND B OUT HYGTa9--- -Dev-10 _ Peak Discharge = .73 cfs ~ Time to Peak = 12.8000 hrs . ; HYG Volume = 14714 cu.ft ~ ! HYDROGRAPH ORDINATES (cfs) Time ~ Output Time increment =.0500 hrs hrs ~ Time on left represents time for first value in each row. ~ ( 10.1400 ~ .00 .00 .00 .00 .00 10.3500 I .00 .00 .00 .00 .00 10.6000 I .00 .00 .00 .00 .00 10.8500 I .00 .00 .00 .00 .00 11.1000 ( .00 .00 .00 .00 .00 11.3500 ( .00 .00 .00 .00 .00 - 11.6000 ~ .00 .00' .00 .00 .00 11.8500 ~ .00 .14 .32 .47 .57 12.1000 ~ .60 .62 .64 .65 .67 12.3500 ~ .68 .69 .70 .71 .72 -12.6000 ~ .72 .73 .73 .73 .73 12.8500 ~ .73 .73 .73 . .73 .73 ~ 13.1000 ~ .73 .73 .73 .73 .72 13.3500 ~ .72 .72 .71 .71 .71 13.6000 ~ .70 .70 .70 .69 .69 ~ 13.8500 I .69 .68 .68 .67 .67 14.1000 ~ .66 .66 .66 .65 .65 14.3500 ~ .64 .64 .63 .63 .62 14.6000 ( .62 • .62 .61 .61 .60 14.8500 ~ .60 .59 .59 .58 .58 15.1000 ~ .58 .57 .57 .56 .56 ~ 15.3500 ~ .55 .54 .53 .52 .51 15.6000 ~ .50 .49 .48 .47 .46 ~ 15.8500 ( .46 .45 .44 .43 .42 - 16.1000 I .41 .41 .40 .39 .39 16.3500 ~ .38 .37 .37 .36 .35 - 16.6000 ~ .35 .34 .34 .33 .33 16.8500 ~ .32 . .32 .31 .31 .30 ~ 17.1000 ~ .30 .29 .29 .28 .28 4 17.3500 ~ .27 .27 .27 .26 .26 17.6000 ~ .26 .25 .25 .25 .24 r, 17.8500 ( .24 .24 .23 .23 .23 18.1000 ~ .22 .22 .22 .22 .21 18.3500 ~ .21 .21 .21 .20 .20 18.6000 ~ .20 .20 .20 .19 .19 18.8500 ( .19 .19 .19 .18 .18 ~ 19.1000 ( .18 .18 .18 . .17 .17 r- CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 ~ s L ' Type.... Pond Routed HYG (total out) Page 9.10 ~ Name.... POND B OUT Tag: Dev.10 Event: 10 yr ~ File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW ~ ~ Storm... TypeII 24hr Tag: Dev.10 HYDROGR.APH ORDINATES ( Cf s ) ~ Time ~ Output Time increment =.0500 hrs ~hrs ~ Time on left represents time for first value in each row. 19.3500 ~ .17 .17 .17 .17 .16 _ 19.6000 ~ .16 .16 .16' .16 .16 19.8500 I .15 .15 .15 .15 .15 ~ 20.1000 ~ .15 .14 .14 .14 .14 20.3500 ~ .14 .14 .13 .13 .13 ~ 20.6000 ~ .13 .13 .13 .13 .13 20.8500 ~ .13 .12 .12 .12 .12 ~ 21.1000 ~ .12 .12 ' .12 .12 .12 ~ 21.3500 ~ .12 .12 .11 .11 .11 21.6000 I .11 .11 .11 .11 .11 - 21.8500 ~ .11 .11 .11 .11 .11 22.1000 ~ .11 .11 .11 .11 .11 - 22.3500 ~ .11 .10 .10 .10 .10 22.6000 ~ .10 .10 .10 .10 .10 ~ 22.8500 ~ .10 .10 .10 .10 .10 23.1000 ~ .10 .10 .10 .10 .10 v 23.3500 ~ .10 .10 .10 .10 .10 23.6000 ( .10 .10 .10 .10 .10 23.8500 ~ .10 .09 .09 .09 .09 - 24.1000 I .09 .09 .09 .09 .08 24.3500 ~ .08 .07 .07 .06 .06 24.6000 ~ .05 .05 .05 .04 .04 24.8500 ~ .03 .03 .02 .02 .02 - 25.1000 ~ .01 .01 .01 .00 .00 ~ CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute: Time: 12:57:53 Date: 09-19-2000 . i; Type.... Pond Routed HYG (total out) Page 9. Name.... POND B OUT Tag: Dev.50 Event: 50 yr ? File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypeII 24hr Tag: Dev.50 ~ POND ROUTED TOTAL OUTFLOW HYG... ~J . HYG file = J:\DOCUMENT\98573\PONDPACK\DEV.HYG HYG ID = POND B OUT ~ HYG Tag = Dev.50 . Peak Discharge = 1.00 cfs • Time to Peak = 12.6500 hrs HYG Volume = 25325 cu.ft w ir 1 HYDROGRAPH ORDINATES ( cf s) Time ~ Output Time increment =.0500 hrs hrs ( Time on left represents time for first value in each row. . i 1o . o000 ~ .00 .00 .00 .00 .00 10.2500 ~ .oo .oo .oo .oo .oo 10.5000 ~ .oo .oo .oo .oo .oo ^ 10.7500 ~ .oo , .oo .oo .oo .oo 11.0000 ~ .oo .oo .oo .oo .oo 11.2500 ~ .oo .oo .oo .oo .oo ~ 11.5000 ( .oo .oo .oo .oo .oo 11.7500 ( .00 .06 .20 .37 .56 _ 12.0000 ~ .63 .70 .75 .79 .83 12.2500 ( .87 .90 .93 .96 .97 ~ 12.5000 ( .98 .99 .99 1.00 1.00 12.7500 ~ 1.00 1.00 1.00 1.00 1.00 - 13.0000 ~ 1.00 1.00 1.00 1.00 1.00 ~ 13.2500 ( 1.00 1.00 1.00 1.00 1.00 13.5000 ~ 1.00 1.00 1.00 1.00 1.00 ~ 13.7500 ~ 1.00 1.00 1.00 1.00 1.00 14.0000 ~ .99 .99 .99 .99 .98 - 14.2500 ~ .98 .98 .98 .97 .97 14.5000 ~ .97 .96 .96 .96 .96 14.7500 ~ .95 .95 .94 .93 .93 15.0000 ( .92 .91 .91 .90 .90 ^ 15.2500 ~ .89 .88 .88 .87 .86 15.5000 ~ .86 .85 .85 .84 .83 ~ 15.7500 ~ .83 .82 .81 .81 .80 16.0000 ~ .80 .79 .78 .78 .77 16.2500 ~ .77 .76 .75 .75 .74 16.5000 ( .74 .73 .72 .72 .71 16.7500 ( .71 .70 .70 .69 .69 ~ 17.0000 ~ .68 .67 .67 .66 .66 tL4 17.2500 ~ .65 .65 .64 .64 .63 17.5000 ~ .63 .62 .62 .61 .61 17.7500 ~ .60 .60 .59 .59 .59 18.0000 ~ .58 .58 .57 .57 .56 18.2500 ~ .56 .55 .54 .53 .52 18.5000 ~ .51 .50 .49 .48 .47 ~ 18.7500 ~ .46 .46 .45 .44 .43 , ~ 19.0000 ~ .42 .42 .41 .40 .40 i . CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute Time: 12:57:53 Date: 09-19-2000 r I i I . Type.... Pond Routed HYG (total out) Page 9.12 Name.... POND B OUT Tag: Dev.50 Event: 50 yr File.... J:\DOCUMENT\98573\PONDPACK\INDIANA2.PPW Storm... TypeII 24hr Tag: Dev.50 ~ HYDROGRAPH ORDINATES (cfs) Time ( Output Time increment =.0500 hrs hrs ~ Time on left represents time for first value in each row. 19.2500 ~ .39 .38 .38 .37 .36 _ 19.5000 ~ .36 .35 .35 .34 .34 19.7500 ~ . .33 .33 .32 .32 .31 ^ 20.0000 ~ .31 .30 .30 .30 .29 . ~ 20.2500 ~ .29 .28 .28 .27 .27 20.5000 ~ .26 .26 .26 .25 .25 20.7500 ~ .25 .24 .24 .24 .24 . ~ 21.0000 ~ .23 .23 .23 .23 .22 _i 21.2500 ( .22 .22 .22 .22 .21 21.5000 ~ .21 .21 .21 .21 .20 - 21.7500 ~ .20 .20 .20 .20 .20 22.0000 ~ .20 .20 .19 .19 .19 22.2500 ~ .19 .19 .19 .19 .19 22.5000 ~ .19 .19 .18 .18 .18 ~ 22.7500 ( .18 .18 .18 .18 .18 23.0000 ~ .18 .18 .18 .18 .18 ~ 23.2500 ( .18 .17 - .17 .17 .17 23.5000 ~ .17 .17 .17 .17 .17 23.7500 ~ .17 .17 .17 .17 .17 - 24.0000 ~ .17 .17 .16 .16 .16 24.2500 I .15 .15 .14 .14 .13 ~ 24.5000 ~ .12 .12 .11 .10 .10 24.7500 I .09 .08 .08 .07 .06 V 25.0000 I .06 .05 .05 .04 .04 ~ 25.2500 ( .03 .03 .02 .02 .02 25.5000 ~ .01 .Ol .01 .00 .00 ~ 25.7500 ( .00 .00 .00 .00 .00 26.0000 ~ .00 .00 .00 .00 .00 ~ 1 f ~ ~ CLC Associates, Inc. . PondPack Ver: 7.0 (325) Compute.Time: 12:57:53 Date: 09-19-2000 . PIPE CALCULATIONS ~ ~ ~ I ~ CI,C 707 West 7th Ave. Planni.ng Associates, Inc. Suite 200 Engineering i. Spokane, WA 99204 Architecture (509) 458•6840 Landscape Architecture Z~ CD_ Z l~ (509) 458-6844 pAX land Surveying v= 5.76 -~PS n~. - - - Am M11- 10 CI~ .b.,~.LAW ~~,.l.~ - ~ Pa0JE6T ~ ! IZ~00 I , $a~r ar ~~'YYl Jos Ro. ~ 8 3 " I, L.-7--~~~~ - .1., ~ ~ ~ . _ ~ • ~j~'~ - . ~ _ ~ ! _I ' t ~ .f - ~ --~-'-~s~--AE ~~f't-- ~ - • - ~ ~ . - - ~ ~ . ~ L;U: ~.~e. ~c_:-t.... ~ ~ ~ o---' rld ^--S ~ _ . . _ . . . _ . _ . , - - - ' t ' T_ - . - f , . ~ , - - - ~ , _ _ i y_. . ~ ~ ~ ~ ; . _ ' - . • ~ ; . . _ ~ , ~ _ ~ "4.. ` s' ` ~f~_.i.. ~_.{_.~r_! ' • ` ~ ti - 4 -A_3>=,~.•~.r..>s . ,L " ; ' e _l . _ _ . a." . ` '_'.v._. _ _.n_. a-. L--r~' ' b "-t'_~_.~ ...~_t-3 t r.-.~--~~ ~ ~ --7-~.{-.. • . . 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L--~-'~~ . e 1_t - 1119 PACE of i ( i - Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow ~ ~ Worksheet Name: HANSON CENTER EAST ~ Comment: HANSON CENTER EAST I ~ Solve For Actual Depth Given Input Data: Diameter.......... 2.00 ft ~ Slope 0.0053 ft/ft ~ Manning's n....... 0.012 ' Discharge......... 9.42 cfs , ~ Computed Results: ~ Depth 1.03 ft t_ Velocity.......... 5.76 fps < Flow Area......... 1.64 sf - Critical Depth.... 1.10 ft Critical Slope.... 0.0043 ft/ft ~ Percent Full...... 51.64 0 .w Full Capacity...:. 17.84 cfs QMAX C.94D........ 19.19 cfs ~ Froude Number..... 1.12 (flow is Supercritical) ~ . ~ ~ - I I -i Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ~ k; i~ . ~3 . ~ Cj,C 707 West 7th Ave. Planning ~`p~ ~TO_ Z ~ Associates, inc. 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Open Channel - Uniform flow 'i Worksheet Name: HANSON CENTER EAST , I _ Comment: HANSON CENTER EAST - PIPE SYSTEM TO POND B Solve For Actual Depth Given Input Data: Diameter.......... 2.00 ft , ' Slope 0.0100 ft/ft ~-~-Manning's n....... 0.024 ^ Discharge......... 5.42 cfs J Computed Results: Depth 0.93 ft ~ Velocity.......... 3.78 fps ~ ~ Flow Area......... 1.43 sf Critical Depth.... 0.82 ft Critical Slope.... 0.0156 ft/ft Percent Full...... 46.57 % Full Capacity..... 12.25 cfs QMAX Q.94D........ 13.18 cfs ~ Froude Number..... 0.79 (flow is Subcritical) ~-J `-1 Open Channel Flow Module, Version 3.41 (c) 1991 ~ Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 { . t f ` Scenario: Base ai ~ I ~ T~ _ J r7 C_ J ~ ~ -2 P2 . ~ a,. ~ . _ J I-1 LJ Title: MARRIOTT Project Engineer: CLC ASSOCIATES INC. ~ j:\document1s000030\hansona.stm CLC ASSOCIATES INC. StormCAD v4.1 [428] 09/19/00 07:17:07 AM 4 Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Combined PipeNNode Report Label Material Description Section Length Energy Energy Energy Hydraulic Hydraulic Average Full Has Average Upstream DownstrearrConstructec Bend )ownstrearrUpstream Size (ft) Grade Grade Slope Grade Grade Velocity Capacity Hydraulic Pipe Invert Invert Slope Angle Ground Ground Line In Line Out (ft/ft) Line In Line Out (ft/s) (cfs) Jump? Cover Elevation Elevation (ft/ft) (degrees; Elevation Elevation (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) P-1 PVC 18 inch 69.00 1,978.55 1,978.55 0.000034 1,978.55 1,978.55 0.44 9.73 false 2.04 1,978.01 1,977.66 0.005072 0.00 1,981.24 1,981.51 P-2 CMP 24 inch 139.00 1,978.02 1,977.76 0.001854 1,977.95 1,977.74 1.53 8.70 false 4.01 1,977.26 1,976.56 0.005036 0.00 1,984.60 1,981.24 P3 Corrugate< 24 inch 190.00 1,977.25 1,976.22 0.005407 1,977.14 1,976.05 2.96 10.67 false 3.74 1,976.56 1,975.56 0.005263 0.00 1,979.00 1,984.60 Title: MARRIOTT j:\document\s000030\hansona.stm 09/20/00 07:26:43 PM CLC ASSOCIATES INC. © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: CLC ASSOCIATES INC. StormCAD v4.1 [428] Page 1 of 1 MI E M— I NM N m Label: 0-1 Rim: 1,979.00 ft SJrrp: 1,975.86 ft 0+00 0+50 Title: MARRIOTT 1 A P j:\document\s000030\hansona.stm 09/24/00 06:11:52 PM 1 1' Label: P3 Up. Invert 1,976.56 ft Dn. Invert 1,975.56 ft L 190.00 ft Size: 24 inch S 0.005263 ft/i 1+50 Label:1-3 Rim: 1,984.60 ft Sump:-1,976.56-ft Profile Scenario: Base Label:1-2 Rim: 1,981.241t Surrp 1,977.66 ft 2+00 Station (ft) Label: P-2 -Up. Invert 1-,977.26 ft Dn. Invert 1,976.56 ft L• 139.00 ft Size. 24 inch 2+50 s 0.005036 Mt 3+00 1,985.00 1,984.03 LabeL-1-1 - 1,983.00 Rim: 1,981.5111 SJnp: 1,978.01 ft 1,982.00 1,981.00 1,980.00 1,979.00 1,978.00 P-1 1 Up:Label: invert ,ft - 1,977.00 Dn. overt1,977.66978:01 ft L' 69 00_fL—__.--- . 1,976.00 Sze: 18 inch S 0.005072 ftAt 1,975.00 3+50 4+00 CLC ASSOCIATES INC. © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Be, ation (ft) 4 Ce" £asp Project Engineer: CLC ASSOCIATES INC. StormCAD v4.1 [428] Page 1 of 1 Scenario: Base e2 ~ ~j a1 p~6 I-6 AS I-5 . J a " I-4 ~ TiUe: MARRIOTT Project Engineer: CLC ASSOCIATES INC, j:ldocument1s0000301hansona.stm CLC ASSOCIATES INC. StormCAD v4.1 ~428] . 09N9100 07:09:19 AM 0 Haeslad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 MIN 11.11 Mill all MO M- M N M Scenario: Base Combined Pipe\Node Report Label Material Section Length Energy Energy Energy Hydraulic Hydraulic Average Full Has AverageUpstream Downstream::onstructec Bend )ownstreantlpstream Description Size (ft) Grade Grade Slope Grade Grade Velocity Capacity Hydraulic Pipe Invert Invert Slope Angle Ground Ground Line In Line Out (ft/ft) Line In Line Out (ft/s) (cfs) Jump? Cover Elevation Elevation (ft/ft) (degrees) Elevation Elevation (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) P-4 PVC 18 inch 61.00 1,990.27 1,990.27 0.000021 1,990.27 1,990.27 0.35 9.73 false 2.15 1,989.60 1,989.29 0.005082 0.00 1,993.10 1,993.10 P-5 PVC 24 inch 29.00 1,989.71 1,989.71 0.000245 1,989.67 1,989.69 1.44 29.41 false 2.23 1,988.89 1,988.60 0.010000 0.00 1,992.86 1,993.10 P-6 Corrugates 24 inch 180.00 1,989.26 1,988.36 0.004975 1,989.09 1,988.16 3.50 17.33 false 2.03 1,988.60 1,987.70 0.005000 25.00 1,991.50 1,992.86 Title: MARRIOTT j:\document\s000030\hansonb.stm 09/24/00 06:53:36 PM CLC ASSOCIATES INC. © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: CLC ASSOCIATES INC. StormCAD v4.1 [428] Page 1 of 1 IIIIII MEI INN INN MIN MI NM INN am Label: 0-1 Rim: 1,991.50 ft Sump: 1,987.70 ft 0+00 0+50 1+00 Label: P-6 Up. Invert: 1,988.60 ft Dn. Invert: 1,987.70 ft L: 180.00 ft Size: 24 inch S: 0.005000 Mt Title: R`RtO1 T j:\document\s000030\ha nsonb. stm 09/24/00 06:52:31 PM Profile Scenario: Base Label: I-6 Rim: 1,992.86 ft Sump: 1,988.60 ft 1+50 Station (ft) 2+00 Label: P-5 Up. Invert: 1,988.89 ft Dn. Invert: 1,988.60 ft L: 29.00 ft Size: 24 inch S: 0.010000 ft/ft Label: I-5 Ri m:1,993.10 ft Sump: 1,989.29 ft Label:1-4 Rim: 1,993.10 ft Sump: 1,989.60 ft 2+50 Label: P-4 Up. Invert: 1,989.60 ft Dn. Invert: 1,989.29 ft L: 61.00 ft Size: 18 inch S: 0.005082 Mt CLC ASSOCIATES INC. © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 1,993.50 1,993.00 1,992.50 1,992.00 1,991.50 - 1,991.00 Elevation (ft) 1,990.50 1,990.00 1,989.50 1,989.00 1,988.50 1,988.00 1,987.50 3+00 \kzV\CC Aker Ewe -p; c Scls-te+le+ Project Engineer: CLC ASSOCIATES INC. StormCAD v4.1 [428] Page 1 of 1 • ~ : ~ . . 20' r 146~ Z4~ ~ - ; ' ~ , . . , ~ -t : ~ ,g~~ I ' ~ Storcn Gutter Flow~ L Curb ^ . - 'F ~ _ ~ . . ~ : ' Typicai Road Cross-Sectioa a ~ s . ~ . Road Classification Non-Flood Zone ~ Width (L), Feet - ~ Local Access 12.0 - ~ Collector Arterial, 2 Lane 16.0 . ZVCinor Arterial, -2 Lane ~ 24.0 ~ ^ All Other Roads To be deternuned by Couaty Eagineer ~ Note: Table lists minimum non-flood zone widths, L. ~ To be analyzed for design storm event ~ .4 uy` C-Pta I , Z ' . a = (3~ (5-sel) CA~ At IAZ, 31 <BZ ~ IK Gutter Flow Widths in Roadways ~ I ~ ~ Guidelines for Stormwater Management Addendum, February 1998 Figure 37 pg. 6-70 ~LURTY ~ . a , 1...~~'~1~~. ~jjs_. -i ' • .~x~i'_'r i • • " b6''~1• yi`s;rv..-1rl - • ` " ' . . .,t -t. _ , L~ ' ~ ; ~~~:k~tF'S~Y-,'~~ J ~ ~~'M.. .r ~,~'~?k'~~, • J.r ' . ' Y . ' . • . . , = ~x . 1.~ 1 '"`y•'r~ ~~~1 _ :~;-`t~.~,_ a~~~~,i.i • . ~ ~ . ' ' ' • , , ' . ~ ~i,., , ~~e?,._,-T ~ . < , , ^•l: _ _ . - , , L4'~~$~`r'.± + . 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I a J SPOKANE, WA * DEN VER, CO _ - - ~ ~i Li - DRAINAGE REPORT ^ for ~r~T u =.EFI'S A N S 0 N C E NT oFRCE H RECEIVED OR19-i August 20 OR- ~ECT t ~"Vv r ~o ~~~to CLC No. 9857 U QMfTTAl. # COUNTY ENGINEER Prepared b~-rj~,+ Tp E#~GI~lEEA SP~~N~ CLC Associates 707 West 7th Suite 200; Spokane, WA 99204 (509)458-6840 ~ This report has been prepared by Susan Murphy, E.I.T and by the staff of CLC Associates, under the direction of the undersigned professional engineer whose seal and signature appear hereon. w H . P ao ~ S 0 0 . L 25 62 F ~/s1E~ ~ ~ sS~ONAL EXPIRES 9/24LW I _Todd R. Whipple, P.E. ~ ~ . ~ ~ Hanson Center East Storm Water Technical Evaluation Narrative ^ GENERAL ~ The Hanson Center East development is a commercial site which is being final platted, dividing the property into 16 lots, situated on approximately 66.7 acres. The site is located ~ east of Sullivan Road, north of Interstate 90 and south of the Spokane River in Spokane county. The site is currently vacant, with field grass the predominant cover. A haul road has ^ been cut into the property, and truckloads of large boulders have been hauled away. The future extension of Indiana Avenue will generally bisect the site. There is commercial development west of Sullivan Road, and south across Interstate 90. The adjacent property ~ to the east and northeast remains undeveloped. The Spokane River and Centennial Trail are directly, separated by a former railroad right-of-way along the north end of the property. A location and vicinity map is included in the appendix. ^ PURPOSE The purpose of this drainage report is to determine the extent of storm drainage facilities ~ which will be required to dispose of stormwater runoff created by this development. The storm drainage facilities on this project were designed to dispose of runoff from a 10-year design storm. Additionally, the runoff from the 50-year storm was checked for each basin to _ insure that the runoff can be contained within the ponds proposed. This development is within the Aquifer Sensitive Area of Spokane County and is subject to '208' requirements. ~ The Intensity, Duration, and Frequency (IDF) curves for the Spokane, Medical Lake, - Reardon, Cheney and Rockford area were used for all drainage calculations. --ANALYS/S METHODOLOGY The Rational Method, which is recommended for basins less than ten acres in size, was ~ used to determine the peak flow discharges and runoff volumes. PROJECT DESCR/PTION The project is located in southwest quarter of Section 12 and the north half of Section 13, Township 25 N., Range 44 E., W.M. in the Spokane valley, Spokane County, Washington. ~ TOPOGRAPHY ~ The site rises from the northwest corner to the southeast corner at a generally gentle rate of 2-3%. The former railroad roadbed is elevated from 2 to 5 feet above the adjacent area, and prohibits surface flow from crossing the Centennial Trail area to the Spokane River. v The existing ground on the south side of the future Indiana Avenue is below the elevations ~ of the adjacent Interstate 90 westbound lanes and westbound off-ramp, and the site will be ~ regraded to allow the proposed commercial pads to be closer in elevation to the freeway elevations, The future lots on the north side of Indiana Avenue will be regraded to a leeser degree. SOILS As can be seen from the accompanying soils map from the Spokane County Soils Survey as performed by the SCS, the site consists of a Class A soil type. The soil description is as follows. ~ GgA - Garrison Gravelly Loam, 0 to 5 percent slopes: This complex of soil is a somewhat excessively drained soil with moderately rapid permeability. Surface runoff is ~slow, and there is only a slight hazard of water erosion. Spokane County Guidelines for ~ Stormwater Management indicate this to be a Soil Group Type B and pre-approved for drywell installation. Hydrologic Soi! Classification - B ~ GnB - Garrison Very Stony Loam, 0 to 20 percent slopes: This complex of soil is a ~ somewhat excessively drained soil with moderately rapid permeability. Surface runoff is slow, and there is only a slight hazard of water erosion. Spokane County Guidelines for ~ . Stormwater Management indicate this to be a Soil Group Type B and pre-approved for ~ drywell installation. ~ Hydrologic Soil Classification - B DRAINAGE NARRATIVE ~ As stated previously, the proposed Hanson Center East site will be final platted into ~ commercial size lots, with access from the extension of Indiana Avenue, east of Sullivan Road. Storm drainage design included herein is for Indiana Avenue only, as the ^ commercial lots will be responsible for their individual design and maintenance on a per lot . basis. ~ Off-site ^ The area adjacent to the southeastern portion of the plat drains toward the proposed lots. A 50 year design storm has been analyzed for this basin . The offsite area flowing toward the Hanson Center East plat is easily identified, as it is bounded by Flora Road on the east and Interstate 90 on the south. On-site ~ All drainage will be collected and treated using the recommended procedures as described ~-in the Spokane County Guidelines for Stormwater N1anagement. The project consists of four basins; A, B, C and D. Basins A and B refer to the onsite basins, C and D to the basins with offsite flows. '208' Calculations _ As shown on the '208' calculation worksheets included, the '208' storage volume provided is adequate to perform '208' treatment for the runoff created by the first half-inch of rainfall c-~ upon the Indiana Avenue asphaltic surfaces within the basin it serves. ~ DRA/NAGE CALCULATIONS SUMMARY Bowstring calculations have been included for individual basins to determine the extent of storm drainage facilities required for the 10-year event and 50-year events. The basin - characteristics are summarized below with the remaining calculations in the appendix. Table No. 1- Basin Summary Table - Areas ~ MTV:r Ys:L~;, _--xx r#.~ x-7-~ _ . - ....~._:-s'.....; ~:`,:a-,- - - . :T'•. _ - =*;.._a": . ~~3+Y To,tal.:Aareea~ Im, peYrv~i`oYu4s. Culrve~ _ . . . . =x = ~ d . . _ . x,.L- t . . :.rarr:,~^.~_ •y'<. ' 9.. r y Basin~Y~~ x- -N N umb~~~t~~~ ~.~.::aa~ - q~~, A 793,095/1 6.21 143,6~8'4/3.30 73 ~ Sub-Basin A1 570,910/13.11 71,964/1.65 70 ~'l ► 2 ~ 53,8 ~6~8~280,137/1-~8~4 ~`'0 , Sub-Basin B1 690,568/15.85 39,574/0.91 69 Table 2 summarizes the `208 requirements by pond. Please note that the `208' volumes provided are based on 8" pond depths, and that side slope volume is NOT included in calculating the provided volumes. Table No. 2-`208' & Drywell Summary . . . . . . . - . - ; • Y• 3 ~ V , Lt f (~.7• . ~y:..'y • ' a.,..Pon~jd,.L-~- ;~--l/o m,e f=- r'tl fF • ~ ~e-== _ _ •.R~"equ~ired~~;(C~f ~Provided ~c:fj.)i,- = .~Providec! T;~:- . - - - - . , , A 5,987 6,057 2_`B, ~ B 3,339 3,417 1-`B' , Type A is a Spokane County Standard Drywell - Single Depth, Capacity 0.3 cfs ~ Type B is a Spokane County Standard Drywell - Double Depth, Capacity 1.0 cfs ~ __1 ~ ^ Table 3 summarizes the pond information found in the drainage calculations in the appendix. ~ Table No. 3- Pond Summary e ; :i r~. ~.~C ~ Pond Pond Bottom Berm Max~imum Wate"r"~ ~ Freeboarcf - , ~ Eleuation Elevat~ion Provided (ft.) H rlcS~`~i ~t. ~ : ?.`L~s.,"~ . ^ - - ~ _ A 1974.50 1980.00 1975.49/1975.88 4.12 B 1988.11 1993.00 1989.74/1990.16 2.71 a ~ CONCL USION As demonstrated by the calculations and body of this report, the storm drainage facilities provided in the design will adequately store and dispose of the storm water from the site. Additionally, the "208" area required for the street impervious areas is provided. ~ ~--J ° ~ ~ ~ ~ ~ f APPENDIX MAPS ~ VICINITY MAP SO I LS MAP DRAINAGE CALCULATIONS ON-SITE: 10-Yr., 50-Yr. 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I A~, ,1. ,~~~,E f' "~(~'.yr~~,~~ ~ +~y f ~ ` , i~'"''-`r .w. ~i`~.•. . . _ . , , , _ _ . . « - _ - . - _ - J . . .3 r' ~ ~ t r , _ - _ ~ - ~ - ` - ~;~1 Y . - - - ' j~lJiil.: ;~ic'[i /~J / ~ u. ~ w~le ~ ~ ~ ~ ~ Feet , ~ 5;~..~le 1~ 0 OOC ~ ~ - DRAINAGE CALCULATIONS. ~ ~ I ~ ~ ASIN A - B Quick TR-55 Ver.5.47 S/N: - ~ Executed: 09:00:54 07-12-2000 ~ Hanson Center East Storm Darinage Analysis Basin Areas multiplied by a factor of 10 ^ RUNOFF CURVE NUMBER SUMMARY , ~ Subarea Area CN - Description - (acres) (weighted) ~ 13a S~, n PC 182 . 10 73 ~ ~ Quick TR-55 Ver.5.47 S/N: v Executed: 09:00:54 07-12-2000 Hanson Center East ~ Storm Darinage Analysis ° Basin Areas multiplied by a factor of 10 ~ RUNOFF CURVE NUMBER DATA ~ Composite Area: AREA CN SURFACE DESCRIPTION (acres) Impervious area (pavement) 33.00 98 Brush-poor cover ~ 149.10 67 ° COMPOSITE AREA 182.10 72.6 ( 73 ) ~ 0 _JL_ ~ ~ Az ~ Quick TR-55 Ver.5.47 sIN: _ Executed. ❑8:57:30 07fI2-2000 j:/dacument/98573\573A.TCT ~ SUMMARY SHEET FOR TC or Tt COMPUTATTQNS (~~lved fox' Tirne using TR-55 Methods) ~ Hanson Center East ` Starrn Drainage Analysis Subarea dLescr. Tc ar Tt Time (hrs) - Basin A Tc 0.29 ~ - , p ' ~ ~ ~ ~ Quick TR-55 Ver.5.47 S/N: - Executed: 08:57:30 07-12-2000 j:/document/98573\573A.TCT Hanson Center East - Storm Drainage Analysis Tc COMPUTATIONS FOR: Basin A ~ SHEET FLOW (Applicable to Tc only) Segment ID upper _.Surface description overland Manning's roughness coeff., n 0.1300 ~ Flow length, L(total < or = 300) ft 100.0 Two-yr 24-hr rainfall, P2 in 1.400 ~ Land slope, s ft/ft 0.0333 - - 0.8 .007 * (n*L) ~ T = hrs 0.18 = 0.18 0.5 0.4 P2 * s SHALLOW CONCENTR.ATED FLOW ~ Segment ID middle Surface (paved or unpaved)? Unpaved ~ Flow length, L ft 225.0 Watercourse slope, s ft/ft 0.0667 0.5 Avg.V = Csf * (s) ft/s 4.1670 ~ where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T= L/(3600*V) hrs 0.01 = 0.01 CHANNEL FLOW 6 Segment ID gutter Cross Sectional Flow Area, a sq. ft 0.24 Wetted perimeter, Pw ft 1.43 ~ Hydraulic radius, r= a/Pw ft 0.166 Channel slope, s ft/ft 0.0158 ~ Manning's roughness coeff., n 0.0160 2/3 1/2 - 1.49 * r * s V ft/s 3.5295 ^ n Flow length, L ft 1200 T= L/(3600*V) hrs 0.09 = 0.09 TOTAL TIME (hrs) 0.29 A4 . - Quick TR-55 Version: 5.47 S/N: Page 1 ^ Return Frequency: 10 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution ~ (24 hr. Duration Storm) ~ Executed: 07-12-2000 09:07:08 - Watershed file: J:/DOCUMENT/98573\573A MOP Hydrograph file: J:/DOCUMENT/98573\573A10.HYD Hanson Center East Storm Drainage Analysis J Input Parameters Used to Compute Hydrograph Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) (in) (in) input/used ~ Basin A 182.10 73.0 0.30 0.00 2.00 ~ 0.32 1.37 .37 ~ * Travel time from subarea outfall to composite watershed outfall point. I-- Subarea where user specified interpolation between Ia/p tables. Total area = 182.10 acres or 0.2845 sq.mi Peak di scharge = 43 cf s ^ Computer Modifications of Input Parameters ~ Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages -A----------0-29-- - -0-~~-----~-30----~-~~-------Yes----------------------- °~J* Travel time from subarea outfall to composite watershed outfall point. r-, L Quick TR-55 Version: 5.47 5IN: - Page 2 o Return Frequency: 10 years TR-55 TABULAR HYDROGRAPH METHDD ~ TyFe II. Distribution • . (24 hr. Duration Storm) Executed: 07-12-2000 09:07:08 Watershed file: J:/D0CLTMENT/9$573\S73A M4P Hydrograph file: J:/D0cLlMENT/98573\573A20.HYD ^ Hanson Center East ~ Storm Drainage Analysis Summary of Subarea Times to Peak <<<< - ~ Peak Discharge at Time to Peak at Composite Outfall Composite Outfall Subarea (cf s) {hrs ) ~ B~sin A 43 12.3 ~ Composite Watershed 43 12.3 b~ POND-2 Version. 5.21 ~ SIN. ° Hanson Center East ~ Storm Drainage Analysis ~ CALCULATED 08-44-2000 15:56:10 ~ DTSK FILE: j:\document\9$573\573A VOL P1animeter scale: 1 inch = 1 ft. Elevation Planimeter Area A1+A2+sqr {AI*A2} volume Volurne Surn ~ (ft) (sq. in. ) (sq. ft) (sq. ft) (cubic-ft) (cubic-ft) - 1,974.5a 9,041.00 9,041 a 0 o 1,975.17 1 0,951. Q 0 10i 9sl 29,942 6r 688 6,688 1,976.00 11r353.aa 11,353 33,454 _ 91255 15,943 ^ 11977.00 160298.00 16,298 41,254 13,751 29,694 ~ 1,978.00 19,300.00 19,300 53,334 17r 778 47,472 2 zA _ (sq. (Area1 } + ~ (Ei- El)1 ~ El))* ( sq. r~ (Area2)R sq. rt (Areal))) where: E1, E2 = Closest two elevations with planimeter data Ei = Elevak.ion at which to xnterpolate area ~ Areal,Area2 = Areas computed for El, E2, respectively zA = Interpolated area for Hi * Incremental volume computed by the Canic Methad for Reservoir Volumes. I'I VolurtXe _ (1/3) * (EL2-EL1) * (Areal + Area2 + sq. rt . (Area1*Area2)} ~ vwhere : EL1, EL2 = Lower and upper elevations of the increment ' _j Areal,Area2 = Areas computed for ELl, EL2, resgectively Valume - Zncremental volume between EL1 arid EL2 ~ POND-2 Version: 5.21 S/N: Page 1 EXECUTED: 08-04-2000 16:01:22 - * * * Hanson Center East * * Storm Drainage Analysis * * * * * * v ^ Inflow Hydrograph: j:\document\98573\573A11 HYD ` Rating Table file: j:\document\98573\573A PND ~ ----INITIAL CONDITIONS---- Elevation = 1974.50 ft Outflow = 0.00 cfs Storage = 0 cu- f t INTERMEDIATE ROUTING GIVEN POND DATA CO~MPUTATIONS ~ ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cfs) ~ 1974.50 0.0 0 0.0 0.0 ~ 1975.17 0.0 61688 37.2 37.2 1976.00 1.0 15,943 88.6 89.6 1977.00 2.0 29,694 165.0 167.0 M- 1978.00 2.0 47,472 263.7 265.7 Time increment (t) = 0.100 hrs. ~ ~g POND-2 Version: 5.21 S/N: - Page 2 EXECUTED: 08-04-2000 16:01:22 Pond File: j:\document\98573\573A PND Inflow Hydrograph: j:\document\98573\573A11 HYD Outflow Hydrograph: j:\document\98573\OUT HYD ~ INFLOW HYDROGRAPH ROUTING COMPUTATIONS ~ TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION ~ (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) 11.000 0.00 0.0 0.0 0.00 1974.50 11.100 0.00 0.0 0.0 0.0 0.00 1974.50 11.200 0.00 0.0 0.0 0.0 0.00 1974.50 11.300 0.00 0.0 0.0 0.0 0.00 1974.50 VJ 11.400 0.00 0.0 0.0 0.0 0.00 1974.50 11.500 0.00 0.0 0.0 0.0 0.00 1974.50 11.600 0.00 0.0 0.0 0.0 0.00 1974.50 11.700 0.00 0.0 0.0 0.0 0.00 1974.50 11.800 0.10 0.1 0.1 Q.1 0.00 1974.50 11.900 0.10 0.2 0.3 0.3 0.00 1974.51 12.000 0.40 0.5 0.8 0.8 0.00 1974.51 w 12.100 1.60 2.0 2.8 2.8 0.00 1974.55 ° 12.200 3.60 5.2 8.0 8.0 0.00 1974.64 12.300 4.30 7.9 15.9 15.9 0.00 1974.79 `u 12.400 3.60 7.9 23.8 23.8 0.00 1974.93 12.500 2.50 6.1 29.9 29.9 0.00 1975.04 12.600 1.90 4.4 34.3 34.3 0.00 1975.12 ~ 12.700 1.50 3.4 37.7 37.7 0.01 1975.18 12.800 1.30 2.8 40.4 40.5 0.06 1975.22 ~ 12.900 1.20 2.5 42.6 42.9 0.11 1975.26 ° 13.000 1.00 2.2 44.5 44.8 0.15 1975.29 v 13.100 0.90 1.9 46.1 46.4 0.18 1975.32 ~ 13.200 0.80 1.7 47.4 47.8 0.20 1975.34 ° 13.300 0.80 1.6 48.5 49.0 0.23 1975.36 13.400 0.70 1.5 49.5 50.0 0.25 1975.37 13.500 0.70 1.4 50.4 50.9 0.26 1975.39 13.600 0.70 1.4 51.3 51.8 0.28 1975.40 13.700 0.60 1.3 52.0 52.6 0.29 1975.41 13.800 0.60 1.2 52.6 53.2 0.31 1975.42 ~ 13.900 0.60 1.2 53.1 53.8 0.32 1975.43 , 14.000 0.60 1.2 53.7 54.3 0.33 1975.44 V 14.100 0.60 1.2 54.2 54.9 0.34 1975.45 14.200 0.50 1.1 54.6 55.3 0.35 1975.46 14.300 0.50 1.0 54.9 55.6 0.35 1975.46 14.400 0.50 1.0 55.2 55.9 0.36 1975.47 14.500 0.50 1.0 55.5 56.2 0.36 1975.47 ~ 14.600 0.50 1.0 55.7 56.5 0.37 1975.48 14.700 0.50 1.0 56.0 56.7 0.37 1975.48 V 14.800 0.40 0.9 56.1 56.9 0.38 1975.48 ~ 14.900 0.40 0.8 56.2 56.9 0.38 1975.48 15.000 0.40 0.8 56.2 57.0 0.38 1975.48 ~ 15.100 0.40 0.8 56.3 57.0 0.38 1975.48 15.200 0.40 0.8 56.3 57.1 0.38 1975.49 15.300 0.40 0.8 56.3 57.1 0.38 1975.49 15.400 0.40 0.8 56.4 57.1 0.38 1975.49 ~ AI _ POND-2 Version: 5.21 S/N: - Page 3 EXECUTED: 08-04-2000 16:01:22 Y Pond File: j:\document\98573\573A PND ^ Inflow Hydrograph: j:\document\98573\573A11 HYD Outflow Hydrograph: j:\document\98573\OUT HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ` TIME INFLOW I1+I2 2S/t - 0 2S/t + O OUTFLOW ELEVATION ~ (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) 15.500 0.40 0.8 56.4 57.2 0.38 1975.49 15.600 0.40 0.8 56.4 57.2 0.38 1975.49 ~ 15.700 0.40 0.8 56.5 57.2 0.38 1975.49 15.800 0.40 0.8 56.5 57.3 0.38 1975.49 V15.900 0.40 0.8 56.5 57.3 0.38 1975.49 - 16.000 0.40 0.8 56.6 57.3 0.39 1975.49 16.100 0.40 0.8 56.6 57.4 0.39 1975.49 16.200 0.40 0.8 56.6 57.4 0.39 1975.49 16.300 0.30 0.7 56.6 57.3 0.38 1975.49 µ16.400 0.30 0.6 56.4 57.2 0.38 1975.49 16.500 0.30 0.6 56.2 57.0 - 0.38 1975.48 16.600 0.30 0.6 56.1 56.8 0.38 1975.48 16.700 0.30 0.6 55.9 56.7 0.37 1975.48 16.800 0.30 0.6 55.8 56.5 0.37 1975.48 16.900 0.30 0.6 55.7 56.4 0.37 1975.47 ' 17.000 0.30 0.6 55.5 56.3 0.36 1975.47 17.100 0.30 0.6 55.4 56.1 0.36 1975.47 ---17.200 0.30 0.6 55.3 56.0 0.36 1975.47 17.300 0.30 0.6 55.2 55.9 0.36 1975.47 17.400 0.30 0.6 55.1 55.8 0.36 1975.46 17.500 0.30 0.6 55.0 55.7 0.35 1975.46 ✓ 17.600 0.30 0.6 54.9 55.6 0.35 1975.46 17.700 0.30 0.6 54.8 55.5 0.35 1975.46 17.800 0.30 0.6 54.7 55.4 0.35 1975.46 17.900 0.30 0.6 54.6 55.3 0.35 1975.46 18.000 0.30 0.6 54.5 55.2 0.34 1975.46 18.100 0.30 0.6 54.4 55.1 0.34 1975.45 a 18.200 0.30 0.6 54.3 55.0 0.34 1975.45 18.300 0.30 0.6 54.2 54.9 0.34 1975.45 ~ 18.400 0.30 0.6 54.2 54.8 0.34 1975.45 18.500 0.30 0.6 54.1 54.8 0.34 1975.45 Y 18.600 0.30 0.6 54.0 54.7 0.33 1975.45 18.700 0.30 0'.6 54.0 54.6 0.33 1975.45 18.800 0.30 0.6 53.9 54.6 0.33 1975.45 18.900 0.30 0.6 53.8 54.5 0.33 1975.44 19.000 0.30 0.6 53.8 54.4 0.33 1975.44 M 19.100 0.30 0.6 53.7 54.4 0.33 1975.44 19.200 0.30 0.6 53.7 54.3 0.33 1975.44 ~ 19.300 0.30 0.6 53.6 54.3 0.33 1975.44 19.400 0.30 0.6 53.6 54.2 0.33 1975.44 19.500 0.20 0.5 53.4 54.1 0.32 1975.44 19.600 0.20 0.4 53.2 53.8 0.32 1975.43 ~ 19.700 0.20 0.4 53.0 53.6 0.31 1975.43 19.800 0.20 0.4 52.7 53.4 0.31 1975.43 19.900 0.20 0.4 52.5 53.1 0.30 1975.42 20.000 0.20 0.4 52.3, 52.9 0.30 1975.42 -------------------A~~-------------------------------- tt ~ POND-2 Version: 5.21 S/N: Page 4 EXECUTED: 08-04-2000 16:01:22 . Y Pond File: j:\document\98573\573A PND ~ Inflow Hydrograph: j:\document\98573\573A11 HYD ~ Outflow Hydrograph: j:\document\98573\OUT HYD ~ INFLOW HYDROGRAPH ROUTING COMPUTATIONS ~ TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) _.JI 20.100 0.20 0.4 52.1 52.7 0.30 1975.42 20.200 0.20 0.4 51.9 52.5 0.29 1975.41 20.300 0.20 0.4 51.8 52.3 0.29 1975.41 ~ 20.400 0.20 0.4 51.6 52.2 0.29 1975.41 20.500 0.20 0.4 51.4 52.0 0.28 1975.40 ~-20.600 0.20 0.4 51.3 51.8 0.28 1975.40 20.700 0.20 0.4 51.1 51.7 0.28 1975.40 20.800 0.20 0.4 51.0 51.5 0.27 1975.40 20.900 0.20 0.4 50.8 51.4 0.27 1975.39 21.000 0.20 0.4 50.7 51.2 0.27 1975.39 21.100 0.20 0.4 50.6 51.1 0.27 1975.39 21.200 0.20 0.4 50.4 51.0 0.26 1975.39 ~I 21.300 0.20 0.4 50.3 50.8 0.26 1975.39 21.400 0.20 0.4 50.2 50.3 0.26 1975.38 ~ 21.500 0.20 0.4 50.1 50.6 0.26 1975.38 21.600 0.20 0.4 50.0 50.5 0.25 1975.38 21.700 0.20 0.4 49.9 50.4 0.25 1975.38 21.800 0.20 0.4 49.8 50.3 0.25 1975.38 21.900 0.20 0.4 49.7 50.2 0.25 1975.38 ` 22.000 0.20 0.4 49.6 50.1 0.25 1975.37 22.100 0.20 0.4 49.5 50.0 0.24 1975.37 ~ 22.200 0.20 0.4 49.4 49.9 0.24 1975.37 22.300 0.20 0.4 49.3 49.8 0.24 1975.37 22.400 0.20 0.4 49.2 49.7 0.24 1975.37 22,500 0.20 0.4 49.2 49.6 0.24 1975.37 22.600 0.20 0.4 49.1 49.6 0.24 1975.37 22.700 0.20 0.4 49.0 49.5 0.24 1975.37 0 22.800 0.20 0.4 49.0 49.4 0.23 1975.36 . 22.900 0.20 0.4 48.9 49.4 0.23 1975.36 ~ 23.000 0.20 0.4 48.8 49.3 0.23 1975.36 23.100 0.10 0.3 48.7 49.1 0.23 1975.36 ~ 23.200 0.10 0.2 48.4 48.9 0.22 1975.36 23.300 0.10 0.2 48.2 48.6 0.22 1975.35 23.400 0.10 0.2 48.0 48.4 0.21 1975.35 23.500 0.10 0.2 47.7 48.2 0.21 1975.34 23.600 0.10 0.2 47.5 47.9 0.21 1975.34 ~ 23.700 0.10 0.2 47.3 47.7 0.20 1975.34 23.800 0.10 0.2 47.1 47.5 0.20 1975.33 ~ 23.900 0.10 0.2 46.9 47.3 0.19 1975.33 ~ 24.000 0.10 0.2 46.8 47.1 0.19 1975.33 24.100 0.10 0.2 46.6 47.0 0.19 1975.33 `J 24.200 0.10 0.2 46.4 46.8 0.18 1975.32 24.300 0.10 0.2 46.3 46.6 0.18 1975.32 24.400 0.10 0.2 46.1 46.5 0.18 1975.32 24.500 0.10 0.2 45.9 46.3 0.17 1975.31 24.600 0.10 0.2 45.8 46.1 0.17 1975.31 ~ POND-2 Version: 5.21 S/N: ° Page 5 ` EXECUTED: 08-04-2000 16:01:22 Pond File: j:\document\98573\573A PND e^ Inflow Hydrograph: j:\document\98573\573A11 HYD ~ Outflow Hydrograph: j:\document\98573\OUT HYD ~ INFLOW HYDROGR.APH ROUTING COMPUTATIONS - TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) 24.700 0.10 0.2 45.7 46.0 0.17 1975.31 ~ 24.800 0.10 0.2 45.5 45.9 0.17 1975.31 24.900 0.10 0.2 45.4 45.7 0.16 1975.31 25.000 0.00 0.1 45.2 45.5 0.16 1975.30 25.100 0.00 0.0 44.9 45.2 0.15 1975.30 25.200 0.00 0.0 44.6 44.9 0.15 1975.29 25.300 0.00 0.0 44.3 44.6 0.14 1975.29 -J' 25.400 0.00 0.0 44.0 44.3 0.14 1975.28 25.500 0.00 0.0 43.8 44..0 0.13 1975.28 ~ 25.600 0.00 0.0 43.5 43.8 0.13 1975.27 25.700 0.00 0.0 43.3 43.5 0.12 1975.27 25.800 0.00 0.0 43.0 43.3 0.12 1975.27 25.900 0.00 0.0 42.8 43.0 0.11 1975.26 ~ - ~ ~ POND-2 Version: 5.21 S/N: ~ Page 6 EXECUTED: 08-04-2000 16:01:22 SUMMARY OF ROUTING COMPUTATIONS ~ Pond File: j:\document\98573\573A PND Inflow Hydrograph: j:\document\98573\573A11 HYD __j Outflow Hydrograph: j:\document\98573\OUT HYD Starting Pond W.S. Elevation = 1974.50 ft Summary of Peak Outflow and Peak Elevation ~ Peak Inflow = 4.30 cfs ~ Peak Outflow = 0.39 cfs , y Peak Elevation = 1975.49 ft ~ ~ Summary of Approximate Peak Storage Initial Storage = 0 cu-ft Peak Storage From Storm = 10,262 cu-ft Total Storage in Pond = 10,262 cu-ft ~ g d~ ~ ~ ► 3 ~ a : ~.~-~'c~s L POND-2 Version: 5.21 S/N: " Page 7 - Pond File: j:\document\98573\573A PND Inflow Hydrograph: j:\document\98573\573A11 HYD • ~ Outflow Hydrograph: j:\document\98573\OUT HYD E , EXECUTED: 08-04-2000 ~ Peak Inflow = 4.30 cfs 16:01:22 - Peak Outflow = 0.39 cfs Peak Elevation = 1975.49 ft r-- - ~ . - J ~ ~tF - Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0" 4.5 5.0 5.5 o~ .------I-----I-----I-----I-----~-----I-----I-----I-----I-----I-----I- 11.5 - x x ~1.6 - x x x x* x* x* iL1.9 - x* J x * 12.0 - x * x * ~~12.1 - x * ~ x * ° 12.2 - x * x * 12.3 - x * x ~12.4 - x * x * 12.5 - x * --I x * i12.6 - x * ~ X * . 12.7 - x * x * C~L2.8 - x * x * ° £12.9 - x * . x * 13.0 - x * x * ~13.1 - x * a X * ~13.2 - x * x * t3.3 - x * x * -113.4 - x * - TIME (hrs) File: j:\document\98573\573A11 HYD Qmax = 4.3 cfs x File: j:\document\98573\OUT HYD Qmax = 0.4 cfs ~ ~ ~ ~ ~ Quick TR-55 Version: 5.47 S/N: Page 1 Return Frequency: 50 years ~ TR-55 TABULAR HYDROGR.APH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 07-12-2000 09:07:08 i-, Watershed file: J:/DOCUMENT/98573\573A MOP ~ Hydrograph file: J:/DOCUMENT/98573\573A50.HYD ' Hanson Center East ~ Storm Drainage Analysis - -1 Input Parameters Used to Compute Hydrograph Subarea AREA CN Tc * Tt Precip. Runoff Ia/p - Description (acres) (hrs) (hrs) (in) (in) input/used ~ Basin A 182.10 73.0 0.30 0.00 2.40 ~ 0.51 1.31 .31 * Travel time from subarea outfall to composite watershed outfall point. ---~I Subarea where user specified interpolation between Ia/p tables. ` Total area = 182.10 acres or 0.2845 sq.mi ~ Peak discharge = 81 cfs ~ Computer Modifications of Input Parameters ~ Input Values Rounded Values Ia/p - Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages Basin A 0.29 0.00 0.30 0.00 Yes * Travel time from subarea outfall to composite watershed outfall point. ~ ~ • i ~ ita ~ Quick TR-55 Version: 5.47 S/N: - Page 2 Return Frequency: 50 years _ _TR-55 TABULAR HYDROGR.APH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 07-12-2000 09:07:08 Watershed file: J:/DOCUMENT/98573\573A MOP Hydrograph file: J:/DOCUMENT/98573\573A50.HYD ^ Hanson Center East Storm Drainage Analysis Summary of Subarea Times to Peak Peak Discharge at Time to Peak at ^ Composite Outfall Composite Outfall Subarea ( c f s) ( hrs ) - Basin A 81 12.3 Composite Watershed 81 12.3 "i All --POND-2 Version: 5.21 S/N: ' Page 1 EXECUTED: 08-04-2000 16:01:55 * * ~ * Hanson Center East * * Storm Drainage Analysis * * * * * ~ I * * , Inflow Hydrograph: j:\document\98573\573A51 HYD Rating Table file: j:\document\98573\573A PND - ----INITIAL CONDITIONS---- Elevation = 1974.50 ft ~ Outflow = 0.00 cfs - Storage = 0 cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 ~ (ft) (cfs) (cu-ft) (cfs) (cfs) 1974.50 0.0 0 0.0 0.0 J 1975.17 0.0 6,688 37.2 37.2 1976.00 1.0 15,943 88.6 89.6 1977.00 2.0 29,694 165.0 167.0 ~ 1978.00 2.0 471472 263.7 265.7 Time increment (t) = 0. 10 0 hrs. - ~ POND-2 Version: 5.21 S/N: Page 2 EXECUTED: 08-04-2000 16:41:55 Pond File: j:\document\98573\573A PND ~ Inflow Hydrograph: j:\document\98573\573A51 HYD Outflow Hydrograph: j:\document\98573\OUT HYD INFLOW HYDROGR.APH ROUTING COMPUTATIONS - TIME INFLOW I1+I2 2S/t - O 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) ~i 11.000 0.00 0.0 0.0 0.00 1974.50 11.100 0.00 0.0 0.0 0.0 0.00 1974.50 ~ 11.200 0.00 0.0 0.0 0.0 0.00 1974.50 11.300 0.00 0.0 0.0 0.0 0.00 1974.50 W 11.400 0.00 0.0 0.0 0.0 0.00 1974.50 11.500 0.00 0.0 0.0 0.0 0.00 1974.50 ~ 11.600 0.00 0.0 0.0 0.0 0.00 1974.50 -1 11.700 0.10 0.1 0.1 0.1 0.00 1974.50 11.800 0.10 0.2 0.3 0.3' 0.00 1974.51 ~ 11.900 0.20 0.3 0.6 0.6 0.00 1974.51 12.000 0.90 1.1 1.7 1.7 0.00 1974.53 V 12.100 3.50 4.4 6.1 6.1 0.00 1974.61 ~ 12.200 7.30 10.8 16.9 16.9 0.00 1974.80 12.300 8.10 15.4 32.3 32.3 0.00 1975.08 - 12.400 6.50 14.6 46.5 46.9 0.19 1975.32 ~ 12.500 4.30 10.8 56.6 57.3 0.38 1975.49 12.600 3.20 7.5 63.0 64.1 0.51 1975.60 ~ 12.700 2.50 5.7 67.5 68.7 0.60 1975.67 12.800 2.00 4.5 70.7 72.0 0.67 1975.72 " 12.900 1.80 3.8 73.1 74.5 0.71 1975.76 13.000 1.50 3.3 74.9 76.4 0.75 1975.79 ~ 13.100 1.40 2.9 76.2 77.8 0.77 1975.81 13.200 1.30 2.7 77.3 78.9 0.80 1975.83 13.300 1.20 2.5 78.2 79.8 0.81 1975.85 --13.400 1.10 2.3 78.8 80.5 0.83 1975.86 13.500 1.00 2.1 79.3 80.9 0.84 1975.86 ~ 13.600 1.00 2.0 79.6 81.3 0.84 1975.87 13.700 0.90 1.9 79.8 81.5 0.85 1975.87 ~ 13.800 0.90 1.8 79.9 81.6 0.85 1975.87 - 13.900 0.90 1.8 80.0 81.7 0.85 1975.88 14.000 0.90 1.8 80.1 81.8 0.85 1975.88 14.100 0.90 1.8 80.2 81.9 0.85 1975.88 T. 14.200 0.80 1.7 80.2 81.9 0.85 1975.88 14.300 0.80 1.6 80.1 81.8 0.85 1975.88 - 14.400 0.80 1.6 80.0 81.7 0.85 1975.88 14.500 0.70 1.5 79.8 81.5 0.85 1975.87 ~ 14.600 0.70 1.4 79.5 81.2 0.84 1975.87 14.700 0.70 1.4 79.2 80.9 0.83 1975.86 Y 14.800 0.60 1.3 78.9 80.5 0.83 1975.86 - 14.900 0.60 1.2 78.5 80.1 0.82 1975.85 15.000 0.60 1.2 78.0 79.7 0.81 1975.84 15.100 0.60 1.2 77.6 79.2 0.80 1975.84 15.200 0.60 1.2 77.2 78.8 0.79 1975.83 ~ 15.300 0.60 1.2 76.9 78.4 0.79 1975.82 15.400 0.60 1.2 76.5 78.1 0.78 1975.82 1 ~ _ POND-2 Version: 5.21 S/N: " Page 3• EXECUTED: 08-04-2000 16:01:55 ~ Pond File: j:\document\98573\573A PND ^ Inflow Hydrograph: j:\document\98573\573A51 HYD Outflow Hydrograph: j:\document\98573\OUT .HYD µ INFLOW HYDROGRAPH ROUTING COMPUTATIONS ° TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW 'ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) 15.500 0.60 1.2 76.2 . 77.7 0.77 1975.81 15.600 0.60 1.2 75.8 77.4 0.77 1975.81 15.700 0.60 1.2 75.5 77.0 0.76 1975.80 15.800 0.50 1.1 75.1 76.6 0.75 1975.79 15.900 0.50 1.0 74.6 76.1 0.74 1975.79 16.000 0.50 1.0 74.1 75.6 0.73 1975.78 16.100 0.50 1.0 73.7 75.1 0.72 1975.77 16.200 0.50 1.0 73.3 74.7 0.72 1975.76 16.300 0.50 1.0 72.8 _71.3 0.71 1975.76 16.400 0.50 1.0 72.4 73.8 0.70 1975.75 16.500 0.50 1.0 72.1 73.4 0.69 1975.74 16.600 0.50 1.0 71.7. 73.1 0.68 1975.74 ^ 16.700 0.50 1.0 71.3 72.7 0.68 1975.73 16.800 0.50 1.0 71.0 72.3 0.67 1975.73 16.900 0.50 1.0 70.7 72.0 0.66 1975.72 -17.000 -0.50 1.0 70.3 71.7 0.66 1975.72 17.100 0.50 1.0 70.0 71.3 0.65 1975.71 17.200 0.50 1.0 69.7 71.0 0.65 1975.71 17.300 0.40 0.9 69.4 70.6 0.64 1975.70 ~ 17.400 0.40 0.8 68.9 70.2 0.63 1975.69 17.500 0.40 0.8 68.5 69.7 0.62 1975.69 V 17.600 0.40 0.8 68.0 69.3 0.61 1975.68 ° 17.700 0.40 0.8 67.6 68.8 0.60 1975.67 ° 17.800 0.40 0.8 67.2 68.4 0.60 1975.67 17.900 0.40 0.8 66.9 68.0 0.59 1975.66 18.000 0.40 0.8 66.5 67.7 0.58 1975.65 ' 18.100 0.40 0.8 66.1 67.3 0.58 1975.65 18.200 0.40 0.8 65.8 66.9 0.57 1975.64 18.300 0.40 0.8 65.5 66".6 0.56 1975.64 ~ 18.400 0.40 0.8 65.2 66.3 0.56 1975.63 ` 18.500 0.40 0.8 64.9 66.0 0.55 1975.63 ✓ 18.600 0.40 0.8 64.6 65.7 0.54 1975.62 ~ 18.700 0.40 0.8 64.3 65.4 0.54 1975.62 18.800 0.40 0.8 64.0 65.1 0.53 1975.61 18.900 0.40 0.8 63.8 64.8 0.53 1975.61 19.000 0.40 0.8 63.5 64.6 0.52 1975.60 ^ 19.100 0.40 0.8 63.3 64.3 0.52 1975.60 19.200 0.40 0.8 63.1 64.1 0.51 1975.60 ~ 19.300 0.40 0.8 62.9 63.9 0.51 1975.59 ~ 19.400 0.40 0.8 62.6 63.7 0.51 1975.59 19.500 0.40 0.8 62.4 63.4 0.50 1975.59 ~ 19.600 0.30 0.7 62.1 63.1 0.50 1975.58 19.700 0.30 0.6 61.8 62.7 0.49 1975.58 19.800 0.30 0.6 61.4 62.4 0.48 1975.57 19.900 0.30 0.6 61.1 62.0 0.47 1975.56 20.000 0.30 0.6 60.7 61.7 0.47 1975.56 ^ A-~--------------------------------- t~ ~ POND-2 Version: 5.21 S/N: - Page 4 EXECUTED: 08-04-2000 16:01:55 ~ Pond File: j:\document\98573\573A PND -'Inflow Hydrograph: j:\document\98573\573A51 HYD Outflow Hydrograph: j:\document\98573\OUT HYD INFLOW HYDROGR.APH ROUTING COMPUTATIONS ✓ TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION' ! (hrs) (cfs) (cfs) (cfs), (cfs) (cfs) (ft) J-20.100 - 0.30 0.6 60.4 61.3 0.46 1975.55 20.200 0.30 0.6 60.1 61.0 0.45 1975.55 20.300 0.30 0.6 59.8 60.7 0.45 1975.54 20.400 0.30 0.6 59.5 60.4 0.44 1975.54 20.500 0.30 0.6 59.2 60.1 0.44 1975.53 20.600 0.30 0.6 59.0 59.8 0.43 1975.53 20.700 0.30 0.6 58.7 59.6 0.43 1975.52 20.800 0.30 0.6 58.5 59.3 0.42 1975.52 20.900 0.30 0.6 58.2 59.1 0.42 1975.52 ~ 21.000 0.30 0.6 58.0 58.8 0.41 1975.51 21.100 0.30 0.6 57.8 58.6 0.41 1975.51 ~ 21.200 0.30 0.6 57.6 58.4 0.41 1975.51 - 21.300 0.30 0.6 57.4 58.2 0.40 1975.50 21.400 0.30 0.6 57.2 58.0 0.40 1975.50 `J 21.500 0.30 0.6 57.0 57.8 0.39 1975.50 21.600 0.30 0.6 56.8 57.6 0.39 1975.49 21.700 0.30 0.6 56.6 57.4 0.39 1975.49 21.800 0.30 0.6 56.5 57.2 0.38 1975.49 21.900 0.30 0.6 56.3 57.1 0.38 1975.49 ~ 22.000 0.30 0.6 56.2 56.9 0.38 1975.48 22.100 0.30 0.6 56.0 56.8 0.37 1975.48 ~ 22.200 0.30 0.6 55.9 56.6 0.37 1975.48 - 22.300 0.30 0.6 55.7 56.5 0.37 1975.48 22.400 0.30 0.6 55.6 56.3 0.37 1975.47 ~ 22.500 0.30 0.6 55.5 56.2 0.36 1975.47 22.600 0.30 0.6 55.4 56.1 0.36 1975.47 e~ 22.700 0.20 0.5 55.1 55.9 0.36 1975.47 22.800 0.20 0.4 54.8 55.5 0.35 1975.46 ~ 22.900 0.20 0.4 54.5 55.2 0.34 1975.46 ~ 23.000 0.20 0.4 54.3 54.9 0.34 1975.45 23.100 0.20 0.4 54.0 54.7 0.33 1975.45 `J 23.200 0.20 0.4 53.7 54.4 0.33 1975.44 23.300 0.20 0.4 53.5 54.1 0.32 1975.44 23.400 0.20 0.4 53.3 53.9 0.32 1975.44 23.500 0.20 0.4 53.0 53.7 0.31 1975.43 23.600 0.20 0.4 52.8 53.4 0.31 1975.43 ~ 23.700 0.20 0.4 52.6 53.2 0.31 1975.42 23.800 0.20 0.4 52.4 53.0 0.30 1975.42 ~ 23.900 0.20 0.4 52.2 52.8 0.30 1975.42 - 24.000 0.20 0.4 52.0 52.6 0.29 1975.41 24.100 0.10 0.3 51.7 52.3 0.29 1975.41 ~ 24.200 0.10 0.2 51.4 51.9 0.28 1975.40 24.300 0.10 0.2 51.0 51.6 0.27 1975.40 ~ 24.400 0.10 0.2 50.7 51.2 0.27 1975.39 _ 24.500 0.10 0.2 50.4 50.9 0.26 1975.39 24.600 0.10 0.2 50.0 50.6 0.26 1975.38 ~ ~ POND-2 Version: 5.21 S/N: - Page 5 EXECUTED: 08-04-2000 16:01:55 Pond File: j:\document\98573\573A PND ~ Inflow Hydrograph: j:\document\98573\573A51 HYD ' Outflow Hydrograph: j:\document\98573\OUT HYD --INFLOW HYDROGR.APH ROUTING COMPUTATIONS TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) 24.700 0.10 0.2 49.7 50.2 0.25 1975.38 I 24.800 0.10 0.2 49.5 49.9 0.24 1975.37 { 24.900 0.10 0.2 49.2 49.7 0.24 1975.37 ~ 25.000 0.10 0.2 48.9 49.4 0.23 1975.36 I 25.100 0.10 0.2 48.7 49.1 0.23 1975.36 --25.200 0.10 0.2 48.4 48.9 0.22 1975.36 i 25.300 0.10 0.2 48.2 48.6 0.22 1975.35 -.-1 25.400 0.00 0.1 47.8 48.3 0.21 1975.35 25.500 0.00 0.0 47.4 47.8 0.20 1975.34 ~ 25.600 0.00 0.0 47.0 47.4 0.20 1975.33 ~ 25.700 0.00 0.0 46.7 47.0 0.19 1975.33 25.800 0.00 0.0 46.3 46.7 0.18 1975.32 ~ 25.900 0.00 0.0 46.0 46.3 0.17 1975.31 ~ZZ ~ POND-2 Version: 5.21 S/N: Page 6 EXECUTED: 08-04-2000 16:01:55 SUMMARY OF ROUTING COMPUTATIONS ^ Pond File: j:\document\98573\573A PND Inflow Hydrograph: j:\document\98573\573A51 HYD " Outflow Hydrograph: j:\document\98573\OUT HYD Starting Pond W.S. Elevation = 1974.50 ft Summary of Peak Outflow and Peak Elevation Peak Inf low = 8.10 cf s ~ Peak Outflow = 0.85 cf s Peak Elevation = 1975.88 ft ' Summary of Approximate Peak Storage ^ Initial Storage = 0 cu-ft Peak Storage From Storm = 14,589 cu-ft Total Storage in Pond = 14,589 cu-ft ~ ~ 1 3 A ^ POND-2 Version: 5.21 S/N: " Page 7 Pond File: j:\document\98573\573A PND Inflow Hydrograph: j:\document\98573\573A51 HYD ~ Outflow Hydrograph: j:\document\98573\OUT HYD EXECUTED: 08-04-2000 ~ Peak Inflow = 8.10 cfs 16:01:55 ~ Peak Outflow = 0.85 cfs Peak Elevation = 1975.88 ft J 2A ~ Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0- 9.0 10.0 11.0 .------I-----I-----I-----I-----I-----~-----I-----I-----~-----I-----~- 11.5 - x x ~1.6 - x ~ x --i ~ 1 . 7 - x * x* ~,11.8 - x* x* x* x * 12.0 - x * x * 102.1 - x * x * x * * x ~.12 . 3 - x * x - 12.4 - x * ~ x * 12.5 - x * x * ~12.6 - x * * x ~12.7 - x * x * --f12.8 - x * x * ~ 2.9 - x ~ x * 13.0 - x * x * E13. 1 - x * x * ~13 . 2 - x * x * --A 3 . 3 - x * x * -`L 3 . 4 - x * ~ TIME (hrs) * File: j:\document\98573\573A51 HYD Qmax = 8.1 cfs x File: j:\document\98573\OUT HYD Qmax = 0.9 cfs ~ . ~ ~ AZ~ ~ SUB=BASIN Al ~ ~ ~ ~ ~ Quick TR-55 Ver.5.47 S/N: - ~ Executed: 15:50:26 08-08-2000 Hanson Center East V Storm Drainage Analysis RUNOFF CURVE NUMBER SUMMARY Subarea Area CN ~ Description (acres) (weighted) Sub-Basin Al 147.58 70 ~ ~ ~ ~ ~ ~ ~ ~ . ~ A-24a , Quick TR-55 Ver.5.47 S/N: , Executed: 15:50:26 08-08-2000 Hanson Center East Storm Drainage Analysis ~ . ~ RUNOFF CUR.VE NUMBER DATA Composite Area: Sub-Basin A1 AREA CN ~ SURFACE DESCRIPTION (acres) ✓ Brush - poor cover 131.06 67 ~ Impervious area - pavement 16.52 98 ~COMPOSITE AREA 147.58 70.5 ( 70 } ~ J • ~ ~ l ~ ~ i J • ~ ~ J A ~ ~ ~ Quick TR-55 Ver.5.47 S/N: Executed: 15:56:04 08-08-2000 j:/document/98573\573A1.TCT , SUMMARY SHEET FOR Tc or Tt COMPUTATIONS (Solved for Time using TR-55 Methods) Hanson Center East Storm Drainage Analysis Subarea descr. Tc or Tt Time (hrs) Sub basin Al Tc 0.10 , ~ ~ ~ w Quick TR-55 Version: 5.47 S/N: Page 1 Return Frequency: 10 years* TR-55 TABULAR HYDROGR.APH METHOD Type II. Distribution m-~ (24 hr. Durat ion Storm) - Executed: 08-08-2000 15:58:14 Watershed file: J:/DOCUMENT/98573\573A1 MOP ~ Hydrograph file: J:/D0CUMENT/98573\573A110.HYD , Hanson Center East a ~ Storm Drainage Analysis , ; Input Parameters Used to Compute Hydrograph Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) (in) (in) input/used -iSub-Basin_A1___-_147_58____70_0 0.10 0.00 2.00 (___0~24-_I_43 .43 _j* Travel time from subarea outfall to composite watershed outfall point. ~ I-- Subarea where user specified interpolation between Ia/p tables. Total area = 147.58 acres or 0.2306 sq.mi Peak discharge = 38 cfs Computer Modifications of Input Parameters Input Values Rounded Values Ia/p ~ ~ Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages Sub-Basin A1 0.10 0.00 Yes * Travel time from subarea outfall to composite watershed outfall point. Tc & Tt are available in the hydrograph tables. r~ I ~ ~ Quick TR-55 Version: 5.47 S/N: - Page 2 -S Return Frequency: 10 years ~ J TR-55 TABULAR HYDROGR.APH METHOD Type II. Distribution (24 hr. Duration Storm) _ _Executed: 08-08-2000 15:58:14 Watershed file: J:/DOCUMENT/98573\573A1 MOP , Hydrograph file: J:/DOCUMENT/98573\573A110.HYD ~ Hanson Center East Storm Drainage Analysis ~ Summary of Subarea Times to Peak Peak Discharge at Time to Peak at ~ Composite Outfall Composite Outfall _j Subarea (cfs) (hrs) - Sub-Basin A1 38 12.1 Composite Watershed 38 12.1 3 ~ ~ S 4 t__J ' A 30 - ~ A Quick TR-55 Version: 5.47 S/N: Page 1 Return Frequency: 50 years' I TR-55 TABULAR HYDROGR.APH METHOD ~ Type II. Distribution - (24 hr. Duration Storm) Executed: 08-08-2000 15:58:14 ~ Watershed file: J:/DOCUMENT/98573\573A1 MOP Hydrograph file: J:/DOCUMENT/98573\573A150.HYD Hanson Center East ~ Storm Drainage Analysis Input Parameters Used to Compute Hydrograph ~ Subarea AREA CN Tc * Tt Precip. Runoff Ia/p ` Description (acres) (hrs) (hrs) (in) (in) input/used - Sub-Basin A1 147.58 70.0 0.10 0.00 2.40 1 0.41 1.36 .36 - _j* Travel time from subarea outfall to composite watershed outfall point. ~ I-- Subarea where user specified interpolation between Ia/p tables. , Total area = 147.58 acres or 0.2306 sq.mi Peak discharge = 77 cfs Computer Modifications of Input Parameters ~ Input Values Rounded Values Ia/p ~ Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages Sub-Basin A1 0.10 0.00 Yes cl--time * Travel from subarea outfall to composite watershed outfall point. Tc & Tt are available in the hydrograph tables. ~ ~ I ~ A3i ~ Quick TR-55 Version: 5.47 S/N: - Page 2 ~ Return Frequency: 50 years ~ TR-55 TABULAR HYDROGR.APH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 08-08-2000 15:58:14 ~ Watershed file: J:/DOCUMENT/98573\573A1 MOP Hydrograph file: J:/D0CUMENT/98573\573A150.HYD ^ Hanson Center East Storm Drainage Analysis ^ Summary of Subarea Times to Peak ~ Peak Discharge at Time to Peak at ~ Composite Outfall Composite Outfall Subarea ( c f s) ( hrs ) J Sub-Basin Al 77 12.1 - Composite Watershed 77 12.1 _j ^I ~ . 'i r t ~ ~ s ~ _ 1 ~ ~ ~ ~ , ~ . Quick TR-55 Ver.5.47 S/N: - Executed: 09:40:39 07-13-2000 Hanson Center East - Storm Drainage Analysis - Areas are multiplied by a factor of 10 ~ RUNOFF CURVE NUMBER SUMMARY ~ Subarea Area CN - Description (acres) (weighted) Basin B 172.00 70 1 ~ gi ~ Quick TR-55 Ver.5.47 S/N: Executed: 09:40:39 07-13-2000 ~ Hanson Center East Storm Drainage Analysis . Areas are multiplied by a factor of 10 RUNOFF CURVE NUMBER DATA ~ Composite Area: Basin B ^ AREA CN SURFACE DESCRIPTION (acres) ' ~ Impervious Area (pavement) 18.40 98 ~ Brush-poor cover 153.60 67 `J COMPOSITE AREA 172.00 70.3 ( 70 ) ~ ~ ~ . . Quick TR-55 Ver.5.47 S/N: Executed: 09:31:46 07-13-2000 j:/document/98573\573B.TCT ~ SUMMARY SHEET FOR Tc or Tt COMPUTATIONS (Solved for Time using TR-55 Methods) ^ Hanson Center East Storm Drainage Analysis ~ Subarea descr. Tc or Tt Time (hrs ) Basin B Tc 0.24 I 1 ~ ~ i I ~ - I~ I ~ _J Quick TR-55 Ver.5.47 S/N: - ~ Executed: 09:31:46 07-13-2000 j:/document/98573\573B.TCT v Hanson Center East ~ Storm Drainage Analysis Tc COMPUTATIONS FOR: Basin B ~ SHEET FLOW (Applicable to Tc only) Segment ID upper ~ Surface description overland Manning's roughness coeff., n 0.1300 Flow length, L(total < or = 300) ft 100.0 Two-yr 24-hr rainfall, P2 in 1.400 J Land slope, s ft/ft 0.0333 0.8 .007 * (n*L) T = hrs 0.18 = 0.18 0.5 0.4 _ ~ P2 * s ~ SHALLOW CONCENTRATED FLOW - Segment ID middle Surface (paved or unpaved) ? Unpaved Flow length, L ft 760.0 ^ Watercourse slope, s ft/ft 0.0667 ~ 0.5 Avg.V = Csf * (s) ft/s 4.1670 ~ where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T= L/(3600*V) hrs 0.05 = 0.05 ^ CHANNEL FLOW Segment ID gutter Cross Sectional Flow Area, a sq. ft 0.24 Wetted perimeter, Pw ft 1.43 ~ Hydraulic radius, r= a/Pw ft 0.168 Channel slope, s ft/ft 0.0127 Manning's roughness coeff., n 0.0160 2/3 1/2 1.49 * r * s V = ft/s 3.1931 ~ n l ` Flow length, L ft 60 i T= L/(3600*V) hrs 0.01 = 0.01 TOTAL TIME (hrs) 0.24 v-i ~ Quick TR-55 Version: 5.47 S/N: Page 1 ~ Return Frequency: 10 years , TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution ~ (24 hr. Durat ion Storm) Executed: 07-13-2000 09:43:08 Watershed file: J:/DOCUMENT/98573\573B MOP Hydrograph file: J:/DOCUMENT/98573\573B10.HYD Hanson Center East Storm Drainage Analysis ~ ~ Input Parameters Used to Compute Hydrograph ~ Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) (in) (in) input/used ~ Basin B 172.00 70.0 0.20 0.00 2.00 1 0.24 1.43 .43 Travel time from subarea outfall to composite watershed outfall point. I-- Subarea where user specified interpolation between Ia/p tables. Total area = 172.00 acres or 0.2688 sq.mi ^ Peak discharge = 31 cfs Computer Modifications of Input Parameters Input Values Rounded Values Ia/p . Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages Basin B 0.24 0.00 0.20 0.00 Yes Travel time from subarea outfall to composite watershed outfall point. . ~ ~ Quick TR-55 Version: 5.47 S/N: - Page 2- ~ Return Frequency: 10 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 07-13-2000 09:43:08 Watershed file: J:/DOCUMENT/98573\573B MOP - Hydrograph file: J:/D0CUMENT/98573\573B10.HYD ~ Hanson Center East Storm Drainage Analysis Summary of Subarea Times to Peak Peak Discharge at Time to Peak at ~ Composite Outfall Composite Outfall Subarea ( c f s) ( hrs ) Basin B 31 12.2 ~ Composite Watershed 31 12.2 r -.J ~ -J POND-2 Version: 5.21 - S/N. ~ Hanson Center East ~ Storm Drainage Analysis i , CALCULATED 08-09-2000 09:23:04 DISK'FILE: j:\document\98573\573B VOL ~ Planimeter scale: 1 inch = 1 ft. * ✓ Elevation Planimeter Area Al+A2+sqr(Al*A2) Volume Volume Sum (ft) (sq. in. ) (sq. ft) (sq. ft) (cubic-ft) (cubic-ft) ~ 1,988.11 5,123.00 5,123 0 0 0 1,989.00 5,902.00 5,902 16,524 _ 4,902 4,902 ~ 1,990.00 6,633.00 6,633 18,792 6,264 11,166 1,991.00 7,970.00 7,970 21,874 7,291 18,457 ~ 1,992.00 9,430.00 9,430 26,069 8,690 27,147 2 IA = (sq. rt (Areal) + ( (Ei-E1) / (E2-E1) ) * (sq. rt (Area2) -sq. rt (Areal) } ) ~ where: E1, E2 = Closest two elevations with planimeter data Ei = Elevation at which to interpolate area Areal,Area2 = Areas computed for E1, E2, respectively i IA = Interpolated area for Ei 4 ~ r- * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2)) where: ELl, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for ELl, EL2, respectively ~ Volume = Incremental volume between EL1 and EL2 S~ ~ I' r - -POND-2 Version: 5.21 S/N: - Page 1 • fEXECUTED: 08-09-2000 09:24:44 * * * Hanson Center East 10 year Design Storm * Storm Drainage Analysis * ~ * * * * ~ * * ~ Inflow Hydrograph: j:\document\98573\573B11 HYD . Rating Table file: j:\document\98573\573B PND ----INITIAL CONDITIONS---- ~Elevation = 1988.74 ft Outflow = 0.00 cfs Storage = 3,470 cu-ft INTERMEDIATE ROUTING ~ GIVEN POND DATA COMPUTATIONS ` ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cfs) ~J 1988.11 0.0 0 0.0 0.0 ~ 1989.00 0.0 4,902 27.2 27.2 1990.00 0.5 11,166 62.0 62.5 ~ 1991.00 1.0 18,457 102.5 103.5 1992.00 1.0 27,147 150.8 151.8 . Time increment (t) = 0. 10 0 hrs. ~ ~s ~ i_ . -1 , ~ : -f L, ~ POND-2 Version: 5.21 S/N: Page 2 --:EXECUTED: 08-09-2000 09:24:44 ~ Pond File: j:\document\98573\573B PND Inflow Hydrograph: j:\document\98573\573B11 HYD Y~Outflow Hydrograph: j:\document\98573\OUT HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS j TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) 11.000 0.00 19.3 19.3 0.00 1988.74 11.100 0.00 0.0 19.3 19.3 0.00 1988.74 11.200 0.00 0.0 19.3 19.3 0.00 1988.74 11.300 0.00 0.0 19.3 19.3 0.00 1988.74 -11.400 0.00 0.0 19.3 19.3 0.00 1988.74 11.500 0.00 0.0 19.3 19.3 0.00 1988.74 11.600 0.00 0.0 19.3 19.3 0.00 1988.74 11 . 700 0.00 0.0 19.3 .19, 3 0.00 1988 . 74 11.800 0.10 0.1 19.4 19.4 0.00 1988.74 11.900 0.10 0.2 19.6 ,19.6 0.00 1988.75 ~ 12.000 0.40 0.5 20.1 20.1 0.00 1988.77 12.100 1.60 2.0 22.1 22.1 0.00 1988.83 12.200 3.10 4.7 26.8 26.8 0.00 1988.99 12.300 2.50 5.6 32.2 32.4 0.07 1989.15 ~12.400 1.50 4.0 36.0 36.2 0.13 1989.25 12.500 1.20 2.7 38.4 38.7 0.16 1989.32 12.600 1.00 2.2 40.2 40.6 0.19 1989.38 12.700 0.90 1.9 41.7 42.1 0.21 1989.42 ~12.800 0.80 1.7 42.9 43.4 0.23 1989.46 12.900 0.70 1.5 43.9 44.4 0.24 1989.49 ~S 13.000 0.60 1.3 44.7 45.2 0.25 1989.51 --13.100 0.60 1.2 45.4 45.9 0.26 1989.53 13.200 0.60 1.2 46.0 . 46.6 0.27 1989.55 ~ 13.300 0.60 1:2 46.7 47.2 0.28 1989.57 13.400 0.50 1.1 47.2 47.8 0.29 1989.58 13.500 . 0.50 1.0 47.6 48.2 0.30 1989.59 v., 13.600 0.50 1.0 48.0 48.6 0.30 1989.60 13.700 0.40 0.9 48.3 48.9 0.31 1989.61 13.800 0.40 0.8 48.4 49.1 0.31 1989.62 13.900 0.40 0.8 48.6 49.2 0.31 1989.62 _ll 14.000 0.40 0.8 48.8 49.4 0.31 1989.63 14.100 0.40 0.8 49.0 49.6 0.32 1989.63 14.200 0.40 0.8 49.1 49.8 0.32 1989.64 -14.300 0.40 0.8 49.3 49.9 0.32 1989.64 14.400 0.40 0.8 49.4 50.1 0.32 1989.65 ~ 14.500 0.40 0.8 49.6 50.2 0.33 1989.65 14.600 0.40 0.8 49.7 50.4 0.33 1989.66 14.700 0.40 0.8 49.9 50.5 0.33 1989.66 14.800 0.40 0.8 50.0 50.7 0.33 1989.66 14.900 0.30 0.7 50.0 50.7 0.33 1989.66 15.000 0.30 0.6 50.0 50.6 0.33 1989.66 15.100 0.30 0.6 49.9 50.6 0.33 1989.66 15.200 0.30 0.6 49.9 50.5 0.33 1989.66. 15.300 0.30 0.6 49.8 50.5 0.33 1989.66 15.400 0.30 0.6 49.7 50.4 0.33 1989.66 I ~ 1 ) ~ POND- 2 Version : 5. 21 S/N : Page 3 _--EXECUTED: 08-09-2000 09:24:44 ` Pond File : j : \document\98573 \573B . PND Inflow Hydrograph: j:\document\98573\573B11 HYD - Outflow Hydrograph: j:\document\98573\OUT HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ~II TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) ~ I 15.500 0.30 0.6 49.7 50.3 0.33 1989.65 ~ 15.600 0.30 0.6 49.6 50.3 0.33 1989.65 15.700 0.30 0.6 49.6 50.2 0.33 1989.65 ~ 15.800 0.30 0.6 49.5 50.2 0.33 1989.65 --15.900 0.30 0.6 49.5 50.1 0.32 1989.65 16.000 0.30 0.6 49.4 . 50.1 0.32 1989.65 ~ 16.100 0.30 0.6 49.4 50.0 0.32 1989.65 16.200 0.30 0.6 49.3 .50_.0 0.32 1989.64 16.300 0.30 0.6 49.3 49.9 0.32 1989.64 16.400 0.30 0.6 49.3 49.9 0.32 1989.64 ~ 16.500 0.30 0.6 49.2 49.9 0.32 1989.64 I 16.600 0.30 0.6 49.2 49.8 0.32 1989.64 16.700 0.30 0.6 49.1 49.8 0.32 1989.64 16.800 0.20 0.5 49.0 49.6 0.32 1989.63 ~ 16.900 0.20 0.4 48.8 49.4 0.31 1989.63 17.000 0.20 0.4 48.6 49.2 0.31 1989.62 17.100 0.20 0.4 48.3 49.0 0.31 1989.62 1 17.200 0.20 0.4 48.1 48.7 0.30 1989.61 ~ 17.300 0.20 0.4 47.9 48.5 0.30 1989.60 17.400 0.20 0.4 47.7 48.3 0.30 1989.60 17.500 0.20 0.4 47.5 48.1 0.30 1989.59 17.600 0.20 0.4 47.4 47.9 0.29 1989.59 17.700 0.20 0.4 47.2 47.8 0.29 1989.58 ~ 17.800 0.20 0.4 47.0 47.6 0.29 1989.58 17.900 0.20 0.4 46.8 47.4 0.29 1989.57 18.000 0.20 0.4 46.7 47.2 0.28 1989.57 . 18.100 0.20 0.4 46.5 47.1 0.28 1989.56 18.200 0.20 0.4 46.3 46.9 0.28 1989.56 18.300 0.20 0.4 46.2 46.7 0.28 1989.55 18.400 0.20 0.4 46.0 46.6 0.27 1989.55 18.500 0.20 0.4 45.9 46.4 0.27 1989.54 --18.600 0.20 0.4 45.8 46.3 0.27 1989.54 = 18.700 0.20 0.4 45.6 46.2 0.27 1989.54 -18.800 0.20 0.4 45.5 46.0 0.27 1989.53 ~ 18.900 0.20 0.4 45.4 45.9 0.26 1989.53 19.000 0.20 0.4 45.2 45.8 0.26 1989.52 19.100 0.20 0.4 45.1 45.6 0.26 1989.52 ~ 19.200 0.20 0.4 45.0 45.5 0.26 1989.52 ,--V 19.300 0.20 0.4 44.9 45.4 0.26 1989.51 ~ 19.400 0.20 0.4 44.8 45.3 0.26 1989.51 19.500 0.20 0.4 44.7 45.2 0.25 1989.51 19.600 0.20 0.4 44.6 45.1 0.25 1989.50 19.700 0.20 0.4 44.5 45.0 0.25 1989.50 19.800 0.20 0.4 44.4 44.9 0.25 1989.50 19.900 0.20 0.4 44.3 44.8 0.25 1989.50 20.000 0.20 0.4 44.2 44.7 0.25 1989.49 ------------------~~-io--------------------------------- ^ POND-2 Version: 5.21 S/N: Page 4 -EXECUTED: 08-09-2000 09:24:44 ^ Pond File: j:\document\98573\573B PND Inflow Hydrograph: j:\document\98573\573B11 HYD _ Outflow Hydrograph: j:\document\98573\OUT HYD ~ INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) ~I 20.100 0.20 0.4 44.1 44.6 0.25 1989.49 ~ 20.200 0.20 . 0.4 44.0 44.5 0.24 198'9.49 20.300 0.20 0.4 43.9 44.4 0.24 1989.49 ~20.400 0.20 0.4 43.8 44.3 0.24 1989.48 -20.500 0.20 0.4 43.7 44.2 0.24 1989.48 20.600 0.20 0.4 43.7 44.1 0.24 1989.48 20.700 0.20 - 0.4 43.6 44.1 0.24 1989.48 ~ 20.800 0.20 0.4 43.5 44_0 0.24 1989.47 ~ 20.900 0.20 0.4 43.4 43.9 0.24 1989.47 21.000 0.20 0.4 43.4 43.8 0.24 1989.47 21.100 0.20 0.4 43.3 43.8 0.23 1989.47 21.200 0.20 0.4 43.2 43.7 0.23 1989.47 21.300 0.20 0.4 43.2 43.6 0.23 1989.46 ~ 21.400 0.20 0.4 43.1 43.6 0.23 1989.46 ~ 21.500 0.20 0.4 43.0 43.5 0.23 1989.46 21.600 0.20 0.4 43.0 43.4 0.23 1989.46 21.700 0.20 0.4 42.9 43.4 0.23 1989.46 1 21.800 0.20 0.4 42.9 43.3 0.23 1989.46 M 21.900 0.20 0.4 42.8 43.3 0.23 1989.45 22.000 0.20 0.4 42.8 43.2 0.23 1989.45 ~ 22.100 0.20 0.4 42.7 43.2 0.23 1989.45 22.200 0.20 0.4 42.7 43.1 0.22 1989.45 22.300 0.20 0.4 42.6 43.1 0.22 1989.45 ~ 22.400 0.20 0.4 42.6 43.0 0.22 1989.45 1 22.500 0.20 0.4 42.5 43.0 0.22 1989.45 22.600 0.20 0.4 42.5 42.9 0.22 1989.44 22.700 0.20 0.4 42.4 42.9 0.22 1989.44 22.800 0.20 0.4 42.4 42.8 0.22 1989.44 ~ 22.900 0.20 0.4 42.3 42.8 0.22 1989.44 23.000 0.20 0.4 42.3 42.7 0.22 1989.44 23.100 0.10 0.3 42.2 42.6 0.22 1989.44 --23.200 0.10 0.2 41.9 42.4 0.21 1989.43 23.300 0.10 0.2 41.7 42.1 0.21 1989.42 ~ 23.400 0.10 0.2 41.5 41.9 0.21 1989.42 23.500 0.10 0.2 41.3 41.7 0.20 1989.41 ~ 23.600 0.10 0.2 41.1 41.5 0.20 1989.40 23.700 0.10 0.2 40.9 41.3 0.20 1989.40 ~I 23.800 0.10 0.2 40.7 41.1 0.20 1989.39 23.900 0.10 0.2 40.5 40.9 0.19 1989.39 24.000 0.10 0.2 40.3 40.7 0.19 1989.38 24.100 0.10 . 0.2 40.2 40.5 0.19 1989.38 24.200 0.10 0.2 40.0 40.4 0.19 1989.37 24.300 0.10 0.2 39.8 40.2 0.18 1989.37 24.400 0.10 0.2 39.7 40.0 0.18 1989.36 24.500 0.10 0.2 39.5 39.9 0.18 1989.36 J 24.600 0.10 0.2 39.3 39.7 0.18 1989.35 ~ ~ il ~ ~POND-2 Version: 5.21 S/N: Pa9e 5 ---3XECUTED: 08-09-2000 09:24:44 -Pond File: j:\document\98573\573B PND -JTnflow Hydrograph: j:\document\98573\573B11 HYD Outflow Hydrograph: j:\document\98573\OUT HYD [INFLOW HYDROGRAPH ROUTING COMPUTATIONS JI~ TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) ~r 24.700 0.10 0.2 39.2 39.5 0.17 1989.35 24.800 0.10 0.2 39.1 39.4 0.17 1989.34 24.900 0.10 0.2 38.9 39.3 0.17 1989.34 25.000 0.00 0.1 38.7 39.0 0.17 1989.33 25.100 0.00 0.0 38.4 38.7 0.16 1989.32 ° 25.200 0.00 0.0 38.0 38.4 0.16 1989.31 ~r 25.300 0.00 0.0 37.7 38.0 0.15 1989.31 1 25.400 0.00 0.0 37.4 37;7 0.15 1989.30 ~ 25.500 0.00 0.0 37.1 37.4 0.14 1989.29 ' 25.600 0.00 0.0 36.9 37.1 0.14 1989.28 25.700 0.00 0.0 36.6 36.9 0.14 1989.27 ~?~r . 25.800 0.00 0.0 36.3 36.6 0.13 1989.27 25.900 0.00 0.0 36.1 36.3 0.13 1989.26 ~ S f ~ _ ~j ~7i POND-2 Version: 5.21 S/N: Page 6 ___,EXECUTED : 0 8- 0 9- 2 0 0_0 0 9: 2 4: 4 4 ~ SUMMARY OF ROUTING COMPUTATIONS Pond File: j:\document\98573\573B PND Inflow Hydrograph: j:\document\98573\573B11 HYD Outflow Hydrograph: j:\document\98573\OUT HYD ~ Starting Pond W.S. Elevation = 1988.74 ft Summary of Peak Outflow and Peak Elevation ~ Peak Inflow = 3.10 cfs Peak Outflow = 0.33 cfs ~ Peak Elevation = 1989.66 ft Summary of Approximate Peak Storage ~ Initial Storage = 3,470 cu-ft Peak Storage From Storm = 5,597 cu-ft ~ Total Storage in Pond = 9,066 cu-ft ~ ~ ~ - ~ POND-2 Version: 5.21 S/N: Page 7 Pond File: j:\document\98573\573B PND Inflow Hydrograph: j:\document\98573\573811 HYD ' Outflow Hydrograph: j:\document\98573\OUT HYD ~ EXECUTED: 08-09-2000 Peak Inf low = 3.10 cf s 09 : 24 : 44 Peak Outflow = 0.33 cfs ~ Peak Elevation = 1989.66 ft ~ - - ll . , ~ ~ - Flow (cfs) ~ 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 ~ .------~-----~-----I-----~-----I-----I-----~-----~-----~-----I-----~- 1.4 - x x . -,i1.5 - x x ~1.6 - x x 11.7 - x T X* x* x* x* x * ~i2.0 - x * x * 2.1 - x * I x * 12.2 - x * x * 32.3 - x * x * -'J, 2 . 4 - x * x * ~ 2.5 - x * x * ~2.6 - x * ~ x * ~ 12.7 - x * x * 2.8 - x * ~l x * --1.2.9 - x * . x * . v,13.0 - x * x * ~3.1 - x * x * 13.2 - x * x * ~3.3 - x * L-S TIME (hrs ) * File: j:\document\98573\573B11 HYD Qmax = 3.1 cfs x File: j:\document\98573\OUT HYD Qmax = 0.3 cfs ~ 1 _ J f- 1315 I ~ LJ t-~ Quick TR-55 Version: 5.47 S/N: Page 1 ^ Return Frequency: 50 years ~ TR-55 TABULAR HYDROGR.APH METHOD Type II. Distribution ~ (24 hr. Duration Storm) Executed: 07-13-2000 09:43:08 Watershed file: J:/DOCUMENT/98573\573B MOP Hydrograph file: J:/DOCUMENT/98573\573B50.HYD Hanson Center East ^ Storm Drainage Analysis Input Parameters Used to Compute Hydrograph Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) (in) (in) input/used ~ Basin B 172.00 70.0 0.20 0.00 2.40 ~ 0.41 1.36 .36 -1 * Travel time from subarea outfall to composite watershed outfall point. " I Subarea where user specified interpolation between Ia/p tables. Total area = 172.00 acres or 0.2688 sq.mi ~ Peak discharge = 66 cf s ~ Computer Modifications of Input Parameters Input Values Rounded Values Ia/p - Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages Basin B 0.24 0.00 0.20 0.00 Yes Travel time from subarea outfall to composite watershed outfall point. > ` ~ t` ~ ~ ~ Quick TR-55 Version: 5.47 S/N: - Page 2Return Frequency: 50 years TR-55 TABULAR HYDROGR.APH METHOD ~ Type II. Distribution (24 hr. Duration Storm) . Executed: 07-13-2000 09:43:08 Watershed file: J:/DOCUMENT/98573\573B MOP Hydrograph file: J:/DOCUMENT/98573\573B50.HYD ^ Hanson Center East _ Storm Drainage Analysis ~ Summary of Subarea Times to Peak Peak Discharge at Time to Peak at Composite Outfall Composite Outfall Subarea ( cf s ) (hrs ) Basin B 66 12.2 ~Composite watershed 66 12.2 ~ ~ ~ , ~POND-2 Version: 5.21 S/N: " Page 1 OEXECUTED: 08-09-2000 09:25:45 * * Hanson Center East 50 Year Design Storm * - * Storm Drainage Analysis * * * ~ * * * * ~ W_ Inflow Hydrograph: j:\document\98573\573B51 HYD Rating Table file: j:\document\98573\57313 PND ----INITIAL CONDITIONS---- ~ Elevation = 1988.74 ft Outflow = 0.00 cfs Storage = 3,470 cu-ft INTERMEDIATE ROUTING ~ GIVEN POND DATA COMPUTATIONS ~ ELEVATION OUTFLOW STOR.AGE 2S/t 2S/t + 0 ~ (ft) (cfs) (cu-ft) (cfs) (cfs) ` 1988.11 0.0 0 0.0 0.0 1989.00 0.0 41902 27.2 27.2 1990.00 0.5 11,166 62.0 62.5 ~ 1991.00 1.0 18,457 102.5 103.5 1992.00 1.0 27,147 150.8 151.8 ^ Time increment (t) = 0.100 hrs. ~ ~ ~ R2r . 87 ~ ~ ~ POND-2 Version: 5.21 S/N: Page 2 -EXECUTED: 08-09-2000 09:25:45 -;Pond File: j:\document\98573\573B PND ' Inflow Hydrograph: j:\document\98573\573B51 HYD Outflow Hydrograph: j:\document\98573\OUT HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ~I TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) ~ 11.000 0.00 19.3 19.3 0.00 1988.74 J` 11.100 0.00 0.0 19.3 19.3 0.00 1988.74 ~ 11.200 0.00 0.0 19.3 19.3 0.00 1988.74 ~ 11.300 0.00 .0.0 19.3 19.3 0.00 1988.74 J11.400 0.00 0.0 19.3 19.3 0.00 1988.74 11.500 0.00 0.0 19.3 19.3 0.00 1988.74 ~11.600 0.00 0.0 19.3 19.3 0.00 1988.74 11.700 0.10 0.1 19.4 19.4 0.00 1988.74 ~ 11.800 0.20 0.3 19.7 19.7 0.00 1988.75 11.900 0.30 0.5 20.2 20.2 0.00 1988.77 ~t 12.000 1.40 1.7 21.9 21.9 0.00 1988.82 J" 12.100 4.50 5.9 27.8 27.8 0.01 1989.02 ~ 12.200 6.60 11.1 38.5 38.9 0.16 1989.33 ' 12.300 4.90 11.5 49.4 50.0 0.32 1989.65 J 12.400 2.90 7.8 56.3 57.2 0.42 1989.85 12.500 2.10 5.0 60.4 61.3 0.48 1989.97 12.600 1.70 3.8 63.1 64.2 0.52 1990.04 1 12.700 1.50 3.2 65.2 66.3 0.55 1990.09 ~12.800 1.20 2.7 66.8 67.9 0.57 1990.13 12.900 1.20 2.4 68.0 69.2 0.58 1990.16 ~i 13.000 1.10 2.3 69.2 70.3 0.60 1990.19 ~ 13.100 1.00 2.1 70.0 71.3 0.61 1990.21 13.200 0.90 1.9 70.7 71.9 0.61 1990.23 --Ii 13.300 0.80 1.7 71.2 . 72.4 0.62 1990.24 13.400 0.80 1.6 71.5 72.8 0.62 1990.25 ~ 13.500 0.80 1.6 71.9 73.1 0.63 1990.26 13.600 0.80 1.6 72.2 73.5 0.63 1990.27 13.700 0.80 1.6 72.5 73.8 0.64 1990.27 13.800 0.70 1.5 -72.7 74.0 0.64 1990.28 13.900 0.70 1.4 72.9 74.1 0.64 1990.28 14.000 0.70 1.4 73.0 74.3 0.64 1990.29 J 14.100 0.70 1.4 73.1 74.4 0.64 1990.29 14.200 0.60 1.3 73.1 . 74.4 0.64 1990.29 14.300 0.60 1.2 73.0 74.3 0.64 1990.29 I 14.400 0.60 1.2 72.9 74.2 0.64 1990.28 ~ 14.500 0.60 1.2 72.8 74.1 0.64 1990.28 14.600 0.60 1.2 72.8 74.0 0.64 1990.28 ~ 14.700 0.60 1.2 72.7 74.0 0.64 1990.28 14.800 0.60 1.2 72.6 73.9 0.64 1990.28 ~ 14.900 0.50 1.1 72.4 73.7 0.64 1990.27 -15.000 0.50 1.0 72.2 73..4 0.63 1990.27 ,J 15.100 0.50 1.0 71.9 73.2 0.63 1990.26 15.200 0.50 1.0 71.7 72.9 0.63 1990.25 15.300 0.50 1.0 71.4 72.7 0.62 1990.25 ~I 15.400 0.50 1.0 71.2 72.4 0.62 1990.24 - ~~-1 - ~ ^POND-2 Version: 5.21 S/N: Page 3 -;EXECUTED: 08-09-2000 09:25:45 ~Pond File: j:\document\98573\573B PND ;Inflow Hydrograph: j:\document\98573\573B51 HYD Outflow Hydrograph: j:\document\98573\OUT HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS I TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION ~ (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) 15.500 0.50 1.0 70.9 72.2 0.62 1990.23 15.600 0.50 1.0 70.7 71.9 0.61 1990.23 15.700 0.50 1.0 70.5 71.7 0.61 1990.22 15.800 0.40 0.9 70.2 71.4 0.61 1990.22 -l 15.900 0.40 0.8 69.8 71.0 0.60 1990.21 16.000 0.40 0.8 69.4 70.6 0.60 1990.20 -~16.100 0.40 0.8 69.0 70.2 0.59 1990.19 16.200 0.40 0.8 68.6 69.8 0.59 1990.18 ~16.300 0.40 0.8 68.2 ~69.4 0.58 1990.17 16.400 0.40 0.8 67.9 69.0 0.58 1990.16 16.500 0.40 0.8 67.5 68.7 0.57 1990.15 16.600 0.40 0.8 67.2 68.3 0.57 1990.14 16.700 0.40 0.8 66.8 68.0 0.57 1990.13 16.800 0.40 0.8 66.5 67.6 0.56 1990.12 16.900 0.40 0.8 66.2 67.3 0.56 1990.12 17.000 0.40 0.8 65.9 67.0 0.55 1990.11 ~ 17.100 0.40 0.8 65.6 66.7 0.55 1990.10 I 17.200 0.40 0.8 65.3 66.4 0.55 1990.09 J 17.300 0.40 0.8 65.0 66.1 0.54 1990.09 17.400 0.40 0.8 64.7 65.8 0.54 1990.08 17.500 0.40 0.8 64.5 65.5 0.54 1990.07 ~17.600 0.40 0.8 64.2 65.3 0.53 1990.07 17.700 0.40 0.8 63.9 65.0 0.53 1990.06 ~17.800 0.30 0.7 63.6 64.6 0.53 1990.05 ~ 17.900 0.30 0.6 63.1 64.2 0.52 1990.04 18.000 0.30 0.6 62.7 63.7 0.51 1990.03 18.100 0.30 0.6 62.3 63.3 0.51 1990.02 ~ 18.200 0.30 0.6 61.9 62.9 0.50 1990.01 ~ 18.300 0.30 0.6 61.5 62.5 0.50 1990.00 18.400 0.30 0.6 61.1 62.1 0.49 1989.99 18.500 0.30 0.6 60.7 61.7 0.49 1989.98 18.600 0.30 0.6 60.4 61.3 0.48 1989.97 18.700 0.30 0.6 60.0 61.0 0.48 1989.96 18.800 0.30 0.6 59.7 60.6 0.47 1989.95 ~ 18.900 0.30 0.6 59.3 60.3 0.47 1989.94 ~ 19.000 0.30 0.6 59.0 59.9 0.46 1989.93 19.100 0.30 0.6 58.7 59.6 0.46 1989.92 { 19.200 0.30 O.6 58.4 59.3 0.45 1989.91 ~ ~I 19.300 0.30 0.6 58.1 59.0 0.45 1989.90 19.400 0.30 0.6 57.8 58.7 0.45 1989.89 ~ 19.500 0.30 0.6 57.5 58.4 0.44 1989.88 19.600 0.30 0.6 57.2 58.1 0.44 1989.87 J 19.700 0.30 0.6 57.0 57.8 0.43 1989.87 ~ 19.800 0.30 0.6 56.7 57.6 0.43 1989.86 19.900 0.30 0.6 56.4 57.3 0.43 1989.85 ~ 20.000 0.30 0.6 56.2 57.0 0.42 1989.84 ~j20 ~ ^ POND-2 Version: 5.21 S/N: Page 4 v EXECUTED: 08-09-2000 .09:25:45 Pond File: j:\document\98573\573B PND Inflow Hydrograph: j:\document\98573\573B51 HYD Outflow Hydrograph: j:\document\98573\OUT HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS j TIME INFLOW I1+I2 2S/t - O 2S/t + O' OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) ~I 20.100 0.30 0.6 56.0 56.8 0.42 1989.84 ~20.200 0.30 0.6 55.7 56.6 0.42 1989.83 20.300 0.30 0.6 55.5 . 56.3 0.41 1989.82 ~ 20.400 0.30 0.6 55.3 56.1 0.41 1989.82 - 20.500 0.30 0.6 55.1 55.9 0.41 1989.81 20.600 0.30 0.6 54.9 55.7 0.40 1989.81 ---r 20.700 0.30 0.6 54.7 55.5 0.40 1989.80 1 20.800 0.30 0.6 54.5 55 _3 0.40 1989.79 ~ 20.900 0.30 0.6 54.3 55.1 0.39 1989.79 21.000 0.20 0.5 54.0 54.8 0.39 1989.78 ~ 21.100 0.20 0.4 53.6 54.4 0.38 1989.77 J1 21.200 0.20 0.4 53.3 54.0 0.38 1989.76 21.300" 0.20 0.4 52.9 53.7 0.37 1989.75 21.400 0.20 0.4 52.6 53.3 0.37 1989.74 ~ 21.500 0.20 0.4 52.3 53.0 0.36 1989.73 ~ 21.600 0.20 0.4 51.9 52.7 0.36 1989.72 21.700 0.20 0.4 51.6 52.3 0.36 1989.71 ~ 21.800 0.20 0.4 51.3 52.0 0.35 1989.70 ~ 21.900 0.20 0.4 51.0 51.7 0.35 1989.69 22.000 0.20 0.4 50.7 51.4 0.34 1989.69 ~ 22.100 0.20 0.4 50.5 51.1 0.34 1989.68 - 22.200 0.20 0.4 50.2 50.9 0.33 1989.67 - 22.300 0.20 0.4 49.9 50.6 0.33 1989.66 22.400 0.20 0.4 49.7 50.3 0.33 1989.65 ~ 22.500 0.20 0.4 49.4 50.1 0.32 1989.65 22.600 0.20 0.4 49.2 49.8 0.32 1989.64 22.700 0.20 0.4 49.0 49.6 0.32 1989.63 ~ 22.800 0.20 0.4 48.7 49.4 0.31 1989.63 ~ 22.900 0.20 0.4 48.5 49.1 0.31 1989.62 23.000 0.20 0.4 48.3 48.9 0.31 1989.61 23.100 0.10 0.3 48.0 48.6 0.30 1989.61 ~ 23.200 0.10 0.2 47.6 48.2 0.30 1989.59 23.300 0.10 0.2 47.2 47.8 0.29 1989.58 23.400 0.10 0.2 46-.8 47.4 0.29 1989.57 23.500 0.10 0.2 46.5 47.0 0.28 1989.56 J23.600 0.10 0.2 46.1 46.7 0.28 1989.55 23.700 0.10 0.2 45.8 46.3 0.27 1989.54 ~ 23.800 0.10 ' 0.2 45.5 46.0 0.27 1989.53 23.900 0.10 0.2 45.1 45.7 0.26 1989.52 24.000 0.10 0.2 44.8 45.3 0.26 1989.51 ~ 24.100 0.10 0.2 44.5 45.0 0.25 1989.50 ~ 24.200 0.10 0.2 44.2 44.7 0.25 1989.50 24.300 0.10 0.2 43.9 44.4 0.24 1989.49 ~ 24.400 0.10 0.2 43.7 44.1 0.24 1989.48 24.500 0.10 0.2 43.4 43.9 0.24 1989.47 ~ 24.600 0.10 0.2 43.1 43.6 0.23 1989.46 POND-2 Version: 5.21 S/N: . Page 5 EXECUTED: 08-09-2000 09:25:45 ~ Pond File: j:\document\98573\573B PND ,-Inflow Hydrograph: j:\document\98573\573B51 HYD Outflow Hydrograph: j:\document\98573\OUT HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ~ TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) ~I 24.700 0.10 0.2 42.9 43.3 0.23 1989.46 J 24.800 0.10 0.2 42.6 43.1 0.22 1989.45 24.900 0.10 0.2 42.4 42.8 0.22 1989.44 ~1 25.000 0.00 0.1 ' 42.1 42.5 0.22 1989.43 --I 25.100 0.00 0.0 41.6 42.1 0.21 1989.42 25.200 0.00 0.0 41.2 41.6 0.20 1989.41 ~ 25.300 0.00 0.0 40.8 41.2 0.20 1989.40 J~ 25.400 0.00 0.0 40.4 40.8 0.19 1989.39 25.500 0.00 0.0 40.1 40.4 0.19 1989.37 25.600 0.00 0.0 39.7 40.1 0.18 1989.36 ~ 25.700 0.00 0.0 39.4 39.7 0.18 1989.35 J 25.800 0.00 0.0 39.0 39.4 0.17 1989.34 25.900 0.00 0.0 38.7 39.0 0.17 1989.33 ~ ~ZZ ~POND-2 Version: 5.21 S/N: Page 6 _..EXECUTED: 08-09-2000 09:25:45 SUMMARY OF ROUTING COMPUTATIONS a~ Pond File: j:\document\98573\573B PND ~ Inflow Hydrograph: j:\document\98573\573B51 HYD . Outflow Hydrograph: j:\document\98573\OUT HYD ~ Starting Pond W.S. Elevation = 1988.74 ft Summary of Peak Outflow and Peak Elevation ~ Peak Inflow = 6.60 cfs Peak Outflow = 0.64 cfs ~ Peak Elevation = 1990..29 ft - Summary of Approximate Peak Storage ~ Initial Storage = 3,470 cu-ft ~ Peak Storage From Storm = 9,803 cu-ft ^ Total Storage in Pond = 13,273 cu-ft ~ ~ 3z3 ~ ^ POND-2 Version: 5.21 S/N: Page 7 ~ Pond File: j:\document\98573\573B PND Inflow Hydrograph: j:\document\98573\573B51 HYD Outflow Hydrograph: j:\document\98573\OUT HYD EXECUTED: 08-09-2000 ~ Peak Inflow = 6.60 cfs 09:25:45 Peak Outflow = 0-.64 cfs y--Peak Elevation = 1990.29 ft ~ 524 " Flow (cfs) ~ 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 ~ .------I-----I-----~-----~-----~-----~-----I-----I-----I-----~-----I- 1.4 - x x 11.5 - x x 4.6 - x J x -11.7 - x* ' x* 1.8 - x* x * ~1.9 - x * x * -~i2.0 - x * x * . 2.1 - x * x * 12.2 - x x * 12.3 - x * x * ~2 .4 - x * x * `ryL2 . 5 - x * x * 2.6 - x * x * 12.7 - x * l` x * --?2.8 - x * x * - --:~2 . 9 - x * x * ~~3.0 - x * x * 3.1 - x * x * 13.2 - x* x* 3.3 - x* ~ TIME (hrs) * File: j:\document\98573\573B51 HYD Qmax = 6.6 cfs ~ x File: j:\document\98573\OUT HYD Qmax = 0.6 cfs . r- - ~ ~ ~ ~ ~ SUB=BASIN Bl ~ ~ Quick TR4 55 Ver. 5 . 4 7 Sf N: Executed: 16:02:31 08-08-2000 . HansOn Center East Storm Drainage Analysis RiJNOFF CURVE NLTMBER SUMMARY . . 5ubarea Area CN v Description (acres ) (weigh-ted) ~ Sub-Basin B1 157.62 59 ~ ~3 IJ, ~ Quick TR-55 Ver.5.47 S/N: Executed: 16:02:31 08-08-2000 y Hanson Center East ~ Storm Drainage Analysis ~ RUNOFF CURVE NUMBER DATA ~ ~ Composite Area: Sub-Basin B1 AREA_ CN ~ SURFACE DESCRIPTION (acres) ~ Brush - poor cover 158.53 67 Impervious area - pavement 9.09 98 COMPOSITE AREA 167.62 68.7 ( 69 ) ~ Quick TR-55 Ver.5.47 S/N: Executed: 16:05:15 08-08-2000 j./dacumentf98573\573B1.TCT Hanson Center East ' _ Storm Drainage A-nalysis ^ Tc COMPUTATIONS FOR: Sub-Basin B1 , SHEET FLOW (Applicable to Tc only) ~ Segment ID upper Surface descriptYOn brush Y Manning's rQUghness coeff., n 0.0130 ~ Flow length, L(total < ar = 300) ft 100.0 Two-yr 24-hr rainfall, P2 in 1.400 . Land slope, s ft/ft 0.0333 0.8 ^ .007 * (n*L) T _ hrs 0.03 = 0.03 o.5 0.4 ^ P2 s - `J SHALLOT+w! CONCENTRATED FLOW Segment ID mid Surface (paved or unpaved)? Unpaved Flow length, L ft 760.0 Watercourse slape, s ft/ft 0.0657 0.5 J Avg.V = Csf * (s) ft/s 4.1670 where : Unpaved Csf = 15 . 134 5 Paved Csf = 20.3282 ~ T = L f (3600*V) hrs 0.05 = 0.05 CHANiTEL FLOinT SegrnerYt ID gutter Cross Sectional Flaw Area f a s9 . f t 0.35 V Wetted perimeter, Pw ft 1.92 ~ Hydraulic radius, r= a/Pw ft 0.182 Channel slope f s ft/ft 0.0127 ~ Manrxing ' s roughness coef f. , n 0. 011 0 2/3 1/2 1.49 * r * s v = ft/s 4.9076 - n FIOW leIZ~th, L ft- 300 ~ 'Z' = L ~ (3600*V) hrs 0.02 - 0.02 ~ TOTAL 'T'IME {hrs} 0.10 , - ^ Quick TR-55 Ver.5.47 S/N: , Executed: 16:05:15 08-08-2000 j:/document/98573\573Bl.TCT SUMMARY SHEET FOR Tc or Tt COMPUTATIONS (Solved for Time using TR-55 Methods) ~ Hanson Center East . Storm Drainage Analysis ~ Subarea descr. Tc or Tt Time (hrs) ~ Sub-Basin B1 Tc 0.10 r- I _ ~ Quick TR-55 Version: 5.47 S/N: Page 1 Return Fr-equency: 10 years~ ~ TR-55 TABULAR HYDROGR.APH METHOD ~ Type II. Distribution ~ - (24 hr. Duration Storm) -J Executed: 08-08-2000 16:06:27 ~ Watershed file: J:/DOCUMENT/98573\573B1 MOP Hydrograph file: J:/DOCUMENT/98573\573B110.HYD Hanson Center East - Storm Drainage Analysis Input Parameters Used to Compute Hydrograph ~ Subarea AREA CN Tc * Tt Precip. Runoff Ia/p ~ Description (acres) (hrs) (hrs) (in) (in) input/used - Sub-Basin B1 167.62 69.0 0.10 0.00 2.00 1 0.22 1.45 .45 * Travel time from subarea outfall to composite watershed outfall point. - I-- Subarea where user specified interpolation between Ia/p tables. Total area = 167.62 acres or 0.2619 sq.mi Peak discharge = 37 cfs Computer Modifications of Input Parameters _S Input Values Rounded Values Ia/p - Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages Sub-Basin Bl 0.10 0.00 Yes a* Travel time from subarea outfall to composite watershed outfall point. Tc & Tt are available in the hydrograph tables. ~ ~ ~ ~ Quick TR-55 Version: 5.47 S/N: - Page 2 ~ Return Frequency: 10 years ~ TR-55 TABULAR HYDROGR.APH METHOD --Type II. Distribution (24 hr. Duration Storm) Executed: 08-08-2000 16:06:27 ~ Watershed file: J:/DOCUMENT/98573\573B1 MOP ~ Hydrograph file: J:/DOCUMENT/98573\573B110.HYD ^ Hanson Center East Storm Drainage Analysis ~ Summary of Subarea Times to Peak Peak Discharge at Time to Peak at ~ Composite Outfall Composite Outfall Subarea ( c f s) ( hrs ) ~ Sub-Basin 131 37 12.1 ~ Composite Watershed 37 12.1 ~ ~ ~3~ ~ Quick TR-55 Version: 5.47 S/N: Page 1 Return Frequency: 50 years* ~ •TR-55 TABULAR HYDROGRAPH METHOD ~ Type II. Distribution ' ~ (24 hr. Duration Storm) - Executed: 08-08-2000 16:06:27 ~ Watershed file: J:/DOCUMENT/98573\573B1 MOP Hydrograph file: J:/DOCUMENT/98573\573B150.HYD Hanson Center East ~ ~ Storm Drainage Analysis Input Parameters Used to Compute Hydrograph ~ Subarea AREA CN Tc * Tt Precip. Runoff Ia/p v, Description (acres) (hrs) (hrs) (in) (in) input/used -ISub-Basin B1 167.62 69.0 0.10 0.00 2.40 I 0.38 1.37 .37 Travel time from subarea outfall to composite watershed outfall point. ---~I Subarea where user specified interpolation between Ia/p tables. - Total area = 167.62 acres or 0.2619 sq.mi Peak discharge = 79 cfs ~ Computer Modifications of Input Parameters ~ Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages Sub-Basin B1 0.10 0.00 Yes ~ * Travel time from subarea outfall to composite watershed outfall point. Tc & Tt are available in the hydrograph tables. 3-2- Quick TR-S5 Version: 5.47 S/N: - Page 2 ~ Return Frequency. 50 years ~ TR-55 TABULAR HYDROGRAPH NMETHOI3 ~ TYpe Yr . Di~~~~~ution {24 hr. Duration Storm} . ~ Executed: 08-08-2000 16; 06 :27 Watersheci file: J:/DDCUMENT/98573\57381 MDP ~ Hydragraph f ile:--~ J: f D0CUMENTf 985"1,3\5738150 .HYT~ ~ Har1son Center East Storrn Drainage Analy-sis Summary of Subarea Times to Feak <<<c ~ Peak Discharge at Time to Peak at Composite outfall Composite outfall Subarea- (cfs) (hrs) ~ Sub-Basin 91 79 12.1 Cornposite Watershed 79 12.1 ~ ~ J ~ 1 J ~ ~ '"`1 ~ ~ Cj,C 707 West 7th Ave. Planning . ~ Associates, Inc. Suite 200 Engineering . Spokane, WA q9204 Architecture (509) 458-6840 Landscape Architecture (549) 458-6844 FAX Land Surveying ~ ~e .mit,x.t cao.~eo tar u~wima io~ PRDdECT DATE $OBdf$T ~~c IY d06IYI. .--r--°_ _ . ~y , . _ P }l l~ • ~ r, T- U'~r-, : -J ~ I~✓d~- - - i- r - _.4 : - . ~ - E -f' ' _ 1~._.w-:^ ' ~ - , s.._.~ . Q - . .e..., _ Y 9 v ^ ; . , . ._-r-.;..~i~....; .f..:_~ i . ...i.._..o... , ~ ~ ~ i ~....,3.~. ~ r : f. ~ ~__i_ ~ r.... ~ , : , r.. , r.- ~ . I f I * ' ; _ . 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' . . , ~ ` ! . # . _L. ~ r,:_.'...'y....~. _ _ j__: _ . , _ u~e PAU at _J Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: HANSON CENTER EAST Comment: Hanson Center East CB#1 Y Solve For Actual Depth ^ Given Input Data: Diameter.......... 1.50 ft W Slope 0.0050 ft/ft ~ Manning's n....... 0.012- Discharge......... 7.70,cfs Computed Results: ~ Depth 1.18 ft ~ Velocity.......... 5.18:fps Flow Area......... 1.49 sf ~ Critical Depth.... 1.08 ft Critical Slope.... 0.0061 ft/ft `J Percent Full...... 78.34 % , Full Capacity..... 8.05 cfs QMAX @.94D........ 8.66 cfs ~ Froude Number..... 0.83 (flow is Subcritical) - Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ~ Circular Channel Analysis &-Design Solved with Manning's Equation ~ Open Channel - Uniform flow Worksheet Name: HANSON CENTER EAST Comment: Hanson Center East CB#2 ~ Solve For Actual Depth ~ Given Input Data: Diameter.......... 2.00-ft v Slope 0.0050 ft/ft Manning's n....... 0.012 • Discharge......... 14.50 cfs ~ Computed Results: _ Depth 1.40 ft ~ Velocity.......... 6.18 fps Flow Area......... 2.35 sf . ~ Critical Depth.... 1.37 ft Critical Slope.... 0.0053 ft/ft `J Percent Full...... 69.97 0 Full Capacity..... 17.33 cfs QMAX @.94D........ 18.64 cfs Froude Number..... 0.96 (flow is Subcritical) ~ M Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ~ _ Circular Channel Analysis & Design Solved with Manning's Equation ~ Open Channel - Uniform flow ~ Worksheet Name: HANSON CENTER EAST s Comment: Hanson Center East CB#3 I Solve For Actual Depth ~ Given Input Data: Diameter.......... 2.00 ft Slope 0.0050 ft/ft Manning's n....... 0.012 Discharge......... 14.50 cfs Computed Results: _ ~ Depth 1.40 ft Velocity.......... 6.18 fps Flow Area......... 2.35 sf ~ Critical Depth.... 1.37 ft Critical Slope.... 0.0053 ft/ft Percent Full...... 69.97 % Full Capacity..... 17.33 cfs QMAX @.94D........ 18.64 cfs ~ Froude Number..... 0.96 (flow is Subcritical) ~ ~ ~ f' ~ . ~ , Open Channel Flow Module, Version 3.41 (c) 1991 (I Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ~ ~ ~ ~ ( ; ~ Circular Channel Analysis & Design Solved with Manning's Equation ~ ~ ~ Open Channel - Uniform flow ~ ~l ~ Worksheet Name: HANSON CENTER EAST Y. J Comment: Hanson Center East CB#4 , Solve For Actual Depth Given Input Data: Diameter.......... 2.00 ft -Slope 0.0050 ft/ft Manning's n....... 0.012 Discharge......... 14.50 cfs Computed Results: ~ Depth 1.40 ft Velocity.......... 6.18 fps Flow Area......... 2.35 sf J- ~ Critical Depth.... 1.37 ft . Critical Slope.... 0.0053 ft/ft `y Percent Full...... 69.97 0 _ Full Capacity..... 17.33 cfs QMAX @.94D........ 18.64 cfs Froude Number..... 0.96 (flow is Subcritical) ~ Open Channel Flow Module, Version 3.41 (c) 1991 I Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ~ . ~ Circular Channel Analysis & Design Solved with Manning's Equation ~ ~ 4pen Channel - Uniform flow Worksheet Name: HANSON CENTER EAST Comment: Hanson Center East CB#5 _ Solve For Actual Depth ~ Given Input Data: Diameter.......... 1.50 ft ~ Slope 0.0050 ft/ft Manning's n....... 0.012 Discharge......... 6.60 cfs ~ ^ Computed Results: _ Depth 1.03 ft ~ Velocity.......... 5.08 fps Flow Area......... 1.30 sf ~ Critical Depth.... 0.99 ft Critical Slope.... 0.0056 ft/ft Percent Full...... 68.92 0 ~ Full Capacity..... 8.05 cfs ^i QMAX @.94D........ 8.66 cfs Froude Number..... 0.93 (flow is Subcritical) ~ ~ ~ ~ ~ ~ - ~ ~ ~ Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ~ ~ Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uni f orm f low " Worksheet Name: HANSON CENTER EAST Comment: Hanson Center East CB##6 Solve For Actual Depth ~ Given Input Data: Diameter.......... 2.00 ft ~ Slope 0.0050 ft/ft ~ Manning's n....... 0.012 Discharge......... 10.44 cfs Computed Results: _ ~ Depth 1.12 ft Velocity.......... 5.77 fps Flow Area......... 1.81 sf Critical Depth.... 1.16 ft Critical Slope.... 0.0045 ft/ft ~ Percent Full...... 55.97 0 Full Capacity..... 17.33 cfs ~ QMAX C.94D........ 18.64 cfs Froude Number..... 1.07 (flow is Supercritical) f ) ~ ~S i Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ~ ~ Circular Channel Analysis & Design Solved with Manning's Equation ~ Open Channe 1- Uni f orm f 1 ow Worksheet Name: HANSON CENTER EAST Comment: Hanson Center East CB##7 _ Solve For Actual Depth ~ Given Input Data: Diameter.......... 2.00 ft Slope 0.0050 ft/ft Manning's n....... 0.012 Discharge......... 10.44 cfs Computed Results: _ Depth 1.12 ft I Velocity.......... 5.77 fps Flow Area......... 1.81 sf Critical Depth.... 1.16 ft Critical Slope.... 0.0045 ft/ft ~ Percent Full...... 55.97 % Full Capacity..... 17.33 cfs QMAX C.94D........ 18.64 cfs Froude Number..... 1.07 (flow is Supercritical) . ( ~ ~ ~I 4J Open Channel Flow Module, Version 3.41 (c) 1991 ~ Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ~ ~ Cj,C 707 West 7th Ave. Planning ~ Associates, lnc. Suite 200 Engneering Spokane, WA 99204 Architecture (509) 458-6840 Landscape Architecture (509) 458-6844 PAX Land Surveying . ~ ~ - - - _ - M-Ml6R d fdondo tand t-ham let PROdECT BATE BUBdEgT QY dOB N0. ~ D~ t ..q..__ _1 ~b~ ~ ~ ~ T' ~ W.,. ~~~_~--i : t ~ ~.t i--T l~• ~ " s-_'~..._ . .4 ' _ ~ . ; ~ . • ' _ . . . • ~ ` _ : ; r ~ ..'__'..+"~_I E _ , ~Y 4-1-~ ~ r--i - ; , ; ( ' ~ - - : • • _ . . . ~ J ~ ~ s . , y' , ' - • ~ ~ r--`~ - - ? _ Y - - r - ~ - - ~ _i• _ ~ -j_ ^ . • . ~ ~ _ _ . . . , , • v ~ , i • ~ u-* E ''-?..L~Y~.~,31~.V__~~1~~~~'li ITV~~~`~1~, l._~.,G,~~ ~'iv ~ ~ [ ~ • . ~ n D.. ~ y-~}.-.~ ~ .•F_c. _ ~ .~..~-k. .er... l.-~ ~t...w....~ ,~.,_,r.....<.,~..... , ` . , - , ~ ' . _ . , -e ; - ~ . ~ _ ~ , ~ r - _ ' _ ~ . _ , _ ~ . Y~' . ~ . `r ~ . . _ f2,,.. ~ ' t. i : ~ . .i ~ ~ _ ' r . 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' i , y s_'~ _ ~ . ~ _ . _ f_ t. ~ ..1._; _ t_-i- ' ¢._S ; _ ' • ' s_ ' ' + ' 1 _ ; ; 1 1 • '--S' f"~'-~-. ~ .t'--.h-L~~ r-. ,_..,t...r e. r-~-_1.....,._. t_..;-.-a-- 3- ~ - ' r . ~ - . _ . ~.,.y._1 _ ~ ._i . _j...` 1.._.. .~.,P_ S_Y i`~ ~ l~.-•__ i ..~...i.. r.._ ~ ~ ~ i. • .--3~3 _ ~ - ~ _ '~.,.~__t' ~ ..S . . ~ ~ ; , ~ ~ ~ ; , , ' ! ~ T ~ ~ ~ ! ~ i ~ • `L; . . _,,..~_~-.q ~ 1 ~ Yt_i ..y. + ~ ....y-..,._; _t,_~--:. -=r --d-_, .T. J.---~(-' -I > . , ~ ~ . . Qo. __>..,~.~l.~J..~..~" .~7a~J ~ _ _ ~.~i.~, ..r.e.~ . ' ~ - ~ , . ~ . _ ~ 1110 P16E OF j ckwater Calculation Sheet - Hanson Center East - Pond A ~ Pipe Segment 4-Out 3-4 2-3 1-2 ~ Q 14.5 14.5 14.5 7.7 - Length 18.00 170.00 139.00 69.00 -Pipe Size 2 2 2 1.5 n 0.012 0.012 0.012 0.012 ~ Outlet EI. 1976.08 1976.27 1977.22 1978.32 inlet EI. 1976.17 1977.12 1977.92 1978.67 Slope 0.0050 0.0050 0.0050 0.0050 Barrel Area 3.14 3.14 3.14 1.77 ~ Barrel Vel. 4.62 4.62 4.62 4.36 ~ Vei. Head 0.33 0.33 0.33 0.29 7TW EI. 1977.77 1977.96 1978.91 1979.61 ~ Frict. loss 0.06 0.59 0.48 0.31 Entr. HGL EI. 1977.83 1978.55 1979.39 1979.92 ~ Entr. Head loss 0.30 0.30 0.30 0.27 Exit Head Loss 0.33 0.33 0.33 0.29 Outlet Ctrl. EI. 1978.46 1979.18 1980.02 1980.48 ~ Inlet Ctri. HW 0.208 0.168 0.385 0.281 ~ Inlet Ctrl. EI. 1976.38 1977.29 1978.31 1978.95 j Appr. Vel. Head 0 0 0 0 Bend Head Loss 0 0 0 0 J u nct. H L Coeff. 0.00 0.00 0.00 0.00 Junct. Head Loss 0.00 0.00 0.00 0.00 HW Elev. 1978.46 1979.18 1980.02 1980.48 , ~ ~ Grate EI. 1981.00 1984.60 1981.67 1981.67 Freeboard 2.54 5.42 1.65 1.19 , ~ 1 ~ ~ ~ ~ ~ s~ ~ackwater Calculation Sheet - Hanson Center East - Pond B ~ ~ Pipe Segment 7-Out 6-7 5-6 . ~ Q 10.44 10.44 6.66 Length 72.00 29.00 61.00 . . ~ Pipe Size 2 2 1.5 . n 0.012 0.012 0.012 ~ Outlet El. 1988.78 1989.24 1989.79 ~ Inlet El. 1989.14 1989.39 1990.1 ~ Slope 0.0050 0.0050 0.0050 ~Barrel Area 3.14 3.14 1.77 Barrel Vel. 3.32 3.32 3.77 Vel. Head 0.17 0.17 - 0.22 TW El. 1990.36 1990.82 1991.29 Frict. loss 0.13 0.05 0.21 Entr. H G L Ei. 1990.49 1990.87 1991.50 ~Entr. Head loss 0.15 0.15 0.20 0 Exit Head Loss 0.17 0.17 0.22 ~Outlet Ctrl. El. 1990.82 1991.20 1991.92 T- Inlet Ctri. HW 0.208 0.168 0.385 -J Inlet Ctrl. El. 1989.35 1989.56 1990.49 ~ Appr. Vel. Head 0 0 0 Bend Head Loss 0 0 0 Junct. HL Coeff. 0.40 0.00 0.00 _Junct. Head Loss 4.00 0.00 0.00 : HW Elev. 1990.82 1991.20 1991.92 Grate El. 1992.86 1993.10 1993.10 ~ Freeboard 2.04 1.90 1.18 . - ~ 3 L ~ . . • ~ • Sheet flow «•hei•e ~ Sheet tlaw is flow over plane surfaces. It usually Tt = ti-avel time (hi•), occurs in the headw•ater of stresm,: With slleet tluw, il = i'vtanniiig's i•uubhness ruet'tirient (tahle 3-1), the fi-iction value (1Vlanning's n) is an effective L= tluw length (tt), rotighness coefficient that includes the etTect of P•., _ 6--year, 24-huui• rainfiall (in), uncl ~ i aindh-up impact; clrag over the plane sui•face; slope of hyflraulic g•ade line tlzui(l sIupe. ^ obstaclas sucli as litter, crop riclges, and rocks; an(1 fVtt). ~ ei-osion an(l transpoi•tatiun of sediment. These n ` values are fur very shallow flow depths of about 0.1 This simplifie(l foi-m of the 1tilanning'S kiiiematic fuut or so. Tabie 3•1 gives Manning's n values for ,olution is ba5eci un the tallowing: (1) ,hzilluw steaciy sheet flow for various surfsce conditions. ll1UfOrm tlow, (2) cunstant intensity of z-ainfall excess J (thzit part of a t ain avail<<ble tior runutf), (3) i-iiinfall For sheet flow of less than 300 feet, use Manning's cluz -itiun yof 24 huurs, anci (4) minor effert of - kinematic solution (Overton an(i Meudows 1976) to intilti.iLlUtl Ull h-avel time. Rainfiill depth can be ~ compute Tc= uhcained frum appen(lix B. _ ,I, _ 0.007 (nL~-8 [E~~. 3-31 - t (;',P•5 so•4 5hullow concentrntetl tlow ~ At'ter a maximtu» of ::300 fee(, ,heet t7ow usually becumes shatluw CUill'e11C1•ated tluxv. The <<vei age velucity fi,r this tluw caun be (lett-rmiiietl Crom tigure ~ Table 3-1.-Koughness roefficients (Msnning's n) for :3-1, itt whith avet•ugre x-eloCi[y is a tttnc[iun of r~sheet-flow wdtei•cuutse slupe ancl type of rhaniiel. F'ur slopes less thail 0.005 R/ft, use eciuatiuns bive►i in appendix Surface description nl F fur tigul•e 3-1. Tillage caun atTec[ the clirection of shaliuw cuncentiatecl flow. H,low mav nut alway, be clirectly cluwn the w<<ter>hecl ;lupe if- [illage runs Smooth surfaces (roncrete, asphalt, gravel, or .icruss the slupe. hare soii) 0.011 ~ Fsllow (no residue) . . . . . . . . . 0.05 Aftel• cletei•mininb average velucitv lil tll,''lli•e 3-1, use etiuation 3-1 tu estimate 0avel time t'or the shxPuw Cultivated soils: . . . cuncentrateel tlc~%v segment. ~ Residue cuver <20% O.Q+i Kesidue cover > ZO°Io . . . . . . . . . . . . . . . . . . . . . . 0.17 . npen ch~nncls ~ Gratis: ~ Shurt grass prairie , , , , , , , , , , , , , , , , , , , , , , , , 0.15 npen chiinnels <u•e assimlecl tu begin where sut-veyecl Dense grassesT . . . . . . . . . . . . . . . . . . . . . . . . 0.24 ri•oss sectiun iiitin•matio~n has heen ubtaineci, where ~ . Beiznuclabp-.L,s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.41 channels ai•e visible un .tei•ia} phucug•aphs, or- where t~lue lines (inrlica[ing .trei►ms) <~E~i~eau• wi Ctnitecl Rang~ (natui~►l) ~.13 Stutes Geolugical Sui•vey (USGS) cluaclranble sheets. ~J WoodS., iYlanning's ecjuatiun ur water surtace protile Light underbivsh.......................... 040 intiormation caun be usec) to estimate averzige tlow Den,e underbi-iish . . . . . : . . . . . . . . . . . . . . . . . 0.841 velocit,y. Ar•et age flow velucity i, usu<<lly (letet7ninecl ~ . t'ur bank-fulf eic:vatiun. 'Thr n vaiues :u•e rumlwsiLr of infurniuciur< <tiompilrd by Engman 2Inclurie, specirs such :w weeping luvcy,*i-.ias. blurgr.w,s, hutlalu brass, blue gnama ~,~r,,ss, ami native grass mixturNS. 'When selectinK n. ron,iiler c„r•rr tu a height of atx►ut O.1 t't. Thi; - ' is the unly part of the plunt r-►rer ti'r,c will ub,ttltct ;heet tlmw. ' r . ~ . (210-VI-TR-55, Secon(l Ed.. June 19$6) • 3-3 ~ 1 ~ I` l~ I I { I ~ ~ i ~ BASIN MAP. r~ ~ ~ ~ ~ 1 ~ i' l_ ~ r ~ ~r Table 2-2c.-Kunoff run•e numbers for other aRriculturai Iands' ~ ! . . Curve numbeis- for Cover clescription hy(h•ulagic Suil Kroup- I^ Hycirolopc ~ Cuver type cun(iition A B C D ~ Pasture, grawlancl, or range-continuous ' Pour 63 79 81; 89 - forage for grazing.2 Fair 49 69; _ 79 84 Gtwtl 39 .1 i1~,-' 7 4 8U M eaciow-continuous gra.ss, protectecl fibm - 30 58 71 i8 ~ Krazing snd generaUy mowed for hay. ~ Bivsh-b►vsh-«eed-giass mixtw•e with bivsh Poor 48 '67 i i i0 << the majur element.' . F'aii• 35 :i(i-. Guo(i -130 4r3. - 65 73 ~ l tiVocxls-gi.iss combination (oi•charct Pour 3 8.) 81; - or tree fai-m).S Fair 4:3 65 ifif 82 Guoci 32 58 i `L ~9 ~ Wucxis.6 Poot- 45 64; ~ i 8:3 Fair 31i 1i0 73 79 - Goud 430 5.5 T0 7, Faz-msteacts-buildings, lanes, driveways, - 59 . 74 82 sti anci suirounding lots. 'Avei .iKe n►nofT curxlitiun. ancl I, = 11.2.S. ll'im,r: <.5IY: kr7►unil ~ower or heavi1v gnu.ed with tw mulrh. fri~r: 511 tu i;5~/, Ktyound corrr ;uiil nut heavily Knizril. . ~ ~ • (iulNl: > I57, Xl'OUI1(I cuvrJ' :1qiI I1gFi[Iy ur unly oKY:t.•iunallr y:nized. l_ 3 l'„~u~: Xiti)uiul ruVer. . F'iri►•: -50 tn gr►und cover. . - f;urxL• > 751: kruuni) Lvver. _.J ''Actu:il ctn-vr numbrr i• lraA th:m :;t): uwe (:N =:;U for iziiiut7 computatiun•. shum n wriv c+ompute+l for :ire:~s with -:W:4 --CINNI: a~id .507, Kt:w;s (pastw•r) ruver. t)thrr c~~mhin:itii~~u< uC cuiu{ititbu~ n~:t~• hr com~i~ut~•~I f Citinn lhe C:~;'.~ ti►r ~~-oNKIs:uul p:~.sture. ' . Li F'urr,t litter. sm:►II uws.. :uu) brush :u•e ili-truvcyt bv he:►v~• j:t:v_ij~ti i►r rrgul:~~~ huniinK. F~ri,:• ~V~>~Hi• :ire xi: v.e~l but rn,t t~unie~l. arni -+►ine fui~tst litter curris thr :,Zoil. ~ ~ (:,N„l: tiVuufl• :u•r p„Wectell frum Ki.uing. .►nd littrr• :uul btlish :►deiluatrly euver thr S4)il. ~ • ~ ~ (210-VI-TR-55, Second Ecl., June 1986) 2- ~ ~ . .