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SDP199800028 Calculations
STORMWATER MANAGEMENT BMP DESIGN CALCULATIONS ® Divide the Site into Drainage Areas For the purposes of this calculation procedure, the drainage area within the boundaries of the development site will be the unit of analysis. BMP requirements are for on-site runoff generated by the project. However, in some cases, pollutant removal credits can be obtained by treating off-site runoff if the project drainage area(s) include off-site land. The Stormwater/BMP Plan should show the: (1) the site boundary, (2) on-site drainage areas, and (3) off-site drainage areas (if feasible). For projects adjacent to large streams, it is not necessary to include all off-site areas within that watershed, just the drainage areas that comprise the development site itself (for instance, if the project is adjacent to the Rivanna River, include all sub-drainages within the site, but not the entire Rivanna ` watershed). For small sites, the entire project area may be within one drainage area. Calculate the area in acres for each drainage area, and label each drainage area on the plan. It will be necessary to fill out the following series of worksheets for each drainage area. Drainage Area l: 4.0 acres (on-site); acres (off-site); total acres Drainage Area 2: acres (on-site); acres (off-site); total acres Drainage Area 3: acres (on-site); acres (off-site); total acres Drainage Area 4: acres (on-site); acres (off-site); total acres Drainage Area 5: acres (on-site); acres (off-site); total acres Drainage Area 6: acres (on-site); acres (off-site); total acres Drainage Area 7: acres (on-site); acres (off-site); total acres L TOTAL (ON-SITE) AREA = 4,0 acres Vim?'^',GE AI-{S To ,P I @ Calculate Pre-Development Impervious Cover -- I(pre) Use the following worksheet to calculate I(pre) using actual site information. As a unit of analysis, use each drainage area (on-site acres only) identified in Worksheet 1. If the project is to be done in phases, include only the active phase(s). DRAINAGE AREA # ON-SITE AREA = 1•-) ACRES (on-site drainage area size) • Roads: length (ft) x width (ft) for all roads = square feet ► Driveways: average length (ft) x average width (ft) x number of driveways = square feet • Parking Lots: square footage = square feet ► Structures (including houses): sum of actual square footage for all structures, OR average house square footage x number of houses = square feet ► Actively-grazed pasture (livestock present), Yards & areas of cultivated turf': actual square footage of areas x 0.08, OR average yard area x number of yards x 0.08 = square feet ► Active crop land: square footage x 0.25 = square feet • Other Impervious Areas = square feet TOTAL EQUIVALENT IMPERVIOUS COVER = 0 square feet (sum of all the above values) -. I(pre) = Total Equivalent Impervious Cover (sq ft)/43560 sq ft per acre/on-site drainage area in acres x 100 I(pre) = 0 % lod One may assume that areas of yard and cultivated turf and not impervious at all. However, in most cases, these areas have been compacted by equipment and do not have the same pervious and/or water-holding qualities as undisturbed areas, such as forest or meadow. In addition, fertilizer and pesticide applications to cultivated areas is a concern for post-development loads. Literature values attribute an equivalent impervious value of 8%to mowed lawns,moderately-grazed pasture, and golf courses. Therefore, for the purposes of the calculation, a multiplier of 0.08 has been used. ® Calculate Pre-Development Phosphorus Load -- L(pre) DRAINAGE AREA # ON-SITE AREA = = . ACRES (on-site drainage area size) L(pre) = Pre-Development Phosphorus Load (pounds/year) I(pre) = Pre-Development Equivalent Impervious Cover (%) A = On-Site Drainage Area (acres) a Use the following table to calculate L(pre) based on the water resources area the ... project is within. �. Water R est�urce � Ar Development Area, where I(pre) is 1.41 x A less than or equal to 20% Development Area, where I(pre) is 6.14 x [0.05 + (0.009)(Ipre)] x A greater than 20% Water Supply Protection Area, no 0.15 x A existing impervious cover ( do not count existing equivalent impervious — cover from pasture or crop land) Water Supply Protection Area, site 3.07 x [0.05 + (0.009)(Ipre)] x A with existing impervious cover Other Rural Land, no existing 0.21 x A impervious cover (not counting pasture or crop land equivalent impervious cover) Other Rural Land, site with existing 3.51 x [0.05 + (0.009)(Ipre)] x A impervious cover L(pre) = O ( C pounds per year (annual loading) I O Calculate Post-Development Ultimate Impervious Cover -- I(post) DRAINAGE AREA # ON-SITE AREA = 4,9 ACRES (on-site drainage area size) Use the following worksheet to calculate I(post) using assumed figures for build- out of the project, including roads, houses, driveways, yards, etc. ► Roads: length (ft) x width (ft) for all roads = square feet Driveways: average length (ft) x average width (ft) x number of driveways = square feet ► Parking Lots: square footage = 48,E square feet ► Structures (including houses): sum of actual square footage for all structures, OR average house square footage x number of houses = D, 2)square feet ► Yards & areas of cultivated turf, areas to remain in �- active pasture': actual square footage of areas x 0.08, OR assumed average yard area in a subdivision x number of yards x 0.08 = _-'-N square feet ► Areas to remain in active crop land: square footage x 0.25 = square feet ► Other Impervious Areas = square feet i TOTAL EQUIVALENT IMPERVIOUS COVER = -' ', 'square feet (sum of all the above values) I(post) = Total Equivalent Impervious Cover (sq ft)/43560 sq ft per acre/on-site drainage area in acres I(post) _ % 1111 2 One may assume that areas of yard and cultivated turf and not impervious at all. However, in most cases, these areas have been compacted by equipment and do not have the same pervious and/or water-holding qualities as undisturbed areas, such as forest or meadow. In addition, fertilizer and pesticide applications to cultivated areas is a concern for post-development loads. Literature values attribute an equivalent impervious value of 8% to mowed lawns, moderately-grazed pasture, and golf courses. Therefore, for the purposes of the calculation, a multiplier of 0.08 has been used. I ® Calculate Post-Development Phosphorus Load -- L(post) DRAINAGE AREA # ON-SITE AREA = 4-,0 ACRES (on-site drainage area size) L(post) = Pre-Development Phosphorus Load (pounds/year) I(post) = Pre-Development Equivalent Impervious Cover (%) A = On-Site Drainage Area (acres) L Use the following table to calculate L(post) based on the water resources area the project is within. Water.Resourc es..;area Development Area 6.14 x [0.05 + (0.009)(Ipost)] x A --� Water Supply Protection Area 3.07 x [0.05 + (0.009)(Ipost)] x A Other Rural Land 3.51 x [0.05 + (0.009)(Ipost)] x A L L(post) = 6.37 pounds per year (annual loading) • ALMA- AREA, RDUGH ?`/ir' 5,-3 Acc::, \AY c-DvE) ��flsT) To 3,D7 x [0,0S (0,03,' (G., )1 x 5,3 - 9.85 1 1 I t I Calculate Pollutant Removal Requirement DRAINAGE AREA # Condition 1 : No Existing Impervious Cover (Do Not Count Equivalent Impervious Cover From Pasture/Crop Land) — RR = (Pollutant) Removal Requirement = L(post) - L(pre) RR = 77 pounds per year :9i9°jibs , ptovi 5.3 Ac. DRgNNNN(. To T. X144 %RR = Overall BMP Pollutant Removal Efficiency = RR x 100/L(post) UTIUZI pW EX'tt.y ) L7ue470l TljSIV � 11 E�!« �r 3 o-tt~��• %RR = 48 % Condition 2: Adding Impervious Cover To Sites With Existing Impervious Cover -- Development Areas j RR = (Pollutant) Removal Requirement = L(post) - L(pre) x 0.9 RR = pounds per year %RR = Overall BMP Pollutant Removal Efficiency = RR x 100/L(post) %RR = Condition 3: Adding Impervious Cover To Sites With Existing Impervious Cover -- Water Supply Protection Area OR Other Rural Land RR = (Pollutant) Removal Requirement = L(post) - L(pre) x 0.85 RR = pounds per year %RR = Overall BMP Pollutant Removal Efficiency = RR x 100/L(post) %RR = 1 ,___ ______-__—__i__ _ __—__—__- , ._ . ..._—_—__ _,_._-,....s.-,_-,_-_,_,--:__-:'—,--.1------- —_ _.— • S. I -77 — — - - - ' I Ti_ I1iI1IIIII _ — ' - 1i- �I) U . o x _ Id ,— _ ori s o T - -- - o �. ��� — — u 'y I J�C� , l _a , �S — ,mss 21 Vit ' I I I I j i •i\--\14, 0, , .:6.)'-‘0- ! ; :;;)• ( C),, 41"° 2 (0, 0 Sl, ) ..._. 11-";( � i --- ,—I I , -T- l of uy.� '— �'S l .acres ' .1 L _ ! ___)_:___ l r 1 1 1 ' r L 1 . III 1 f -- . I i i I i 2 ' I #T r— = 2 _ c, I AL i ! I I i {! % t , �1 .o.l{ aw (I� d,�irS jr __- x I"( v i- —r - i I T-- , j �- 1 I ! 1 1 1 I i -11111- I r — -i-- —__— '_r __ — I I _r-- r_..—. _.-.r _. I I i I — - — i i -- T _ I I ` a, s I I -I I ! .-----H— I -.1 1 ., 4 - - I r - 11,--\ 1\J-e-; ; ! �r 1 — ----1/- -,.1,- I —i— 1—_ 1 I I 11 T _ - I T- ' i _ 1 /,_ , 1� ,- �j � ,-.�;�1. I t� \\)j CJI �I I_°` ± :ittii —I.. __._ X11—�TTTljl l w ! 1 I I 1 1 1 , 1 1 I ' j 1 � _ ! jl ! --1 - 1- : _` I —'1 ( ` L:? -_4—. -4 — %4 \ E, I t�4 I— i I ! L EXTENDED DETENTION DESIGN 3 (30 HOURS DETENTION) r The basin must detain a volume equal to twice the water quality volume (WQV)for a period of thirty (30) hours. If off-site credits are to be taken, the basin must be sized to accommodate the entire contributing drainage area. VOLUME: VBASIN = Volume of runoff detained by basin VBASIN = 2 x WQV WQV = the volume produced by 1/2 inch of runoff per impervious acre of contributing drainage area. = AIMP x 43,560 x 0.0417 WQV = 1816 x AIMP AIMP = the area of impervious surface on the contributing watershed in acres. 43,560 is the number of square feet in an acre 0.0417 feet is the first half-inch of runoff VBASIN = 2 x 1 816 x AIMP VBASIN = 2 x 1310--x----- _ 6 7 3 3 cu.ft. a DETENTION: QAVG = the average outflow rate for the desired detention time (cfs). QAVG = VBASIN / (T x 3600) T = detention time = 30 hours 3600 = conversion factor (sec/hr) QAVG = (e-7 317 / ( 30 x 3600) = SIO(O cfs A 2] =total perforation area (s(sq.ft.) . xAVG 0.o2f 37 S HAVG = 0.5 x (maximum head) (feet) 0, S x 0. 4 0, s 24 WQV The maximum head acting on the perforations is the riser difference in elevation between the water quality �.. max. head volume elevation and the midpoint between the upper • and lower perforation. • Elevation of required WQV = • c Let-, Elevation of midpoint of central elevation = 2-1- - 4— A = O.O( / [0.6 x (64.4 x 0, v )1/2 = ,023 11' sq.ft. N = Number of perforations N = AP/Ah Ah = area of each perforation (sq.ft.) Perforation Diameter Ah_ 0.5 inch 0.0014 0.75 inch 0.0031 1.0 inch 0.0055 �r N = 0-e$ / 0.Q0i = 1 74 inch diameter perforations evenly spaced. Perforations shall begin at the facility floor elevation and the riser shall be covered with wire mesh and a gravel cone (4"-6" E.C. stone). NOTE: The maximum acceptable perforation diameter is one inch. The number of perforations shall be rounded down to the nearest whole number. S CONSTRUCTION PLANS SHALL INCLUDE THE FINAL DETAILED BMP DESIGN 38 -1-F tf c SGS a2 FoRkc5 1'y V I u u rrY olf S\iihl VlSik\ (A-Wcef iw c 5,ItSSURF €, H'r oclY To T I Earth Tech, Inc. Test Hole Log Sheet: 1 Of 1 1115 5th Street S.W. Date: 2/9/98 Charlottesville, VA 22902 Logged By: SPG Project: PREP Hole: S-6 Depth: 11.0 ft. i Location: See Boring Plan Surf. Elev. Ground Water Data: Water 4.5 ft. below surface after 24 hours 4— Elev. Depth Sampling Data 0.0 Material Description Sample From To Blows Rec. I1.0 Topsoil I - - _ _ r,1 Red clayey silt (ML) Residual _ SSS6-1 4.5 5.0 4 I — _, 5.0 5.5 6 5.5 6.0 8 - - 3 8.5 — Gray silt (ML) SSS6-2 9.5 10.0 6 I - 10.0 10.5 8 10.5 11.0 10 11.0 Hole terminated at 11.0 ft. II.. I i*, IL - .1L _ _ _ _ .v I iI i 1 Earth Tech, Inc. Test Hole Log Sheet: 1 of 1 1115 5th Street S.W. Date: 2/10/98 Charlottesville, VA 22902 Logged By: SPG k Project: PREP Hole: S-8 Depth: 16.0 ft. Location: See Boring Plan Surf. Elev. Ground Water Data: Water 7.5 ft. below surface after 24 hours 4-- Elev. Depth Sampling Data 0.0 Material Description Sample From To Blows Rec. 1.0 Topsoil — — Red mica clayey silt(ML) _ 0 —Residual SSS8-1 4.5 5.0 4 5.0 5.0 5.5 10 5.5 6.0 15 4 -Brown-gray mica silty sand (SM) — 1 — — 1 —SSS8-2 9.5 10.0 10 — 10.0 10.5 13 10.5 11.0 13 I — -SSS8-3 14.5 15.0 4 I — — 15.0 15.5 23 15.5 16.0 34 16.0 Hole terminated at 16.0 ft. I — IL l" — — a I1 II. t Earth Tech, Inc. Test Hole Log Sheet: 1 Of 1 1115 5th Street S.W. Date: 2/9/98 Charlottesville, VA 22902 Logged By: SPG lie Project: PREP Hole: B-2 Depth: 11.0 ft. Location: See Boring Plan Surf. Elev. kGround Water Data: Water 4.5 ft. below surface after 24 hours Elev. Depth Sampling Data 0.0 Material Description Sample From To Blows Rec. 1.0 Topsoil SSB2-1 1.0 1.5 3 1.5 2.0 4 ql —Red-brown sandy silt with quartz — 2.0 2.5 6 gravel (ML) Colluvial 3.0 SSB2-2 4.5 5.0 11 — _ 5.0 5.5 8 Yellow-red to brown-gray silty 5.5 6.0 8 sand (SM) Residual SSB2-3 9.5 10.0 8 — — 10.0 10.5 6 10.5 11.0 12 11.0 Hole terminated at 11.0 ft. `s 1 y 1 r rEarth Tech, Inc. Test Hole Log Sheet: 1 Of 1 1115 5th Street S.W. Date: 2/9/98 Charlottesville, VA 22902 Logged By: SPG Project: PREP Hole: B-1 Depth: 16.0 ft. Location: See Boring Plan Surf. Elev. Ground Water Data: Water 1.5 ft. below surface after 24 hours .--'- Elev. Depth Sampling Data 0.0 Material Description Sample From To Blows Rec. 1 1.0 Topsoil _ I - -SSB1-1 2.0 2.5 3 2.5 3.0 3 _ 3.0 3.5 4 Red mica clayey silt (ML) - Residual SSB1-2 4.5 5.0 5 I - 5.0 5.5 5 • 5.5 6.0 7 I 7.0 I _ SSB1-3 9.5 10.0 5 I _ YI _ 10.0 10.5 7 low gray mica silty sand (SM) 10.5 11.0 9 I - - I - SSB1-4 14.5 15.0 4 1 - - 15.0 15.5 6 15.5 16.0 9 16.0 Hole terminated at 16.0 ft. _ I - - 1 - - IL STORMWATER DETENTION BASIN DESIGN CALCULATIONS -?6o L. F. e_ 5.s77, a c a, - 7 w. 2 0 0 L. E. e- 18 `l. e_ C -Cc - U. s v,,..\ FIG. /. S. /. l .., E 1000 900 �� — 600 _I ,� — 700 J — 600 30 500 ." �` _ Favell .9 j . —1 400 _z _ _ 25 --i ___ _ _�-o- .6 I _ --300 -0 .7• - - 7 u_ - .• : Bare -o 200 Soil _ .�0 20 — H Poor -w - z 1 - Grass ~ - z H - \Surface -h_a w - w _L. Average a z - z LL Grass v '4 J 0.5 _ w w z _ 100 Surface \ 3 ~0 1 .0 = 0 15� I - 90 _ a_ — go Dense - N a_ 2.0 / z = — 7 0 Grass .e N _ t— _ - r ' _ N 5.010 = w 60 cc a -io 50 °� 20 — n- - w U J — 40 z r _L.-- - .: 1 0 O 11. c.. 30 9 uu Z __ J Lal _ Z li. _ — 20 Q l s_ : (-4 ,�2�(U`FS )L.� .. ) - 1 i- 2 p12 ` a L _ II I L - ez " 17 A4 c. Cs - \G1 (,'( o.4 )( .;.3) 7 L , 0 6 — . LOVERLAND FLOW TIME REPRINTED WITH PERMISSION FROM "DATA BOOK FOR CIVIL ENGINEERS' VOL. I- DESIGN — 2mo .EDITION (1961) BY E. E. SEELYE 1 -13 E G,f), .4\ ,1 A , I\ n �K 1 0 .,"�� 1) _ —9 , . . . . ___ . .... .... ...___ _ __ _ .. . . ... . . .....______ _.. . ._ ._..._._. _ _____.. . ._____ . ' ' ' _ . . ._ . . _ _ ___ _.__ . .._____ 8 , • _ _ . . . . . . • . , _ . . . . . ._ . .... . . . . . . . . . . .• . . . . .. . . . . . . . . . . .. 7 . . . , 1 . . . . . . . . . . . . . . . . . _ . . . . . . • - • - • •••• • - • • • - • --. . . 6 = . . . ., • • , , - .. . . • _ _____ ._. . •• _• •,-- - • • • • . . . . . • • '' ..... ' ' • . . . . . . . . . - • • - •- • I- , 4 i 4-IL ' • ' . . • • • . • . • . . . . . . . . . .. . . .. . . _32L.,1 . . . , . . . . . . . . . . . . . . .. __..... 4... .."•-4.........,...:7'..""'"..-.......;.........,.L_ . �p YER •• ill' i••o .) . . . . . . . ... Z`111Aat.• 6 . . . . . . . . . . I . . . . 7- - . : .VEZAT1CNi= Mi: N.: 1.... 0 __ 2 . ' , ; :341-210 � - = : .. . . . . . L . • Type. Mod.Rational Graph Page 4.04 Name. . . . 2 YEAR PREDEV Tag: 2 be File. . . . K:\17518\STM\17518.PPK MODIFIED RATIONAL METHOD ---- Graphical Summary for Maximum Required Storage ---- Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) ********************************************************************** * RETURN FREQUENCY: 2 yr l Allowable Outflow: 7.50 cfs * 'C' Adjustment: 1.000 l Required Storage: 2841 cu.ft ire * * * Peak Inflow: 11.55 cfs * * .HYG File: 2YRPRE.HYG 2 year predev 2 * jYr ********************************************************************** irr Q l Td = 11.00 min I Return Freq: 2 yr Approx. Duration for Max. Storage / C adj .factor:1.000 Tc= 8.00 min I = 4.7200 in/hr Area = 6.300 acres . Q = 13.49 cfs Weighted C = .450 I . Adjusted C = .450 . l . r • ( • Required Storage .-- 2841 cu.ft Td= 11.00 min • l l I = 4.0400 in/hr x x x x x x xlx x x x x x x x x x x Q = 11.55 cfs bm x x 0 0 0 0 0 0 0 0 0 0 0 0 0 o o o Q = 7.50 cfs io x o x (Allow.Outflow) 0 . x o NOT TO SCALE x . o be 0 . x 11.55 min 13.80 min T r S/N: HOMOL0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14:41:25 Date: 05-06-1998 m. Ilr it lo Type. . . . Mod.Rational Graph Page 4.04 Name. . . . 10 YEAR PREDEV Tag: 10 File. . . . K:\17518\STM\17518.PPK MODIFIED RATIONAL METHOD r"' ---- Graphical Summary for Maximum Required Storage ---- Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) w ********************************************************************** * RETURN FREQUENCY: 10 yr 1 Allowable Outflow: 15.00 cfs * 'C' Adjustment: 1.000 I Required Storage: 881 cu.ft * * * Peak Inflow: 16.01 cfs * * .HYG File: 10YRPRE.HYG 10 year pre 10 * ********************************************************************** 4000 Q 1 Td = 10.00 min ( Return Freq: 10 yr Approx. Duration for Max. Storage / C adj .factor:1.000 Tc= 8.00 min boo I = 6.1000 in/hr Area = 6.300 acres . Q = 17.44 cfs Weighted C = .450 • 1 • Adjusted C = .450 o. • 1 • • 1 • Required Storage . -- 881 cu.ft Td= 10.00 min 1 ( I = 5.6000 in/hr ao x x x x x x xlx x x x x x x x x x x Q = 16.01 cfs x x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q = 15.00 cfs . x o x (Allow.Outflow) 0 . x o NOT TO SCALE x . o . 0 x So 9.12 min 10.50 min T S/N: HOMOL0102006 TIMMONS Wm Pond Pack Ver: 10-9-97 :055 Compute Time: 14:42:05 Date: 05-06-1998 40 A. Type. . . . Time-Elev Page 1.01 Name. . . . 2 year bas out Tag: 2 File. . . . K:\17518\STM\17518.PPK lot Title. . . 2 year post development TIME vs. ELEVATION (ft) hr Time Output Time increment = 1.00 min min Time on left represents time for first value in each row. in .00 524.80 524.81 524.83 524.86 524.90 5.00 524.95 525.01 525.07 525.14 525.20 1110 10.00 525.26 525.30 525.32 525.33 525.33 15.00 525.32 525.29 525.26 525.22 525.18 20.00 525.15 525.12 525.09 525.06 525.04 25.00 525.03 525.01 525.00 524.98 524.97 wtl' 30.00 524.96 524.95 524.94 524.93 524.93 35.00 524.92 524.91 524.91 524.90 524.90 40.00 524.89 524.89 524.88 524.88 524.88 jt, 45.00 524.87 524.87 524.87 524.86 524.86 50.00 524.86 524.86 524.86 524.85 524.85 55.00 524.85 524.85 524.85 524.84 524.84 60.00 524.84 524.84 524.84 524.84 524.84 110 65.00 524.83 524.83 524.83 524.83 524.83 70.00 524.83 524.83 524.83 524.83 524.82 75.00 524.82 524.82 524.82 524.82 524.82 Mr 80.00 524.82 524.82 524.82 524.82 524.82 85.00 524.82 524.82 524.82 524.82 524.81 90.00 524.81 524.81 524.81 524.81 524.81 taw 95.00 524.81 524.81 524.81 524.81 524.81 100.00 524.81 524.81 524.81 524.81 524.81 105.00 524.81 524.81 524.81 524.81 524.81 110.00 524.81 524.81 524.81 524.81 524.81 it 115.00 524.81 524.81 524.81 524.81 524.80 120.00 524.80 524.80 524.80 524.80 524.80 125.00 524.80 524.80 524.80 524.80 524.80 60 130.00 524.80 524.80 524.80 524.80 524.80 135.00 524.80 524.80 524.80 524.80 524.80 140.00 524.80 524.80 524.80 524.80 524.80 145.00 524.80 524.80 524.80 524.80 524.80 fir 150.00 524.80 524.80 524.80 524.80 524.80 155.00 524.80 524.80 524.80 524.80 524.80 160.00 524.80 524.80 524.80 524.80 524.80 t" 165.00 524.80 524.80 524.80 524.80 524.80 170.00 524.80 524.80 524.80 524.80 524.80 175.00 524.80 524.80 524.80 524.80 524.80 64 180.00 524.80 524.80 524.80 S/N: HOMOL0102006 TIMMONS w Pond Pack Ver: 10-9-97 :055 Compute Time: 14:43:00 Date: 05-06-1998 Ilw o iirs wr„ Type. . . . Time vs. Volume Page 2.01 Name. . . . 2 year bas out Tag: 2 File. . . . K:\17518\STM\17518.PPK 111. Title. . . 2 year post development TIME vs. VOLUME (cu.ft) r Time Output Time increment = 1.00 min min Time on left represents time for first value in each row. lir .00 6733 6796 6985 7295 7715 5.00 8228 8818 9453 10134 10796 twit 10.00 11378 11828 12100 12213 12186 15.00 12039 11787 11444 11023 10596 20.00 10225 9902 9622 9378 9165 25.00 8980 8819 8677 8546 8428 or 30.00 8322 8226 8137 8055 7980 35.00 7911 7847 7789 7736 7686 40.00 7639 7596 7555 7517 7481 am 45.00 7447 7416 7387 7359 7333 50.00 7309 7287 7265 7245 7227 55.00 7209 7193 7176 7160 7145 ille 60.00 7130 7116 7102 7089 7077 65.00 7065 7053 7042 7030 7020 70. 00 7010 7000 6990 6981 6972 75.00 6964 6955 6948 6940 6933 `"' 80. 00 6926 6919 6912 6906 6899 85.00 6894 6888 6882 6877 6872 90.00 6867 6862 6858 6854 6849 .r 95.00 6845 6841 6837 6834 6830 100.00 6827 6823 6820 6817 6814 105.00 6811 6808 6806 6803 6801 110.00 6799 6796 6794 6792 6790 lip 115.00 6787 6786 6784 6782 6780 120.00 6779 6777 6775 6774 6772 125.00 6771 6770 6768 6767 6766 it 130.00 6765 6763 6763 6762 6760 135.00 6759 6759 6758 6757 6756 140.00 6755 6755 6753 6753 6752 km 145.00 6752 6751 6750 6749 6749 150.00 6748 6748 6748 6747 6746 155.00 6746 6745 6745 6745 6744 160.00 6744 6744 6743 6743 6742 r 165.00 6742 6742 6741 6741 6741 170.00 6741 6740 6740 6740 6739 175.00 6739 6739 6739 6739 6738 Ori 180.00 6738 6738 6738 S/N: HOMOL0102006 TIMMONS So Pond Pack Ver: 10-9-97 :055 Compute Time: 14:43 :00 Date: 05-06-1998 in r ire ,,, Type. . . . Vol: Planimeter Page 3.01 Name. . . . BASIN File. . . . K:\17518\STM\17518.PPK low Title. . . basin by contours POND VOLUME CALCULATIONS Planimeter scale: 1.00 ft/in ii. Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum (ft) (sq.in) (acres) (acres) (cu.ft) (cu.ft) Ow 522.00 .100 .0000 .0000 0 0 523.99 .100 .0000 .0000 0 0 524.00 7246.200 .1663 .1670 24 24 mw 525.00 10213.700 .2345 .5983 8688 8712 526.00 11751.500 .2698 .7558 . 10974 19686 527.00 13336.300 .3062 .8633 12536 32221 om 528.00 14973.000 .3437 .9743 14147 46368 Elevations With Areas Interpolated From The Closest Two Planimeter Readings Elevation Planimeter Area Al+A2+sqr(Al*A2) Volume Volume Sum low (ft) (sq.in) (acres) (acres) (cu.ft) (cu.ft) 524.80 .2199 .5775 6709 6733 ow 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: ELi, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for EL1, EL2, respectively Volume = Incremental volume between ELi and EL2 sop Interpolated area from closest two given contour areas is computed using the relationship: Amo IA = (sq.rt(Areal) + ( (Ei-E1) / (E2-E1) ) * (sq.rt(Area2) -sq.rt(Areal) ) ) **2 where: El, E2 = Closest two elevations with planimeter data Ei = Elevation at which to interpolate area Areal,Area2 = Areas computed for El, E2, respectively lo IA = Interpolated area for Ei S/N: HOMOL0102006 TIMMONS ow boo Y„• Type. . . . OutletInput Data Page 4.01 Name. . . . BASIN STANDPIPE File. . . . K:\17518\STM\17518.PPK tqw Title. . . basin standpipe and culvert REQUESTED POND WS ELEVATIONS: Min. Elev.= 524.85 ft Increment = .50 ft Max. Elev.= 528.00 ft Spot Elevations, ft 525.75 525.35 526.25 524.85 526.75 524.90 527.25 524.95 527.75 imp ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (UpStream to DnStream) <--- Reverse Flow Only (DnStream to Upstream) <---> Forward and Reverse Both Allowed 1rr Structure No. Outfall El, ft E2, ft StandPipe SP ---> SP 524.800 528.000 Culvert-Circular CV ? SP -> 1 524.800 528.000 TWSETUP,DS Channel S/N: HOMOL0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14:43 :00 Date: 05-06-1998 ' Mr Moo L ow Type. . . . OutletInput Data Page 4.02 Name. . . . BASIN STANDPIPE File. . . . K:\17518\STM\17518.PPK Ow Title. . . basin standpipe and culvert o' OUTLET STRUCTURE INPUT DATA irr Structure ID = SP Structure Type = StandPipe # of Openings = 1 Invert Elev. = 524.80 ft Diameter = 2.5000 ft Ys Orifice Area = 4. 9087 sq.ft Orifice Coeff. _ .600 Weir Length = 7.85 ft ow Weir Coeff. = 3 .300 Transition Elev. = 1.00 ft Transition Ht. _ .00 ft Crossover Elev. = 525.71 ft (weir = orifice) Ow K, Submerged = .000 K, Reverse = 1.000 Kb,Barrel = .000000 (per ft of full flow) ow Barrel Length = .00 ft Mannings n = .0000 S/N: HOMOL0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14:43 :00 Date: 05-06-1998 lir fir L iYr w iro a. rw Type. . . . OutletInput Data Page 4.03 Name. . . . BASIN STANDPIPE File. . . . K:\17518\STM\17518.PPK Wer Title. . . basin standpipe and culvert OUTLET STRUCTURE INPUT DATA Structure ID = CV Structure Type = Culvert-Circular No. Barrels = 1 +fir Barrel Diameter = 1.5000 ft Upstream Invert = 522.00 ft Dnstream Invert = 521.00 ft too Horiz. Length = 48.00 ft Barrel Length = 48.01 ft Barrel Slope = .02083 ft/ft o OUTLET CONTROL DATA. . . Mannings n = .0130 Ke = .2000 (forward entrance loss) Oo Kb = .018213 (per ft of full flow) Kr = .2000 (reverse entrance loss) HW Convergence = .001 +/- ft !`w INLET CONTROL DATA. . . Equation form = 1 Inlet Control K = .0098 61. Inlet Control M = 2.0000 Inlet Control c = .03980 Inlet Control Y = .6700 6w T1 ratio (HW/D) = 1.150 T2 ratio (HW/D) = 1.296 Slope Factor = -.500 Ow Use unsubmerged inlet control Form 1 equ. below T1 elev. Use submerged inlet control Form 1 equ. above T2 elev. o.. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at Ti & T2. . . At Ti Elev = 523.72 ft ---> Flow = 7.58 cfs fto At T2 Elev = 523 .94 ft ---> Flow = 8.66 cfs Structure ID = TW Structure Type = TWSETUP,DS Channel ow FREE OUTFALL CONDITIONS SPECIFIED o for row CONVERGENCE TOLERANCES. . . Maximum Iterations= 30 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft t Max. HW tolerance = .01 ft Min. Q tolerance = .10 cfs Max. Q tolerance = .10 cfs S/N: HOMOL0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14 :43 :00 Date: 05-06-1998 rr iwr it 11is L Or Ow Ow Ow Irr O Ow Type. . . . Individual Outlet Curves Page 4.04 Name. . . . BASIN STANDPIPE File. . . . K:\17518\STM\17518.PPK 1" Title. . . basin standpipe and culvert 10 RATING TABLE FOR ONE OUTLET TYPE Structure ID = SP (StandPipe) imp Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water Notes WS Elev. Q TW Elev Converge ft cfs ft +/-ft Computation Messages Iwo 522.00 .00 Free Outfall HW & TW < Inv.E1.=524.800 524.80 .00 Free Outfall Weir: H =.00 524.85 .29 Free Outfall Weir: H =.05 524.90 .82 Free Outfall Weir: H =.10 Iva 524.95 1.51 Free Outfall Weir: H =.15 525.00 2.32 Free Outfall Weir: H =.20 525.35 10.57 Free Outfall Weir: H =.55 ibr 525.50 15.18 Free Outfall Weir: H =.70 525.75 23.03 Free Outfall Orifice: H =.95 526.00 25.88 Free Outfall Ira Orifice: H =1.20 526.25 28.45 Free Outfall Orifice: H =1.45 i" 526.50 30.80 Free Outfall Orifice: H =1.70 526.75 32.99 Free Outfall Orifice: H =1.95 527.00 35.04 Free Outfall Orifice: H =2.20 527.25 36.98 Free Outfall Irr Orifice: H =2.45 527.50 38.82 Free Outfall Orifice: H =2.70 tow 527.75 40.58 Free Outfall Orifice: H =2.95 528.00 42.26 Free Outfall i., Orifice: H =3.20 S/N: HOMOL0102006 TIMMONS 66 Pond Pack Ver: 10-9-97 :055 Compute Time: 14:43 :00 Date: 05-06-1998 60 w. Type. . . . Individual Outlet Curves Page 4.06 Name. . . . BASIN STANDPIPE File. . . . K:\17518\STM\17518.PPK bar Title. . . basin standpipe and culvert RATING TABLE FOR ONE OUTLET TYPE Structure ID = CV (Culvert-Circular) w Mannings open channel maximum capacity: 16.31 cfs Upstream ID = (Pond Water Surface) err DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water Notes WS Elev. Q TW Elev Converge ft cfs ft +/-ft Computation Messages 527.75 19.33 Free Outfall INLET CONTROL. . . Submerged: HW =5.75 528.00 19.83 Free Outfall low INLET CONTROL. . . Submerged: HW =6. 00 taw S/N: HOMOL0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14:43 :00 Date: 05-06-1998 im in lr ire aro Wm err w it Type. . . . Composite Rating Curve Page 4.07 Name. . . . BASIN STANDPIPE w File. . . . K:\17518\STM\17518.PPK Title. . . basin standpipe and culvert +r. ***** COMPOSITE OUTFLOW SUMMARY **** y WS Elev, Total Q Notes Converge Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures Ww 522.00 .00 Free Outfall None contributing 524.80 .00 Free Outfall SP r"' 524.85 .29 Free Outfall SP 524.90 .82 Free Outfall SP 524.95 1.51 Free Outfall SP INF 525.00 2.32 Free Outfall SP 525.35 10.57 Free Outfall SP 525.50 14.04 Free Outfall CV 525.75 14.72 Free Outfall CV tww 526.00 15.37 Free Outfall CV 526.25 15.99 Free Outfall CV 526.50 16.60 Free Outfall CV ar 526.75 17.18 Free Outfall CV 527.00 17.74 Free Outfall CV 527.25 18.28 Free Outfall CV 527.50 18.81 Free Outfall CV 527.75 19.33 Free Outfall CV 528.00 19.83 Free Outfall CV W" S/N: HOMOL0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14:43 :00 Date: 05-06-1998 r +rw Afts km w Iwo w .. Type. . . . Pond E-V-Q Table Page 5.01 Name. . . . 2 YEAR ROUTE w File. . . . K:\17518\STM\17518.PPK Title. . . 2 year post development LEVEL POOL ROUTING DATA ow HYG Dir = K:\17518\STM\ Inflow HYG file = 2YRPOST.HYG - 2yr postdev 2 r• Outflow HYG file = 2YROUT.HYG - 2 year bas out 2 Pond Node Data = basin Pond Volume Data = basin ow Pond Outlet Data = basin standpipe No Infiltration 9rr INITIAL CONDITIONS w Starting WS Elev = 524.80 ft Starting Volume = 6733 cu.ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs I. Starting Total Qout= .00 cfs Time Increment = 1.00 min +r"' Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0 ft cfs cu.ft acres cfs cfs cfs Or 522.00 .00 0 .0000 .00 .00 .00 524.80 .00 6733 .2199 .00 .00 224.43 524.85 .29 7216 .2235 .00 .29 240.81 524.90 .82 7707 .2271 .00 .82 257.72 ow 524.95 1.51 8206 .2308 .00 1.51 275.02 525.00 2.32 8712 .2345 .00 2.32 292 .72 525.35 10.57 12378 .2465 .00 10.57 423.18 Ow 525.50 14.04 14007 .2518 .00 14.04 480.92 525.75 14.72 16797 .2607 .00 14.72 574.62 526.00 15.37 19686 .2698 .00 15.37 671.56 w 526.25 15.99 22672 .2787 .00 15.99 771.72 526.50 16.60 25755 .2877 .00 16.60 875.11 526.75 17.18 28938 .2968 .00 17.18 981.78 527.00 17.74 32221 .3062 .00 17.74 1091.78 X101 527.25 18.28 35605 .3153 .00 18.28 1205.12 527.50 18.81 39090 .3247 .00 18.81 1321.81 527.75 19.33 42677 .3341 .00 19.33 1441.90 v 528.00 19.83 46368 .3437 .00 19.83 1565.42 S/N: HOMOL0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14:43 :00 Date: 05-06-1998 60 rr. r. rr Type. . . . Pond Routing Summary Page 5.02 Name. . . . 2 YEAR ROUTE Tag: 2 File. . . . K:\17518\STM\17518.PPK Title. . . 2 year post development LEVEL POOL ROUTING SUMMARY imam HYG Dir = K:\17518\STM\ Inflow HYG file = 2YRPOST.HYG - 2yr postdev 2 r+ Outflow HYG file = 2YROUT.HYG - 2 year bas out 2 Pond Node Data = basin Pond Volume Data = basin r Pond Outlet Data = basin standpipe No Infiltration tier INITIAL CONDITIONS Starting WS Elev = 524.80 ft Starting Volume = 6733 cu.ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min ire INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 17.34 cfs at 8.00 min Peak Outflow = 10.21 cfs at 13.00 min Peak Elevation = 525.33 ft i` Peak Storage = 12213 cu.ft Ire MASS BALANCE (cu.ft) + Initial Vol = 6733 ire + HYG Vol IN = 10405 - Infiltration = 0 - HYG Vol OUT = 10400 imp - Retained Vol = 6738 Unrouted Vol =- cu.ft (.002% of Inflow Volume) S/N: HOMOL0102006 TIMMONS amm Pond Pack Ver: 10-9-97 :055 Compute Time: 14:43 :00 Date: 05-06-1998 101 imis Type. . . . Pond Routed HYG (total out) Page 5.03 Name. . . . 2 YEAR ROUTE Tag: 2 File. . . . K:\17518\STM\17518.PPK We Title. . . 2 year post development i.. POND ROUTED TOTAL OUTFLOW HYG. . . HYG file = K:\17518\STM\2YROUT.HYG HYG ID = 2 year bas out HYG Tag = 2 imil Peak Discharge = 10.21 cfs Time to Peak = 13.00 min immr HYG Volume = 10400 cu.ft bir HYDROGRAPH ORDINATES (cfs) Time Output Time increment = 1.00 min min Time on left represents time for first value in each row. NW .00 .00 .04 .15 .38 .83 5.00 1.54 2.56 4.02 5.57 7.06 10.00 8.36 9.36 9.96 10.21 10.15 Mir 15.00 9.83 9.27 8.51 7.57 6.61 20.00 5.77 5.04 4.41 3 .85 3 .36 25.00 2.94 2.56 2 .26 2.05 1.87 6 30.00 1.69 1.54 1.41 1.30 1.20 35.00 1.10 1.01 .93 .86 .80 40.00 .75 .70 .66 .62 .58 45.00 .54 .51 .48 .45 .42 L 50.00 .39 .37 .34 .32 .30 55.00 .29 .28 .27 .26 .25 60.00 .24 .23 .22 .21 .21 imp 65.00 .20 .19 .19 .18 .17 70.00 .17 .16 .15 .15 .14 75.00 .14 .13 .13 .12 .12 bar80.00 .12 .11 .11 .10 .10 85.00 .10 .09 .09 .09 .08 90.00 .08 .08 .08 .07 .07 95.00 .07 .07 .06 .06 .06 w. 100.00 .06 .05 .05 .05 .05 105.00 .05 .05 .04 .04 .04 110.00 .04 .04 .04 .04 .03 im 115.00 .03 .03 .03 .03 .03 120.00 .03 .03 .03 .02 .02 125.00 .02 .02 .02 .02 .02 wis 130.00 .02 .02 .02 .02 .02 135.00 .02 .02 .01 .01 .01 140.00 .01 .01 .01 .01 .01 145.00 .01 .01 .01 .01 .01 r 150.00 .01 .01 .01 .01 .01 155.00 .01 .01 .01 .01 .01 i.. Type. . . . Time-Elev Page 1.01 Name. . . . 10 year outflow Tag: 10 it File. . . . K:\17518\STM\17518.PPK Title. . . 10 year post development route r TIME vs. ELEVATION (ft) i. Time Output Time increment = 1.00 min min Time on left represents time for first value in each row. ris .00 524.80 524.81 524.83 524.88 524.93 5.00 525.00 525.07 525.15 525.24 525.32 10.00 525.39 525.44 525.47 525.49 525.48 15.00 525.46 525.43 525.39 525.34 525.28 br 20.00 525.23 525.19 525.16 525.12 525.10 25.00 525.07 525.05 525.03 525.01 525.00 30.00 524.99 524.98 524.96 524.95 524.95 ir 35.00 524.94 524.93 524.92 524.92 524.91 40.00 524.90 524.90 524.89 524.89 524.89 45.00 524.88 524.88 524.87 524.87 524.87 ti. 50.00 524.87 524.86 524.86 524.86 524.86 55.00 524.85 524.85 524.85 524.85 524.85 60.00 524.84 524.84 524.84 524.84 524.84 65.00 524.84 524.84 524.83 524.83 524.83 im 70.00 524.83 524.83 524.83 524.83 524.83 75.00 524.83 524.83 524.82 524.82 524.82 80.00 524.82 524.82 524.82 524.82 524.82 it 85.00 524.82 524.82 524.82 524.82 524.82 90.00 524.82 524.81 524.81 524.81 524.81 95.00 524.81 524.81 524.81 524.81 524.81 i. 100.00 524.81 524.81 524.81 524.81 524.81 105.00 524.81 524.81 524.81 524.81 524.81 110.00 524.81 524.81 524.81 524.81 524.81 115.00 524.81 524.81 524.81 524.81 524.81 Yr 120.00 524.81 524.80 524.80 524.80 524.80 125.00 524.80 524.80 524.80 524.80 524.80 130.00 524.80 524.80 524.80 524.80 524.80 1rr 135.00 524.80 524.80 524.80 524.80 524.80 140.00 524.80 524.80 524.80 524.80 524.80 145.00 524.80 524.80 524.80 524.80 524.80 150.00 524.80 524.80 524.80 524.80 524.80 im 155.00 524.80 524.80 524.80 524.80 524.80 160.00 524.80 524.80 524.80 524.80 524.80 165.00 524.80 524.80 524.80 524.80 524.80 6.0 170.00 524.80 524.80 524.80 524.80 524.80 175.00 524.80 524.80 524.80 524.80 524.80 180.00 524.80 524.80 524.80 524.80 524.80 iiw S/N: HOMOL0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14:43:33 Date: 05-06-1998 im Type. . . . Time vs. Volume Page 2.01 Name. . . . 10 year outflow Tag: 10 re File. . . . K:\17518\STM\17518.PPK Title. . . 10 year post development route mm TIME vs. VOLUME (cu.ft) ii., Time Output Time increment = 1.00 min min Time on left represents time for first value in each row. .00 6733 6818 7070 7480 8032 om 5.00 8706 9455 10277 11166 12035 10.00 12789 13365 13711 13852 13812 15.00 13613 13274 12815 12249 11659 W. 20.00 11148 10705 10319 9985 9693 25.00 9440 9219 9028 8860 8714 30.00 8580 8459 8350 8251 8160 1r 35.00 8076 8000 7929 7864 7805 40.00 7750 7700 7652 7607 7566 45.00 7527 7490 7456 7424 7395 mm 50.00 7366 7340 7316 7292 7271 55.00 7251 7232 7214 7197 7181 60.00 7165 7149 7134 7120 7106 65.00 7093 7080 7068 7056 7044 mm 70.00 7033 7023 7013 7003 6993 75.00 6984 6975 6966 6958 6950 80.00 6942 6935 6928 6921 6914 `it 85.00 6908 6901 6895 6890 6884 90.00 6879 6874 6868 6864 6859 95.00 6855 6850 6846 6843 6838 100.00 6835 6831 6827 6824 6821 baw 105.00 6818 6815 6812 6809 6807 110.00 6804 6801 6799 6797 6794 115.00 6792 6790 6788 6786 6784 i. 120.00 6782 6780 6779 6777 6776 125.00 6775 6773 6772 6770 6769 130.00 6767 6766 6765 6764 6763 Imo 135.00 6762 6760 6760 6759 6758 140.00 6757 6756 6755 6755 6754 145.00 6753 6752 6752 6751 6751 150.00 6750 6749 6749 6748 6748 `. 155.00 6747 6746 6746 6746 6745 160.00 6745 6744 6744 6744 6743 165.00 6743 6742 6742 6742 6741 ii.r 170.00 6741 6741 6741 6741 6740 175.00 6740 6739 6739 6739 6739 180.00 6739 6738 6738 6738 6738 rri S/N: HOMOL0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14:43 :33 Date: 05-06-1998 IAN Type. . . . Outletlnput Data Page 4.01 Name. . . . BASIN STANDPIPE File. . . . K:\17518\STM\17518.PPK Title. . . basin standpipe and culvert REQUESTED POND WS ELEVATIONS: Min. Elev.= 524.85 ft Increment = .50 ft ir. Max. Elev.= 528.00 ft Spot Elevations, ft 525.75 525.35 526.25 524.85 526.75 524.90 527.25 524.95 r. 527.75 ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure No. Outfall El, ft E2, ft StandPipe SP ---> SP 524.800 528.000 Culvert-Circular CV ? SP -> 1 524.800 528. 000 los TWSETUP,DS Channel S/N: HOMOL0102006 TIMMONS Yr Pond Pack Ver: 10-9-97 :055 Compute Time: 14:43 :33 Date: 05-06-1998 ire it it it Imo Type. . . . OutletInput Data Page 4.02 Name. . . . BASIN STANDPIPE Mi r File. . . . K:\17518\STM\17518.PPK Title. . . basin standpipe and culvert OUTLET STRUCTURE INPUT DATA Structure ID = SP it Structure Type = StandPipe # of Openings = 1 Invert Elev. = 524.80 ft Diameter = 2.5000 ft Orifice Area = 4.9087 sq.ft Orifice Coeff. _ .600 Weir Length = 7.85 ft Weir Coeff. = 3.300 Transition Elev. = 1.00 ft iii. Transition Ht. _ .00 ft Crossover Elev. = 525.71 ft (weir = orifice) K, Submerged = .000 K, Reverse = 1.000 Kb,Barrel = .000000 (per ft of full flow) Barrel Length = .00 ft Mannings n = .0000 S/N: HOMOL0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14:43 :33 Date: 05-06-1998 lime kir Type. . . . OutletInput Data Page 4.03 Name. . . . BASIN STANDPIPE File. . . . K:\17518\STM\17518.PPK Title. . . basin standpipe and culvert OUTLET STRUCTURE INPUT DATA it Structure ID = CV Structure Type = Culvert-Circular No. Barrels = 1 Barrel Diameter = 1.5000 ft Upstream Invert = 522 .00 ft Dnstream Invert = 521.00 ft Horiz. Length = 48.00 ft ter Barrel Length = 48 .01 ft Barrel Slope = .02083 ft/ft OUTLET CONTROL DATA. . . r. Mannings n = .0130 Ke = .2000 (forward entrance loss) Kb = .018213 (per ft of full flow) Kr = .2000 (reverse entrance loss) HW Convergence = .001 +/- ft INLET CONTROL DATA. . . Equation form = 1 Inlet Control K = .0098 Inlet Control M = 2.0000 Inlet Control c = .03980 Inlet Control Y = .6700 Tl ratio (HW/D) = 1.150 T2 ratio (HW/D) = 1.296 Slope Factor = - .500 Use unsubmerged inlet control Form 1 equ. below Tl elev. its Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, i"' interpolate between flows at T1 & T2 . . . At T1 Elev = 523.72 ft ---> Flow = 7.58 cfs At T2 Elev = 523.94 ft ---> Flow = 8.66 cfs Structure ID = TW Structure Type = TWSETUP,DS Channel FREE OUTFALL CONDITIONS SPECIFIED it CONVERGENCE TOLERANCES. . . Maximum Iterations= 30 `.r 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 r.. Type. . . . Individual Outlet Curves Page 4.04 Name. . . . BASIN STANDPIPE a`r File. . . . K:\17518\STM\17518.PPK Title. . . basin standpipe and culvert `r RATING TABLE FOR ONE OUTLET TYPE ire Structure ID = SP (StandPipe) r. Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) bre WS Elev,Device Q Tail Water Notes WS Elev. Q TW Elev Converge ,,. ft cfs ft +/-ft Computation Messages 522.00 .00 Free Outfall HW & TW < Inv.E1.=524.800 524.80 .00 Free Outfall Weir: H =.00 ire 524.85 .29 Free Outfall Weir: H =.05 524.90 .82 Free Outfall Weir: H =.10 524.95 1.51 Free Outfall Weir: H =.15 525.00 2.32 Free Outfall Weir: H =.20 525.35 10.57 Free Outfall Weir: H =.55 525.50 15.18 Free Outfall Weir: H =.70 525.75 23.03 Free Outfall Orifice: H =.95 526.00 25.88 Free Outfall Orifice: H =1.20 r. 526.25 28.45 Free Outfall Orifice: H =1.45 526.50 30.80 Free Outfall Orifice: H =1.70 526.75 32.99 Free Outfall Orifice: H =1.95 527.00 35.04 Free Outfall Orifice: H =2.20 527.25 36.98 Free Outfall Orifice: H =2.45 for 527.50 38.82 Free Outfall Orifice: H =2.70 527.75 40.58 Free Outfall rr. Orifice: H =2.95 528.00 42.26 Free Outfall Orifice: H =3.20 air S/N: HOMOL0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14:43 :33 Date: 05-06-1998 i.. 10. Type. . . . Individual Outlet Curves Page 4.05 Name. . . . BASIN STANDPIPE File. . . . K:\17518\STM\17518 .PPK Title. . . basin standpipe and culvert in/ RATING TABLE FOR ONE OUTLET TYPE W. Structure ID = CV (Culvert-Circular) Mannings open channel maximum capacity: 16.31 cfs Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) i. WS Elev,Device Q Tail Water Notes Ir. WS Elev. Q TW Elev Converge ft cfs ft +/-ft Computation Messages 522.00 .00 Free Outfall E < E1= 524.800 524.80 11.92 Free Outfall INLET CONTROL. . . Submerged: HW =2.80 524.85 12.08 Free Outfall INLET CONTROL. . . Submerged: HW =2.85 524.90 12 .24 Free Outfall err INLET CONTROL. . . Submerged: HW =2.90 524.95 12 .40 Free Outfall INLET CONTROL. . . Submerged: HW =2.95 525.00 12.56 Free Outfall 1` INLET CONTROL. . . Submerged: HW =3.00 525.35 13.61 Free Outfall INLET CONTROL. . . Submerged: HW =3 .35 525.50 14.04 Free Outfall INLET CONTROL. . . Submerged: HW =3 .50 525.75 14.72 Free Outfall INLET CONTROL. . . Submerged: HW =3.75 526.00 15.37 Free Outfall INLET CONTROL. . . Submerged: HW =4.00 526.25 15.99 Free Outfall Ire INLET CONTROL. . . Submerged: HW =4.25 526.50 16.60 Free Outfall INLET CONTROL. . . Submerged: HW =4.50 +•r 526.75 17.18 Free Outfall INLET CONTROL. . . Submerged: HW =4.75 527.00 17.74 Free Outfall two INLET CONTROL. . . Submerged: HW =5.00 527.25 18.28 Free Outfall INLET CONTROL. . . Submerged: HW =5.25 527.50 18.81 Free Outfall w INLET CONTROL. . . Submerged: HW =5.50 S/N: HOMOL0102006 TIMMONS `• Pond Pack Ver: 10-9-97 :055 Compute Time: 14:43 :33 Date: 05-06-1998 tr. Type. . . . Individual Outlet Curves Page 4.06 Name. . . . BASIN STANDPIPE File. . . . K:\17518\STM\17518.PPK Title. _ basin standpipe and culvert r. RATING TABLE FOR ONE OUTLET TYPE Imo Structure ID = CV (Culvert-Circular) Mannings open channel maximum capacity: 16.31 cfs Ir. Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water Notes _ WS Elev. Q TW Elev Converge ft cfs ft +/-ft Computation Messages 527.75 19.33 Free Outfall INLET CONTROL. . . Submerged: HW =5.75 528.00 19.83 Free Outfall INLET CONTROL. . . Submerged: HW =6.00 S/N: HOMOL0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14:43 :33 Date: 05-06-1998 ir. Yr Yr ler kir Type. . . . Composite Rating Curve Page 4.07 Name. . . . BASIN STANDPIPE File. . . . K:\17518\STM\17518.PPK Title. . . basin standpipe and culvert Am ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes itsit Converge Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures be 522.00 .00 Free Outfall None contributing 524.80 .00 Free Outfall SP 524.85 .29 Free Outfall SP i. 524.90 .82 Free Outfall SP 524.95 1.51 Free Outfall SP 525.00 2.32 Free Outfall SP Imo 525.35 10.57 Free Outfall SP 525.50 14.04 Free Outfall CV 525.75 14.72 Free Outfall CV 526.00 15.37 Free Outfall CV k"` 526.25 15.99 Free Outfall CV 526.50 16.60 Free Outfall CV 526.75 17.18 Free Outfall CV m 527.00 17.74 Free Outfall CV 527.25 18.28 Free Outfall CV 527.50 18.81 Free Outfall CV 527.75 19.33 Free Outfall CV 528.00 19.83 Free Outfall CV S/N: HOM0L0102006 TIMMONS 6. Pond Pack Ver: 10-9-97 :055 Compute Time: 14:43 :33 Date: 05-06-1998 it i•• it Lr irr • Ir.. Type. . . . Pond E-V-Q Table Page 5.01 Name. . . . 10 YEAR POST w File. . . . K:\17518\STM\17518.PPK Title. . . 10 year post development route t LEVEL POOL ROUTING DATA imi HYG Dir = K:\17518\STM\ Inflow HYG file = 10YRPOST.HYG - 10 year post 10 Outflow HYG file = 10YROUT.HYG - 10 year outflow 10 mit Pond Node Data = basin Pond Volume Data = basin Pond Outlet Data = basin standpipe am No Infiltration it INITIAL CONDITIONS Starting WS Elev = 524 .80 ft ow Starting Volume = 6733 cu.ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs i" Time Increment = 1.00 min Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0 Mm ft cfs cu.ft acres cfs cfs cfs 522 .00 .00 0 .0000 .00 .00 .00 524.80 .00 6733 .2199 .00 .00 224.43 524.85 .29 7216 .2235 .00 .29 240.81 524.90 .82 7707 .2271 .00 .82 257.72 524.95 1.51 8206 .2308 .00 1.51 275.02 it 525.00 2.32 8712 .2345 .00 2.32 292.72 525.35 10.57 12378 .2465 .00 10.57 423.18 525.50 14.04 14007 .2518 .00 14.04 480.92 525.75 14.72 16797 .2607 .00 14.72 574.62 526.00 15.37 19686 .2698 .00 15.37 671.56 526.25 15.99 22672 .2787 .00 15.99 771.72 526.50 16.60 25755 .2877 .00 16.60 875.11 r 526.75 17.18 28938 .2968 .00 17.18 981.78 527.00 17.74 32221 .3062 .00 17.74 1091.78 527.25 18.28 35605 .3153 .00 18.28 1205.12 Mr 527.50 18.81 39090 .3247 .00 18.81 1321.81 527.75 19.33 42677 .3341 .00 19.33 1441.90 528.00 19.83 46368 .3437 .00 19.83 1565.42 bre S/N: HOMOL0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14 :43 :33 Date: 05-06-1998 rr him um Type. . . . Pond Routing Summary Page 5.02 Name. . . . 10 YEAR POST Tag: 10 L. File. . . . K:\17518\STM\17518.PPK Title. . . 10 year post development route Ir. LEVEL POOL ROUTING SUMMARY .,, HYG Dir = K:\17518\STM\ Inflow HYG file = 10YRPOST.HYG - 10 year post 10 Outflow HYG file = 10YROUT.HYG - 10 year outflow 10 *vier Pond Node Data = basin Pond Volume Data = basin Pond Outlet Data = basin standpipe No Infiltration ir. INITIAL CONDITIONS Starting WS Elev = 524.80 ft Starting Volume = 6733 cu.ft iss Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs be Time Increment = 1.00 min lor INFLOW/OUTFLOW HYDROGRAPH SUMMARY _ Peak Inflow = 23 .12 cfs at 8. 00 min Peak Outflow = 13 .71 cfs at 13 .00 min law Peak Elevation = 525.49 ft Peak Storage = 13852 cu.ft M Lr. MASS BALANCE (cu.ft) + Initial Vol = 6733 + HYG Vol IN = 13874 ism - Infiltration = 0 - HYG Vol OUT = 13869 - Retained Vol = 6738 Irr Unrouted Vol =- cu.ft ( .0021,- of Inflow Volume) Ito S/N: HOMOL0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14:43 :33 Date: 05-06-1998 ism ir. im bum INA Type. . . . Time-Elev Page 1.01 Name. . . . 100 year bas out Tag: 100 File. . . . K:\17518\STM\17518.PPK irm Title. . . 100 year routing over weir TIME vs. ELEVATION (ft) W. Time Output Time increment = 1.00 min min Time on left represents time for first value in each row. III .00 524.80 524.82 524.87 524.96 525.07 5.00 525.22 525.40 525.60 525.79 525.95 10.00 526.08 526.18 526.24 526.27 526.27 ime 15.00 526.24 526.19 526.12 526.05 525.97 20.00 525.91 525.86 525.82 525.78 525.75 25.00 525.73 525.70 525.68 525.67 525.65 6. 30.00 525.63 525.62 525.61 525.60 525.59 35.00 525.58 525.57 525.56 525.56 525.55 40.00 525.55 525.54 525.54 525.53 525.53 6., 45.00 525.53 525.52 525.52 525.52 525.52 50.00 525.52 525.51 525.51 525.51 525.51 55.00 525.51 525.51 525.51 525.51 525.51 60.00 525.51 525.50 525.50 525.50 525.50 imp 65.00 525.50 525.50 525.50 525.50 525.50 70.00 525.50 525.50 525.50 525.50 525.50 75.00 525.50 525.50 525.50 525.50 525.50 him 80.00 525.50 525.50 525.50 525.50 525.50 85.00 525.50 525.50 525.50 525.50 525.50 90.00 525.50 525.50 525.50 525.50 525.50 Ow S/N: H0M0L0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14:44 :01 Date: 05-06-1998 WO Wi i. WO WO WO WM i`. `r Ow Type. . . . Time vs. Volume Page 2.01 Name. . . . 100 year bas out Tag: 100 File. . . . K:\17518\STM\17518.PPK ' Title. . . 100 year routing over weir TIME vs. VOLUME (cu.ft) Time Output Time increment = 1.00 min min Time on left represents time for first value in each row. rw .00 6733 6899 7405 8267 9456 5.00 10978 12881 15075 17236 19082 10.00 20592 21797 22604 22920 22862 Ur 15.00 22513 21927 21159 20253 19376 20.00 18654 18061 17572 17170 16839 25.00 16547 16287 16053 15844 15657 Ow 30. 00 15489 15337 15202 15080 14971 35. 00 14873 14785 14706 14635 14572 40.00 14514 14463 14417 14375 14337 ow 45.00 14304 14274 14247 14223 14201 50.00 14181 14163 14147 14133 14121 55.00 14109 14098 14090 14081 14074 60.00 14067 14061 14056 14050 14046 Ur 65.00 14042 14038 14035 14032 14029 70.00 14027 14025 14023 14021 14020 75.00 14019 14017 14017 14015 14015 1b 80.00 14014 14013 14013 14012 14011 85. 00 14011 14011 14010 14010 14009 90.00 14009 14009 14009 14009 14008 ow S/N: HOMOL0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14:44 :01 Date: 05-06-1998 ilo Lr M. ire r Ur ■s Imo Wm Om Type. . . . Vol: Planimeter Page 3.01 Name. . . . BASIN File. . . . K:\17518\STM\17518.PPK Iry Title. . . basin by contours i'w POND VOLUME CALCULATIONS Planimeter scale: 1.00 ft/in rer Elevation Planimeter Area Al+A2+sqr(Al*A2) Volume Volume Sum (ft) (sq.in) (acres) (acres) (cu.ft) (cu.ft) tim 522.00 .100 .0000 .0000 0 0 523.99 .100 .0000 .0000 0 0 524.00 7246.200 .1663 .1670 24 24 im 525.00 10213 .700 .2345 .5983 8688 8712 526.00 11751.500 .2698 .7558 10974 19686 527.00 13336.300 .3062 .8633 12536 32221. as 528.00 14973.000 .3437 .9743 14147 46368 Elevations With Areas Interpolated From WI The Closest Two Planimeter Readings Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum i.. (ft) (sq.in) (acres) (acres) (cu.ft) (cu.ft) 524.80 .2199 .5775 6709 6733 bow POND VOLUME EQUATIONS Ass * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt. (Areal*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 irr Interpolated area from closest two given contour areas is computed using the relationship: r. IA = (sq.rt (Areal) + ( (Ei-El) / (E2-El) ) * (sq.rt(Area2) -sq.rt(Areal) ) ) **2 r. where: El, E2 = Closest two elevations with planimeter data Ei = Elevation at which to interpolate area Areal,Area2 = Areas computed for El, E2, respectively IA = Interpolated area for Ei a. S/N: HOMOL0102006 TIMMONS r. r. is Type. . . . OutletInput Data Page 4.01 Name. . . . WEIR OUTFALL File. . . . K:\17518\STM\17518.PPK Imo Title. . . weir outfall for 50 and 100 year flow REQUESTED POND WS ELEVATIONS:. Min. Elev.= 525.50 ft Increment = .25 ft Max. Elev.= 528.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** low ---> Forward Flow Only (UpStream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) +,,. <---> Forward and Reverse Both Allowed Structure No. Outfall El, ft E2, ft Weir-Rectangular WR ---> TW 525.500 529.000 TWSETUP,DS Channel err S/N: HOM0L0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14:44:01 Date: 05-06-1998 tom 4m arm Wm 1r. rh ION Type. . . . OutletInput Data Page 4.02 Name. . . . WEIR OUTFALL File. . . . K:\17518\STM\17518 .PPK "" Title. . . weir outfall for 50 and 100 year flow r"" OUTLET STRUCTURE INPUT DATA sir Structure ID = WR Structure Type = Weir-Rectangular Yr # of Openings = 1 Crest Elev. = 525.50 ft Weir Length = 12.00 ft Weir Coeff. = 3 .300000 Weir TW effects (Use adjustment equation) Structure ID = TW Structure Type = TWSETUP,DS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES. . . Maximum Iterations= 30 ire 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 hs S/N: HOMOL0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14:44:01 Date: 05-06-1998 r Aro aims Type. . . . Individual Outlet Curves Page 4.03 Name. . . . WEIR OUTFALL File. . . . K:\17518\STM\17518.PPK t. Title. . . weir outfall for 50 and 100 year flow INF RATING TABLE FOR ONE OUTLET TYPE Structure ID = WR (Weir-Rectangular) Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water Notes i"' WS Elev. Q TW Elev Converge ft cfs ft +/-ft Computation Messages w 525.50 .00 Free Outfall H=.00; Htw=.00; Qfree=.00; 525.75 4.95 Free Outfall H=.25; Htw=.00; Qfree=4.95; 526.00 14.00 Free Outfall H=.50; Htw=.00; Qfree=14.00; 526.25 25.72 Free Outfall H=.75; Htw=.00; Qfree=25.72; rr 526.50 39.60 Free Outfall H=1.00; Htw=.00; Qfree=39.60; 526.75 55.34 Free Outfall H=1.25; Htw=.00; Qfree=55.34; 527.00 72.75 Free Outfall H=1.50; Htw=.00; Qfree=72.75; bur 527.25 91.68 Free Outfall H=1.75; Htw=.00; Qfree=91.68; 527.50 112.01 Free Outfall H=2.00; Htw=.00; Qfree=112.01; 527.75 133.65 Free Outfall H=2.25; Htw=.00; Qfree=133.65; 528.00 156.53 Free Outfall H=2.50; Htw=.00; Qfree=156.53; S/N: HOMOL0102006 TIMMONS l"' Pond Pack Ver: 10-9-97 :055 Compute Time: 14 :44 :01 Date: 05-06-1998 Irr ir tryrrn Yrr Yr Type. . . . Composite Rating Curve Page 4.04 Name. . . . WEIR OUTFALL alo` File. . . . K:\17518\STM\17518.PPK Title. . . weir outfall for 50 and 100 year flow hr ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes Converge Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures 525.50 .00 Free Outfall WR 525.75 4.95 Free Outfall WR taw 526.00 14.00 Free Outfall WR 526.25 25.72 Free Outfall WR 526.50 39.60 Free Outfall WR low 526.75 55.34 Free Outfall WR 527.00 72.75 Free Outfall WR 527.25 91.68 Free Outfall WR 527.50 112.01 Free Outfall WR 527.75 133 .65 Free Outfall WR 528.00 156.53 Free Outfall WR INN S/N: H0M0L0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14:44 :01 Date: 05-06-1998 irst 6. w.. r.. Ws „w Type. . . . Pond E-V-Q Table Page 5.01 Name. . . . 100 YEAR ROUTE File. . . . K:\17518\STM\17518.PPK Ar Title. . . 100 year routing over weir LEVEL POOL ROUTING DATA Irr HYG Dir = K:\17518\STM\ Inflow HYG file = 100YRPST.HYG - 100 year postdev 100 mw Outflow HYG file = 100YROUT.HYG - 100 year bas out 100 Pond Node Data = basin Pond Volume Data = basin Pond Outlet Data = weir outfall No Infiltration ww INITIAL CONDITIONS `„ Starting WS Elev = 524.80 ft Starting Volume = 6733 cu.ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs StartingWw Total Qout= .00 cfs Time Increment = 1.00 min low Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0 ft cfs cu.ft acres cfs cfs cfs ww 522.00 .00 0 .0000 .00 .00 .00 523.99 .00 0 .0000 .00 .00 .01 524.00 .00 24 .1663 .00 .00 .82 524.80 .00 6733 .2199 .00 .00 224.43 w" 525.00 .00 8712 .2345 .00 .00 290.40 525.50 .00 14007 .2518 .00 .00 466.89 525.75 4.95 16797 .2607 .00 4.95 564.86 imp 526.00 14.00 19686 .2698 .00 14.00 670.19 526.25 25.72 22672 .2787 .00 25.72 781.45 526.50 39.60 25755 .2877 .00 39.60 898.11 526.75 55.34 28938 .2968 .00 55.34 1019.94 w 527.00 72.75 32221 .3062 .00 72.75 1146.79 527.25 91.68 35605 .3153 .00 91.68 1278.51 527.50 112.01 39090 .3247 .00 112.01 1415.00 w. 527.75 133.65 42677 .3341 .00 133.65 1556.22 528.00 156.53 46368 .3437 .00 156.53 1702.13 i. S/N: HOMOL0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14:44:01 Date: 05-06-1998 `. iw Type. . . . Pond Routing Summary Page 5.02 Name. . . . 100 YEAR ROUTE Tag: 100 File. . . . K:\17518\STM\17518.PPK tar Title. . . 100 year routing over weir LEVEL POOL ROUTING SUMMARY rr HYG Dir = K:\17518\STM\ Inflow HYG file = 100YRPST.HYG - 100 year postdev 100 Wm Outflow HYG file = 100YROUT.HYG - 100 year bas out 100 Pond Node Data = basin r.. Pond Volume Data = basin Pond Outlet Data = weir outfall No Infiltration INITIAL CONDITIONS Starting WS Elev = 524.80 ft Starting Volume = 6733 cu.ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min trr INFLOW/OUTFLOW HYDROGRAPH SUMMARY Lr Peak Inflow = 40.05 cfs at 7.00 min Peak Outflow = 26.86 cfs at 13.00 min Peak Elevation = 526.27 ft - Peak Storage = 22920 cu.ft _ MASS BALANCE (cu.ft) + Initial Vol = 6733 + HYG Vol IN = 26435 - Infiltration = 0 - HYG Vol OUT = 19159 i' - Retained Vol = 14008 Unrouted Vol =- cu.ft ( .001% of Inflow Volume) r. S/N: HOMOL0102006 TIMMONS Pond Pack Ver: 10-9-97 :055 Compute Time: 14:44:01 Date: 05-06-1998 lbw 41.0 .m kw Type. . . . Pond Routed HYG (total out) Page 5.03 Name. . . . 100 YEAR ROUTE Tag: 100 File. . . . K:\17518\STM\17518.PPK a` Title. . . 100 year routing over weir am POND ROUTED TOTAL OUTFLOW HYG. . . HYG file = K:\17518\STM\100YROUT.HYG HYG ID = 100 year bas out r. HYG Tag = 100 Peak Discharge = 26.86 cfs Time to Peak = 13.00 min 1r HYG Volume = 19159 cu.ft am HYDROGRAPH ORDINATES (cfs) Time Output Time increment = 1.00 min min Time on left represents time for first value in each row. im .00 .00 .00 .00 .00 .00 5.00 .00 .00 1.92 6.34 12.14 10.00 17.60 22.33 25.46 26.86 26.59 ma 15.00 25.11 22.83 19.83 16.25 13.05 20.00 10.80 8.95 7.41 6.14 5.08 25.00 4.51 4.06 3 .65 3.28 2.95 im 30.00 2.65 2.38 2.14 1.93 1.73 35.00 1.56 1.40 1.26 1.13 1.02 40.00 .91 .82 .74 .66 .60 r 45.00 .54 .48 .43 .39 .35 50.00 .31 .28 .25 .23 .21 55.00 .18 .17 .15 .13 .12 60.00 .11 .10 .09 .08 .07 am 65.00 .06 .06 .05 .05 .04 70.00 .04 .03 .03 .03 .02 75.00 .02 .02 .02 .02 .01 `r 80.00 .01 .01 .01 .01 .01 85.00 .01 .01 .01 .01 .00 90.00 .00 .00 .00 .00 .00 6 im arm im am IMMO tom Ira Yam NNW DRAINAGE CALCUATIONS w. NIB km sr me U (D 1f a r NM d E" 0) iP,_O O O.0'O 0 0 * O r N 0 O 0,O O 0 J O O O +'s� • 0 0 0.0 O O c0 Cl) in • O 0 0) O O N-`ct 0 0 saw * R * 0 # T V' Cr CD O) co+O) N 4 X J : I- I— CO CL 1 ON 0) (D J 3i u .~-- 1,- 0 0,CO O *-- *Nis O N �'O) 0 O Z F f co O m e� M N N"e}'' N •d' N N N N N N N T co r 0) kir,A., N- N'0 0 W * N- r M O 0 N M±.- 0 Nor Z a O O LA,,,:m M M N O i N N * co (n 0 * LNn 10 LNn.(() U) (N() D * c0001,,� N M M;O (C) (() * I rx r r r ti c0 st C') 00 CO i-0 F ;•,,, V 4 'i- 00 (D 0),I'.0) co W a) * fi ... * ''' ;' ii N 0) LO Q) N V' N- cc) O).V O) CO * D) O V' [ . N O r'O to * 0 CO ro C co 10 .4- ai (M0 ' 10AO'10 0 I ai a Pia t " !' r 37 r� n v ro o • r` LL * 'V .4' V' )J7'4 V' CO 00: -.'m O U y�. w * itd�} ... LL �-'i W, L W • 0 0 0 11 41.� O N{o (n O y' O N N co it' o r-- V' V'':.co O 1[ r- 0 In as • N In O),r<O U U F< i O a�o O • N N N Q M 0 rO * n" w i O O OO {t f ,c) M O - O8 o o 0 0 o 0 0 0 0 0 0 0 0 o UZ * + ( L{ — O F{:0 0 0 0 0 d OU .4- r•-. id i v L. W * ? r—y oo ; 000 (0 0 �s CL CL W * r (O N- CO i O Q i N f— �n (ND n O N ( * Z W N Z O O �f'�';O O O o'. O U N 'n CO '-• 0 ; m 0 v; ca E co E O O Z i ' fD Cl. i (O w >co _ * p Z c O m W W * ,, , ('� co E. O 7 0 C if — Q D) 0 a. N 2 Z s N W O tq�h'. 0) O O ((0 EELL r �'.,i-r N W Z U W E 0 Z i th OD (nH o * O j wyx CL O W Q a LL d : r W (n *. r— 0 CL 0 o o cn c * u_ 0 j co Ln l- r Q) ..r PROJECT 17518 HEC12 Version: V70112.2 User S/N: 77010018 Run Date: 05-07-1998 PREP SCHOOL SMB 5/7/98 INLET NUMBER 3 LENGTH 6.0 STATION DRAINAGE AREA = 0.260 ACRES C VALUE = .400 CA = 0.104 SUM CA= 0.104 INT= 3.50 CFS= 0.364 CO= 0.000 GUTTER FLOW= 0.364 GUTTER SLOPE = 0.0400 FT/FT PAVEMENT CROSS SLOPE = 0.0100 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 1.45 2.0 1.38 0.0833 8.3 1. 00 3. 8 0.157 0.167 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX m. REQUIRED LENGTH= 5.9 EFFICIENCY= 1. 00 CFS INTERCEPTED= 0.36 CFS CARRYOVER= 0.00 ... INLET NUMBER 5 LENGTH 10.0 STATION DRAINAGE AREA = 0.730 ACRES C VALUE = .500 CA = 0.365 SUM CA= 0.365 INT= 3 .50 CFS= 1.278 CO= 0.000 GUTTER FLOW= 1.278 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0100 FT/FT Lr SPREAD AT A SLOPE OF .020 (ft./ft. ) IS 6.40 (ft. ) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 13.60 H = 0.460 DEPTH OF WATER = 0.12 SPREAD = 11.85 L. INLET NUMBER 13 LENGTH 6.0 STATION DRAINAGE AREA = 0.300 ACRES C VALUE = .750 CA = 0.225 SUM CA= 0.225 INT= 3.50 CFS= 0.788 CO= 0.000 GUTTER FLOW= 0.788 GUTTER SLOPE = 0.0300 FT/FT PAVEMENT CROSS SLOPE = 0.0500 FT/FT L. SPREAD AT A SLOPE OF .030 (ft./ft.) IS 2.06 (ft. ) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.60 H = 0.460 DEPTH OF WATER = 0.11 SPREAD = 2 .16 I INLET NUMBER 17 LENGTH 6.0 STATION DRAINAGE AREA = 0.160 ACRES C VALUE = .900 CA = 0.144 ftio SUM CA= 0.144 INT= 3 .50 CFS= 0.504 CO= 0.000 GUTTER FLOW= 0.504 GUTTER SLOPE = 0.0400 FT/FT PAVEMENT CROSS SLOPE = 0. 0500 FT/FT im SPREAD AT A SLOPE OF .040 (ft./ft. ) IS 1.64 (ft. ) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX 11 P EFFEC. LENGTH = 9.60 H = 0.460 DEPTH OF WATER = 0.08 SPREAD = 1.61 1 . II 11 11 1 1 t