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Home My WebLink AboutSW3231005_Design Calculations_20240223 SCHUBERT CHARLOTTE, NORTH CAROLINA DESIGN CALCULATIONS `,01.," ..•P,,,�. �,` .t# c. " - ,� �, 0 e kfr. i ., c i M • i N*01,10:"*V Z so #1lttl 'i EQ GROUP Incorporated 500 K Clanton Road Charlotte,North Carolina 28217 704.525.2003 F-0585 SUPPLEMENT-EZ COVER PAGE I FORMS LOADED I PROJECT INFORMATION ___ 1 Project Name DKOTA-Salisburar - 2 Project Area(ac)— — — i 3.74 3 iCoastal Wetland Area(ac) --�- na _4-!Surface Water Area_*_)- - -.- NA - _5 rlS thisproject High or Low Density? HI9h. 6 Does this project use an off-site SCM? • No COMPLIANCE WITH 02H 1003(4) • 7 !Width of vegetated setbacks provided(feet) _ 30 8 ;Will the vegetated setback remain vegetated? Yes —` 9 i If BUA is proposed in the setback,does it meet NCAC 02H.1003(4)(c-d)? c N/A — 10 !Is streambank stabilization proposed on this project? — — —. No —_ NUMBER AND TYPE OF SCMs• --�--" " 11 Infiltration System _ I -- 12 Blo etention Cell — — — — 13 Wet Pond — - _ -- -- - — - ---- 14 ttxmwater Wetland • 15 Permeable Pavement ` —— " " — — - 16 Sand Filter -"' 17 i Rainwater Harvesting(RWH) ' • 16 I __ Roof 19 Level Spreader-Filter SttipILS-FS) ...20_•DisconnectedlmperviousSurface(DISZ ----_-- r 21 Treatment Swale -r^— - ___ ._.-- -— - _ —. _ _._..._.. - -..,......._ - ---- . .. _._22•:pa Pond_.._ 23 ISto mFiIter 24 Silva Cell_,25 Bayfiiiter._ ..._ 26 JFMtemd • FORMS LOADED + DESIGNER CERTIFICATION '— — - -' --4"—"---"-'— 27 'Name and Title: _-. Kevin Caldwell President 28 Ormanization: Geoscience Group 29 Street address: 500 K Clanton Road 30 City,State,,Zip: --' Charlotte NC 28217- 31 Phone number(s): - - -_ 704 941 2252 32 'Email: kcaldwe1l@geosciencegroJp,com Certification Statement I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision,that the information provided in the form a,to the best of my knowledge and belief,true,accurate,and complete.and that the engineering plans,specifications, operation and maintenance agreements and other supporting information are consistent with the information provided here. L 1.i,z Signature of Designer I I10.19.23 Sea! Date DRAINAGE AREAS 1 Is this a high density project? Yes 2 If so,number of drainage areas/SCMs 3 Does this project have low density areas? No 4 If so,number of low density drainage areas 0 Is all/part of this project subject to previous rule 5 versions? No 1 FORMS LOADED SAND FILTER If-Drainage area number 1 2f Minimum required treatment volume(cu ft) „ — 3402 sf .j GENERA MDC FROM 02H,1050 3 Is the SCM sized to treat the SW from all surfaces at build-out? r files __ 4 Is the SCM located away from contaminated soils? es 5 What are the side slopes of the SCM(H:V)? __ T 6 Does the SCM have retaining walls,gabion walls or other No engineered side slopes? _ 7 Are the inlets,outlets,and receiving stream protected from erosion Yes _110-year storm)? 8 Is there an overflow or bypass for inflow volume in excess of the Yes design volume? 9 What Is the method for dewatering the SCM for maintenance? Pump j ferredj 10 if applicable,will the SCM be cleaned out after construction? Yes 11 Does the maintenance access comply with General MDC(8)? _ Yes 12 Does the drainage easement comply with General MDC(9)? 1 Yes 13 If the SCM is on a single family lot,does(will?)the plat comply with I N/A General MDC(10)? 14 Is there an O&M Agreement that complies with General MDC(11)? Yes 15 Is there an O&M Plan that complies with General MDC(12)? Yes 16 Does the SCM follow the device specific MDC? Yes 17 Was the SCM designed by an NC licensed professional? , Yes SANNFILTER MDC FRQM Q2H 105f � 18 SHWT elevation(fmsl) 754.7 19 Type of sand filter(open or closed) Closed 20 If closed,will the filter will be pre-cast or pour-in-place? - — 21'If closed,toQof grate elevation(fmsl)__ _ 22 Is this sand filter designed to attenuate peak flows? i Yes Sediment Chamber 23 Volume that can be retained in the sediment chamber(cubic feet) 1701 cf 24 Will there be a permanent pool in the sediment chamber? No 25 Bottom of the sediment chamber(fmsl) i 756.54 26IArea of the sediment chambeq_sguare feet) 574 sf 271Physical depth of the sediment chamber(inches) _ 18 in 281 Ponding depth in the sediment chamber,above any permanent 18 in _.-_.pool(inches 29 Elevatlon of top of weir between chambers(fmsl) i 764.78 Sand Chamber 30 Volume that can be retained In the send chamber(cubic feet) 1701 cf_ _ 31 Bottom of the sand chamber(fmsl) 756 25 32 Area of the sand chamber(square feet) 574 sf 33 Physical alipth of the sand chamber(inches) _ __ 18 in___ _ Ponding depth in the sand chamber,above the sand surface —- - 34(inches) I 71 m 35 Elevation of the bypass device(fmsl) 764• 36 Type of bypass device _ 1 I _ waIITM___ _ —37 Mechanism for distributing flow over the sand surface _ _baffle weir 38 Sand specification for sand chamber _ H _ASTM C-33_ 39 Depth above underdraln pipe(inches) I .. .. .12 in Will the media be maintained to drain at least two inches per hour at i Yes the sand surface? I 41 Is at least one clean-out pipe provided at the low point of each unaerdrain line? 1 Yes 42 Will clean-out pipes be capped? Yes ADDITIONAL INFORMATION 43JPlease use this space to provide any additional information about ithe sand filte s .... .. . _ _ .1 Sand Fitter 1 9:25 AM 2/23/2024 ts ti =KC MEW a� MOWooMIae aaea• v MIS Hi OS .f� I 4 r N4 :::I r 04 1 YSA. �- ; il f yf jir y, • N., if Ntisrillif , , s = - I , - I41. c. I Aik 1,, \ . . , rn 8 . . m H W Y g ie o S . I IL) Atillair . z Ill' S3'- y e+ {tl r- :�� fir � 8 (irt • , / - :_, *swat:: •; • ,.....; L/ i as • ' -�_ 1----,%., ...... 1 ,\6; 1• ' O MLEa.cm I a - . � I �...si— , r Mlt&.08coma g IfR =ea Y7Qf h N.- ol O SI 1 9 g - m i i®1 1 g is R ! E R « ID a z c§ mE N C R mSdiE g m o 221 O e g mElm g 2 0 12, e W h m gg -g 17. s A ° E Q fh i tiiillP o — 1 6Egi �r t .� m - e 5 } c S 1 ,, gay $ gRgi n .r n,. g.E §zti. im pl B-s 1 ; 3 9#4 ii 11 ?III 4 2 F 'VMS' a 2 E '� Q¢ S �ro m m R S„ s r £ �. c � mmm 5m In `� m Ng-WI $ gym oR3 mrr m m22 1Aa 1 . me E 2,6 >,p a �N F. 14,3 rd :gym 3 oa 'n tR S oQ £ m E m o 0 p �`i !, E g I sg lig 8 ga. 2 ? 1}yp g o` o dim _ E 2 mN E 1 , m ;is ena Ee - wf E? mo amF 'I 4� i ,5 E= 81 s E cS33 I �a O rt 41,2 P oz nil 0 0 0 z m z alg. II _ mm ? i 4 F € 1. ca w © 0 I E I m2 0 0 J m a a g a t a gl i < a m 2 0 (3 0 Z C 0 2 0 5 0 7 Q a 0 2 m 1p ZU 1 „,, Hydrologic Soil Group—Rowan County,North Carolina Dkota Saltbtay Hydrologic Soil Group Map unit symbol Map unit name I Rating Acros In AOI Percent of AOI Ce82 Cecil sandy day loam,2 B 8.9 8.5% to 8 percent slopes, moderately eroded I ChA Chewada loam,0 to 2 BID 7.9 9.8% percent slopes, frequently flooded EnB Enon tine sandy loam,2 C 4.5 5.6% to B percent slopes lEnC Enon fine sandy loam,8 C 1.4 1.7% to 15 percent slopes fee to sandy loam.1 to D 13.8 17.1% 1 6 percent slopes Ir8 Iradel!loam,1 to B CID i 4.2 5.1% percent slopes w PaC Pacolet sandy loam,8 to B 1 4.3 5.4% 15 percent slopes �B t _ 5edgetield fine sandy CID 36.2 44.7% loam.1 to 8 percent slopes VnB2 Vance sandy day loam, C 1.7 2.0% 2 to 8 percent slopes, moderately eroded 1 Totals for Area of Interest 80.8 108.0% }lipatiA Natural Resources Web Soil Survey 8/21/2023 Conservation Service National Cooperative Soil Survey Page 3 of 4 N f r - as ea N r' O '- r C u� I.. e+ 0) ap NN r � tla M GQ � ell qrd5 N 0t` Q Q el_ 41�_ ri o 15 es — Is d. v CD0 co .ram 1 g2t m p § c il ,.4 � Fl 4g27 Mi ! 3. 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(U!) 9 dap uogeaiduaad (LA)yadap uo!xepdi3aJd HEC-1 INPUT LINE ID. . . . . ..1. . .. . .2. . .. . .3. . . . . .4... .. . .5.. . . . .6... .. ..7.. .. - ..8. .9 . .10 1 ID DHOTA SALISBURY 2 ID PRE-DEVELOPED 1 YEAR - 24 HOUR STORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 5 IC 5 0 0 6 KK RAIN 7 KM 1 YEAR 8 PH 0 0 0.384 0.767 1.31 1.51 1.61 1.95 2.29 2.73 9 EM 2 YEAR 10 KM 0 0 0.455 0.914 1.58 1.83 1.94 2.34 2.76 3.3 11 HM 10 YEAR 12 KM 0 0 0.583 1.18 2.23 2.61 2.79 3.38 4.01 4.8 13 KM 25 YEAR 14 KM 0 0 0.642 1.3 2.56 3.04 3.28 3.98 4.76 5.7 15 KM 50 YEAR 16 KM 0 0 0.681 1.37 2.8 3.36 3.65 4.45 5.35 6.41 17 KM 100 YEAR 18 KM 0 0 0.715 1.44 3.04 3.67 4.01 4.93 5.96 7.13 19 KO 21 20 EX PRE 21 BA 0.0028 22 LS 76 23 0D 0.404 24 MC 21 25 SS ***************************************** ***************** * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * JIIN 1998 * U.S. ARMY CO * VERSION 4.1 * * HYDROLOGIC E * * * 609 SE * RUN DATE 21AUG23 TIME 14:25:16 * DAVIS, CA * * (916) ***************** DKOTA SALISBURY PRE--DEVELOPED 1 YEAR - 24 HOUR STORM GEOSCIENCE GROUP, INC. 5 TO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMTN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 C STARTING DATE ITIME 0000 STARTING TINE t'Q 1800 NUMBER OF HYDROGRAPH ORDINATES NDDA`*E 2 0 ENDING DATE NOTINE 0559 ENDING TIME IC7NT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 29.98 HOURS ENGLISH UNITS DRAINAGE AR?A SQUARE MITES PRECIPITATICq DEPTH IN(IHEC LENGTH, a_ isTION k'ra.T FLOW CUEIC ?EET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAH,RENHEIT *** *** *** *** *** *** *** *** *** *iii, *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** • ************** 6 KK * RAIN :• * * ************** 19 KO OUTPUT CO'!TROL VARIABLEC I.PR•'IT 5 PRINT CONTROL IPLOT C PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IP CH 0 PUNCH COMPUTED HYDROGRAPH TOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED THIN' .017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN LOGLOG 01567 .01667 24.00000 *** *** *** *** *** *** • .-A *** *** *** *** k*, *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** * ************** 20 EX * PRE * * * ************** 24 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0_ HYDROGRAPH PLOT SCALE IPA;CH 0 PUNCH COMPUTED HYDROGRAPH TOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISLV1 1 FIRST ORDINATE PUNCHED OR SAVED IS V2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN LcadWG .01s;7 .01667 24.00000 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIM OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR ARRA STAG HYDROGRAPH AT RAIN 0_ .00 0. 0. 0. .00 HYDROGRAPH AT PRE 1. 12.48 0. 0. 0. .00 *** NORMAL END OF HEC-1 *** Hydrograph Peak Flow Rate Peak How Total Volume Name (CFS) Date/Time x1000(CF) RAIN 0.0 Dec 01, 1900 00:01 0.0 PRE 1,065 Dec 01, 1900 12:30 5.449 HEC-1 INPUT LINE ID 1 2 3 4 5 6 7 8 9 ....10 1 ID DKOTA SALISBURY 2 ID PRE-DEVELOPED 2 YEAR - 24 HOUR STORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 5 IO 5 0 0 6 KK RAIN 7 KM 1 YEAR 8 KM 0 0 0.384 0.767 1.31 1.51 1.61 1.95 2.29 2.73 9 KM 2 YEAR 10 PH 0 0 0.455 0.914 1.58 1.83 1.94 2.34 2.76 3.3 11 KM 10 YEAR 12 RH 0 0 0.583 1.18 2.23 2.61 2.79 3.38 4.01 4.8 13 Km 25 YEAR 14 KM 0 0 0.642 1.3 2.56 3.04 3.28 3.98 4.76 5.7 15 KM 50 YEAR 16 Km 0 0 0.681 1.37 2.8 3.36 3.65 4.45 5.35 6.41 17 MY 100 TEAR 18 R 0 0 0.715 1.44 3.04 3.67 4.01 4.93 5.96 7.13 19 RO 21 20 ?ZC PRE 21 3A 0.0028 22 LS 76 23 TM 0.404 24 K: 21 25 22 * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * JUN 1998 * * U.S. ARMY CO * VERSION 4.1 * HYDROLOGIC E * * * 609 SE * DAVIS, CA * * RUN DATE 21AUG23 TIME 14:28:51 * (916) ***************** DKOTA SALISBURY IRE-DEVELOPED 2 YEAR - 24 HOUR STORM GEOSCIENCE GROUP, INC. 5 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NKIN 1 MINUTES IN COMPUTATION INTERVAL IRATE 1 J STARTING DATE 'TIME 0000 STARTING TIME FQ 180.) NUMBER OF HYDROGRAPH ORDINATES NDD'>'E 2 0 ENDING DATE NDTIYJ 0559 ENDING TIME ICSNT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TCx7AL TIME BASE 29.98 HOURS ENGLISH UNITS DRAINAGE AMA STARE MILES PRECIPITAT:ON DEPTH INCHES LENGTH, ETD:+ATION FEI.T FLOW CUBIC !MET PER SECOND STORAGE VOLUME ACRE-PEET SURFACE AREA ACRES TEMPERATUR DEGREE^ FAH ENHEIT *** *** *** *** *** *** ,, •* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** * 6 KK * RAT IN 6 * ************** 19 KO OUTPUT CONTROL VREIABL^; IPRNT :l PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPUCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 21 SAVE HYDROGRAPH ON THIS UNIT IS:':.V1 1 FIRST ORDINATE PUNCHED OR SAVED I0.'WV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN 51.4;47:J...IG .016137 .01667 24.00000 *** *** *** *** *** *** -t *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** * 20 KK * PRE * 24 XO OUTPUT CONTROL VARIABLnS IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IP:aCH 0 PUNCH COMPUTED HYDROGRAPH =OUT 21 HAVE HYDROGRAPH ON THIS UNIT IS�.V1 I FIRST ORDINATE PUNCHED OR SAVED :CAW 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN LC'';..DG .01,357 .01667 24.00000 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIM OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAG HYDROGRAPH AT RAIN 0. .00 0. 0. 0. .00 HYDROGRAPH AT PRE 2. 12.48 O. O. O. .00 *** NORMAL END OF HEC-1 *** Hydrograph Peak Flow Rate Peak Flow 1 Total Volume Name (CFS) Date/Time x1000(CF) 1 RAIN 0.0 Dec 01, 1900 00:01 0.0 PRE _1.603 Dec 01, 190012:30 7.949 W EEC-1 INPUT LINE ID 1 2 3 4 5 . . .6. . 7 8 9 10 1 ID DROTA SALISBURY 2 ID PRE-DEVELOPED 10 YEAR -- 24 HOUR STORM 3 ID GEOSCIENCE GROUP, INC. 6 IT 1 0 0 1800 5 IO 5 0 0 6 ER RAIN 7 EM 1 YEAR 8 KU 0 0 0.384 0.767 1.31 1.51 1.61 1.95 2.29 2.73 9 KM 2 YEAR 10 RM 0 0 0.455 0.914 1.58 1.83 1.94 2.34 2.76 3.3 11 IN 10 YEAR 12 PH 0 0 0.583 1.18 2.23 2.61 2.79 3.38 4.01 4.8 13 EM 25 YEAR 14 KM 0 0 0.642 1.3 2.56 3.04 3.28 3.98 4.76 5.7 15 3M 50 YEAR 16 M 0 0 0.681 1.37 2.8 3.36 3.65 4.45 5.35 6.41 17 Lid 100 YEAR 18 EM 0 0 0.716 1.44 3.04 3.67 4.01 4.93 5.96 7.13 19 NO 21 20 RX PRE 21 3A 0.0028 22 LS 76 23 UD 0.404 24 > O 21 25 IT * ***************** * FLOOD HYDROGRAPH PACKAGE (HEC-1) * JIIN 199E * U.S. ARMY CO * VERSION 4.1 * HYDROLOGIC B * * * 609 SE * DAVIS, CA * RUN DATE 22AUG23 TIME 07:45:18 * * (916) • **tttt*ttttttt**t*tttt******tt*********** ***************** DKOTA SALISBURY ?RE-DEVELOPED 10 YEAR - 24 HOUR STORM GEOSCIENCE GROUP, INC. 5 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL O. HYDROGRAPH PLOT SCALE IT HYDROGRAPE TIME DATA NMIV 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 C STARTING DATE ITIME 0000 STARTING TIME "Q 1200 NUMBER OP HYDROGRAPH ORDINATES • NOD.7:.TE 2 C ENDING DATE NDT'_ME3 0555) ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TCTAL TIME BASE 29.95 HOURS ENGLISH UNITS DRAINAGE AR':A Ef7ARE MITP9 PRECIPITAT=3V DEPTH INCHES LENGTH, ?7I1:rATION FEET FLOW CUEIC 3ZET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURT DEGREES FAHRENHEIT *** *** *** *** *** *** .; * *k* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***********I** 6 KK * RAIN * * ************** 19 KO OUTPUT CONTROL WalIABLES TPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE .I_PNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 21 SAVE HYDROGRAPH ON THIS UNIT IS.'V1 1 FIRST ORDINATE PUNCHED OR SAVED IS:.V2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN LG'?LOG .O16667 .01667 24.00000 *** *** *** *** *** *** ,. .* *** *** *** **. *** *.-* *** *** *** *** *** *** *** *** *** *** *** *** *** *** A #**#********** * k 20 KK * PRE * ************** 24 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE I'22:CH 0 PUNCH COMPUTED HYDROGRAPH IOUT 21 SAVE HYDROGRAPH ON THIS UNIT IS:.V1 1 FIRST ORDINATE PUNCHED OR SAVED IS V2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN 7.0-AtX.OG .0167 .01667 24.00000 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIM OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAG HYDROGRAPH AT RAIN 0. .00 0. 0. O. .00 HYDROGRAPH AT PRE 3. 12.47 1. 0. 0. .00 *** NORMAL END OF HEC-I *** Hydrograph Peak Flow Rate Peak Flow Total Volume Name (CPS) Date me x1000(CF) RAIN 0.0 Dec 01, 1900 00:01 0.0 PRE 3.025 Dec 01, 1900 12:29 15.427 HEC-1 INPUT LINE ID .1 2 3 4 5 6 7 .8 9 10 1 ID DKOTA SALISBURY 2 ID PRE--DEVELOPED 50 YEAR - 24 HOUR STORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 5 IO 5 0 0 6 KK RAIN 7 EM 1 YEAR 8 KM 0 0 0.384 0.767 1.31 1.51 1.61 1.95 2.29 2.73 9 KM 2 YEAR 10 EM 0 0 0.455 C.914 1.58 1.83 1.94 2.34•. 2.76 3.3 11 Eat 10 YEAR 12 Km 0 0 0.583 1.18 2.23 2.61 2.79 3.38 4.01 4.8 13 KM 25 YEAR 14 RM 0 0 0.642 1.3 2.56 3.04 3.28 3.98 4.76 5.7 15 CM 50 YEAR 16 PS 0 0 0.681 1.37 2.8 3.36 3.65 4.45 5.35 6.41 17 KM 100 YEAR 18 R" 0 0 0.716 1.44 3.04 3.67 4.01 4.93 5.96 7.13 19 74.-. 21 20 mx PRE 21 aA 0.0028 22 L3 76 23 UD 0.404 24 ;:rr. 21 25 ZZ * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * ! D.S. ARMY CO * JUN 1998 • HYDROLOGIC E * VERSION 4.1 + * 609 SE * DAVIS, CA * RUN DATE 22AUG23 TIME 07:46:33 * * (916) * ***+***+********* DKOTA SALISBURY ?RE-DEVELOPED 50 YEAR - 24 HOUR STORM GEOSCIENCE GROUP, INC. 5 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPE TIME DATA 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME .o 1800 NUMBER OF HYDROGRAPH ORDINATES NDD`,TE 2 0 minim DATE NDT.IM 0559 ENDING TIME 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS T.'2L TIME BASE 29.98 HOURS ENGLISH UNITS DRAINAGE X a SCT;ARE MILES PRECIPITAT:r'd DEPTH INCHES LENGTH, ELL.":"ATION FEYT FLOW CL'^IC ?"EET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AR2A ACRES TEMPERATUR? DEGREES !AFL4.ENHEIT *** *** *** *** *** *** *: . *k# *** ** i** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** * * 6 KK * RAIN * ************** 19 KO OUTPUT CONTROL VARIABLE C IPtNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL 2SCAL 0. HYDROGRAPH PLOT SCALE IPI.7CH 0 PUNCH COMPUTED HYDROGRAPH I4NUT 21 SAVE HYDROGRAPH ON THIS UNIT IS[,V1 1 FIRST ORDINATE PUNCHED OR SAVED _E V2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN LOG LOG 01E67 .01667 24.00000 *** *** *** *** *** *** . -r *** *** *** ** *** *•r* *** *** *** *** *** *** *** *** *** *** *** *** *** *** * y 20 KK * PRE -- * 24 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IP::CH 0 PUNCH COMPUTED HYDROGRAPH TOUT 21 SAVE HYDROGRAPH ON THIS UNIT IS:V1 1 FIRST ORDINATE PUNCHED OR SAVED IU:,V2 1800 LAST ORDINATE PUNCHED OR SAVED TINC:NT .017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN 5 is.= n7G 01 S i7 .01667 24.00000 RUNOFF SUMMARY FLOW IN COBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIM OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAG HTDROGRAPH AT RAIN 0. .00 0. 0. 0. .00 HYDROGRAPH AT PRE 4. 12.47 1. 0. 0. .00 *** NORMAL END OF HEC-1 *'* Hydrograph Peak Flow Rate Peak Flow Total Volume Name (CFS) Date/Time x1000(CF) RAIN 0.0 Dec 01, 1900 00:01 0.0 PRE 4.395 Dec 01, 1900 12:29 24.305 1 Project Narrative: SCM has been designed per current DEQ design guidelines and Rowan County criteria. The pre-developed site is predominately wooded. See accompanying soils report to identify soils and precipitation frequencies. Post- developed will be drives, truck court, auto parking and a building. Pre-Developed Area = 1.76 acres. Post- Developed area= 1.76 acres. Design hydraulics will incorporate TR-55 methodology to calculate the time of concentration for the pre-developed site. Post developed Tc is not calculated due to the fact that storm water runoff will travel on paved surfaces into the storm drain system which is typically less than 5 minutes, Tc post will be 5 minutes.Hydraulic calculations will use U.S.Army Corps of Engineers Hydraulic Engineering Center HEC-1 computer program. Design guidelines are as follows: • 1-inch storm shall be detained for 2 to 5 days. • Control the 1-Year 24 Hour post development peak flows to pre-developed levels. • 85% TSS removal. • Detention(pre< post)for 2, 10-year-24-hour storm. • Safely pass the 50 year-24-hour storm. Pre Developed Condition Area = 1.76 acres=0.0028 mi2 Predominant Soil Types: Sedgefield Hydrologic Soil Group C/D From Aerial photo imagery the site looks to be wooded. Woods,Fair: CN=73/C 79/D Curve Number=73+79=76 2 Tc=40.37 min. Lag=(0.6)Tc=0.404 hrs. (see spreadsheet) Note: Rainfall data taken from NOAA Atlas 14—Salisbury (see attached) Results of HEC-1 Analysis(see Calculations) Storm Peak Flow(cfs) 1 —Year 24 Hour 1.065 2-Year 24 Hour 1.60 10-Year 24 Hour 3.03 50-Year 24 Hour 4.40 2 Sheet now Manning's n for sheet flow(table 3.1 TR-55) smooth surfaces(conc.,asphalt.gravel or bare soil) 0.011 Head= 12.00 , Fallow(no residue) 0.05 mannings- 0.4 Cultivated Soils P2= 3.12 in Residue cover<20% 0 06 Length= 300 ft Residue cover>20% 3 17 s=HiiL= Lift Eqn 3.3 TR55 Grass 0.007 (ILL 0 3 Short grass praire 0 15 a er,se;:ass 0 24 Ti = Eermvcagrass 0.41 V r' Range 0.13 ^en? Tt=travel hme(hrs.) Woods n=mannings roughness coefficient Light underbrush 0.4 L=flow length(ft.) Dense underbrush 0.3 P2=2-yr. 24 hr rainfall(rn.) s=land slope(ft fit/) Shallow Concentrated Flow L= 110 ft h= 3ft 0 027273 ftm V 16.1345 G v= 2 66 fps T=L`(3600V)= y,01 hr. C^r.:ahe tra rp2 tine Tc-Tt1 Tt2....Tn Tc- 0.673 hr.= 40.38 rain. Lag- 0.404 3 Post Developed Using NCDEQ sand filter design guidelines. Drainage area= 1.76 acres(0.00275 mi2) Total Post BUA= 1.28 acres Curve Number=98 Grassed Area=0.48 acres Curve Number=74 BUA= 1.28/1.76=72.7% Water Oualitv Volume Compute Runoff Volume Rv BUA 55,763 ft2( 1.28 ac.) % Impervious= 1.28/1.76=73% Rv= 0.05 +0.9Ia=0.05 +0.9(0.73)= 0.71 SAND FILTER MDC 3. SEDIMENTISAND CHAMBER SIZING. The volume of water that can be stored in the sediment chamber and the sand chamber above the sand surface combined shall be 0.75 times the treatment volume. The elevation of bypass devices shall be set above the ponding depth associated with this volume_ The bypass device may be designed to attenuate peak flows. The area required for a sand filter device is calculated similarly to many other SCMs: 1. Calcuiate the design volume. 2. Multiply the design volume by 0.75, a"discount"that is allowed because stormwater infiltrates so rapidly through the sand media that the store water is treated throughout the storm event. By the end of the storm, the runoff from the begi n tig of the storm has already been treated and has exited the sand filter. 3. Divide the discounted design volume by the bonding depth, this will be the minimum solace area of the sand filter. 4. If the sand filter is designed to attenuate peak flows, additional surface area may be added in the sediment chamber only.The sand filter must be designed so that 50% of the :reatment volume can be stored ir, the sand chamber below the first bypass device. DV= 3630 x RD x Rv x A =3630 x 1 x 0.71 x 1.76=4,536 ft3 Apply 75% "discount"=3,402 ft3 Ponding depth of 6',filter area= 3402/5.9' =Minimum Surface Area=567 ft2 Use 128" x 83" elliptical CMP,with 9.9' x 58' =574 ft2 sand filter Soils, open good Chewada B =61 , Sedgefield C= 74 CN=(61 + 74)/2 =67.5 CNw = [(1.28 x 98)+(0.48 x 67.5)] 1.76= 89.68 4 Depth of Sand= 18"min.with 6"perforated underdrain Store 50% of Treatment volume before first bypass device=3402/2 = 1701 ft3 SAND FILTER MDC 2. TWO CHAMBER SYSTEM. The sand filter shall include a sediment chamber and a sand chamber. Storage volume in each chamber shall be equivalent. Provide equal sediment storage volume upstream of sand filer as volume of sand filter. From diagram page 5,Area of filter= 10.6 ft2 Sand filter volume= (10.6 ft2 x 58 ft)=615 ft3 Volume upstream of filter plate=(10.6 ft2 x 160 ft)= 1.696 ft3, Therefore Okay Provide 2" orifice drain with filter cloth so pipes will drain. From HEC1 run 1" rainfall, 0 outflow at 2066 minutes (34 hours) Elevation=758.83,Set first orifice at 759.00 5 r:14;,droPrc for Windows- 'i iN-6hr.ihl Fie Edit 'C'ie'. Cnart Run Options Eletp Input I Output Chart I Graph I Summary Table I Data TaNe T rn jMinutesl I POE! ROTE (CFS) (CFS) 2026 0 0 0_00; T.028 0.0 0.001 2030 0.0 0.001 2032 0.0 0.001 2034 0.0 0.001 2033 0.0 0 001 2038 0.0 0 001 2040 0,0 0_001 2t-12 0.0 •0.t}_r1 044. 0.0 0.001 2043 0 0 0.001 2048 0.0 0.001 208V 0.0 0.001 2082 0.0 =0.001 2054 0.0 0 001 2r`8 .. 0 0 0. 01 206£ ft_0 0.001 20�0 0_0 0.001 2082 I0_0 0 001 20�4 0.0 0 001 2086. 0.0 .r0_ 6 P in AREA=49.9 SF N T-St ir- 112.61 9.9' _......iiiiiii 128'x83' N❑MINAL PIPE ARCH SAND FILTER MOB >_,$ 761 7.7......e.... ..\\\\ 14.6 SF F^. M h F 7'-Sir ?SS MO 1F 757.75 q AAEM16 f 6 SF m T 76625 128`x83" NOMINAL LOW END 76i71 zzz....„./''-------. 67 SF�...-.....„...,...\\ 1 76196 763 4.9 SF w 49 X?SF iQ 7-S} n 759 �.� \1.6SF _______________...,y1 MG_ SF @To 10'-3}' - 128'x83' N❑MINAL HIGH END 7 Stage-Storage Underground Sand Filter Pipe = 128 x 83 Length Pipe(feet)= 218 Sand Elevation downstream 757.75 Downstream Invert= 614 Pipe SIope(ft/ft)= 0.005 SWE Upstream 758.84 Area Low End Area High End Average Area Length-- Volume-1 Pipe Total Volume Elevation (ft) (ft2) (ft2) (ft) (ft3) (ac-ft) _ 757.75 0 0 0 0 0.0 0 759 12.6 1.8 7.2 218.0 1569.6 0.04 763 47.2 40.5 43.9 218.0 9559.3 0.22 763.66 49.3 45.4 47.4 218.0 10322.3 0.24 764.75 49.9 49.9 49.9 218.0 10878.2 0.25 Stage-Discharge 1.Sand filter 2 i 27, area K 1.54 I 574.00 I 3.5 2.Gce L 57"?w v 759 03 A=0.1364 s• Head Measured from 759.21 3.Oriaee 0ia;in) , riu I 0.00 I 0,001 A=; St. Head Measured from 0 00 4.W07 Len ,=,, I 4004 764 oat 5.We'7 ...:-a" flgY I :.asftI 0.001 Stage 1.Sara 2.O.ifice 3.Orifice 4.Weir 5.Wei- Total Flew Fee,. Box 757.75 D.00 C30 0 00 0.00 0.000 758.00 023 0.00 0.00 3.0C 0.00 3.023 ' 759.0D 3 033 0 00 0.00 0.00 0.00 0.039 760.03 �.C54 0.63 0.00 0.00 0.00 0.687 751.30 3 070 - 0 95 0.00 0.00 0.00 1.022 7520D 3.355 1.19 0.00 0.00 0.00 1.274 764.00 3"8 ., ;55 - 0.00 0.00 0.00 1.673 764.78 3.:25 1.58 0.00 8.27 0.00 10.074 0 00 .'.727 0.00 0 30 C 00 0.00 -11,727 0.03 -11.727 0.00 0.00 0 CO 0.00 -1 1.727 Basic Orifice Equat cn Basic Weir Eaaation v= CdA 2ghQ= C1r*L 3'`, Cd = 0.65 C,,. =3.0 g = 32.2.J sec` 8 Results of HEC-1 Analysis(see Calculations) Storm ' Pre-Devlp. Post- Routed Stage Commnet (cfs) Devlp.(cfs) (cfs) Elev.(ft.) 1"-6 Hour na 1.197 0.037 758.87 • 1- Year 24 Hour 1.065 4.726 0.931 760.73 Post<Pre OK 2-Year 24 Hour 1.60 7.184 1.168 761.58 Post<Pre OK 10-Year 24 Hour 3.03 10.167 2.928 764.11 Post<Pre OK 50-Year 24 Hour 4.40 12.447 10.176 764.76 WE< Top Pipe OK 9 1 • * * • FLOOD HYDROGRAPH PACKAGE (NEC-1) * U.S. ARMY CORPS OF ENGINEERS * * JUN 1998 • * HYDROLOGIC ENGINEERING CENTER * ** VERSION 4.1 * * 609 SECOND STREET *• * * DAVIS, CALIFORNIA 95616 * RUN DATE 31AUG23 TIME 14:51:23 * • (916) 756-1104 * • x x xxxxxxx xxxxx x X x x x x xx x x x x x XREXXXX XXXX X XXXXX X x X x x x x x x x x x X X XXXXXXX XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS NEC1 (JAN 73). HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, rSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 HEC-1 INPUT PAGE 1 LINE ID 1 2 3 4 5 6 7 8 9 10 1 ID DAKOTA SALISBURY 2 ID 1 INCH, 6 HOUR STORM ROUTED ONLY THROUGH SAND FILTER 3 ID GEOSCIENCE GROUP, INC. 4 IT 2 0 0 3600 5 IN 5 0 0 IO 5 0 0 7 KK POST 8 PB 1 9 PI 0 0.003 0.003 0.003 0.003 0.003 0.003 0.004 0.004 0.004 10 PI 0.004 0.004 0.004 0.004 0.004 0.005 0.005 0.005 0.005 0.006 11 PI 0.007 0.007 0.007 0.008 0.008 0.009 0.009 0.01 0.011 0.012 12 PI 0.013 0.019 0.022 0.025 0.039 0.05 0.108 0.186 0.075 0.043 13 PI 0.028 0.023 0.02 0.014 0.012 0.011 0.01 0.009 0.009 0.008 14 PI 0.008 0.007 0.007 0.007 0.006 0.005 0.005 0.005 0.005 0.005 15 PI 0.004 0.004 0.004 0.004 0.04 0.004 0.004 0.004 0.003 0.003 16 PI 0.003 0.003 0.003 0 17 KK POST 18 KO 0 0 0 0 21 19 BA 0.0028 20 LS 0 89.68 21 OD 0.05 22 RK ROUTE 23 KO 21 24 RS 1 ELEV 757.75 25 SV 0 0.04 0.22 0.24 0.25 26 SE 757.75 759 763 763.66 764.75 27 SQ 0 0.023 0.039 0.054 28 SE 757.75 758 759 760 29 KM TOP BOX EL 766.1 30 ST 766.1 3 1,5 31 ZZ 1 10 • * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS • JUN 1998 • HYDROLOGIC ENGINEERING CENTER * VERSION 4.1 * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * RUN DATE 31AUG23 TIME 14:51:23 * • (916) 756-1104 • DAKOTA SALISBURY 1 INCH, 6 HOUR STORM ROUTED ONLY THROUGH SAND FILTER GEOSCIENCE GROUP, INC. *** ERROR *** SPECIFIED START AND END DATES RESULT IN TOO MANY TIME PERIODS �.. IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCAT.F IT HYDROGRAPH TIME DATA NMIN 2 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 2000 NUMBER OF HYDROGRAPH ORDINATES NDDATE 3 0 ENDING DATE NDTIME 1838 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .03 HOURS TOTAL TIME BASE 66.63 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 17 KK * POST * * * 18 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 2000 LAST ORDINATE PUNCHED OR SAVED TIMINT .033 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** **. *** e*.. n** *** *** *** *** *** *,•* *** * * 22 K1: * ROUTE * ************** 11 23 RO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 2000 LAST ORDINATE PUNCHED OR SAVED TIMINT .033 TIME INTERVAL IN HOURS 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAR TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE • 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT + POST O. .00 O. 0. 0. .00 HYDROGRAPH AT + POST 1. 3.20 0. 0. 0. .00 ROUTED TO + ROUTE 0. 5.47 0. 0. O. .00 758.87 6.10 1 SUMMARY OP DAM OVERTOPPING/BREACH ANALYSIS FOR STATION ROUTE (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) PLAN 1 INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 757.75 766.10 766.10 STORAGE 0. 0. 0. OUTFLOW 0. 0. 0. RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE PMF W.S.ELEV OVER DAM AC-FT CPS HOURS HOURS HOURS 1.00 758.87 .00 0. 0. .00 6.10 .00 *** NORMAL END OF HEC-1 *** ri -. ' .a CIO,': '{Ur -6nr.iht Eire Edit View Chart Roan t;*,±:c.ri Help Input f Output Chad 1 Graph 11 Swans y Table Data Table .,.^ r CY a „'4 Peak F,aw RatetC... Peak FlowDateiTime 'Total Voturnex i T. POST 1 197 Dec 01. 1900 03:14 2.007 ROUTE 0 C37 Dec 01 19+00 05 32 2.005 12 1 *************************************** • • * * • FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * JUN 1998 * * HYDROLOGIC ENGINEERING CENTER • VERSION 4.1 * * 609 SECOND STREET • ** * * DAVIS, CALIFORNIA 95616 • RUN DATE 31AUG23 TIME 16:09:17 * (916) 75b-1104* * • * • s X xxxxxxx xxxxx x x x x x xx x x x x x xxxxxxx xxxx x XXXXX X x x x x x x x x x x x x x xxxxxxx xxxXx XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMEREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DES:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 HEC-1 INPUT PAGE 1 LINE ID 1 2 3 4 5 6 7 8 9 10 ID DKOTA SALISBURY 2 ID POST-DEVELOPED 1 YEAR - 24 HOUR STORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 5 10 5 0 0 6 KK RAIN 7 KM 1 YEAR 8 PH 0 -, 0.384 0.767 1.31 1.51 1.61 1.95 2.29 2.73 9 KM 2 YEAR 10 KM 0 0 0.455 0.914 1.58 1.83 1.94 2.34 2.76 3.3 11 KM 1D YEAR 12 KM 0 0 0.583 1.18 2.23 2.61 2.79 3.38 4.01 4.8 13 KM 25 YEAR 14 KM 0 0 0.642 1.3 2.56 3.04 3.28 3.98 4.76 5.7 15 KM 50 YEAR 16 KM 0 0 0.681 1.37 2.8 3.36 3.65 4.45 5.35 6.41 17 KM 100 YEAR 18 KM 0 0 0.716 1.44 3.04 3.67 4.01 4.93 5.96 7.13 19 KO 21 20 KK POST 21 BA 0.0028 22 LS 89.68 23 UD 0.05 24 KO 21 25 KK MAIN 26 KO 21 27 RS ]. ELEV 757.75 28 SV 0 0.04 0.22 0.24 0.25 29 SE 757.75 759 763 763.66 764.75 30 SQ 0 0.023 0.039 0.687 1.022 1.274 1.673 10.074 31 SE 757.75 758 759 760 761 762 764 764.75 32 KO 21 33 KM TOP CONTROL BOX=766.10 13 34 ST 766.1 15 3 1.5 35 KO 21 36 ZZ 1 • • + FLOOD HYDROGRAPH PACKAGE (NEC-1) • • U.S. ARMY CORPS OF ENGINEERS * JUN 1998 * r * HYDROLOGIC ENGINEERING CENTER • VERSION 4.1 • * * 609 SECOND STREET * * * * DAVIS, CALIFORNIA 95616 * RUN DATE 31AUG23 TIME 16:09:17 * + (916) 756-1104 DKOTA SALISBURY POST-DEVELOPED 1 YEAR 24 HOUR STORM GEOSCIENCE GROUP, INC. IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NO 1800 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0559 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 29.98 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT r** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** **r *** *** *** *** *** rrr *** *** *** *** r= ICE * RAIN * ************** 19 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH LOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN LOGLOC .01667 .01667 44.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** **■ *** *** *** *** ter *** *** *** *** *** *** *** 14 a rr**********r 20 KX * POST * • 24 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000 *** *** *** *** *** *** *** *** *** *** a** r** *** *** *** *** *** *r* *** *** r** *** *** *** r** *** *** r** *** *** *** *** *** 25 KK * MAIN * * r 26 X0 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *r* *** *** *** *** *** *** **• *** *** *** *** *** *** *** ar* *** **r *** ************** 25 KK * MAIN * *********a**** 32 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS a** r** *** r** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** * *** *** *** *** *** * * 25 KK * MAIN * ************** 35 XO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH LOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL iN HOURS 15 1 RUNOFF SUMMARY FLOW IN CUBIC PEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW POR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE t 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT • RAIN 0. .00 0. 0. 0. .00 HYDROGRAPH AT POST 6. 12.07 0. 0. 0. .00 • ROUTED TO + MAIN 1. 12.38 0. 0. 0. .00 760.73 12.40 1 SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION MAIN (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) PLAN 1 INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 757.75 766.10 766.10 STORAGE O. O. 0. OUTFLOW 0. 25. 25. RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF OP RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE PMF W.S.ELEV OVER DAM AC-PT CFS HOURS HOURS HOURS 1.00 760.73 .00 0. 1. .00 12.40 .00 *** NORMAL END OF HEC-1 *** )',. 1: i . E., .. -t H . r .. -e; DI 1 1 l Input I Output ChaTt 1 Graph 11 Summary Table Data Table ",.,' �".. `1__ .1 Peak Flow Rate(C .. I Peak FlowDate,Time !Total Volumexl... I RAIN 0 0 Dec 01. 1900 00.01 u" C POST 5 6' Dec 01. 1900 12.05 11 135 MAIN 0 931 Dec Cl t900 12-23 10 0 16 1 • * r * FLOOD HYDROGRAPH PACKAGE (HEC-1) * • U.S. ARMY CORPS OF ENGINEERS * * JUN 1998 • * HYDROLOGIC ENGINEERING CENTER r •* VERSION 4.1 * * 609 SECOND STREET • * • DAVIS, CALIFORNIA 95616 * •* RUN DATE 31AUG23 TIME 16:11:25 * * (916) 756-1104 • * • * X XXxXXXX XXXXX X X X X X X XX x x x x x XxxxxXX XXXX X XXXXX X x x x x X x x x x x x x x xxxxxxx XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73) HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE F0RTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DES:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMP': INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 HEC-1 INPUT PAGE 1 LINE ID 1 2 3 4 5 6 7 8 9 10 1 ID DKOTA SALISBURY 2 ID POST-DEVELOPED 2 YEAR - 24 HOUR STORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 I0 5 0 0 6 KK RAIN 7 :•7a 1 YEAR 8 KM 0 0 0.384 0.767 1.31 1.51 1.61 1.95 2.29 2.73 9 KM 2 YEAR 10 PH 0 0 0.455 0.914 1.58 1.83 1.94 2.34 2.76 3.3 11 KM 10 YEAR 12 KM 0 0 0.583 1.18 2.23 2.61 2.79 3.38 4.01 4.8 13 KM 25 YEAR 14 KM 0 0 0.642 1.3 2.56 3.04 3.28 3.98 4.76 5.7 15 KM 50 YEAR 16 KM 0 0 0.681 1.37 2.8 3.36 3.65 4.45 5.35 6.41 17 KM 100 YEAR 18 KM 0 0 0.716 1.44 3.04 3.67 4.01 4.93 5.96 7.13 19 KO 21 20 KK POST 21 BA 0.0028 22 LS 89.68 23 UD 0.05 24 KO 21 25 KK MAIN 26 KO 21 27 RS 1 ELEV 757.75 28 SV 0 0.04 0.22 0.24 u.25 29 SE 757.75 759 763 763.66 764.75 30 SQ 0 0.023 0.039 0.687 1.022 1.274 1.673 10.074 31 SE 757.75 758 759 760 761 762 764 764.75 32 KO 21 33 KM TOP CONTROL BOX=766.10 34 ST 766.1 15 3 1.5 17 35 KO 21 36 ZZ 1 : r * FLOOD HYDROGRAPH PACKAGE (HEC-1) * • U.S. ARMY CORPS OF ENGINEERS * JUN 1998 * * HYDROLOGIC ENGINEERING CENTER VERSION 4,1 * 609 SECOND STREET r • DAVIS, CALIFORNIA 95616 • RUN DATE 31AUG23 TIME 16,11:25 * * (916) 756-1104 • • • DKOTA SALISBURY POST-DEVELOPED 2 YEAR 24 HOUR STORM GEOSCIENCE GROUP, INC. 5 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 D STARTING DATE ITIME 0000 STARTING TIME NQ 1800 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0559 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 29.98 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT *** *** *** *** x*a *** *** *** *** *r* *** **r *** *** *** *** *** *** *** *** *** *** *** *** *** **r *** *** *** *** *** *** • 6 XX * RAIN * r * 19 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** r** *** *** *** *r* *** *** *** *** *** *** *r* *** *** *** *** 18 20 KK * POST ************** 24 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH LOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** **r *** *** *** *** *** *** *** *** *** *** *** *** •** *** *** *** *** *a* 25 KK • MAIN * * * 26 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** **• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** • 25 KK * MAIN * * * 32 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** **r *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 25 KK * MAIN * • 35 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH LOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TTMINP .017 TIME INTERVAL IN HOURS 1 19 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAR TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAR AREA STAGE MAX STAGE . 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT + RAIN 0. .00 0. 0. 0. .00 HYDROGRAPH AT + POST 7. 12.07 1. D. 0. .00 ROUTED TO MAIN 1. 12.37 0. 0. 0. .00 761.58 12.40 I SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION MAIN (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) PLAN - INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 757.75 766.10 766.10 STORAGE 0. 0. 0. OUTFLOW 0. 25. 25. RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE PMF W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS 1.00 761.58 .00 0. 1. .00 12.40 .00 •rr NORMAL END OF EEC-1 rr• fj -iydre •o fcr W4nuo7.; - :bst P' ! vt,:e Che,- F,.7 .. r.. •illy❑10i0 . MN I Output Chad I Graph II Summary Table Data Table ! .., ^•^ 11';,h_ Peak FlowRate(C._. i Peak FlowDate me .1 Total Valumexl.._1 RAIN 0.0 Dec 01 1900 00.01 0.0 POST 7184 Dec 01 1900 12 05 14 526 MAN l 168 De_ _•1 T.33e 12 2< 13 359 20 1 * * • * FLOOD HYDROGRAPH PACKAGE (NEC-1) * * U.S. ARMY CORPS OF ENGINEERS • ** JUN 1998 * HYDROLOGIC ENGINEERING CENTER VERSION 4.1 * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * RUN DATE 31AUG23 TIME 16:13:23 (916) 756-1104* * * * X x XXXxXXX XXxxx x X X X X X XX X X X X XXXXJXX XXXX X XXXxx X X X X X X x x x x x x x ., xXXXXxX xXxXx Xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73) HEC1GS, HECIDB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OP -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THH FORTRAN77 VERSION NEW OPTIONS: DAYBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE 1 LINE ID 1 2 3 4 5 6 7 8 9 10 1 ID DKOTA SALISBURY 2 ID POST-DEVELOPED 10 YEAR - 24 HOUR STORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 5 I0 5 0 0 6 KR RAIN 7 KM 1 YEAR 8 KM 0 0 0.384 0.767 1.31 1.51 1.61 1.95 2.29 2.73 9 KM 2 YEAR 10 KM 0 0 0.455 0.914 1.58 1.83 1.94 2.34 2.76 3.3 11 KM 10 YEAR 12 PH 0 0 0.583 1.18 2.23 2.61 2.79 3.38 4.01 4.8 13 KM 25 YEAR 14 KM 0 0 0.642 1.3 2.56 3.04 3.28 3.98 4.76 5.7 15 KM 50 YEAR 16 KM 0 0 0.681 1.37 2.8 3.36 3.65 4.45 5.35 6.41 17 KM 100 YEAR 18 KM 0 0 0.716 1.44 3.04 3.67 4.01 4.93 5.96 7.13 19 KO 21 20 KK POST 21 BA 0.0028 22 LS 89.68 23 UD 0.05 24 KO 21 25 KK MAIN 26 KO 21 27 RS 1 ELEV 757.75 28 SV 0 0.04 0.22 0.24 0.25 29 SE 757.75 759 763 763.66 764.75 30 SQ 0 0.023 0.039 0.687 1.022 1.274 1.673 10.074 31 SE 757.75 758 759 760 761 762 764 764.75 32 KO 21 33 KM TOP CONTROL BOX=766.10 34 ST 766.1 15 3 1.5 21 35 KO 21 36 ZZ 1 r • FLOOD HYDROGRAPH PACKAGE (NEC-1) * * U.S. ARMY CORPS OF ENGINEERS `UN•* 1998 * * HYDROLOGIC ENGINEERING CENTER • VERSION 4.1 * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * RUN DATE 31AUG23 TIME 16:13:23 (916) 756-1104 • ■ DKOTA SALISBURY POST-DEVELOPED 10 YEAR - 24 HOUR STORM GEOSCIENCE GROUP, INC. 5 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL, QSCAL O. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 1800 NUMBER OF HYDROGRAPH ORDINATES NDDATE 0 ENDING DATE NDTIME 0559 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 29.98 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** +** • 6 KK * RAIN * 19 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SrIDE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000 *** *** *** *** *** *** *** **r *** *** *** *** *** r** *** *** *** *** *** *** *rr r** *** *** *** *** *** *** r** *** *** *** 22 + + 20 KX * POST * • 24 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN LOGLOG .01667 .016G7 24.00000 *** *** *** *** *** *** *** *** *** *** art *** *** *** *** *** *** *** *** *** *** *** a** *** *** *** *** *** *** *** *** *** * r 25 KK * MAIN * ************** 26 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 180D LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS * *** *** *** a** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** **iv *** *** *** *** *** *** *** *** *** *** *** a** 25 KK * MAIN * • 32 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCar.0 IPNCH 0 PUNCH COMPUTED HYDROGRAPH LOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *a* *** *** *** *** *** *** *** *** ************** • 25 KK * MAIN * r * ************** 35 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH LOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS 1 23 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE + 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT + RAIN 0. .00 0. 0. 0. .00 HYDROGRAPH AT POST 10. 12.07 1. 0. 0. .00 • ROUTED TO MAIN 3. 12.30 1. 0. 0. .00 • 764.11 12.30 SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION MAIN (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) PLAN 1 INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 757.75 766.10 766.10 STORAGE 0. 0. 0. OUTFLOW 0. 25. 25. RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE PMF N.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS 1.00 764.11 .00 0. 3. .00 12.30 .00 *** NORMAL END OF HEC-1 air a {:.ldr0Pro FGf A-nr:;. t 1 ':: ,hs CV l / Output chart I Graph fJ Summary Table Data Table l j ,. --.cy , .,N Peak Flaw Ratei.0 . I Peak FiowDateiTime ITotal Volumex1 . I RAIN 0 0 Dec 01. 1900 00:01 0.0 POST 10.167 Dec 01, 190012:05 23.747 MAIN 2 925 Dec 01. 1900 12:19 22 365 24 1 • .* FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS *' JUN 1998 * * HYDROLOGIC ENGINEERING CENTER • VERSION 4.1 * * 609 SECOND STREET •* * * DAVIS, CALIFORNIA 95616 RUN DATE 31AUG23 TIME 16:15:57 * i916) T56-1104* • X X ,CXXXXXX XXXXX X X x x x x xx X X X X X XXXXXxX XXXx X XXXXX X X X X X X x x x x x x x X xxxxxxX xxxxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DS, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE PORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS;WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE 1 LINE ID. 1 2 3 4 5 6 7 8 9 10 1 ID DKOTA SALISBURY 2 ID POST-DEVELOPED 50 YEAR - 24 HOUR STORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 5 IO 5 0 0 XK RAIN 7 KM 1 YEAR 8 KM 0 0 0.384 0,767 1.31 1.51 1.61 1.95 2.29 2.73 KM 2 YEAR 10 KM 0 0 0.455 0.914 1.58 1.83 1.94 2.34 2.76 3.3 11 KM 10 YEAR 12 KM 0 0 0.583 1.18 2.23 2.61 2.79 3.38 4.01 4.8 13 KM 25 YEAR 14 KM 0 0 0.642 1.3 2.56 3.04 3.28 3.98 4.76 5.7 15 KM 50 YEAR 16 PH 0 0 0.681 1.37 2.8 3.36 3.65 4.45 5.35 6.41 17 KM 100 YEAR 18 KM 0 0 0.716 1.44 3.04 3.67 4.01 4.93 5.96 7.13 19 KO 21 20 KR POST 21 BA 0.0028 22 LS 89.68 23 UD 0.05 24 KO 21 25 ICE MAIN 26 KO 21 27 RS 1 ELBV 757.75 28 SV 0 0.04 0.22 0.24 0.25 29 SE 757.75 759 763 763.66 764.75 30 SQ 0 0.023 0.03n 0.687 1.022 1.274 1.673 10.074 31 SE 757.75 758 759 760 761 762 764 764.75 32 KO 21 33 KM TOP CONTROL BOXm766.10 34 ST 766.1 15 3 1.5 35 KO 21 25 36 ZZ 1 • • • * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS JUN 1998 * • HYDROLOGIC ENGINEERING CENTER • • VERSION 4.1 • 609 SECOND STREET * * • * DAVIS, CALIFORNIA 95616 * RUN DATE 31AUG23 TIME 16.15:57 • * (916) 756-1104 * * DKOTA SALISBURY POST-DEVELOPED 50 YEAR - 24 HOUR STORM GEOSCIENCE GROUP, INC. 5 I0 OUTPUT CONTROL VARIABLES IPRN'P 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 1800 NUMBER OP HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0559 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 29.98 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** * * KK * RAIN * 19 KO OUTPUT CONTROL VARIABLES IRRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH LOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** • 215 20 KK * POST * 24 1t0 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH LOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** 25 KK * MAIN * r * 26 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALP IPNCH 0 PUNCH COMPUTED HYDROGRAPH LOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** • 25 XK * MAIN * • 32 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCAT,a IPNCH 0 PUNCH COMPUTED HYDROGRAPH TOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED 01: SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** • 25 XI * MAIN * * * 35 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 21 SAVE 1SYDLCOGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS 1 RUNOFF SUMMARY 27 FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE + 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT • RAIN 0. .00 0. 0. 0. .00 HYDROGRAPH AT ♦ POST 12. 12.07 1. 0. D. .00 ROUTED TO ♦ MAIN 10. 12.12 1. 0. 0. .00 • 764.76 12.12 1 SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION MAIN (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) PLAN 1 INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 757.75 766.10 766.10 STORAGE 0. 0. 0. OUTFLOW 0. 25. 25. RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE PMP N.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS 1.00 764.76 .00 0. 10. .00 12.12 .00 *** NORMAL END OF NEC-1 *** 0 ;a-oP;c`,-'Jnncows-16hrPcst. 1 r.e : ''. , -. Chart Run C.x `-ie: input I Output Chad 1 Graph II Summary Table Data Table I R ..,,r;,,:,, j Peak Flow RatefC... I Peak FIowOate/me I Total Volumexl... I 0.0 Dec 01. 1900 00 01 0 0 POST 12.447 Dec 01. 1900 12 05 33.889 10 176 Dec 01, 1900 12 OS 32.485 28 Primary Spillway Deadman Calculations Unit Weight Concrete(Ibs/ft3)= 145 Unit Weight Water(lbslft3)= 62.4 Invert Riser 756.20 Inside Control Box roof 763.75 Hydraulic Head (ft.) 7.55 Outside Dimension of Square Riser(ft.) 5.0 Area (ft2) 25 Factor of Safety 1.25 Bouyant Force (lbs.) 11,778 Bouyant Force with F.S.(ibs.) 14.722 Deadman Thickness (ft.) 2.0 Deadman Dimension- Square (ft.) 2.44 FUse 1 91 29 Outlet Pipe P^atect Cesence= Ffeticin r+e2lhcC Manses Fanuvia Sew.ear k�Ron InpuiDate ge-.ghress Ceaikheli 6.212 Chorine hoe* 6005 fdfc !tm-hs 'wt. 24.0 in Diarthwr 24.0 in McIver 17.33 ds Results rva 17.33 ds ks—ta 2,s 24.0 in 3.1 ftt `lime f.nrtarae 43 k ry9'aut Aacr:s 6.0 in Tx.ceith 0A0ft :nem.74:aa 111.0 in 31,:ant i.# 100.0 Crnti.Sims 0A06 kftt 'ee0.�th 5.52 fth AWOL,-.si 0.47 it S.ww6t 1-se, Z.47 ft svrIce.. s, ( )A) uaa-hr>L4ta^7s 18b4 ds ax!.arg.rci .3?efs Axe-.ah 0015 fdit ;Le 7vs4 5.c-recce GVT :see errix� 1.1 4 ,..anias-14 Sags vm ea r 44;c1. :Si ?The ii.c-iyrier Grp 0-Fin i.ao:st .341 ft agate End Seed+Orr list :,1% "tyre 0tett]+v Ax .1% :+7Rr'S.4 1.." tia:ity :,1:fah "J]f^a►T Kabodt± :.1:ftls Wiev,0001. 2e:in vsrcr Tear. 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Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum tailwater condition (Twa0.5 diameter) Outset w r Do + La S. .. ., •A. . f � ? i dix+9ete+(Do) . . • ,r"1so ' /La —4-44 txater .c0.600 • pro 1 t :i: ; .1.21. 1. • p, 1 *" .1 of , _,.,.;-` nnr. ev.-1 A f:;: . _ ': :, Sty •es�,; '' ."�;' `., ..R h` 50 ' _ ` '` ; rr' '' 1111 ttAli a . ram.+ s • i• ri...46,4 A 1 . .•...:,: f .. .tA. /. it .i"l• �I .. ice« :.•a ....,.. . • •pBl A i f+1 7 4 �� A i 20 ` F, i i = •*:, s, I . i ; /. .t,.4�-60°I iFli t4 .....FI > �r , } .r- 2 t> • I f Y •t. �a gor ,ry ti,,� 3 ff .T SI 1 A �y-� 10 4/r•11 CLL., i. a� t.IstR r i �. . _ ± 4'.sr�ifilif f r• it ___---1., pwrkM"� f . • .;i .1 = 1 A i : : • :V �•i 7 tl11r,41...jh• [ ../ : 1f'�•t ii ' : $,1 . i ' go i. '• i 3 I. , ! •• ' r ' 'r �y�b��Y�{1Mir . _` b•'. .fir [ N [..„ 4 :1. f N.: 1 • xT-t' • • •; ; ; t -.i '4. a . n µ; r -:.o I.s •,,,As, A t �,•°o Fr' oIE '2 Cn ¢ i f t 1 , . fl f. r .' ,o•`• i' • 'Mrt1 • n t-t•-.�. v s..., 1 ...: t E 1. .1 ..r 91 eN .411, f lit Et 0 orr 0. aa 4. Tri.' -' "- i .' ' tr � ... . LO ':• 15 ' , � ,.� .T ' ; ? "., f. fS Mail= ,, .. v=5 , ._:,." _ I ; 3 5 20 20 59 100 200 500 1000 Discharge 013/sec) Curves may not be extrapolated Figure 13.oe Design of ou:tfft protect an protection from a roy nd pipe liowirg full,rnin-nsurff tailwater condit;cn{T.‹0.5 cfiamt ner) Res.11193 8.06.3