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Home My WebLink About20070177 Ver 1_Stormwater Info_20090717Environmental Consultants, PA rt • Concord, North Carolina 28025 • Phone: (704) 720-9405 • Fax: (704) 720-9406 N.C. Division of Water Quality oFNR waTEFC?p?1n PNO 401 Oversight and Express Permits Unit %T?'Y'0ZkNOS'OStAtY1'+T?R8 Attn: Cyndi Karoly 2321 Crabtree Boulevard, Suite 250 Raleigh, NC 27604-2260 RE: Perimeter Woods Development -Mecklenburg County, NC Dear Mrs. Karoly: Soil & Environmental Consultants, PA (S&EC) has prepared a NWP 39 request (preconstruction notification) for 404 approval for the Perimeter Woods development in Mecklenburg County, NC. Requested impacts total 52 linear feet of stream related to extension of existing culverts under Reames Road. Specifically, impacts will occur to Long Creek. The applicant, Perimeter Woods Development, was required by the Charlotte Department of Transportation to relocate the Perimeter Parkway/Reames Road intersection resulting in road widening and the need to extend 2 existing box culverts. Since requested (and prior) impacts are below 401 Water Quality Certification notification thresholds, we are not requesting written approval from the NC DWQ. However, as per condition 12 of Certification #3705, we are providing copies of the approved stormwater management plan. A prior NWP39 permit was authorized by the USACE for 0.09 acres of wetlands impact for this project on February 23, 2007 (Action ID# SAW2007-356-360). Please call if you have questions or comments regarding the information provided. Sincerely, Wendell Overby NC Licensed Soil Scientist NC Registered Forester Attachments: Approved project plans Stormwater calculations Greensboro Office: Raleigh Office: 3817-E Lawndale Drive 11010 Raven Ridge Road Greensboro, NC 27455 Raleigh, NC 27614 Phone: (336) 540-8234 Phone: (919) 846-5900 Fax: (336) 540-8235 Fax: (919) 846-9467 `July 16, 2009 r,no S&EC #5-1417w2 A 1 1 1 1 t 1 JUL 1 7 20 n,E,NR - WATFR WETVVbB AND STOR! PERIMETER WOODS SUBDIVISION PHASE I STORMWATER CALCULATIONS December 12, 2006 • 1. .ate • 10725 K :?GlhtE?:•""?v ;; ? S C ALA `.?°6? Prepared By: GEC-)SCIENCE GROUP 1 500 Clanton Road, Suite K Charlotte, North Carolina 28217 Phone (704) 525-2003 Facsimile (704) 525-2051 5? 1 I City of Charlotte Land Development Division Detention Worksheet Project Name: YeA?Wvt I1?"4 - l a'p Date: /2 • a,d6 I Project Description: Attach brief explanation of detention plans and any assumptions if necessary. I1..?OF DDLt!j O?Z 'f)015_104 A-41) JaATt?-V 62uq PRE-DEVELOPED SUMMARY Basin area: 5'7q ac. (Delineated on attached drainage area map) Time of Concentration, Tep,e: I b5 hk?i• rnir . (Based on the SCS Method) (Tc path shown on attached map) Reference 3.9.6 of the Charlotte-Mecklenburg Storm Water Design Manual - SCS Travel Time. Curve Number, Cnpre: 5?' 4- POST-DEVELOPED SUMMARY Basin area: 5'11 ac. (Delineated on attached drainage area map) Time of Concentration, Tcpost: min. (Based on the SCS Method) (Tc path shown on attached map) Reference 3.9.6 of the Charlotte-Mecklenburg Storm Water Design Manual - SCS Travel Time. Curve Number, CnD0SI: q2• (v DETENTION SUMMARY Computer Method Used*: *Land Development Plan Review Staff will verify all detention submittals using HEC-I for compliance with the City of Charlotte Zoning Ordinance, Section 12.6 This summary is to accompany all detention analysis and is not intended to replace that requirement. Pre (cfs) Post (cfs) Routed (cfs) Elevation 2yr. r,M z1 0.15 10 yr. Z'01 l :x/+T 50 yr. N/A 4-5' Pg 1 of 3 Revised 3/2005 i 1 1 1 1 I 1 PRE-DEVELOPED SUB-BASIN CALCULATIONS: Sub-basin Name/Level: (Coordinate with attached drainage area map) Type of Flow Travel Length (ft.) Sloe % Mannin s (n) Time ( lG?j Sheet Unpaved Sheet Paved Shallow Conc. (Unpaved) (? 3 Q, 02?j Shallow Conc. Paved Channel Pipe TOTAL N/A N/A N/A Tc pre = f , f j fff? Acreage Land Use Soil Type Hydrologic Group CN Weighted CN (Acreage(ToW Area) x (CN ) Z ?0 1 n 5? ,3 1 i t? P4 ALDoJ 10 ¢, 3 10 --i2p 'j 13 - 5S 1q, Z d'Z 1 04? 1 G 70 14,v 5,? ?q 4 CNPre= POST-DEVELOPED SUB-BASIN CALCULATIONS: Sub-basin Name/Level: (Coordinate with attached drainage area map) Type of Flow Travel Length (ft. Slope (%) Mannin s (n) Time (min.) Sheet Unpaved Sheet Paved Shallow Conc. Un aved Shallow Conc. Paved Channel Pipe TOTAL N/A N/A N/A Tc post = Acreage Land Use Soil Type Hydrologic Group CN Weighted CN (AcreageiTotal Area) x (CNl) / o?(??/ G q q 4- 14.9, o to q2 13Z. 44 2 q4- l g ? ?? CNPost= qZ(o Pg2of3 Revised 3/2005 1 1 1 1 1 t STORAGE / DISCHARGE CALCULATIONS *(If applicable) Complete Underground Storage Volume Table Elevation Underground * Above Ground Total Acc. Volume (cf) Acc. Volume for all Structures c Area (sq. ft.) Inc. Volume (cf) Acc. Volume (cf) (Above and Underground) -7W 9 'I 7f /590 17 ?V& 33?5 17e t S Stage Discharge Co= orifice coefficient: Cw = weir coefficient. Orifice Area unit shall he znnnre feet (Cf) Elevation / S Orifice I Orifice 2 Weir I 0 ( Weir 2/Em. Outlet Emergency Total Q tage (ft) In. I In. I 0 Ft. - Spillway (Controll d b Control Pipe Spillway F l (cfs) nv. nv. Inv. e y pia ( ree f ow out of 0 ?i Area Area Cw= 3 lut t pipe/struct) Length pond) Co=G?(OS Co= Ft. I?,3 Inv. Inv . Ft. Inv Cw= 3 Co= . Cw= ?? 0 0 n p Zo D,ln o o D,in 7 32 0t 2?i oZ, Il o b Underground Storage Volume Table (Ifapplicable) Provide additional storage volume tables if more structures are used. 1 1 r Elevation Ace. Volume (cf) Underground Structure # # Length (ft.) Size/dia (ft.) Upper inv. Lower inv. Slope (%) Ace. Volume (cf) Underground Structure # # Length (ft.) Size/dia (ft.) Upper inv. Lower inv. Slope (%) Ace. Volume (cf) Underground Structure # # Length (ft.) Size/dia (ft.) Upper inv. Lower inv. Slope (%) Ace. Volume (cf) Underground Structure # # Length (ft.) Size/dia (ft.) Upper inv. Lower inv. Slope (%) \V l/ CI'IARI ATl'E. 046MEHUM • MOMM RMNAG[iOM Land Development Division 600 East Fourth Street, Charlotte, North Carolina 28202-2844 Telephone: 704/336-6692 Fax: 704/336-6586 landpermits.charmeck.org Pg 3 of 3 Revised 3/2005 City of Charlotte - Land Development Division Wet Pond Worksheet Project Name: Gl O?T? Date: /Z. 1 .off BMP location narrative: Attach schematic describing wet pond location and information relative to BMP. Oel- TC,4iv -ro-c, CO A-Ov WA-T? ?OAJI, wet tuna Nummarry Basin drainage area to pond: Pro osed Im ervi A P 717 t ac. (Delineated on attached drainage area map) ?S p p ous rea ercentage: % (Detailed impervious area calculations attached) SA/DA ratio required: 3,1555 (Use State BMP manual chart) Permanent Pool Surface Area Required: 8 S sq. ft. Permanent Pool Surface Area Provided: 15iP5_ sq. ft. Permanent Pool Elevation: ft. (elevation of the orifice invert) Forebay Volume Percentage: 2-'6.3 % (calc showing between 15% and 25% attached) Average Depth Provided: ft. (calculation attached) Runoff volume: D? '?)Cl acre-ft. (calculation attached) Diameter of orifice: in. (for water quality drawdown between 2-5 days) Emergency pipe diameter: in. (calculations attached) Temporary Pool Elevation: ft. (routing calculations attached) Spillway Elevation: 30-13 ft. (calculation attached) Spillway weir length: 115, ft. (calculation attached) Top of Berm Elevation: ft. Freeboard Provided: in. Basin Diagram (fill in the blanks) Permanent Pool Elevation 75% Sediment Removal Elevation -------- ---- L25% _ _ _ _ _ Bottom Elevation Sediment Removal Elevation _________ ______ 25% Bottom Elevation Forebay Main Pond CHARLOTTE. Ept3w lRi6 R PROEM MAK"EMEM Land Development Division 600 East Fourth Street, Charlotte, North Carolina 28202-2844 Telephone: 704/336-6692 Fax: 704/336-6586 landpermits.charmeck.org Revised 7/2005 ¦ i 1 -? - 4.007 o5 1.1 iZ o?s (0.063) r 1 J l of ?l (4-" 4? 1 t 1 v 1 11, 1 POND 1 PreDevelopment Condition Map # Area (Acre) Soil Type Hydrologic Group Zoning CN Sub-Area x CN 1a 2.66 CeD2 B CC 55 146.30 2a 1.49 MO C CC 70 104.30 3a 1.44 ApD B CC 55 79.20 4a 0.20 HeB C CC 70 14.00 343.80 Composite Curve Number 59.4 _ PostDevelopment Condition Map # Area (Acre) Soil Type Hydrologic Group Zoning CN Sub-Area x CN 1a -- 2.66 CeD2 -_ B - CC 92 244.72 2a 2a 1.49 MO C -- CC 94 - 140.06 ____ 1.44 ApD B CC 92 132.48 4a 0.20 HeB C CC 94 18.80 5.79 536.06 Composite Curve Number 92.6 1 W V z w? V V)o 01 m m a? z sr N n N t- N ° U m-0 W c? .0 QO O z 4 v ,vOS' (n 0 8 0 lV (n No (Uf- w V) ry o Q ? n W O U Z ?Q mO ? ? it irr it o ? ? r .? ?. ?r .?? .? ?r HEC-1 INPUT PAGE 1 LINE ID....... 1....... 2.......3.......4.......5.......6.......7.......6.......9......10 1 1 1 11 1 I 1 ID PERIMETER WOODS POND 1 2 ID 2 YEAR PRE DEVELOPMENT CONDITION 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 500 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 2 YEAR 8 PH 0 0 0.42 0.83 1.45 1.76 1.95 2.28 9 KM 10 YEAR 10 KM 0 0 0.59 1.26 2.36 2.9 3 .21 3.72 11 KM 25 YEAR 12 KM 0 0 0.68 1.47 2.76 3.4 3 .75 4.38 13 KM 50 YEAR 14 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 15 KM 100 YEAR 16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 17 KO 5 21 18 KK ONSITE DRAINAGE AREA 19 BA 0.009 20 LS 0 59.4 21 UD 0.63 22 KO 21 23 ZZ iit»»ii*ixifi**#iif*f*tiiiix**tiii »FLOOD HYDROGRAPH PACKAGE (HEC-1) JUN 1998 VERSION 4.1 RUN DATE 130CT06 TIME 11:39:16 .*xiiit»**»»*#iiiii*t**iix***iiif#*xxi PERIMETER WOODS POND 1 2 YEAR PRE DEVELOPMENT CONDITION IO OUTPUT CONTROL GEOSCIENCE GROUP, INC. 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 NQ NDDATE 500 NUMBER OF HYDROGRAPH ORDINATES 1 0 ENDING DATE NDTIME 0819 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TOTAL T IME BASE 8.32 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 7 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 500 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 ' U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET DAVIS, CALIFORNIA 95616 fttt»ii.i.it(9*6)it*.t*io+ t# ### iii ii* *** xit ixi *fi **i #** x#* f*# kxf *if #*f i** xf* kif *#* ft* #ii #ki 4f* ff* #*i i4f #xx ##* iix *ii if* tti #fx **f if**#*xf4x •* 18 KK * ON * SITE DRAINAGE AREA xii***iki***i i 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 500 LAST ORDINATE PUNCHED OR SAVED TIMINT t .017 TIME INTERVAL IN HOURS EXCEEDS TABLE IN LOGLOG .0 1667 .01667 6.00000 11 1 OPERATION STATION HYDROGRAPH AT RUNOFF HYDROGRAPH AT ON NORMAL END OF HEC-1 *** I I w RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA 0. .00 0. 0. 0. .00 0. 4.12 0. 0. 0. .01 MAXIMUM TIME OF STAGE MAX STAGE 1 1Hydrograph Peak Flow Rate Peak Flow Total Volume Name (CFS) Date/Time x1000 (CF) 1NOFF 0.0 Dec 01, 1900 00:01 0.0 J 0.285 Dec 01, 1900 04:10 1 2.248 1 1 HEC-1 INPUT LINE ID. ...... 1....... 2.......3.......4.......5.......6.......7.......8.......9......10 1 ID PERIMETER WOODS POND 1 2 ID 10 YEAR PRE DEVELOPMENT CONDITION 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 500 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 2 YEAR 8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 9 KM 10 YEAR 10 PH 0 0 0.59 1.26 2.36 2.9 3.21 3.72 - 11 KM 25 YEAR 12 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 13 KM 50 YEAR 14 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 15 KM 100 YEAR 16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 17 KO 5 21 18 KK ONSITE DRAINAGE AREA 19 BA 0.009 20 LS 0 59.4 21 UD 0.63 22 KO 21 23 ZZ 1 1 1 1 PAGE 1 FLOOD BYDROGRAPH PACKAGE (HEC-1) SUN 1998 VERSION 4.1 RUN DATE 130CT06 TIME 11:38:16 PERIMETER WOODS POND 1 10 YEAR PRE DEV ELOPMENT CONDITION GEOSCIENC E GROUP, INC. ?i IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL O. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME D ATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 500 NUMBER OF HYDROGRAPH ORDINATES NDDATE 1 0 ENDING DATE NDTIME 0819 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 8.32 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 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT ISAV1 21 1 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED ISAV2 500 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS ' U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET ' DAVIS, CALIFORNIA 95616 # (916) 756-1104 EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 ?d KK * ON * SITE DRAINAGE AREA * * **#*********** 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 500 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS !E EXCEEDS TABLE IN LOGLOG .0 1667 .01667 6.00000 OPERATION STATION HYDROGRAPH AT RUNOFF HYDROGRAPH AT ON NORMAL END OF HEC-1 - 1 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA 0. .00 0. 0. 0. .00 2. 3.88 1. 0. 0. .01 MAXIMUM TIME OF STAGE MAX STAGE tydrograph Peak Flow Rate Peak Flow Total Volume Name (CFS) Date/Time x1000 (CF) 1NOFF 0.0 Dec 01, 1900 00:01 ;0.0 J 2.139 Dec 01, 1900 03:55 12.596 1 I F ' pm( 76?EtopMCaf'T t Z 1o hee A-rmGGfGP '?AJVA ?: 3,-r>?- Arr V, C6-0? r, N _ ?, qq (0, 0355 = 0 N X- _ b q q t:;r 'I-- r?r- 0.05 0,195 + oloolk ,-- O'b& 17- I;lk 01?q f- O.Iqz?(Af ILI) VOivMe Al-- 7? , 55' = 1,1 q At, ,p- 1 3. General a. Basin shape should minimize dead storage areas and short circuiting. Length to width ratios should be 3:1 or greater. (Barfield, et al., 1981, pp. 426429; Florida DEP, 1982, pg. 6-289). b. If the basin is used as a sediment trap during construction, all sediment deposited during construction must be removed before normal operation begins. ' c. Aquatic vegetation should be included for a wetland type detention basin (Maryland DNR, March 1987; Schueler, 1987, Chapter 4 and 9). A minimum ten foot wide shallow sloped shelf is needed at the edge of the basin for safety and to provide appropriate conditions for aquatic vegetation (Schueler, 1987). This shelf should be sloped 6:1 or flatter and extend to a depth of 2 feet below the surface of the permanent pool (Shaver and Maxted, DNREC, 1994). A list of suitable wetland species and propagation techniques are provided in Schueler (1987) and Maryland DNR (1987). d. An emergency drain (with a pipe sized to drain the pond in less than 24 hours) should be installed in all ponds to allow access for riser repairs and sediment removal (Schueler, 1987). 1 Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant Removal Efficiency in the Piedmont % Impervious Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0 0-59 0-49 0.43 0-35 0-31 0-29 0-26 20 0.97 0.79 0.70 0.59 0.51 0.46 0.44 30 1.34 1.08 0.97 0.83 0.70 0.64 0.62 40 1.73 1.43 1.25 1.05 0.90 0.82 0.77 50 2.06 1.73 1.50 1.30 1.09 1.00 0.92 60 2.40 2.03 1.71 1.51 1.29 1.18 1.10 70 2.88 2.40 2.07 1.79 1.54 1.35 1.26 80 3.36 2.78 2.38 2.10 1.86 1.60 1.42 90 3.74 3.10 2.66 2.34 2.11 1.83 1.67 1 Notes: Numbers given in the body of the table are given in percentages. Coastal SA/DA ratios can be obtained from the local DWQ Regional Office. J 1 POND 1 Foreba Y Elevation i Area (ft2) Delta i Volume Volume (ft3) __ (ft3) 720 180 0 700 722 520 - - - - 724 1011 1531 700 -- 2231 - - --- - - j - ----- - ----- - - - 725 1201 726 2215 1106 _ 1708 -_3337 ----- 5045 - - ------a --- - --- ?- ------- -------- ? 727 3741 2978 8023 ' 4126 --- ? ------ -----_ 728 4511 -- 12149 C ? 730 5747 10258 12901 22407 732 7154 35308 _ Main Pond Elevation Area (ft2) . Delta Volume Volume (ft3) (ft3) - 720 1832 0 4506 722 2674 4506 j 6311 724 3637 10817 3900 725 4163 14717 4971.5 726 5780 19688.5 6772 727 7764 26460.5 _ I 8231 728 8698 34691.5 19149 730 10451 53840.5 22639 732 12188 76479.5 1 Combined Area Volume Volume Average Elevation (ft2) (M) (ac-ft) Depth (ft) 720 2012 0 0 0 -722 i - 3194 '_- --- -- -- -- _ 5206 ? _ - I __ 0.120 163 724 4648 13048 0300 2.81 725 5364 18054 0.414 3.37 726 7995 24733.5 0.568 3.09 727 11505 34483.5 0.792 3.00 - 728 13209 46840.5 1.075 j 3.55 - 730 - - 16198 ? - - 76247.5 1.750 1 4.71-- - ? -- - - 732 19342 111787.5 2.566 5.78 ?? iwla? O? ?I.U?it-t?? ion -ram.- votUAA.- :7d D 0-/fl At- ?=??,? - -????. = 17, - Vo 1,q, a I q -Z, ???j -r g2 7 -?v AV _f G _ _ G I tJ z- t9,A 4 1? 1. k cl t-` T70/9- 0A. 4v ham. __ L = 7zg. 35 - ? z1 o, i { ov, 1 rat ?? GI L - 1 1 = 3??3 AT- f HEC-1 INPUT LINE ID....... 1....... 2.......3.......4.......5.......6.......7.......8.......9......10 1 ID PERIMETER WOODS POND 1 2 ID POST DEVELOPMENT 1 YEAR 24 HOUR STORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1600 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 1 YEAR 24 HOUR STORM 8 PH 0 0 0.36 0.69 1.19 1.43 1.59 1.86 2.2 2.58 9 KM 2 YEAR 6 HOUR STORM 10 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.26 11 KM 10 YEAR 6 HOUR STORM 12 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 13 KM 25 YEAR 6 HOUR STORM 14 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 15 KM 50 YEAR 6 HOUR STORM 16 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 17 KM 100 YEAR 6 HOUR STORM 18 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 19 KO 21 20 KM ON SITE DRAINAGE AREA 21 BA 0.009 22 LS 0 92.6 23 UD 0.05 24 ZZ PAGE 1 FLOOD HYDROGRAPH PACKAGE (HEC-1) JUN 1998 VERSION 4.1 UN DATE 130CT06 TIME 13:04:13 ' U.S. ARMY CORPS OF ENGINEERS ' * HYDROLOGIC ENGINEERING CENTER ' * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 * (916) 756-1104 ' ' PERIM ETER WOODS POND 1 POST DEVELOPMENT 1 YEAR 24 HOUR STORM GEOSCIENCE GROUP, INC. 'S IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIM E DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 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 ENG TOTAL T LISH UNITS IME BASE 29.98 HOURS DRAINAGE AREA SQUARE MILES PRECIPITATION DE PTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE -FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT +++ x++ + ++ +xx xx+ x++ +xx +++ x»+ xx + xxx +++ +»x ++x +»x xxx +»» +xx x++ +++ xxx x++ ++» +»x xxx x++ +++ +++ xxx *++ »++ +++ KK x RUNOFF * + xxx++xx++++++ FROM AREA KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IUNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT ISAV1 21 1 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED ' ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000 ' OPERATION STATION HYDROGRAPH AT RUNOFF ' NORMAL END OF HEC-1 *** 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 FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE 19. 12.07 1. 0. 0. .01 -lydrograph Peak Flow Rate Peak Flow Total Volume Name (CFS) Date/Time MOO (CF) FF 118.736 Dec 01, 1900 12:05 38.041 r 1 1 1 n r L 1 1 1 1 1 1 ' -- l.?K.?st lam. o,s ?2q,?H ' 1 1 1 1 1 1 1 1 i 1 1 HEC-1 INPUT LINE ID....... 1....... 2....... 3....... 4....... 5....... 6.... ...7....... 8....... 9...... 10 1 ID PERIMETER WOODS POND 1 2 ID POST DEVELOPMENT 1 YEAR 24 HOUR STORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 1 YEAR 24 HOUR STORM 8 PH 0 0 0.36 0.69 1.19 1.43 1.59 1.86 2.2 2.58 9 KM 2 YEAR 6 HOUR STORM 10 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 11 KM 10 YEAR 6 HOUR STORM 12 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 13 KM 25 YEAR 6 HOUR STORM 14 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 15 KM 50 YEAR 6 HOUR STORM 16 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 17 KM 100 YEAR 6 HOUR STORM 18 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 19 KO 21 20 KM ON SITE DRAINAGE AREA 21 BA 0.009 22 LS 0 92.6 23 UD 0.05 24 KO 21 25 KK SPILLWAY ROUTING 26 KM 2" ORIFICE ® ELEV. 727 27 KO 21 28 RS 1 ELEV 727 29 SV 0 0.12 0.3 0.414 0.568 0.792 1.075 1.75 2.566 30 SE 720 722 724 725 726 727 728 730 732 31 SQ 0 0 0 0 0.1 0.14 0.16 0.17 0.2 0.22 32 SE 720 724 726 727 728 729 -729.5 730 731 732 33 KM MODEL TOP OF DAM WITH ST RECORD 34 ST 732 100 3 1.5 35 ZZ PAGE 1 FLOOD HYDROGRAPH}PACKAGE *+(HEC*1)**** {*yT**•»•r'*JUN 1998 VERSION 4.1 **"1hDE*06**TIME 13:06:44 ; ?UN*DATE 1 ZO IT L PERIMETER WOODS POND 1 POST DEVELOPMENT 1 YEAR 24 HOUR STORM GEOSCIENCE GROUP. INC. OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE 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 2 0 ENDING DATE NDTIME. 0559 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 29.98 HOURS E14GLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT * U.S. ARMY CORPS OF ENGINEERS ' + HYDROLOGIC ENGINEERING CENTER " * 609 SECOND STREET + DAVIS, CALIFORNIA 95636 (916) 756-1104 xwwwxwxx+.+xx***xxx*x*w*w*w*..*.+**+... KK '****RUNOFF*** FROM AREA 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 ?*.* *** x*x xww xxx xxx xxx *wx xxx :* * xww x:* wwx wxw www xxx wxx xxx xwx wx+..- xxx wxx x+x xxx **? *xx xxx *** *.* *** +** ***.*xxxwwxxx* KK RUNOFF x * FROM AREA 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 1 ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS ?E EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000 +* *.. *.. .** *** xxx xxx ::: xxx wwx *:• xxx wxx *¦x wxx :** x** •** xww :wx wxw xxx *** x** :.* :*• *?* xxxxxxxx:wxxxx *** xxx wxx ::. :.. *.. 25 KK SPILLW * AY ROUTING ****xxxx*xx** 20 * * , KKO OUTPUT CONTROL VARIABLES IPRNT IPLOT 5 0 PRINT CONTROL 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 t I RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT RUNOFF 19. 12.07 1. 0. 0. ROUTED TO SPILLW 0. 20.38 0. 0. 0. 1 1 1 1 BASIN MAXIMUM TIME OF AREA STAGE MAX STAGE .01 .01 729.29 21.70 PLAN 1 ............... RATIO OF PMF 1.00 NORMAL END OF HEC-1 - SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION SPILLW (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 727.00 732.00 732.00 STORAGE 1. 3. 3. OUTFLOW 0. 0. 0. MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE W.S.ELEV OVER DAM AC-FT CPS HOURS HOURS HOURS 729.29 .00 2. 0. .00 21.70 .00 t ydrograph Peak Flow Rate Peak Flow Total Volume Name (CFS) Date/Time x1000 (CF) NOFF 18.736 Dec 01, 1900 12:05 '38.041 LLW 0.152 Dec 01, 1900 20:43 9.767 HEC 1 INPUT LINE ID. ...... 1....... 2.......3.......4.... ...5.. .....6.. .....7.. .....8.. .....9......10 1 ID PERIMETER WOODS POND 1 2 ID POST DEVELOPMENT 2 YEAR 6 HOUR STO RM 3 ID GEOSCIENCE GROUP, INC. 1 4 IT 1 0 0 1800 IO 5 0 0 6 KK RUNOFF FROM AREA 7 8 KM KM 1 YEAR 24 HOUR STORM 0 0 0.36 0.69 1.19 1.43 1.59 1.86 2.2 2. 58 9 KM 2 YEAR 6 HOUR STORM 10 PH 0 0 0.42 0.83 1.45 1.76 1.95 2.28 L1 KM 10 YEAR 6 HOUR STORM 12 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 13 KM 25 YEAR 6 HOUR STORM 14 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 15 KM 50 YEAR 6 HOUR STORM 1E KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 17 KM 100 YEAR 6 HOUR STORM 18 19 KM KO 0 0 0.83 1.78 3.34 4.12 4.56 5.34 21 20 KM ON SITE DRAINAGE AREA 21 BA 0.009 22 LS 0 92.6 23 UD 0.05 24 KO 21 25 KK SPILLWAY ROUTING - 26 KM 2" ORIFICE @ ELEV. 727 27 KC 21 28 RS 1 ELEV 727 29 SV 0 0.12 12 0.3 0.914 0 .568 0.792 1.075 1.75 2.566 30 SE 720 722 724 725 726 727 728 730 732 31 SQ 0 0 0 0 0.1 0.14 0.16 0.17 0.2 0.22 32 SE 720 724 726 727 728 729 729.5 730 731 732 33 KM MODEL TOP OF DAM WITH ST RECORD 34 ST 732 100 3 1.5 35 ZZ 1 E PAGE 1 1*FLOOD+HYDROGRAPHrPACKAGE +x(HEC±1)**** JUN 1998 VERSION 4.1 UN DATE 11DEC06 TIME 13:08:06 IO IT PERIMETER WOODS POND 1 POST DEVELOPMENT 2 YEAR 6 HOUR STORM GEOSCIENCE GROUP, INC. OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE 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 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 PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT " U.S- ARMY CORPS OF ENGINEERS " HYDROLOGIC ENGINEERING CENTER " " 609 SECOND STREET " DAVIS, CALIFORNIA 95616 " "** *** +tr +++ +** f** +** rfr *i* xx# **f frf xxx frf **fi xrr *fr xx# rr* *rf k+x **r *** *+* ++* *** *x+ +++ *+* **x +++ *** KK +++++RUNOFF ** FROM AREA 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 I +** *++ +** *** *f* *** *+* *x* fik *#+ iff +*r iff xx* fff *+i x** #f* *x* ff* *xr *** *+x +** *** +x+ +++ *** *** **x *** **+ KK RUNOFF FROM AREA 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 ?E EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 *+ +** +++ +++ *++ **+ *** **k **i xrf i#* ff# *** i#* **# k*# f## *#* #k# #** *** k#k fff *** fff ++# +ff 25 KK ' SPILLW * AY ROUTING **ff4*x***k*+ _ KO OUTPUT CONTROL VARIABLES 1 t 1? 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 t i 1 1 1 1 1 1 1 1 1 1 1 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA HYDROGRAPH AT RUNOFF 21. 3.07 1. 0. 0. .01 ROUTED TO SPILLW 0. 5.75 0. 0. 0. .01 MAXIMUM TIME OF STAGE MAX STAGE 729.24 6.08 PLAN I ............... RATIO OF PMF 1.00 NORMAL END OF HEC-1 - SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION SPILLW (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 727.00 732.00 732.00 STORAGE 1. 3. 3. OUTFLOW 0. 0. 0. MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS 729.24 .00 1. 0. .00 6.08 .00 t ydrograph Peak Flow Rate Peak Flow Total Volume Name (CFS) Date/Time MOO (CF) J N OFF 21.162 Dec 01, 1900 03:05 ; 32.194 'ILLW 0.149 Dec 01, 1900 05:47 13.047 1 1 1 1 1 1 6TOly r 1 ?Zv d, l? ? ?? ? o oj(q 0,11 r 1-64 Or20 ? ?? ?3v o,zZ 7?a°? ? ??Z? LINE ID. HEC-1 INPUT ...... 1....... 2.......3.......4.......5.. .....6. ......7.. .....8. ......9......10 1 ID PERIMETER WOODS POND 1 2 ID POST DEVELOPMENT 10 YEAR 6 HOUR STORM 3 ID GEOSCIENCE GROUP, INC. ' 4 IT 1 0 0 1800 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 8 KM KM 1 YEAR 24 HOUR STORM 0 0 0.36 0.69 1.19 1.43 1.59 1.86 2.2 2. 58 9 KM 2 YEAR 6 HOUR STORM 10 KM 0 0 0.42 0.63 1.45 1.76 1.95 2.28 11 KM 10 YEAR 6 HOUR STORM 12 PH 0 0 0.59 1.26 2.36 2.9 3.21 3.72 13 KM 25 YEAR 6 HOUR STORM 14 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 15 KM 50 YEAR 6 HOUR STORM 16 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 17 KM 100 YEAR 6 HOUR STORM 18 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 ' 19 KO 21 20 KM ON SITE DRAINAGE AREA 21 BA 0.009 22 LS 0 92.6 23 UD 0.05 29 KO 21 25 KK SPILLWAY ROUTING 26 KM 2" ORIFICE B ELEV. 727 0.6' SLOT AT ELEV 27 KO 21 28 RS 1 ELEV 727 29 SV 0 0.12 0.3 0.414 0.568 0.792 1.075 1.75 2.566 30 SE 720 722 724 725 726 727 728 730 732 31 SQ 0 0 0 0 0.1 0.14 0.32 1.22 4.19 8.21 32 SE 720 724 726 727 728 729 729.5 730 731 732 33 KM MODEL TOP OF DAM WITH ST RECORD 34 ST 732 100 3 1.5 35 ZZ [1 1 1 i PAGE FLOOD wHYDROGRAPH+PACKAGE **(HEC 1)..** JUN 1998 VERSION 4.1 x UN DATE 11DEC06 TIME 13:33:11 IO IT U 1 1 PERIMETER WOODS POND 1 POST DEVELOPMENT 10 YEAR 6 HOUR STORM GEOSCIENCE GROUP. INC. OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE 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 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 PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT fw##fk.#.xfw.Yrf w#.....ffr#...f...YY.#? * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER " * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 wffw#.......(9+6) ..756 .•.. .0• ............. +++ wf. +w. +++ +.+ ... x.x xx. .x. xx. ..x .x: x*} }#f *if }x. #.. #.. #f. ..f f.. .#. ..x x.x ..x .x. +++ +++ +++ w.. +++ w++ KK RUNOFF FROM AREA 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 ... ... . .. .}x xxx xx. ..* i.. *}. .*. *.. .*. #xx .x} x.. }*x x.. .** ..} ... ... ... x+. ... ... KK *+w+wRUNOFF *** FROM AREA 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 ?E EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 ** fw+ *. wt . *.. ..f xii *** .#+iww**.iii *** *}} *} * i** i** *** *** iii i*} *** }** #xi *** iii }ii i*} ii} ii* **} }}i iii **} **f **+ *+ + 25 KK SPILLW * AY ROUTING 17 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 1 1 1 1 1 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA HYDROGRAPH AT RUNOFF 34. 3.07 3. 1. 1. .01 ROUTED TO SPILLW 2. 4.10 1. 0. 0. .01 MAXIMUM TIME OF STAGE MAX STAGE 730.29 4.10 SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION SPILLW ' (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 727.00 732.00 732 .00 STORAGE 1. 3. 3. ' OUTFLOW 0. 8. 8. 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 1.00 730.29 .00 2. 2. .00 9.10 .00 'NORMAL END OF HEC-1 - i 1 1 t ydrograph Peak Flow Rate Peak Flow Total Volume Name (CFS) Date/Time x1000 (CF) NOFF 34.129 Dec 01, 1900 03:05 `60.792 ILLW 2.067 Dec 01, 1900 04:06 39.575 1 1 1 i 1 i ?op G?- f? u-l X61 154' ? - (1?,3 - ?zo1?51?5) (?Z•4 - 16 0(o 8 lln. FS = (S Brs = ? Io2 l?. ?.s?z Gay-6za) = z4io2 1 i 1 1 1 X - 4, . 'Z1 1 100 1 -z--l:rJ rr - , 1 ? AtH 1 = ? ??? J ? 1,n3 1 - V0140C66/- is sw ?? h 1 V _ Z 2 10 b?.? C?10 2 -? l _ Zd = 3 I mss. /d'?`?? HEC-1 INPUT LINE ID. ...... I....... 2...... .3....... 4....... 5.. ..... 6.. ..... 7.. ..... 8.. ..... 9......10 1 ID PERIMETER WOODS POND 1 2 ID POST DEVELOPMENT 50 YEAR 6 HOUR STORM 3 TD GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 TO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 1 YEAR 24 HOUR STORM ' 6 KM 0 0 0.36 0.69 1.19 1.43 1.59 1.86 2.2 2. 58 '9 KM 2 YEAR 6 HOUR STORM 10 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 11 KM 10 YEAR 6 HOUR STORM 12 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 13 KM 25 YEAR 6 HOUR STORM 14 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 15 KM 50 YEAR 6 HOUR STORM 16 PH 0 0 0.75 1.62 3.05 3.78 4.2 4.92 17 KM 100 YEAR 6 HOUR STORM 18 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 19 KO 21 20 KM ON SITE DRAINAGE AREA 21 BA 0.009 22 LS 0 92.6 23 24 UD KO 0.05 21 25 KK SPILLWAY ROUTING 26 KM 2" ORIFICE ® ELEV. 727 0.6' SLOT AT ELEV 27 KO 21 28 RS 1 ELEV 727 1 29 SV 0 0.12 0.3 0.414 0.568 0.792 1.075 1.75 2.566 30 SE 720 722 724 725 726 727 728 730 732 31 SQ 0 0 0 0 0.1 0.14 0.32 1.22 4.19 8.21 32 SE 720 724 726 727 728 729 729.5 730 731 732 33 KM MODEL 4'x 4' BOX WITH ST RECORD 34 ST 730.3 15.4 3 1.5 35 ZZ D PAGE 1 IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL O. 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 1? 1 11 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA HYDROGRAPH AT RUNOFF 50. 3.07 4. 1. 1. .01 ROUTED TO SPILLW 17. 3.27 3. 1. 1. .01 MAXIMUM TIME OF' STAGE MAX STAGE 730.74 3 .27 PLAN i ............... RATIO OF PMF 1.00 NORMAL END OF HEC-1 `** SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION SPILLW (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 727.00 730.30 730.30 STORAGE 1. 2. 2. OUTFLOW 0. 2. 2. MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS 730.74 .44 2. 17. 1.85 3.27 .00 1 1 1 G' POND 1 - 24" PIPE - 10 YEAR STORM Worksheet for Circular Channel Project Description Worksheet Circular Chan Flow Element Circular Chan Method Manning's Fo Solve For Channel Dept Input Data Mannings Coi 0.012 Slope 10000 ft/ft Diameter 24 in Discharge 3.40 cfs Results Depth 0.50 ft Flow Area 0.6 ft' Wetted Peri 2.10 ft Top Width 1.74 ft Critical Dep 0.65 ft Percent Ful 25.2 % Critical SloF D.003795 ft/ft Velocity 5.49 ft/s Velocity He, 0.47 ft Specific Enf 0.97 ft Froude Nun 1.62 Maximum C 26.36 cfs Discharge F 24.51 cfs Slope Full D.000192 ft/ft Flow Type :)ercritical Project Engineer: Valerie Smith c:\haestad\fmw\project3.fm2 Geosclence Group, Inc FlowMaster v6.0 [614bj 12/13/06 12:16:39 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 1 POND 1 - 24" PIPE - 100 YEAR STORM Worksheet for Circular Channel Project Description Worksheet Circular Chan Flow Element Circular Chan Method Manning's Fo Solve For Channel Dept Input Data Mannings Coi 0.012 Slope 10000 ft/ft Diameter 24 in Discharge 17.00 cfs Results Depth 1.23 ft Flow Area 2.0 ft' Wetted Peri 3.60 ft Top Width 1.95 ft Critical Dep 1.49 ft Percent Ful 61.3 % Critical SloF 0.005911 ft/ft Velocity 8.42 ft/s Velocity He 1.10 ft Specific Eni 2.33 ft Froude Nun 1.46 Maximum C 26.36 cfs Discharge F 24.51 cfs Slope Full 0.004812 ft/ft Flow Type :)ercritical Project Engineer: Valerie Smith c:\haestad\fmw\project2.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b] 10/13/06 02:18:20 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3Do rv Outlet W ' Do + 0.4La 120 T pipe J I diameter (Cb)110 1. 1111-1 P r Tai w _ e_r_ : q .SDp /Y. : _ . . . 100 -' 90 U-0 80 70 4 co so -46 40 it, - 4.-V, 1 -7-1 20'1, I- i 2 m 0 'a a. a a 71 14 5 10 20 50 IOD 200 500 1000 Discharge (0/sec) (0t 1?i'i'?x rod Curves may not be extrapolated. / Design Of Riprap Apron Under. Maximum Tailwater Conditions Figure 8-2 8-6 L FI•C &UI VI-CD ?ow ??? - ? ?'? ? C f ool • VnL? uK?G / c v ?Z? = ? Z r DdL 01?7a u vt? -!:5v or-k, A?A?? Ala 1 City of Charlotte Land Development Division Detention Worksheet Project Name: ?ei4n 2 I?ooW4, Pa Date: Project Description: Attach brief explanation of detention plans and any assumptions if necessary. VGI I?1'T? ?c? 3A?1 ' --M . WT'> wkTOL PRE-DEVELOPED SUMMARY Basin area: 1- 711 ac. (Delineated on attached drainage area map) Time of Concentration, Tcpre: O A0 wM1! (Based on the SCS Method) (Tc path shown on attached map) Reference ? 9.6 of the Charlotte-Mecklenburg Storm Water Design Manual - SCS Travel Time. Curve Number, Cnpre: (0t POST-DEVELOPED SUMMARY Basin area: 411 7.4 ac. (Delineated on attached drainage area map) Time of Concentration, Tcpost: min. (Based on the SCS Method) (Tc path shown on attached map) Reference 3.9.6 of the Charlotte-Mecklenburg Storm Water Design Manual - SCS Travel Time. Curve Number, Cnpost:I ?- 7j DETENTION SUMMARY Computer Method Used*: *Land Development Plan Review Staff will verb all detention submittals using HEC-1 for compliance with the City of`Charlotte Zoning Ordinance, Section 12.6. This summary is to accompany all detention analysis and is not intended to replace that requirement. Pre (cfs) Post (cfs) Routed (cfs) Elevation 2 yr. ll?n d Z?. ?3 10 yr. 50 yr. N/A Pg 1 of3 Revised 3/2005 PRE-DEVELOPED SUB-BASIN CALCULATIONS: Sub-basin Name/Level: (Coordinate with attached drainage area map) Type of Flow Travel Length (ft. Sloe %) Mannin s (n) Time Sheet Unpaved Sheet Paved Shallow Conc. (Unpaved) 7. locto 4-15 Q dr? 2•gb Z,b a 0,04- Shallow Conc. Paved Channel Pie I bd 0,0? 1719 TOTAL N/A N/A N/A T'cpre= (91% 06- Acreage Land Use Soil Type Hydrologic Group CN Weighted CN (Aereagdrotal Area) z (CN) CNPre - POST-DEVELOPED SUB-BASIN CALCULATIONS: Sub-basin Name/Level: (Coordinate with attached drainage area map) Type of Flow Travel Length ft.) Slope (%) Mannin s (n) Time (min.) Sheet Unpaved Sheet Paved Shallow Conc. (Unpaved) Shallow Conc. Paved Cha Pipe N/A N/A N/A Tc poat = M, Acreage Land Use Soil Type Hydrologic Group CN Weighted CN (Acreagerfotal Area): (CN) CNp.,t= Pg 2 of 3 Revised 3/2005 STORAGE / DISCHARGE CALCULATIONS *(If applicable) Complete Underground Storage Volume Table Elevation Underground * Above Ground Total Acc. Volume (ct) Ace. Volume for all Structures c Area (sq. ft.) Inc. Volume (cf) Acc. Volume (cf) (Above and Underground) d 2? l l'1 ? ? 3 ? 2? 3?11v Stage Discharge Co= orifice coefficient: Cw = weir coefficient. Orifice Area unit shall be square feet (sf). 1 1 1 1 1 1 1 1 Elevation / Orifice 1 q I Orifice 2 I Weir I 10 F Weir 2/Em. S ill Outlet l Pi C Emergency ill S Total Q f Stage n. n. t. p way pe ontro p way (c s) (ft) Inv. ^ V Inv. :73, Inv. (Controlled by outlet pipe/struct) Dia. (Free flow out of' pond) t ,Area Area Cw= ?j Length Cc= p.bS Co= Ft' Inv. Ft. Inv. = Co Inv. Cw= Cw= n ?2? D??Z o otZ Underground Storage Volume Table (Ifapplicable) Provide additional storage volume tables if more structures are used. Elevation Acc. Volume (ct) Underground Structure # # Length (ft.) Size/dia (ft.) Upper inv. Lower inv. Slope (%) Ace. Volume (cf) Underground Structure # # Length (ft.) Size/dia (ft.) Upper inv. Lower inv. Slope (%) Acc. Volume (cf) Underground Structure # # Length (ft.) Size/dia (ft.) Upper inv. Lower inv. Slope (%) Ace. Volume (cf) Underground Structure # # Length (ft.) Size/dia (ft.) Upper inv. Lower inv. Slope (%) • CHARIffM ENGNMERMi6 a PROPERTY MAMAG"AM Land Development Division 600 East Fourth Street, Charlotte, North Carolina 28202-2844 Telephone: 704/336-6692 Fax: 704/336-6586 landpermits.charmeck.org Pg 3 of 3 Revised 3/2005 C? POND 2 PREDEVE LOPMENT CO NDITION Map # Area (Acre) Soil Type Hydrologic Group Zoning CN Sub-Area x CN 1 b 0.31 CeD2 B cc 55 17.05 2b 2.38 HeB c -- CC 70 --- - - - -166.60 3b 17.69 VaB c cc 70 1238.30 4b 5.23 ApD B CC 55 287.65 5b 4.98 MO C CC 70 _ 348.60 6b 2.88 CeD2 B CC 55 158.40 7b 4.71 CeB2 B _ CC _ 55 259.05 8b 3.88 CeD2 B cc 5s _ _ 213.40 9b 0.15 VaB c cc __ 70 _ _ 10.50 42.21 2699.55 Composite Curve Number 64.0 I POST DEVELOPMENT CONDITION Map # Area (Acre) Soil Type Hydrologic Group Zoning CN Sub-Area x CN 1 b 0.31 CeD2 B cc 92 28.52 2b 2.38 HeB c cc 94 223.72 3b 17.69 VaB c cc 94 1662.86 4b 5.23 ApD B CC 92 481.16 5b 4.98 MO C cc 94 468.12 6b 2.88 CeD2 B CC 92 264.96 7b 4.71 CeB2 B CC 92 433.32 8b 3.88 CeD2 B CC 92 356.96 9b 0.15 VaB c cc 94 14.10 42.21 3933.72 Composite Curve Number 93.2 1 E L City of Charlotte - Land Development Division Wet Pond Worksheet Project Name: / Vmioiy kMj - 414 __ Date: IZ, I Z. a6 BMP location narrative: Attach schematic describing wet pond location and information relative to BMP. lJ ol- rorL b?-r??- -ri o1--? >J5> ka"N<-, Qua(.' iY . Wet Pond Summary ' Basin drainage area to pond: kZIM ac. (Delineated on attached drainage area map) Proposed Impervious Area Percentage: 05 % (Detailed impervious area calculations attached) SA/DA ratio required: 7i (Use State BMP manual chart) Permanent Pool Surface Area Required: sq. ft. Permanent Pool Surface Area Provided: sq. ft. Permanent Pool Elevation: 2 ft. (elevation of the orifice invert) ' Forebay Volume Percentage: 2 % (calc showing between 15% and 25% attached) Average Depth Provided: 3S ft. (calculation attached) Runoff volume: acre-ft. (calculation attached) ' Diameter of orifice: in. (for water quality drawdown between 2-5 days) Emergency pipe diameter: in. (calculations attached) Temporary Pool Elevation: lVa t ifo ft. (routing calculations attached) ' Spillway Elevation: 7Z ' .9715 ft. (calculation attached) Spillway weir length: Zt? ft. (calculation attached) Top of Berm Elevation: 13 ft. ' Freeboard Provided: in. Basin Diagram (fill in the blanks) Permanent Pool Elevation 1 ' 75 177777 75 % Sediment Removal Elevation 25% Sediment Removal Elevation Bottom Elevation ----------------------------- ------ 25 % Bottom Elevation Forebay Main Pond ?1V1 mar CIURLOTM ertSWeww S PROPEM MANAGEMEW Land Development Division 600 East Fourth Street, Charlotte, North Carolina 28202-2844 Revised 7/2005 Telephone: 704/336-6692 Fax: 704/336-6586 landpermits.charmeck.org _ as ?x Cr.? 45 t `` ?-l ovt?5, ?100? ",e'er = 41, 7,( * . 11 ? C? J? ' 7a? -M7AZ- l_ywltrrt -Z-1419 E o' 00 1 C(O, 4-/9o = 4:4+41 a? o Ile 7bo = d, o ?i nl? f d, 0/ ?rryr 1?9?' ?= 12f¢to . ?,?a1 Z.73 1 1 ?- ?= sue.. 1 1 i 1 1 z.6-3 ?: d??? ?- ?.?j? -? ?.ol ?- o. ? I ? a.? t ?- c?.n4' - ?, ?'? ?? CAL, .?- . ?? ?, ???? ?rc? _ ??7 Gam. L o. s? G? I - -- I POND 2 -- 1-- -- PREDEVE LOPMENT CO NDITION Map # Area (Acre) Soil Type j Hydrologic Group Zoning CN Sub-Area x CN 1b 0.31 CeD2 B CC 55 17.05 2b 3b 2.38 17.69 HeB VaB C c cc cc 70 70 166.60 1238.30 4b 5.23 ApD B CC 55 287.65 5b 4.98 MO - -------- C ----- CC ----- 70 ------------------- 348.60 6b 2.88 CeD2 B CC 55 158.40 7b 4.71 CeB2 B cc 55 259.05 8b 3.88 CeD2 _ B _ CC 55 213.40 9b 0.15 VaB c CC 70 10.50 42.21 -- ----- - - 2699.55 }} Composite Curve Number 64.0 -- I ? POST DEVELOPMENT CONDITION Map # Area (Acre) Soil Type Hydrologic Group I Zoning CN Sub-Area x CN 1b 0.31 CeD2 B cc 92 28.52 2b 2.38 HeB C Cc 94 223.72 3b 17.69 VaB C CC 94 1662.86 4b 5.23 ApD B Cc 92 481.16 5b 4.98 MO C CC 94 468.12 6b 2.88 CeD2 B CC 92 _ 264.96 7b 4.71 CeB2 B CC 92 433.32 8b 3.88 CeD2 B CC 92 356.96 9b 0.15 VaB C CC 94 14.10 42.21 3933.72 Composite Curve Number 93.2 m a o? -0 U rn? w V z w U=) olO o r o 0 0 N II s L?J J Q U V) n s 0 Cn C.?I O 0 CIO C/) ?WQ ?-- W LO U oQ o- -5; LLJ oCD -? U Q Q z nQ :m mo 0 - LINE ID . ...... 1...... .2....... 3....... 4... ....5....... 6..... ..7....... 8.......9...... 10 ' 1 ID PERIMETER WOODS POND 2 2 ID 2 YEAR PRE DEVELOPMENT CONDITION 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 500 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 2 YEAR 8 PH 0 0 0.42 0.83 1.45 1.76 1.95 2.28 9 10 KM KM 10 YEAR 0 0 0.59 1.26 2.36 2.9 3.21 3.72 11 KM 25 YEAR 12 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 13 KM 50 YEAR 14 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 ? 15 KM 100 YEAR ._ 16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 17 KO 5 21 _ 18 KK ONSITE DRAINAGE AREA 19 BA 0.066 20 LS 0 64 21 UD 0.58 22 KO 21 23 ZZ 1 1 i 1 1 1 ' FLOOD HYDROGRAPH PACKAGE (HEC-1) JUN 1998 VERSION 4.1 RUN DATE 130CT06 TIME 16:01:49 ' ?xxxxx»»»xxxxrxxxxxxxxxxxxxxrrxxxxxxx»x PERIME TER WOODS POND 2 2 YEAR PRE DEVE LOPMENT CONDITION 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 0 STARTING DATE ITIME 0000 STARTING TIME NQ 500 NUMBER OF HYDROGRAPH ORDINATES NDDATE 1 0 ENDING DATE NDTIME 0819 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS 1 TOTAL TIME BASE 8.32 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 * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER ^ 609 SECOND STREET * DAVIS, CALIFORNIA 95616 ' (916) 756-1104 + KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH LOUT ISAV1 21 1 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED ISAV2 500 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS IE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 ... +++ +++ ++ + xxx +xx +++ x+ + »++ +++ ++ + +++ +xs +xx +++ +++ +++ s++ +++ xxx +++ +xx +++ +»x +++ +++ +++ +++ +++ +xr +++ xrr +xr 8 KK + ON + SITE DRAINAGE AREA 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 500 LAST ORDINATE PUNCHED OR SAVED I. EX TIMINT .017 TIME INTERVAL IN HOURS CEEDS TABLE IN LOGLOG .0 1667 .01667 6.00000 1 1 1 1 OPERATION STATION HYDROGRAPH AT RUNOFF HYDROGRAPH AT ON NORMAL END OF HEC-1 *** 1 1 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA 0. .00 0. 0. 0. .00 5. 3.92 1. 1. 1. .07 MAXIMUM TIME OF STAGE MAX STAGE Hydrograph Peak Flow Rate Peak Flow Total Volume Name (CFS) Date/Time x1000 (CF) JNOFF 0.0 :Dec 01, 1900 00:01 0.0 J 4.603 Dec 01, 1900 03:56 30.148 I t L 1 1 1 r HEC-1 INPUT LINE ID - ------ 1....... 2.......3.. .....4..... ..5.......6.......7.......8.......9......10 1 ID PERIMETER WOODS POND 2 2 ID 10 YEAR PRE DEVELOPMENT CONDITION 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 500 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 2 YEAR 8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 9 KM 10 YEAR 10 PH 0 0 0.59 1.26 2. 36 2.9 3.21 3.72 11 KM 2S YEAR 12 KM 0 0 0.68 1.47 2.76 3.4 3 .75 4.38 13 KM 50 YEAR 14 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 15 KM 100 YEAR 16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 17 KO 5 21 18 KK ONSITE DRAINAGE AREA 19 BA 0.066 20 LS 0 64 21 UD 0.58 22 KO 21 23 ZZ PAGE 1 »x+„ +++,,,,,*+x+„ ++,,,x,x+++,,,,++,,,+ FLOOD HYDROGRAPH PACKAGE (HEC-1) JUN 1998 VERSION 9.1 RUN DATE 130CT06 TIME 16:03:09 ?,+,+x+„ +,,,xxx+»++,+,+,++++xx,x+++.++ PERIMETER WOODS POND 2 10 YEAR PRE DEVELOPMENT CONDITION 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 MMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NO 500 NUMBER OF HYDROGRAPH ORDINATES NDDATE 1 0 ENDING DATE NDTIME 0819 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS f? TOTAL TIME BASE 8.32 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 '7 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 500 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS " U.S. ARMY CORPS OF ENGINEERS " HYDROLOGIC ENGINEERING CENTER ' " 609 SECOND STREET " DAVIS, CALIFORNIA 95616 () ...........6..... ,»+,,,+,,,», EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 . ,++ x++ xxx +xx xx+ xxx xxx xxx xxx xxx +xx xxx xxx xxx xx+ xxx +xx ++x xxx +++ +x+ x++ +xx +++ x,+ xxx +xx xxx ,xx xxx +++ x„ 3 KK * ON * SITE DRAINAGE AREA I KO t t EXCEEDS TABLE IN LOGLOG 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 500 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS 01667 .01667 6.00000 OPERATION STATION HYDROGRAPH AT RUNOFF HYDROGRAPH AT ON NORMAL END OF HEC-1 *** 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA 0. .00 0. 0. 0. .00 24. 3.78 6. 4. 4. .07 MAXIMUM TIME OF STAGE MAX STAGE ' Hydrograph Peak Flow Rate Peak Flow Total Volume Name (CFS) Date/Time x1000 (CF) JNOFF 0.0 Dec 01, 1900 00:01 :0.0 \1 123.713 Dec 01, 1900 03:48 125.552 1 IJ 1 1 ?? ? El.C7PK?? At? - - _ ------- GPI x'3.2 i _ i -------------- 22 1 ?1 1 L t 3. General a. Basin shape should minimize dead storage areas and short circuiting. Length to width ratios should be 3:1 or greater. (Barfield, et al., 1981, pp. 426429; Florida DEP, 1982, pg. 6-289). b. If the basin is used as a sediment trap during construction, all sediment deposited during construction must be removed before normal operation begins. C. Aquatic vegetation should be included for a wetland type detention basin (Maryland DNR, March 1987; Schueler, 1987, Chapter 4 and 9). A minimum ten foot wide shallow sloped shelf is needed at the edge of the basin for safety and to provide appropriate conditions for aquatic vegetation (Schueler, 1987). This shelf should be sloped 6:1 or flatter and extend to a depth of 2 feet below the surface of the permanent pool (Shaver and Maxted, DNREC, 1994). A list of suitable wetland species and propagation techniques are provided in Schueler (1987) and Maryland DNR (1987). d. An emergency drain (with a pipe sized to drain the pond in less than 24 hours) should be installed in all ponds to allow access for riser repairs and sediment removal (Schueler, 1987). Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant Removal Efficiency in the Piedmont 7.0 8.0 9.0 0.46 0.44 0.64 0.62 0.82 0.77 1.00 0.92 1.18 1.10 1.35 1.26 1.86 1.60 1.42 2.11 1.83 1.67 5 Notes: Numbers given in the body of the table are given in percentages. Coastal SA/DA ratios can be obtained from the local DWQ Regional Office. I 1 1 I 1 STAGE STORAGE POND 2 FOREBAYS LEVATION ATI -- _ AREA 1 - - -- REA 2 I OTAL 7 DELTA VOLUME --- ?_-(ft2) -- __ (ft2) i AREA (ft2) VOLUME (ft3) 716 t-- - (ft3) ?943 2666 1 3609 , 0.00 8881 - 718 1514 3758---- 5272 - - - - j 8881.00 12407 720 -1 2153 I 4982 7135 ! 21288.00 -- 16585 i 722 - 2916 - 6534 9450 37873.00 l 24900 724 4166 11284---- --- -- 15450 - - 62-7-7-3.60- 726 ? 6513 - 20268 ? 35718 ? 98491.00 _ __ . - - 43467 1 728 7797 I 15402 23199 - _ - ? - 141958.00 - - 49366 I 730 1 9420 16747 -- 26167 -- - - --- i 191324.00 731 - 10105 ? - 17541 2.6.9.06.5 { 27646 218230.50 MAIN POND ELEVATION AREA DELTA VOLUME VOLUME T (ft2) VOLUME (ft3) - -- (ac-ft) (ft3) ----- -? -- _ 716 I 21245 ? 0 p -- -- --- 96 718 23951 ! 45196 1.04 29 720 I 26678 95825 2 20 - 57129 . - - ----- 722 - 30451 - 152954 3.51 - + i -- - _ 67669 - 1 - _ 724 37218 1 220623 5.06 - - 78961 -- - - ? _---- - 726 41743 I 299584 6.88 - 86460 - - 728 44717 386044 8.86 _ 92499 -- - - 730 47782 478543 10.99 49069.5 731 50357 527612.5 12.11 I I ? I COMBINED I ELEVATION - -- - - AREA --- - 1 DELTA -; VOLUME VOLUME AVERAGE - -- ! --- (112) - - -VOLUME - - - - (ft3) (ac-ft) ; DEPTH (ft3) (ft) 716 - -- _ I -- -- 24854 - I 54077 ? 718 -- --- 29223 54077 - --- - - - j 1.24 .85 _ - - -- 63036 --- __-- -- __ --a- - - - -- -- 720 , - -- 33813 11 17113 2.69 --- 3.46 73714 ? - -- - 722 - 39901 - - ? 190827 ? 4.38 i 4.78 92569 724 -- 52668 283396 6.51 5.38 114679 . 726 62011 - I ---- - i 398075 ; 9.14 I 6.42 728 ? -67916 1 129927 - 528002 ? I 12.12 - _ 7.77 141865 -- - - - -- 730 -- 73949 -- - - 669867 - -- 15.38 -- --- 9.06 75976 - ---- - - - -- -- --- - 731 78003 I - - - 745843 - ? 17.12 -- - !156 - 11 I (&9) (60 ?2¢ _?Z?113 r? 3 HEC-1 INPUT LINE ID. ... ...1....... 2........3.......4.......5.......6.......7.......8.......9......10 1 ID PERIMETER WOODS POND 2 2 ID POST DEVELOPMENT 1 YEAR 24 HOUR STORM 3 9 ID IT GEOSCIENCE GROUP, INC. 1 0 0 1800 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 1 YEAR 24 HOUR STORM 8 PH 0 0 0.36 0.69 1.19 1.43 1.59 1.86 2.2 2 58 9 KM . 2 YEAR 6 HOUR STORM 10 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 11 KM 10 YEAR 6 HOUR STORM 12 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 13 14 KM KM 25 YEAR 6 HOUR STORM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 15 KM 50 YEAR 6 HOUR STORM 16 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 17 KM 100 YEAR 6 HOUR STORM 18 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 19 KO 21 ' 20 KM ON SITE DRAINAGE AREA 21 HA 0.066 22 LS 0 93.2 23 UD 0.05 24 ZZ 1 1 PAGE ] ' FLOOD HYDROGRAPH PACKAGE (HEC-1) ; JUN 1998 VERSION 4.1 RUN DATE 130CT06 TIME 16:27:47 ,,,,,,,,,,,,,, U.S. ARMY CORPS OF ENGINEERS • HYDROLOGIC ENGINEERING CENTER + ' 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 ' PERIMETER WOODS POND 2 POST D EVELOPMENT 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 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 29.96 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW STORAGE VOLUME CUBIC FEET PER SECOND ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT ? ... . .. ... ... ... ... ... . .. ... ... ... ... ... ... ... •„ ... ... ... ... ... ... ,,, ... ... ... ... .,, , ,.. ... ... KK {*#**RUNOFF *k* FROM AREA 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 EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000 n OPERATION STATION ' HYDROGRAPH AT RUNOFF NORMAL END OF HEC-1 *** 1 1 1 1 1 1 1 1 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAL( TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE 141. 12.07 11. 3. 3. .07 Hydrograph Name NOFF 1 1 v 1 Peak Flow Rate Peak Flow Total Volume (CFS) Date/Time x1000 (CF) 140.659 Dec 01, 1900 12:05 287.112 qn -- _5D A3 _ ?3o.os __ J90 -34- --------------- I HEC-1 INPUT LINE ID. ...... 1....... 2.......3.......4... ....5.. .....6. ......7. ......8.......9......10 1 ID PERIMETER WOODS POND 2 ID POST DEVELOPMENT 1 YEAR 24 HOUR S TORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 1 YEAR 24 HOUR STORM 8 PH 0 0 0.36 0.69 1.19 1.43 1.59 1.66 2.2 2.58 9 KM 2 YEAR 6 HOUR STORM 10 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 11 KM 10 YEAR 6 HOUR STORM 12 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 13 KM 25 YEAR 6 HOUR STORM 14 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 15 KM 50 YEAR 6 HOUR STORM 16 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 17 KM 100 YEAR 6 HOUR STORM 18 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 19 KO 21 20 KM ON SITE DRAINAGE AREA 21 BA 0.066 22 LS 0 93.2 23 UD 0.05 24 KO 21 25 KK SPILLWAY ROUTING 26 KM 4" ORIFICE p ELEV 724 27 RS 1 ELEV 724 28 SV 0 1.24 2.69 4.38 6.51 9.14 12.12 15.38 17.12 29 SE 716 718 720 722 724 726 728 730 731 30 SQ 0 0.43 0.64 0.79 0.92 1.03 1.13 1.23 31 SE 724 725 726 727 728 729 730 731 32 KM MODEL TOP OF DAM WITH ST RECORD 33 ST 732 20 3 1.5 34 KO 21 15 ZZ PAGE I FLOOD HYDROGRAPH PACKAGE (HEC-1) JUN 1998 VERSION 4.1 UN DATE 11DEC06 TIME 15:32:40 I IO IT 11 1 PERIMETER WOODS POND 2 POST DEVELOPMENT I YEAR 24 HOUR STORM GEOSCIENCE GROUP, INC. OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE 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 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 PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT ............................. * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER " * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 -756 1104 .,,,,.......19.6) *..._ *. ,,,.,,,,»..». KK RUNOFF * FROM AREA KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL „ QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT ISAV1 21 1 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS ... ... ... ... .# . ... ... ... ... .. . ... ... ... ... ... ... ... ... ... ... ... ..x ... ..# ... ... ... .., ... ... ... #,# KK **.ff RUNOFF i** FROM AREA 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 ?E EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000 # *++ ##+ +x, #,f *#* +}f #*; tt} }*; }}* *i} *.t t*} i;f i}* ;*i *** ;;* i;* **# *;# }i} ..x .xi *#} }.. #xx xx. ..} ?f. *,. ### 25 KK * SPILLW * AY ROUTING KO OUTPUT CONTROL VARIABLES 1 I 1 1 t r 1 r 1 IPINT 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 1 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT RUNOFF 141. 12.07 11. 3. 3. ROUTED TO SPILLW 1. 23.20 1. 1. 1. BASIN MAY. I MUM TIME OF AREA STAGE MAX STAGE .07 .07 726.01 24.02 PLAN 1 ............... RATIO OF PMF 1.00 ' NORMAL END OF HEC-1 - i SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION SPILLW (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 724.00 732.00 732.00 STORAGE 7. 19. 19. OUTFLOW 0. 1. 1. MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF' TIME OF' RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS 728.01 .00 12. 1. .00 24.02 .00 HEC-1 INPUT LINE ID. ...... 1....... 2.......3.......4... ....5. ......6. ......7. ......8.......9......10 1 ID PERIMETER WOODS POND 2 ID POST DEVELOPMENT 2 YEAR 6 HOUR STORM 3 4 ID IT GEOSCIENCE GROUP, INC. 1 0 0 1800 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 1 YEAR 24 HOUR STORM 8 KM 0 0 0.36 0.69 1.19 1.43 1.59 1.86 2.2 2. 58 9 KM 2 YEAR 6 HOUR STORM 10 PH 0 0 0.42 0.83 1.45 1.76 1.95 2.28 11 KM 10 YEAR 6 HOUR STORM 12 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 i 13 14 KM KM 25 YEAR 6 HOUR STORM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 15 KM 50 YEAR 6 HOUR STORM 16 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 17 KM 100 YEAR 6 HOUR STORM 18 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 19 KO 21 20 KM ON SITE DRAINAGE AREA 21 BA 0.066 22 LS 0 93.2 23 UD 0.05 24 KO 21 25 KK SPILLWAY ROUTING 26 KM 4" ORIFICE @ ELEV 724 27 RS 1 ELEV 724 28 SV 0 1.24 2.69 4.38 6.51 9.14 12.12 15.38 17 12 29 SE 716 718 720 722 724 726 728 . 730 731 ' 30 SQ 0 0.43 0.64 0.79 0.92 1.03 1.13 1.23 31 SE 724 725 726 727 728 729 730 731 32 KM MODEL TOP OF DAM WITH ST RECORD 33 ST 732 20 3 1.5 34 KO 21 35 ZZ PAGE 7 FLOOD PYDROGRAPH PACKAGE (HEC-1) + JUN 1996 VERSION 4.1 UN DATE IIDEC06 TIME 15:34:23 ' PERIM ETER WOODS POND 2 POST DEVELOPMENT 2 YEAR 6 HOUR STORM GEOSCIENCE GROUP, INC. IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIM E DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 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 I 1 COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 29.98 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT kk»».»+».k»»+..*»x ..................xx. ' U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 KK *+x++RUNOFF »»*_ FROM AREA KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL - QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT ISAVI 21 1 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS ++ +++ +xx ++# k#f *kx kx# fff +** kx f f*x xff *** kxf +f* kk* +++ f++ +++ +++ +++ +++ x++ +++ +++ +++ fx+ ff* +++ x#x »++ ++» KK xx»xfxxf**+**k + * RUNOFF * FROM AREA 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 ISAVI 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 * +** f»» kxx fff *** k** *kx R*f *** *** f** f** *x* f** k** f** *** *** *kf *ff *** xfk f** *k* x** f** *k* xkf f»* *** +x» xf+ 25 KK ` SPILLW # AY ROUTING xx*»»xkxff***k 11KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 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 1 i 1 1 1 1 1 1 1 1 1 1 i 1 1 i 1 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA HYDROGRAPH AT RUNOFF 160. 3.07 11. 3. 2. .07 ROUTED TO SPILLW 1. 6.02 1. 1. 1. .07 MAXIMUM TIME OF STAGE MAX. STAGE 727.83 6.06 ............. PLAN I . RATIO OF ' PMF 1.00 NORMAL END OF HEC-1 - SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION SPILLW (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 729.00 732.00 732.00 STORAGE 7. 19. 19. OUTFLOW 0. 1. 1. MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS 727.83 .00 12. 1. .00 6.08 .00 I-lydrograph Peak Flow Rate Peak Flow Total Volume Name (CFS) Date/Time x1000 (CF) 1NOFF 159.539 Dec 01, 1900 03:05 243.796 ILLW 0.898 Dec 01, 1900 06:03 80.613 1 rl L 1 t 1 1 1 HEC-1 INPUT PAGE 1 LINE ID. ...... 1....... 2.......3.......4.......5. ......6. ......7. ......8.......9......10 1 ID PERIMETER WOODS POND 2 2 ID POST DEVELOPMENT 10 YEAR 6 HOUR STORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 1 YEAR 24 HOUR STORM 8 KM 0 0 0.36 0.69 1.19 1.43 1.59 1.66 2.2 2 .58 9 KM 2 YEAR 6 HOUR STORM 10 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 11 KM 10 YEAR 6 HOUR STORM 12 PH 0 0 0.59 1.26 2.36 2.9 3.21 3.72 13 KM 25 YEAR 6 HOUR STORM 14 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 15 KM 50 YEAR 6 HOUR STORM 16 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 11, KM 100 YEAR 6 HOUR STORM 18 19 KM KO 0 0 0.83 1.78 3.34 4.12 4.56 5.34 21 20 KM ON SITE DRAINAGE AREA 21 BA 0.066 22 LS 0 93.2 23 UD 0.05 29 KO 21 21, KK SPILLWAY ROUTING 26 KM 4" ORIFICE @ ELEV 724 27 RS 1 ELEV 724 28 29 SV SE 0 1.24 2.69 4.38 6.51 716 718 720 722 724 9.14 726 12.12 728 15.38 17.12 730 731 30 SQ 0 0.43 0.64 0.79 0.92 1.03 1.13 1.23 31 SE 724 725 726 727 728 729 730 731 32 KM MODEL TOP OF 5' x 5' BOX WITH ST RECORD 33 ST 728.85 20 3 1.5 34 KO 21 35 ZZ t 1 1 1 1 FLOOD HYDROGRAPH PACKAGE (HEC-1) # JUN 1998 VERSION 4.1 + UN DATE IIDEC06 TIME 15:49:12 ?x.,,x,.»»»...xxx=xxx».,x,x,.xxxxx..,x PERIMETER WOODS POND 2 POST DEVELOPMENT 10 YEAR 6 HOUR STORM GEOSCIENCE GROUP, INC. IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIM E DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 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 1 COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 29.98 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT ' U.S. ARMY CORPS OF ENGINEERS ' ' HYDROLOGIC ENGINEERING CENTER ' 609 SECOND STREET ' DAVIS, CALIFORNIA 95616 ,x.x.xxxxxx,(xxx)7,6 . „Q• xxx xxx xxx x*x xxx xxx xxx xxx xxx xxx xxx xxx x** xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx x„ .,, .x, .,x xx,xxxxxxxxxxx KK * RUNOFF * FROM AREA KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT ISAV1 21 1 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS ... ... .x. ... ... .x. xxx xxx xxx *x x xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xx. KK *xxx»RUNOFF xx; FROM AREA 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 EXCEEDS x xxx xxx xx TABLE IN LOGLOG x xxx xxx xxx xxx .01 xxx xxx xx 667 .01667 6.00000 x xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx x xx 25 KK * x xxxxxxxxxxxx x SPILLW * AY ROUTING x xx r KO OUTPUT CONTROL VARIABLES 1 1 1 1 1 1 1 1 i 1 1 1 IPRNT S 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 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA HYDROGRAPH AT RUNOFF 254. 3.07 21. 5. 4. .07 ROUTED TO SPILLW 24. 3.73 7. 2. 2. .07 MAXIMUM TIME OF STAGE MAX STAGE 729.37 3.73 PLAN 1 ............... i RATIO OF PMF 1.00 NORMAI. END OF HEC-1 - SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION SPILLW (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 724.00 728.85 728.85 STORAGE 7. 14. 14. OUTFLOW 0. 1. 1. MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS 729.37 .52 14. 24. 4.48 3.73 .00 Il ydrograph Peak Flow Rate Peak Flow Total Volume Name (CFS) Date/Time x1000 (CF) NOFF 253.872 Dec 01, 1900 03:05 455.018 ILLW 23.666 Dec 01, 190003:45 226.427 1 1 1 1 1 i HEC-1 INPUT LINE ID. ......1....... 2....... 3....... 4....... 5. ...... 6. .... ..7. ..... .8...... .9...... 10 1 ID PERIMETER WOODS POND 2 2 ID POST DEVELOPMENT 50 YEAR 6 HOUR STORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 1 YEAR 24 HOUR STORM 8 KM 0 0 0.36 0.69 1.19 1.43 1.59 1.86 2.2 2 .58 9 KM 2 YEAR 6 HOUR STORM 10 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 11 KM 10 YEAR 6 HOUR STORM 12 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 13 KM 25 YEAR 6 HOUR STORM 14 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 15 KM 50 YEAR 6 HOUR STORM _ 16 PH 0 0 0.75 1.62 3.05 3.78 4.2 4.92 17 KM 100 YEAR 6 HOUR STORM 18 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 19 KO 21 20 KM ON SITE DRAINAGE AREA 21 BA 0.066 -- 22 LS 0 93.2 23 UD 0.05 24 KO 21 25 KK SPILLWAY ROUTING 26 KM 4" ORIFICE @ ELEV 724 27 RS 1 ELEV 724 28 29 SV SE 0 1.24 2.69 4.38 6.51 716 718 720 722 724 9.14 726 12.12 728 15.38 17.12 730 731 30 SQ 0 0.43 0.64 0.79 0.92 1.03 1.13 1.23 31 SE 724 725 726 727 728 729 730 731 - 32 KM MODEL TOP OF 5' x 5' BOX WITH ST RECORD 33 ST 728.85 20 3 1.5 34 KO 21 35 ZZ PAGE 1 FLOOD *HYDROGRAPH*PACKAGE *x(HEC*1)*+** JUN 1998 VERSION 4.1 * UN DATE 11DECOG TIME 15:54:59 IO IT PERIMETER WOODS POND 2 POST DEVELOPMENT 50 YEAR 6 HOUR STORM GEOSCIENCE GROUP, INC. OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE 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 2 0 ENDING DATE NDTIME 0559 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 29.98 HOURS * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 *++*+*.+.+*+(916)*++6 .+104++++x++*.+.., ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FLOW FEET CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES - TEMPERATURE DEGREES FAHRENHEIT +++ +.+ +++ +++ +++ +++ +++ +++ xxx +++ +++ +*x xxx +++ +x+ ++x *++ +++ +++ x++ +++ ++x +xf +++ xx+ x++ *++ +++ +++ +++ +:+ ,+, KK *++++RUNOFF xx* FROM AREA 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 ?.++ +++ + ++ +++ ++. .+_ +++ +** +++ x fi ++x ff+ xxf *++ +++ xxx *++ ++x xx+ +++ +*+ xxx +++ xxx xxx *++ x+x **+ *** ++x **+ ++* KK x xxxxRUNOFF +** FROM AREA 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 ?E EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 ** x*+ *** xxx *** xff *** x** *** *** *** *** *** *f* *** f*k **i i** *** i*f *** tff *** *** *** *** *** *f* *** **f *** xxx *xxxxxxx****xf 25 KK * SPILLW * AY ROUTING * 4 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 I FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SOUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA HYDROGRAPH AT RUNOFF 335. 3.07 29. 7. 6. .07 ROUTED TO SPILLW 83. 3.33 15. 5. 4. .07 t 1 i 1 1 1 1 1 1 1 MAXIMUM TIME OF STAGE MAX STAGE 730.08 3.33 SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION SPILLW (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 724.00 728.85 728.85 STORAGE 7. 14. 1. OUTFLOW 0. 1. 2. 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 1.00 730.08 1.23 16. 83. 4.82 3.33 .00 ' NORMAL END OF HEC-1 - HEC-1 INPUT 1 LINE ID. ...... 1....... 2.......3.......4.......5. ......6. ......7. ......8.......9......10 1 ID PERIMETER WOODS POND 2 2 ID POST DEVELOPMENT 100 YEAR 6 HOUR STORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 5 10 5 0 0 6 KK RUNOFF FROM AREA 7 8 KM KM 1 YEAR 24 HOUR STORM 0 0 0.36 0.69 1.19 1.43 1.59 1.86 2.2 2. 58 9 KM 2 YEAR 6 HOUR STORM 10 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 11 KM 10 YEAR 6 HOUR STORM 12 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 13 KM 25 YEAR 6 HOUR STORM 14 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 15 KM 50 YEAR 6 HOUR STORM _ 16 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 17 KM 100 YEAR 6 HOUR STORM 18 PH 0 0 0.83 1.78 3.34 4.12 4.56 5.34 ' 19 KO 21 20 KM ON SITE DRAINAGE AREA 21 BA 0.066 _ 22 LS 0 93.2 23 UD 0.05 24 KO 21 25 KK SPILLWAY ROUTING 26 KM 4" ORIFICE @ ELEV 724 27 RS 1 ELEV 724 28 SV 0 1.24 2.69 4.38 6.51 9.14 12.12 15.38 17.12 ' 29 SE 716 718 720 722 724 726 728 730 731 30 SQ 0 0.43 0.64 0.79 0.92 1.03 1.13 1.23 31 SE 724 725 726 727 728 729 730 731 32 KM MODEL TOP OF 5' x 5' BOX WITH ST RECORD 33 ST 728.85 20 3 1 5 34 KO . 21 35 ZZ PAGE I ###++#+##,#„ #+#+#++###ff#*#+###ff##### FLOOD HYDROGRAPH PACKAGE (HEC-1) f JUN 1998 VERSION 4.1 UN DATE IIDEC06 TIME 15:55:43 »#+###,+,,,»# „##„ #+#++#+####»##»+## ' PERIM ETER WOODS POND 2 POST DEVELOPMENT 100 YEAR 6 HOUR STORM GEOSCIENCE GROUP, INC. IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIM E DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 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 1 COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 29.98 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 +++ +++ #*# *++ *++ f## x++ ##+ #xi i #f *fx #xf +ii iix ff# ix# #fx ### +++ #ff +++ ixf f++ +++ +++ +++ +++ ++# f#f i++ »*# ++. KK ;#+f#RUNOFF ++* FROM AREA 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 +++ ++, +++ +#+ +++ +#f #++ +f. i+x if f ++x #ff ##+ ffi +#+ #i# f#i +#f #f# +++ ff+ +++ ff# ++* fff i+i ++* fff +i# i## +++ +fi KK *##ffRUNOFF #** FROM AREA 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 ?E EXCEEDS fx ## +# TABLE IN LOGLOG t ##f +ii ff# iii .01667 .01667 6.00000 xii i*i #** *** *#k #** i#* #** **# *if *** *#* fxi *i* *** ##* #*i iii f** *#* ### ##* 25 KK * #+ SPILLW * AY ROUTING x+i##f#iifff 1 4 KO OUTPUT CONTROL VARIABLES IPRNT IPLOT QSCAL IPNCH IOUT ISAV1 ISAV2 TIMINT 1 1 5 PRINT CONTROL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 21 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 1600 LAST ORDINATE PUNCHED OR SAVED .017 TIME INTERVAL IN HOURS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA HYDROGRAPH AT RUNOFF 373. 3.07 32. 8. 6. .07 ROUTED TO SPILLW 112. 3.28 18. 5. 4. .07 MAXIMUM TIME OF STAGE MAX STAGE 730.36 3.28 PLAN 1 ............... RATIO ' OF PMF 1.00 ' NORMAL END OF HEC-1 - SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION SPILLW (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 724.00 728.85 728.85 STORAGE 7. 14. 14. OUTFLOW 0. 1. 1. MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE W.S.ELEV OVER DAM AC-FT CPS HOURS HOURS HOURS 730.36 1.51 16. 112. 4.88 3.28 .00 POND 2 - 48" PIPE - 10 YEAR STORM Worksheet for Circular Channel Project Description Worksheet Circular Chan Flow Eleme nt Circular Chan Method Manning's Fo Solve For Channel Dept Input Data Mannings Cot 0.012 Slope 12000 ft/ft Diameter 48 in Discharge 23.67 cfs Results Depth 1.01 ft Flow Area 2.5 ft2 Wetted Pen 4.20 ft Top Width 3.47 It Critical Dep 1.44 ft Percent Ful 25.2 % Critical SIoF 0.003040 ft/ft Velocity 9.54 ft/s Velocity He. 1.41 ft Specific Ent 2.42 ft Froude Nun 1.99 Maximum E 183.36 cfs Discharge F 170.46 cfs Slope Full 0.000231 ft/ft Flow Type Dercritical Project Engineer: Valerie Smith c:\haestad\fmw\project3.fm2 Geoscience Group, Inc FlowMaster v6.0 [614bj 12/11/06 03:58:26 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 POND 2 - 48" PIPE - 100 YEAR STORM Worksheet for Circular Channel Project Description Worksheet Circular Chan Flow Element Circular Chan Method Manning's Fo Solve For Channel Depi Input Data Mannings Cot 0.012 Slope 12000 fUft Diameter 48 in Discharge 12.00 cfs Results Depth 2.37 ft Flow Area 7.7 ft2 Wetted Pen 7.02 ft Top Width 3.93 ft Critical Dep 3.20 ft Percent Ful 59.1 % Critical SloF D.005430 ft/ft Velocity 14.48 ft/s Velocity He, 3.26 ft Specific Ern 5.62 ft Froude Nun 1.82 Maximum C 183.36 cfs Discharge F 170.46 cfs Slope Full 0.005181 ft/ft Flow Type )ercritical Project Engineer: Valerie Smith c:\haestad\fmw\project3.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b] 12/11/06 04:00:47 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 300 Outlet W ' Do + 0.414 120 Pipe diameter (Lb) La 110 Tai w r .50p 30 20 ' `4 10 0 1- 100 90 T 70 0 T: c?`r 60 j TAT 50 2- -? - , 1 -b a o L7 , 40- 3 10 20 ' S0 100 200 500 1000 1 Discharge (0/sec) (ate _ ?ttlft? ? ij.? 2??4fJ Curves may not be extrapolated. C j mS Design Of Riprap Apron Under . Maximum Tailwater Conditions Figure 8-2 8-6 1 1 1 ,77 r e 1 TEMPORARY DITCHES - PHASE 1 I Ditch No. Drainage Intensity Rational Q10 _Delta Distance _ Slope Area 10 Year c _ (cfs) Elevation (ac) Storm (ft) 7 12.36 7.03 0.5 43.4 2 330 0.61% 8 1.97 7.03 0.5 6.9 2 180 1.11% 9 2.03 7.03 0.5 7.1 j 2 115 1.74% 10 2.55 7.03 0.5 9.0 _ 2 _ 145 _ 1.38% 1 1 1 1 HYDRAULIC RESULTS Discharge cfs Peak Flow Period hrs Velocity [fps Area Isq.ft) Hydraulic Radius ft Normal De h ft 03.4 6.0 1.51 28.67 1.43 737 LINER RESULTS Urxeinforced Vegetation S = 0.0061 1 L Bottom ? 1 3.0 Width = 5.00 It 3.0 Not to Scale Reach Matting Type tabityAnalysis Vegetation Characteristics Permissible Caloulated Safety Factor Remarks Staple Pattern Phase Class I Type Densit Shear Stress (psf) Shear Stress (psi) Straight Unreinfaced Vegetation B Mix 7595% 5.73 0.90 6.36 STABLE Soil Sandy Loam 0.035 0.006 6.07 STABLE Back. Lo Inpu Saeen 1 1 1 1 1 1 1 HYDRAULIC RESULTS Discharge cfs Peak Flow Period hrs Velocity (fps Area (sq.ft) Hydraulic Radr ft Normal Depth ft VA 6.0 2.74 15.86 1.04 1.61 LINER RESULTS AREA:, (DESIGN FREQUENLY:_ Unreinfomed Vegetation In-0.0441 S = 0.0061 1 L Bottom 1 3.0 Width = 5.00 It 3.0 Not to Scale Reach Matting Type Stability Analysis Vegetation Characteristics PermissNe Calculated Safety Factor Remarks Staple Pattern Phase Class Type Density Shear Stress fpsf) Shear Stress (pS0 Straight Unreinforced Vegetation D Mix 75.95% 3.33 0.61 5.43 STABLE Sal Sandy Loam 0.035 0.020 178 STABLE Back to IrpL0.5cieen 1 1 r i r ti t r ROM STATION/REACH; ITO STA HYDRAULIC RESULTS Discharge cfs Peak Flow Perod s Velocity [fps Area (sgIQ Hydraulic Radius(ft) Normal Depth fl 6.9 6.0 0.74 9.33 0.84 1.76 LINER RESULTS Urxeinforced S = 0.0110 1L1 Bottom 3.0 Width = 0.00 It 0 Not to Scale Reach Matting Type tabr,9Analysis Vegetation Characteristics Permissible Calculated Safety Factor Remarks Staple Pattern Phase Class Type Density 1 Shear Stress (tuo Shear Stress (psf) Straight Unreinforced Vegetation B Mix 75-95% 5.73 1.21 4.73 STABLE Soil Sandy Loam 0.035 0.002 16.64 STABLE Barf:. to irpk? Screen 1 f 1 1 i r r r r HYDRAULIC RESULTS Discharge cfs Peak Fkxa Perod hrs Velocity (fps Area (sq.It) Hydraulic Radusft Normal D th ft 69 6.0 1.64 4.21 0.56 1.19 LINER RESULTS Urueinforced Veaetaton S = 0.0110 1 L Bottom 1 3.0 Width - 0.00 It 3-0 Not to Scale Reach Matting Type tablityAnalysis Vegetation Characteristics Permissble Calculated Safety Factor Remarks Staple Pattern Phase Class Type Densely Shear Stress [pS0 Shear Stress troll Straight Uruenforced Vegetation D Mix 75.95% 3.33 0.81 4.09 STABLE Soil Sandy Loam 0.035 0.012 2.97 STABLE Beck to Input Screen HYDRAULIC RESULTS Discharge cfs Peak Flow Period Ms Velocity (Fps Area (sq.ft) Hydaulic Radius ft Normal Depth ft p.1 6.0 0.94 7.57 0.75 1.59 LINER RESULTS Urweinforced Vegetation (n=0.1 S = 0.0174 7 L Bottom _ 1 1 30 Width - 0.00 It 3.0 Not to Scale Reach Matting Type Stability Analysis Vegetation Characteristics Permissbe Calculated Safety Factor Remarks Staple Pattern Phase Class Type Density Shear Stress (pso Shear Stress (psf) Straight Unteinforced Vegetation B Mix 75-95% 5.73 1.72 3.32 STABLE Soil Sandy Loam 0.035 0.004 10.00 STABLE Rxk. to InFwt Sciern 1 i HYDRAULIC RESULTS Discharge cis Peak Flow Period s ) Velocity (fps I Area (sq.It) Hydraulic R ft Normal De h ft 71 6.0 2.04 3.48 0.51 1.08 LINER RESULTS Not to Scale Reach Matting Type Stability Analysis Vegetation Characteristics Permissible Calculated Safety Factor Remarks Staple Pattern Phase Class Type ensely 1 Shear Stress (psf) Shear Stress (psf) Straight Unreinforced Vegetation D Mix 75 95% 3.33 1.17 2.85 STABLE Soil Sandy Loam 0.035 0.019 1.86 STABLE Back (o Inp,t Sci en L- Bottom 3.0 Width=0.00 It 3.0 'ROM STATIONMEACH: ITO S HYDRAULIC RESULTS Discharge cfs Peak Flow Perim hrs Velocity (fps) Area (sq IQ Hydraulic Radius ft Normal Depth ft 9.0 6.0 2.01 4.48 0.57 0.93 LINER RESULTS Unreinforced S = 0.0138 1 L Bottom J 1 3.0 Width = 2.00 It 3.0 Not to Scale Reach Matting Type lability Analysis Vegetation Characteristics Permissible Calculated Safety Factor Remarks Staple Pattern Phase Class Type Density Shear Stress (ps0 Shear Stress (psf) Straight Unreinforced Vegetation D Bunch 50.75% 3.33 0.60 4.15 STABLE Sod Sandy Loam 0.035 0.033 1.06 STABLE Back to In?-J Screen HYDRAULIC RESULTS Discharge cfs Peak Flow Period flys) Velocity (fps Area [sq [t) Hydraulic Radius ft Namal De h ft R0 60 0.95 9.46 0.84 1.47 LINER RESULTS Not to Scale Reach Matting Type tabltyAnalysis Vegetation Characteristics Permissible Calculated Safety Factor Remarks Staple Pattern Phase Class Type Density Shear Stress (ps0 Shear Stress (psf) Straight Unreinforced Vegetation B Bunch 50-75% 5.73 1.27 4.52 STABLE Soil Sandy Loam 0.035 0.007 5.01 STABLE Back tv Inert Sheen L- Bottom 3.0 Width = 2.00 It 3.0 'All ? 47, O2 Az- ? u? 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V) 0 0 CD n Cl) U C U) 0 a) Ia m E w v ? m Q rn? 0 r a o L_ O E0 0 o N (+J N str 21-19 Worksheet for Circular Channel Project Description Worksheet Circular Chan Flow Element Circular Chan Method Manning's Fo Solve For Channel Dept Input Data Mannings Coi 0.012 Slope 10000 ft/ft Diameter 24 in Discharge 12.30 cfs Results Depth 1.00 ft Flow Area 1.6 ftz Wetted Peri 3.15 ft Top Width 2.00 ft Critical Dep 1.26 ft Percent Ful 50.1 % Critical SloF D.004813 ft/ft Velocity 7.81 ft/s Velocity He. 0.95 ft Specific Eni 1.95 ft Froude Nun 1.55 Maximum E 26.36 cfs Discharge F 24.51 cfs Slope Full D.002519 ft/ft Flow Type :)ercritical Project Engineer: Valerie Smith c:\haestad\fmw\project3.fm2 Geosclence Group, Inc FlowMaster v6.0 [614b] 12/13/06 12:34:24 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Project Descript ion Worksheet 11-12 Flow Element Circular Chann Method Manning's Forr Solve For Channel Depth Input Data Mannings Coeffic 0.012 Slope 010000 ft/ft Diameter 18 in Discharge 11.80 cfs R lt esu s Depth 1.29 ft Flow Area 1.6 ftz Wetted Perime 3.55 ft Top Width 1.05 ft Critical Depth 1.31 ft Percent Full 85.7 % Critical Slope 0.009798 ft/ft Velocity 7.32 ft/s ? Velocity Head 0.83 ft Specific Energ, 2.12 ft Froude Numbe 1.04 Maximum Disc Discharge Full 12.24 cfs 11.38 cfs Slope Full 0.010753 ft/ft Flow Type supercritical 11' C Worksheet Worksheet for Circular Channel Project Engineer: Scott Gregory untitled.fm2 Geosclence Group, Inc FlowMaster v6.0 [614b] 12/12/06 09:47:01 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ' 3D 0 Outlet N - Do { 0.41a 120 - - pipe diameter (Do)? L a 110 Tailwater 0.5Do ; l I . [A .. I 100 _ 90 $o `, QR 70 - l VV / j a 60, 7' ty so, .1 40, 40 30 20 2 a 10 oil, N. i! 71. :t'.Tj 3 ? IO 20 SD I00 200 500 I000 0 Discharge (0/sec) Curves may not be extrapolated. Design Of Riprap Apron Under . Maximum Tailwater Conditions ?l i• : ; L VC 001 iZCee' GCt' `"P. C- 'S I101- GOI? Figure 8•-2 I rt , 8-6 7 V t? , ? `° r I p? .. ? y ? G 7' t fI f Appendices i Outlet W Do + La pipe diameter (DD) La Q 80 0. 5DO U U. A- M 10 0 11, M: we- 20 ;z V T, i 3 m ? N Q co _Q tY O to 3 5 10 20 Y, w 100 200 I 500 1000 Discharge (01sec) Curves may not be extrapolated. Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter). i 1t'J = l Rav 1?/93 8.063 1 1 1 PERIMETER WOODS - PH. 1 SPREAD CALCULATIONS Structure Drainage Rational Intensity ?- - -- Q - Area C -- --? --- - - - (cfs) -- - (ac) 3 0.35 0.8 4 1.12 4 8 - --- 9 -- 0.44 1.06 0.82 0.8 0.8 0.8 4 - 4- -- 4 j ------ 1.41 -- -- 3.39 2.62 14 0.58 0.8 j 4 1.86 13 0.30 0.8 4 0.96 16 0.14 0.8 4 0.45 15 0.51 0.8 4 _ 1.63 17 0.53 0.8 4 - 1.70 I I ? I i I Structure Q to ByPass ByPass Q Spread Comment Basin (cfs) From TOTAL (ft.) (cfs) (cfs) 3 1.12 1.12 5.09 ok 4 _ 1.41 1.41 5.55 ok 8 (SAG) 3.39 3.39 4.15 ok 9 (SAG) 2.62 2.62 2.88 ok 14 DBL-CB 1.86 0.21 C133 2.07 8.00 ok 13 0.96 0.56 CB 14 1.52 7.26 ok 16 0.45 0.34 CB 13 0.79 5.92 ok 15 1.63 0.31 1 CB 4 1.94 7495 ok 17 1.70 1 0.50 CB 15 i 2.20 5.65 ok ' CB 3 Worksheet for Combination Inlet On Grade Project Description Worksheet box 3 Type Combination Inlet Solve For Efficiency ' Input Data Discharge 1.12 cis Local Depress! 2.0 in Local Depressi 3.00 It Slope 0.018000 tt/ft Gutter Width 2.00 It Gutter Cross S 0.031300 Wit ' Road Cross SN 0.031300 It/ft Mannings Coe- 0.016 Curb Opening 3.00 it Grate Width 2.00 It Grate Length 3.00 It Grate Type im (P-1-7/8') Clogging 0.0 % Options Calculation ('ate inlet Only Grate Flow (=xclude None Results Efficiency 1.81 Intercepted Flow 1.91 cts 0-q Bypass Flow 1.21 cfs ©, 21 Spread -.09 ft S. nq ' Depth 1.16 It Flow Area 0.4 W Gutter Depressic 0.0 in Total Depression 2.0 in Velocity .76 ft/s Splash Over Vek 1.97 tt/s Frontal Flow Fac .00 Side Flow Factor 1.30 Grate Flow Ratio 1.74 Equivalent Crose WA ft/ft ' Active Grate Len;.00 It Length Factor x.00 Total Interceptior 1.00 ft 1 Project Engineer. Scott Gregory r.\-..\storrn\spreads.fm2 Gooscisrnce Group, Inc FlowMaster v6.0 )614b) 10/19/06 08:16:41 AM 0 Haected Methoft. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page i of 1 1 og), r 1 ???? Oct I(? 40 4- OKI ? lo a?, Lzcn?e ? ?v S d v/ 1 w?+?c = (? ?°10 (C, ,qtr Arv to = 7 222 + Z ?,o? G l Z o? L?OW 1,7 OAVtva? l?-??,?ro = 7?.s??73s72 = 0,? a 7 4 -? :5 VA Ai oI4+Az-/lam/ { Qty - 4-? Z,41 _ a 6,t? ?6) ''jwo = / 2D/ O(A '6 4Z J- 4-P' Win. Iv d, 3S Al, meLl . ? z- ? I ? -- 10 f 3DO Outlet W ` Do + 0.4La 120 pipe ; diameter (Lb) L--- La 110 Tai w - r _ - . 5Do _{ .. ............. .. . _ . .. T 10- -j:... QQ 70 °? - .. C?r 60 J 1-t4 07 40 3 30 JU .. 20 to ??, .. :;? ..:, - •?_ ? ::.? . ; - ... .? . • 1'- `I. ?? .1• : ??. ;. (_ :•? -" :? 'La. a+?1.a ,fib e1. •°0.1, ',??+??4ti°?{-n+Qe _ 'b b, 7, .17 6 5 10 20 50 100 200 500 1000 Discharge (ft3/sec); 1 Curves may not be extrapolated. ^p ,. 0,i Design. Of Riprap Apron Under. . Maximum Tailwater Conditions Figure 8-2 8-6 11 t -_? I' 3 3.1 OIL _ POND 2 RIP RAP PAD AT OUTLET OF 1 - 25 YR. STORM B -15' Worksheet for Trapezoidal Channel P t D i ti rojec escr p on Worksheet Trapezoidal Ch; Flow Element Trapezoidal Ch; Method Manning's Fom Solve For Channel Depth Input Data Mannings Coi 0.040 Slope X5000 ft/ft Left Side Slol 0.33 V : t Right Side Sk 0.33 V : t Bottom Width 15.00 It Discharge 05.90 cfs Results Depth 2.96 It Flow Area 71.1 ft2 Wefted Pei 33.92 It Top Width 32.97 It Critical Del 2.03 ft Critical Slol 020686 ft/ ft Velocity 4.30 ft/s 1 Velocity HE 0.29 ft Specific En 3.25 It Froude Nui 0.52 Flow Type bcritical 1 1 Project Eno)eer: Valerie Smllh c.Vwestad* w Npnojeat2.lm2 Qooscience Owup, Inc FlowMsster v6.0 )614b) ' 10/19/06 07:57:54 AM 0 Haested Me4hods. Inc. 37 Brookside goad Waterbt", CT 06708 USA (203) 756-1666 Page 1 of 1 POND 2 RIP RAP PAD AT OUTLET OF 1 - 25 YR. STORM B = 37' Worksheet for Trapezoidal Channel Project Description Worksheet Trapezoidal Ch; Flow Element Trapezoidal Chi Method Manning's Fom Solve For Channel Depth In ut Data p Mannings Cof 0.040 Slope 35000 ft/ft Left Side Slor 0.33 V : I Right Side Sk 0.33 V : I Bottom Width 37.00 it Discharge 105.90 cfs Results Depth 1.93 ft Flow Area 82.6 ft2 Wetted Pei 49.30 it Top Width 48.68 ft Critical Del 1.24 ft Critical Slol 022610 ft/ft Velocity 3.70 ft/s Velocity He 0.21 ft Specific En 2.14 ft Froude Nui 0.50 . Flow Type bcriticai Project Enplrraer: Valero Smith c:%haestad*n wlproject2.*n2 Goosclenoa Group, Me FbwM&dw V8.0 11614b) 1011WW 07:58:24 AM 0 Haeatad Methods. inc. 37 Brookside Road Waterbury. CT 06708 USA (203) 756.1666 Papa 1 of 1 1 ' Project Description Worksheet box 4 Type Combination inlet Solve For Efficiency Input Data Discharge 1.41 cfs Local Depressi 2.0 in Local Depressi 3.00 ft Slope 0.018000 ft /ft Gutter Width 2.00 It Gutter Cross S 0.031300 ft/ft ' Road Cross Sh 0.031300 ft/ft Mannings Coe- 0.016 Curb Opening 3.00 It Grate Width 2.00 ft Grate Length 3.00 ft Grate Type i m (P-1-7/8') Clogging 0.0 O/o ' Options Calculation (ate Inlet Only ' Grate Flow (=xclude None 1 Results Efficiency 1.78 Intercepted Flow .10 cfs Bypass Flow -.31 cfs Spread ;.55 ft 5. 5 S Depth 1.17 it Flow Area 0.5 fl2 Gutter Depressic 0.0 in Total Depression 2.0 in Velocity .92 ft/s Splash Over Vek 1.97 tt/s Frontal Flow Fac .00 Side Flow Factor 1.27 Grate Flow Ratio 1.70 Equivalent Cross VA Mft Active Grate Len..00 ft Length Factor x.00 Total lnterceptior 1.00 it CB 4 Worksheet for Combination Inlet On Grade Project Engineer: Scott Gregory r.\..lstorm%spreads.fm2 Geoeclsnos Group, Inc FlowMaster v6.0 [614b] 10/19/06 08:21:12 AM ®Haestad Methods. inc. 37 Brookside Road Waterbury. CT 06708 USA (203) 7551686 Pape 1 of 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CB 8 SAG Worksheet for Combination Inlet In Sag Project Description Worksheet BOX 8 Type Combination Inlet In Solve For Spread Input Data Discharge 3.39 cfs Local Depression 2.0 in Local Depression 1 3.00 ft Gutter Width 2.00 ft Gutter Cross Slope 0.031300 ft/ft Road Cross Slope 0.031300 ft/ft Curb Opening Leni 3.00 ft Opening Height 0.50 ft Curb Throat Type Horizontal Grate Width 2.00 ft Grate Length 3.00 ft Grate Type D mm (P-1-7/8") Clogging 0.0 % Options Calculation Opt ? Grate Inlet Only Results Spread 4.15 ft Throat Incline Angle 30.00 degree Depth 0.30 ft Gutter Depression 0.0 in Total Depression 2.0 in Open Grate Area 5.4 ft2 Active Grate Weir Le 7.00 ft Project Engineer: Scott Gregory r:\...\storm\spreads.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b] 10/18/06 04:55:06 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 CB 9 SAG Worksheet for Combination Inlet In Sag Project Description Worksheet box 9 sump Type Combination Inlet In Solve For Spread Input Data Discharge 2.62 cfs Local Depression 2.0 in Local Depression \ 3.00 ft Gutter Width 2.00 ft Gutter Cross Slope 0.031300 ft/ft Road Cross Slope 0.031300 ft/ft Curb Opening Leno 3.00 ft Opening Height 0.50 ft Curb Throat Type Horizontal Grate Width 2.00 ft Grate Length 3.00 ft Grate Type D mm (P-1-7/8") Clogging 0.0 % Options Calculation Opt ? Grate Inlet Only Results Spread 2.88 ft Throat Incline Angle 30.00 degree Depth 0.25 ft Gutter Depression 0.0 in Total Depression 2.0 in Open Grate Area 5.4 ftz Active Grate Weir Le 7.00 ft Project Engineer: Scott Gregory r:\...\storm\spreads.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b] 10/18/06 04:53:42 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Worksheet Worksheet for Combination Inlet On Grade Project Description Worksheet box 15 Type Combination Inlet On Solve For Efficiency Input Data Discharge 1.94 cfs Local Depression 2.0 in Local Depression 1 3.00 ft Slope 0.005000 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.031300 ft/ft Road Cross Slope 0.031300 ft /ft Mannings Coefficie 0.016 Curb Opening Leno 3.00 ft Grate Width 2.00 ft Grate Length 3.00 ft Grate Type D mm (P-1-7/8") Clogging 0.0 % Options Calculation Opt ? Grate Inlet Only Grate Flow Opti Exclude None Results Efficiency 0.74 Intercepted Flow 1.44 cfs Bypass Flow 0.50 cfs Spread 7.95 ft Depth 0.25 ft Flow Area 1.0 ft' Gutter Depression 0.0 in Total Depression 2.0 in Velocity 1.96 ft/s Splash Over Velocity 9.97 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.44 Grate Flow Ratio 0.54 Equivalent Cross Slol N/A ft/ft Active Grate Length 3.00 ft Length Factor 0.00 Total Interception Let 0.00 ft Project Engineer: Scott Gregory r:\...\storm\spreads.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b] 12/13/06 10:16:48 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ' Worksheet Worksheet for Combination Inlet On Grade Project Description Worksheet box 17 Type Combination Inlet On Solve For Efficiency Input Data Discharge 2.20 cfs ' Local Depression 2.0 in Local Depression 1 3.00 ft Slope 0.040000 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.031300 ft/ft Road Cross Slope 0.031300 ft/ft Mannings Coefficie 0.016 Curb Opening Leni 3.00 ft Grate Width 2.00 ft Grate Length 3.00 ft Grate Type D mm (P-1-7/8") ' Clogging 0.0 % Options Calculation Opt: Grate Inlet Only Grate Flow Opti Exclude None ' Results Efficiency 0.74 Intercepted Flow 1.62 cfs Bypass Flow 0.58 cfs Spread 5.65 ft Depth 0.18 ft Flow Area 0.5 ft' Gutter Depression 0.0 in Total Depression 2.0 in Velocity 4.41 ft/s ' Splash Over Velocity 9.97 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.15 Grate Flow Ratio 0.69 ' Equivalent Cross Sloi N/A ft/ft Active Grate Length 3.00 ft Length Factor 0.00 ' Total Interception Let 0.00 ft Project Engineer: Scott Gregory rA...%tormispreads.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b] 12/13/06 10:31:00 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Worksheet Worksheet for Combination Inlet On Grade Project Description Worksheet box 14 Type Combination Inlet On Solve For Efficiency Input Data Discharge 2.07 cfs Local Depression 2.0 in Local Depression 1 3.00 ft Slope 0.005000 ft/ft Gutter Width 2.00 ft ' Gutter Cross Slope 0.031300 ft/ft Road Cross Slope 0.031300 ft/ft Mannings Coefficie 0.016 Curb Opening Len! 3.00 ft Grate Width 2.00 ft Grate Length 3.00 ft Grate Type D mm (P-1-7/8") ' Clogging 0.0 % Options Calculation Opt ? Grate Inlet Only Grate Flow Opti Exclude None ' Results Efficiency 0.73 Intercepted Flow 1.51 cfs Bypass Flow 0.56 cfs Spread 8.15 ft V-161 Di3t?? Gt7j Depth 0.26 ft Flow Area 1.0 ft' Gutter Depression 0.0 in Total Depression 2.0 in Velocity 1.99 ft/s Splash Over Velocity 9.97 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.43 Grate Flow Ratio 0.53 Equivalent Cross Slol N/A ft/ft Active Grate Length 3.00 ft Length Factor 0.00 Total Interception Ler 0.00 ft Project Engineer: Scott Gregory rA...\stormtspreads.fm2 Geoscience Group, Inc FlowMaster v6.0 [614bj 12/13/06 10:21:46 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 t Worksheet ' Worksheet for Combination Inlet On Grade Project Description Worksheet box 13 Type Combination Inlet On Solve For Efficiency Input Data Discharge 1.52 cfs Local Depression 2.0 in Local Depression \ 3.00 ft Slope 0.005000 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.031300 ft/ft Road Cross Slope 0.031300 ft/ft Mannings CoefficiE 0.016 ' Curb Opening Leni 3.00 ft Grate Width 2.00 ft Grate Length 3.00 ft Grate Type D mm (P-1-7/8") ' Clogging 0.0 % Options ' Calculation Opt ? Grate Inlet Only Grate Flow Opti Exclude None ' Results Efficiency 0.77 Intercepted Flow 1.18 cfs Bypass Flow 0.34 cfs Spread 7.26 ft Depth 0.23 ft ' Flow Area 0.8 ft' Gutter Depression 0.0 in Total Depression 2.0 in Velocity 1.84 ft/s ' Splash Over Velocity 9.97 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.46 ' Grate Flow Ratio 0.58 Equivalent Cross Slol N/A ft/ft Active Grate Length 3.00 ft Length Factor 0.00 Total Interception Ler 0.00 ft Project Engineer: Scott Gregory r:\...\storm\spreads.fm2 Geosclence Group, Inc FlowMaster v6.0 [614b] 12/13/06 10:22:42 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Worksheet Worksheet for Combination Inlet On Grade Project Description 1 1 Worksheet box 16 Type Combination Inlet On Solve For Efficiency Input Data Discharge 0.79 cfs Local Depression 2.0 in Local Depression k 3.00 ft Slope 0.004000 ft/ft Gutter Width 2.00 ft Gutter Cross SlopE 0.031300 ft/ft Road Cross Slope 0.031300 ft/ft Mannings CoefficiE 0.016 Curb Opening Leni 3.00 ft Grate Width 2.00 ft Grate Length 3.00 ft Grate Type D mm (P-1-7/8") Clogging 0.0 % Options Calculation Opt: Grate Inlet Only Grate Flow Opti Exclude None Results Efficiency 0.86 Intercepted Flow 0.68 cfs Bypass Flow 0.11 cfs Spread 5.92 ft Depth 0.19 ft Flow Area 0.5 ft' Gutter Depression 0.0 in Total Depression 2.0 in Velocity 1.44 ft/s Splash Over Velocity 9.97 ft/s ' Frontal Flow Factor 1.00 Side Flow Factor 0.58 Grate Flow Ratio 0.67 ' Equivalent Cross Sloi N/A ft/ft Active Grate Length 3.00 ft Length Factor 0.00 . Total Interception Ler 0.00 ft Project Engineer: Scott Gregory r:\...\storm\spreads.fm2 Geosclence Group, Inc FlowMaster v6.0 [614b] 12/13/06 10:23:32 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 1 E 6 fi c m U U K ? W w W Q Z 2 w o w f O O u o p =o ?? 3r E LL o? _? ru N ? A n m v o ;c cp m ? LL 1 30 ? a a O Z U U F F O W W ww:i:Q OCW CL a m o 2 LL W N . M n q N N O O 0 - A K p iv n N n ?' w 0 o n X rc ° g ' U, z A , 2 N ? °' X h am z o b N ? N O N N Ol - U) A N N N t7 N y y Ml e7 C N N I` ^ g 0 a N N ` ^v O A l l A 7 0 N S O ?C 1 a C N N N N N N N N N N N 0 E c V m :2 a rn m e 0 C c r `0 d 0 d 0 d ? 0 d n 0 0 ? 0 0 0 0 0 0 ? 0 0 0 0 n 0 0 M 0 0 A W a o 0 o A r o o A o g O J? M o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U. O b 0 0 G N r q b ?l N ci U C w ` N A ??pp aD O ' d N m N N u O o 0 U 8i, 0 51 0 1. 1 m rnN N n o I m o m 0 F ? 0 0 0 0 m ? .?- ? ? ? ? o u c o 0 0 o N o 0 0 0 0 0 0 F E h W N N N H N N W N Yf N a pp W Cp N N O ? O N ? O N 0 O W 0 C i+1 V C N ?l O C ? pp_ N ? O ? ? CC N g ?i5 by N pp? Sf O N ' N U. m m a INLET CAPACITY (OFFSITE ROADWAY) 196imnettflemino PROJECT NAME: Seaboard St GAWrtMEMO, k- PROJECT NUMBER: 42495 Wk Olt STORM INTENSITY 4itVhr 301 s >exa. COMPUTED BY: CLL Crurole nC ze20+.xZ: PROJECT MANAGER. CHRIS JOHNSON, RE DATE: DEC 2006 0e0 (7040 z+ae PROJECT ENGINEER. CANDICE LEONARD REVISED: = ,061 INLET DRAINAGE AREA (AC) C SURFACE 0 i SUB TOTAL j (CFS) (CFS) i i LONG. SLOPE (%) CROSS SLOPE K SPREAD (T) (FT) DEPTH (D) (FT) INLET Q CAP (CFS) 0 BYP (CFS) Bypass TO Inlet COMMENTS CB 504A 0.160 0.90 0.57 1.82 0.024 0.021 28 733 0.16 127 0.56 501A bypass from CS 504 CB 501A 0.012 0.90 0.04 0.60 0,024 0.021 28 4:66 0.10 0.63 0.00 5018 bypass from CO 504A fl CB 501 B 0.280 0.80 0.90 1.60 0.015 0.017 25 8.90 0.15 1.05 0.54 501 Bypass from 16817 off Petimeter Parkwr .Ids CB 501 0190 0.60 0A6 1.00 { 0.010 0.019 22 7.47 0.14 0.84 0.16 ADJ C8 503 0.590 0.95 2,24 2.24 0.030 0.010 28 12.25 0.12 0.85 1.40 504 Adjusted klratlon of Exist. ADJ-C8 504 0160 0.95 0,61 2.00 0.030 0.010 27 11.71 0.12 0.76 t25 501A St=tures-5038504 EXCB 523 0.430 0.95 1.63 1.63 0.033 0.018 32 7.4-4 0.13 1.11 0.52 514 CB 514 0.330 0.95 1.25 1.78 0.035 0.020 29 7.08 0.14 1.12 0.66 516 CB 516 0.030 0.95 0.11 0.77 0.022 0.020 27 5.68 0.11 0.71 0.06 E518 CB 508 0.458 018 1.43 1.43 0.011 0.015 24 9.67 0.15 0.96 0.47 509 C8 509 0.076 0.90 027 0.74 0.011 0.015 24 -7:56'- 0.11 0.64 0.10 510 CB 510 0.094 0.90 0.34 0.44 0.011 0.015 24 6.23 0.09 0.46 OAO E522 ?M /1° ?rQ 00.1t (4fa It a,. + tH CAR©l gS%%,,.y'9?s ` SEA f- 15424 0 = CIA T = [Ont(.56 x S,S It Si'? ))''e 0=TxST DCAP = K(D)so For Sag: D = [Q1(3.3xP))'r' where P = 6.94, single grate P = 9.92, double grate T = D/S, Page 1 ' DOWNSTREAM ANALYSIS Objective: The objective of this study is to meet the requirements of the zoning petition as it relates to downstream storm water structures. This study is specifically aimed at evaluating the existing culvert on Long Creek at Reames Road. The zoning petition requires that the culvert not "be taken out of standard". Standard: Reames Road (SR 2113) is maintained by the North Carolina Department of Transportation (NCDOT). According to Mark Morgan, District Engineer with NCDOT, the appropriate design storm for Reames Road is the 50 year storm. Only streets with ADTs in excess of 75,000 and Interstate highways are required to pass the 100 year storm. Methodology: ' The downstream system will be analyzed using the FEMA HEC-RAS model that was used to produce the FEMA FIRM maps. The 100 year future conditions model was used. The peak flow used in HEC-RAS model will be increased by adding the additional post development outflow peak from the two proposed BMPs. As an example, the peak flow increase for BMP I is the difference in the predevelopment flow and the post development flow. For BMP 1, the predevelopment flow is 6 cubic feet per second (cfs) and the post 1 development flow is 17 cfs; therefore the increase from our development is 11 cfs. The predevelopment flows should have been incorporated into the HEC-1 model used to generate the peak flows for the HEC-RAS model. Actually, for the 100 year future conditions model, the HEC-1 model should have accounted for some level of development in Perimeter Woods, so this approach is very conservative. In our opinion, this approach is again conservative considering the size of the Long Creek watershed compared to the watersheds controlled by the BMPs within Perimeter Woods. In other words, it is very unlikely that the peak flow on Long Creek would align (in terms of ' time) with the time to peak of the outflow hydrographs from the BMPs. Simply adding peak flows assumes the peaks align in terms of time. ' The study used the 100 future conditions flow from the HEC-RAS model, which is substantially more conservative than the 50 year design storm to evaluate the culvert. The flows used in the study are presented in the following table. The total flow was increased to section EA (69651) in the HEC-RAS model. There were no increases in the water surface profile well upstream of section EA. Source Flow cfs Lon Creek 1562 BMP 1 11 BMP 2 59 Total 1632 Conclusion: Reames Road does not overtop in the 100 year future conditions storm so it will not be taken "out of standard". 1 C 1 i Fill 0106 Summary of HEC-RAS Analysis From FEMA Map -Panel r-- - Cross Section Stream Water Surface Elev. Water Surface Ele De_lta_ _ Low Point Station 100 Future FEMA Effective Model Perimeter Woods Developed _ Reames Road EA 69651 712.62 _ 712.68 0.06 - - EB 70158 713.76 713.85 0.09 _ EC 70624 716.57 716.67 0.10 70993 717.23 717.32 0.09 --- --- 71042.5 717.99 718.11 0.12 --- -- Reames Rd. Culvert 71083 722.68 - 71123.5 718.49 718.66 0.17 - ? -------- ED___ EE EF 71211 71605 72082 718.89 719.43 719.88 719.07 719.57 719.99 0.18 0.14 -- 0.11 - ---- --- -- --- EG --- - 72449 720.1 --- 720.2 -- -- 0.10 - - - ----- -------- --- EH ? 72885 720.73 720.78 0.05 73295 723.68 723.68 0 _ El 73469 725.25 725.25 0 73907.5 ' 727.8 727.8 - 0 _-----_--- 1-77 Culvert 74122 74336.5 729.46 729.46 0 EJ 74844 731.42 731.42 0 Culvert Dimensions 12'x 12' 1 "Culvert" Roadway Culvert Invert Top of Culvert Top of Roadway Freeboard Freeboard (ft.) HEC-RAS 706.98 718.98 722.68 0.32 4.02 R.B. Pharr 707.36 719.36 723.06 0.7 4.4 "Culvert" freeboard measured from water surface profile at stream station 71123 .5 to top of culvert. Since there is "culvert" freeboard the culvert is not flowing full. T_ I Roadway freeboard measured from water surface profile at stream station 71123.5 to top of roadway 1 1 1 1 PERIMETER WOODS POST DEVELOPMENT SUMMARY POND 1 DESIGN STORM PRE FLOW cfs POST FLOW CFS 1 DELTA cfs 100 year 6 17 11 POND 2 DESIGN STORM PRE FLOW (cfs) POST FLOW (CFS) DELTA (cfs) 100 year 55 114 59 TOTAL INCREASE DESIGN STORM j INCREASE _ 100 year 70 HEC-1 INPUT LINE ID. ..... .1....... 2.......3.. .....4.......5.......6.......7.......8.......9......10 1 ID PERIMETER WOODS POND 1 2 ID 100 YEAR PRE DEVELOPMENT CONDITION 3 ID GEOSCIENCE GROUP, INC. 9 IT 1 0 0 500 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 2 YEAR 8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 9 KM 10 YEAR 10 KM 0 0 0.59 1.26 2.36 2.9 3 .21 3.72 11 KM 25 YEAR 12 KM 0 0 0.68 1.97 2.76 3.9 3 .75 4.38 13 KM 50 YEAR 19 KM 0 0 0.75 1.62 3.05 3.78 9.2 4.92 15 KM 100 YEAR 16 PH 0 0 0.83 1.78 3.34 4.12 9.56 5.34 17 KO 5 21 18 KK ONSITE DRAINAGE AREA 19 BA 0.009 20 LS 0 59.4 21 UD 0.63 22 KO 21 ' 23 ZZ 1 PAGE 1 ' FLOOD HYDROGRAPH PACKAGE (HEC-1) JUN 1998 VERSION 4.1 ?UN DATE 160CT06 TIME 12:55:08 PERIMETER WOODS POND 1 100 YEAR PRE DEVELOPMENT CONDITION GEO SCIENCE GROUP, INC. IO OUTPUT CONTROL VAR IABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL O. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DA TA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE - ITIME 0000 STARTING TIME NQ 500 NUMBER OF HYDROGRAPH ORDINATES NDDATE 1 0 ENDING DATE ' NDTIME 0819 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 8.32 HOURS ' ENGLISH UNITS DRAINAGE AREA SQUAR E MILES - PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND ' STORAGE VOLUME ACRE- FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT KO OUTPUT CONTROL VAR IABLES 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 500 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS " U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER " 609 SECOND STREET " " DAVIS, CALIFORNIA 95616 R (916) 756-1104 " ?E EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 x t#i +*+ *** **i ##i *** **# #i* *#* *** iii #** *i* iR* *#* *** *** *** *#* +** t*t *** *** **t *** *** *#* *** *** *** +t* *** i _8 KK # ON * SITE DRAINAGE AREA * * KO OUTPUT CONTROL VARIABLES Im EXCEEDS TABLE IN LOGLOG 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 500 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS 01667 .01667 6.00000 r OPERATION STATION ' HYDROGRAPH AT RUNOFF HYDROGRAPH AT ON r RMAL END OF HEC-1 **` NO r r r r r r r r r r r r r r r r RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA 0. .00 0. 0. 0. .00 6. 3.82 1. 1. 1. .01 MAXIMUM TIME OF STAGE MAX STAGE HEC-1 INPUT PAGE 1 LINE ID....... 1....... 2.......3.......4.......5.......6.......7.......8.......9......10 1 Lf L 1 ID PERIMETER WOODS POND 1 2 ID POST DEVELOPMENT 100 YEAR 6 HOUR S TORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 1 YEAR 24 HOUR STORM 8 KM 0 0 0.36 0.69 1.19 1.43 1.59 1.86 2.2 2. 56 9 KM 2 YEAR 6 HOUR STORM 10 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 11 KM 10 YEAR 6 HOUR STORM 12 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 13 KM 25 YEAR 6 HOUR STORM 14 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 15 KM 50 YEAR 6 HOUR STORM 16 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 17 KM 100 YEAR 6 HOUR STORM 18 PH 0 0 0.83 1.78 3.34 4.12 4.56 5.34 19 KO 21 20 KM ON SITE DRAINAGE AREA 21 BA 0.009 22 LS 0 92.6 23 UD 0.05 24 KO 21 25 KK SPILLWAY ROUTING 26 KM 2" ORIFICE @ ELEV. 727 0.6' SLOT @ ELEV 729.6 27 KO 21 28 RS 1 ELEV 727 29 SV 0 0.068 0.192 0.468 0 .935 1.546 2.317 30 SE 720 722 724 726 728 730 732 31 SQ 0 0 0 0 0.1 0.14 0.16 0.63 3.18 6.91 32 SE 720 724 726 727 726 729 729.5 730 731 732 33 KM MODEL CREST OF 4'X 4' BOX WITH ST RECORD CREST 6 ELEV 730.6 34 ST 730.6 15.4 3 1.5 35 ZZ .+xxx,x,+*.,*++++++++++++*++xx+++++++++ FLOOD HYDROGRAPH PACKAGE (HEC-1) JUN 1998 VERSION 4.1 ?UN DATE 16OCT06 TIME 12:54:36 ++++++++,+xxxxxxx++++++xx:xxx+xxxxx ' PERIMETER WOODS POND 1 POST DEVELOPMENT 100 YEAR 6 HOUR STORM GEOSCIENCE GROUP, INC. IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIM E DATA ' NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 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 PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER " 609 SECOND STREET ' * DAVIS, CALIFORNIA 95616 * (916) 756-1104 " +++ xxx ++, +xx »++ xxx +++ xxx xxx + xx xxx xx+ xxx +x+ +x+ xxx xxx +xx xx+ xxx +,+ +++ +++ +++ +++ +++ +++ ++, +xx +xx +,+ +,+ KK ++++xxx+++++++ RUNOFF + x + +xxxxxxxxxxxxx FROM AREA 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 xxx +*+ x++ +++ +++ +++ +++ xxx xxx x ++ +++ +xx xxx xxx xxx xxx +++ +x+ xxx xxx +xx +x» +xx +xx xxx xxx xxx +++ +:+ ++, +xx ++* +++++x+xxx++++ KK * RUNOFF * FROM AREA x xx+xxx+++++xxx 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 t EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 x x»x xx, xxx xxx xxx xxx +xx xxx xxx xxx txx xxx xtx xxx xxx xxx xxx xxx xxr xxx xxx x+t +xx xxx xxx xxx xxx xxx xxr xxx xxx xxx xxxxxxxxxxxxxx + x 25 KK * SPILLW * AY ROUTING x x xxxxxxxxxxxxxx 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 ISAVI 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED ' TIMINT .017 TIME INTERVAL IN HOURS 0 1 1 RUNOFF SUMMARY ' FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA ' HYDROGRAPH AT RUNOFF 50. 3.07 4. 1. 1. .01 ROUTED TO SPILLW 17. 3.27 3. 1. 1. .01 1 1 1 1 1 1 1 1 1 1 1 1 MAXIMUM TIME OF STAGE MAX STAGE 731.05 3.27 PLAN I ............... RATIO OF PMF 1.00 NORMAL END OF HEC-1 - SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION SPILLW (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 727.00 730.60 730.60 STORAGE 1. 2. 2. OUTFLOW 0. 2. 2. MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS 731.05 .45 2. 17. 1.80 3.27 .00 LINE 1 2 3 4 5 6 E 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 HEC-1 INPUT ID....... 1....... 2.......3.......4.......5.......6.......7.......8.......9......10 ID PERIMETER WOODS POND 2 ID 100 YEAR PRE DEVELOPMENT CONDITION ID GEOSCIENCE GROUP, INC. IT 1 0 0 500 I O 5 0 0 KK RUNOFF FROM AREA KM 2 YEAR KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 KM 10 YEAR KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 KM 25 YEAR KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 KM 50 YEAR KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 KM 100 YEAR PH 0 0 0.83 1.78 3.34 4.12 4.56 5.34 KO 5 21 KK ONSITE DRAINAGE AREA BA 0.066 LS 0 64 UD 0.58 KO 21 ZZ PAGE 1 *FLOOD+HYDROGRAPH PACKAGE (HEC-1) JUN 1998 VERSION 4.1 UN DATE 160CT06 TIME 10:31:22 IO IT PERIMETER WOODS POND 2 100 YEAR PRE DEVELOPMENT CONDITION GEOSCIENCE GROUP, INC. OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 500 NUMBER OF HYDROGRAPH ORDINATES NDDATE 1 0 ENDING DATE NDTIME 0819 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 8.32 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT ISAV1 21 1 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED ISAV2 500 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS ?E EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET ' * DAVIS, CALIFORNIA 95616 " * (916) 756-1104 i8 KK * ON * SITE DRAINAGE AREA 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 500 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS K E EXCEEDS TABLE IN LOGLOG . 01667 .01667 6.00000 ?J 5 f OPERATION STATION HYDROGRAPH AT RUNOFF HYDROGRAPH AT ON NORMAL END OF HEC-1 *** l 1 1 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA 0. .00 0. 0. 0. .00 55. 3.73 13. 9. 9. .07 MAXIMUM TIME OF STAGE MAX STAGE HEC-1 INPUT PAGE 1 LINE. ID....... I....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10 1 ID PERIMETER WOODS POND 2 2 ID POST DEVELOPMENT 100 YEAR 6 HOUR STORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 1 YEAR 24 HOUR STORM 8 KM 0 0 0.36 0.69 1.19 1.43 1.59 1.86 2.2 2.58 9 KM 2 YEAR 6 HOUR STORM 10 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 11 KM 10 YEAR 6 HOUR STORM 12 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 13 KM 25 YEAR 6 HOUR STORM 14 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 15 KM 50 YEAR 6 HOUR STORM 16 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 17 KM 100 YEAR 6 HOUR STORM 18 PH 0 0 0.83 1.78 3.34 4.12 4.56 5.34 19 KO 21 20 KM ON SITE DRAINAGE AREA 21 BA 0.066 22 LS 0 93.2 23 UD 0.05 24 KO 21 25 KK SPILLWAY ROUTING 26 KM 4" ORIFICE @ ELEV 723 4.25' SLOT @ ELEV 727.45 27 RS 1 ELEV 723 28 SV 0 1.2 2.63 4.42 6.62 9.12 11.88 14.91 29 SE 716 718 720 722 724 726 728 730 30 SQ 0 0.43 0.64 0.79 0.92 1.12 6.23 25.73 53.15 31 SE 723 724 725 726 727 727.5 728 729 730 32 KM MODEL 5' X 5' BOX WITH ST RECORD CREST @ ELEV 728 .85 33 ST 728.65 15.75 3 1.5 34 KO 21 35 ZZ 11 t++i+*x+»++++»x++++++++++++++++*++++++++ ' FLOOD HYDROGRAPH PACKAGE (HEC-1) JUN 1998 VERSION 4.1 UN*DATE ++*16OCT06++TIME 10:32:10 * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 ' * (916) 756-1104 PERIM ETER WOODS POND 2 POST DEVELOPMENT 100 YEAR 6 HOUR STORM GEOSCIENCE GROUP, INC. IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL _ QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIM E DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 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 T ENGLISH UNITS IME BASE 29.98 HOURS DRAINAGE AREA SQUARE MILES PRECIPITATION DE PTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE- FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT +x+ x +x +++ *** xxx x** xx* +x+ *»» »* i *ii *ii i** »»» i** *xx xxx *x+ »»+ »»» i*+ +*» *+* »++ +++ +»» kxx +++ »»» x+x +++ +++ KK ix*****»x*x+*k RUNOFF i R ***iiii******i FROM AREA KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT ISAV1 21 1 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS *** ixx xx+ ++* *x+ *** x+k +*+ *** i** **+ *xx xx* *x* xk» x+* +»+ ++» *»i x** x*x *xx xx+ +»* »*» *.* +*+ +»i *x* +x+ +++ **+ KK *****RUNOFF*** FROM AREA **i**x*xxi**** 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 EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 tx x*k xxk *** *k* *it *** t** **t R** t*# **# *** *t* iRR Rtt *tk ### *** tRR *** *Rt *#* **R *** tR* *** *ti *** **k *}* *** **x 25 KK * SPILLW * AY ROUTING 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 ISAVI 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS 1 1 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA HYDROGRAPH AT RUNOFF 373. 3.07 32. 8. 6. .07 ROUTED TO SPILLW 114. 3.28 21. 6. 5- .07 MAXIMUM TIME OF STAGE MAX STAGE 730.02 3.26 PLAN 1 ............... RATIO OF F'MF 1.00 ' NORMAL END OF HEC-1. - SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION SPILLW (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 723.00 728.85 728.85 STORAGE 6. 13. 13. OUTFLOW 0. 23. 23. MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE W.S_ELEV OVER DAM AC-FT CPS HOURS HOURS HOURS 730.02 1.17 15. 114. 1.52 3.28 .00 FLOOD HYDROGRAPH PACKAGE (HEC-1) JUN 1998 VERSION 4.1 UN DATE 16OCTOG TIME 10:32:10 * r x 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 * U.S. ARMY CORPS OF ENGINEERS " * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET ` * DAVIS, CALIFORNIA 95616 " * (916) 756-1104 THIS PROGRAM. REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW 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, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM u HEC-1 INPUT LINE ID.... ...1....... 2.......3.......4.......5.......6.......7.......8.......9......10 I ID PERIMETER WOODS POND 2 2 ID POST DEVELOPMENT 100 YEAR 6 HOUR STORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 1 YEAR 24 HOUR STORM 8 KM 0 0 0.36 0.69 1.19 1.43 1.59 1.86 2.2 2. 58 9 KM 2 YEAR 6 HOUR STORM 10 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 11 KM 10 YEAR 6 HOUR STORM 12 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 13 KM 25 YEAR 6 HOUR STORM 14 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 15 KM 50 YEAR 6 HOUR STORM 16 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 17 KM 100 YEAR 6 HOUR STORM 18 PH 0 0 0.83 1.78 3.34 4.12 4.56 5.34 19 KO 21 20 KM ON SITE DRAINAGE AREA 21 BA 0.066 22 LS 0 93.2 23 UD 0.05 24 KO 21 25 KK SPILLWAY ROUTING 26 KM 4" ORIFICE @ ELEV 723 4.25' SLOT @ ELEV 727.45 27 RS 1 ELEV 723 28 SV 0 1.2 2.63 4.42 6.62 9.12 11.88 14.91 29 SE 716 718 720 722 724 726 728 730 30 SQ 0 0.43 0.64 0.79 0.92 1.12 6.23 25.73 53.15 31 SE 723 724 725 726 727 727.5 728 729 730 32 KM MODEL 5' X 5' BOX WITH ST RECORD CREST @ ELEV 728 .85 33 ST 728.85 15.75 3 1.5 34 KO 21 35 ZZ PAGE 1 FLOOD HYDROGRAPH PACKAGE (HEC-1) JUN 1998 VERSION 4.1 UN DATE 160CT06 TIME 10:32:10 PERIMETER WOODS POND 2 POST DEVELOPMENT 100 YEAR 6 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 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 ' U.S. ARMY CORPS OF ENGINEERS " * HYDROLOGIC ENGINEERING CENTER " * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 ' * (916) 756-1104 ' I- ii iix ,i+ *** *** i** i*x xxx xi* xii xi* iii - xxx xii i** **x iii ,i+ x,x i** *xx i*x *** *** ix* *** *** ,,, ,,, xx, KK * RUNOFF ; FROM AREA 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 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS +++ +++ *i* iii iix iii xi* iix i*x * ii ixi ii* i++ *i* ixi **x i*x +++ iii xii i*i iii *i* i** iix iix iii i++ *** ii* xxx x++ i++++*+******* KK RUNOFF * FROM AREA 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 1800 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 ri iii **t *** tii *xi ix* *** *** iii *** *** *** *** i** *** *** *** *** *** *** *** *** *** *** *** *** i** *ii ii* i** i** x** **i*ii***iiiii* 25 KK * SPILLW * AY ROUTING KO *i* 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 I 1 1 11 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 OPERATION STATION HYDROGRAPH AT RUNOFF ROUTED TO SPILLW RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA 373. 3.07 32. 8. 6. .07 114. 3.28 21. 6. 5. .07 MAXIMUM TIME OF STAGE MAX STAGE 730.02 3.28 ............... PLAN 1 RATIO OF PMF 1.00 ' NORMAL END OF HEC-1 - SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION SPILLW (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 723.00 728.85 728.85 STORAGE 6. 13. 13. OUTFLOW 0. 23. 23. MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS 730.02 1.17 15. 114. 1.52 3.26 .00 PERIMETER WOODS DOWNSTREAM ANALYSIS Stream Station 100 Year Future - ---- (cfs) Additional Flow--- -- --------- from Site (HEC-1) Total Flow ----------- FEMA/Meck.County Effective Model (cfs) (cfs) 71211 71083 - - 1562 1562 - --- 70 70 -- -------- 1632 ---1632 70993 1 1562 70 1632 70624 1562 70 1632 70158 69651 69107 70799 + 70257 1562 1562 3822 3822 3822 70 70 70 70 70 1632 1632 3892 3892 3892 67716 3822 70 3892 67232 3822 70 3892 66751 1 3822 70 3892 663,86 3822 70 3892 65983 3822 70 3892 65588 3822 70 3892 65080 3822 70 3892 64621 3822 70 3892 64216 3822 70 3892 63716 3822 70 3892 63200 3822 70 3892 62706 3822 70 3892 62184 3822 70 3892 61861.5 3822 70 3892 61798.5 3822 70 3892 61423 3822 70 3892 60903 3822 70 3892 PERIMETER WOODS DOWNSTREAM ANALYSIS u I Stream 100 Year Future Additional Flow 'Total Flow station (cfs) ! from Site (HEC-1) r FEMA/Meck.County Effective Model j (cfs) j (cfs) 60632 _ 3822 70 3892 60059 3822 --- --- 70 3892 -- 59542 3822 70 3892 59053 58793 3822 j 3822 70 70 3892 3892 58297 j 3822 70 _ 3892 57778 _ 3822 70 ! 3 92 57330 3822 70 - 8 3892 57060 3822 70 3892 56216 3822 70 3892 55759 3822 70 3892 55206 3822 70 3892 54793 I 3822 70 3892 54229 3822 70 3892 I 53705 ] 3822 70 3892 53306 3822 70 3892 53012 3822 70 3892 52418 3822 70 3892 51877 3822 70 3892 51433 3822 70 3892 i 50935 3822 70 3892 50484 3822 70 3892 49980 5601 70 5671 49496 I 5601 70 5671 1 1 ' HEC-RAS Plan: dup.eff River: Main Stem Reach: Reach 1 Profile: 100FU-YEAR Reach- River Sta I Profile Q Total W .S. Elev I Reach - 1 179880,0 100FU-YEAR 1 1 -- 1351.001 1351.00 1351.00 923.00 923.00 j 923.00 Culvert 923.00 923.00 - 754.421 751.44 746.75 745.10 744.55 743.97 743.08 742.76 923.00 923.00 741.96 _741.8,5 1 -Culvert 923.00 1 739.931 _ 923 00 923.00 739.45 738.78 1230 00 1230.00 736.25 733.39 1230.00 731.42 1230.00 729_4_6 Culvert , 1230.00 727.80 1562.00 _ 725.25 1562.00 723.68 1562.00 720.73 1562.00 720.10 1562.00 719.88 1562.00 719.43 1562.00 718.89 1562.00 718.49 Culvert 1562.00 717.99 1562.00 717.23 1562.00 716.57 1 1562.00 713.76 1562.00 712.62 3822.00 711.31 3822.00 710.57 3822.00 708.39 3822.00 706.93 3822.00 706.22 3822.00 704.87 3822.00 704.39 3822.00 704.05 3822.00 703.50 3822.00 702.83 3822.00 702.24 3822.00 701.44 3822.00 700.52 3822.00 698.11 3822.00 693.05 3822.00 687.12 Reach - 1 179619,0 100FU-YEAR 1 179010.0 100FU-YEAR Reach -__1_ Reach - 1 Reach - 1 Reach - 1 Reach 1 I Reach - 1 r Reach - 1 Reach - 1 !Reach 1 1 Reach - 1 Reach 1 Reach - 1 [Reach - 1 Reach - 1 Reach - i Reach -' 1 Reach - 1 Reach 1 Reach- 1 78380 0,._... 177870.0 77501.0 ]77435.0 77369.0 77311`;0 76979.0 76922.5 76876.0 76829.5 76746.0 76437.0 75939.0 rt ' 75365.0 74844.0 74-336.5 74122.0 73907.5 100FU YEAR 1 100FU YEAR 100FU-YEAR i00FU YEAR 100FU-YEAR 100EU-YEA-- R-- 100FU-Y A I 100FU-YEAR 100FU-YEAR 100FU-YEAR i 100FU-YEAR 100FU-YEAR 100FU-YEAR j 100FU-YEAR 1 I 100FU-YEAR Reach 1 73469.0 1100FU-YEAR Reach 1 73295.0 100FU-YEAR Reach - 1 72885.0 ?10oFU-YEAR (Reach - 1 72449.0 100FU-YEAR Reach - 1 72082.0 Rea 71605.0 1 00FU Reach - 1 7111.0 Reach - 1 7112_3.5_ F1i ?. Reach 1 71083.0 Reach - 1 1171042.5_ Reach - 1 70993.0 Reach - 1 70624.0 Reach - 1 j 70158.0 Reach' - 1 69651.0 Reach - 1 69107.0 Reach - 1 j 68799.0 Reach 1 68257.0 -t Reach - 1 167716.0 - Reach - 1 167232.0 Reach - 1 66751.0 Reach - 1 166386.0 Reach 1 (65983.0 Reach 1 65588.0 Reach - 1 65080.0 Reach - 1 64621.0 Reach - 1 '64216,0 Reach - 1 j 63716.0 Reach - 1 63200.0 Reach - 1 62686.0_ [Reach - 1 i 184.0 1 00FU-YEAR 1 i -YEAR 100FU-YEAR 100FU-YEAR 100FU-YEAR 1100FU-YEAR ----- - ?100FU-YEAR {I 100FU-YEAR 1 oOFU-YEAR 1100FU YEAR 100FU-YEAR 100FU-YEAR 100FU-YEAR 100FU-YEAR 100FU-YEAR 100FU-YEAR 100FU-YEAR 100FU-YEAR 100FU-YEAR 100FU-YEAR 100FU-YEAR 100FU-YEAR 100FU-YEAR_ 100FU-YEAR 1100FU-YEAR 1 r HEC-RAS Plan: dup.eff River: Main Stem Reach: Reach 1 Profile: 100FU YEAR (Continued) River Sta T -Profile 0 Total W.S. Elev Reach (ft) - - Reach - 1 61861.5 100FU-YEAR 3822.00 685.48 8 Reach 1 61830.0 Bridge Reach - 1 61798.5 iOOFU-YEAR 3822.00 684.271 i -- - _- 00 683.76! Reach -1 ; 61423.0 100FU-YEAR 3822.00 Reach - 1 - -- - - ------ 60903.0 10OFU-YEAR 3822.00 683.05 _ 60632,0 100FU-YEAR` 3822.00 682.65 Reach - 1 60059.0 100FU-YEAR 3822.00 681.41 - ------ --- - - 1 Reach - 1 59542.0 100FU-YEAR 3822.00 679.201 Reach 1 59053.0 1OOFU-YEAR 3822.00 678.34 -- - -- -- Reach 1 58793.0 100FU YEAR _ 3822.00 678.10 1 Reach - 1 58297.0 1OOFU YEAR 3822.00 - 677.69 Reach - 1 57778.0 100FU-YE4R 3822.00 677.37 Reach 1 7 57330.0 100FU-YEAR 3822.00 677.13; 1 Reach - 1 56860.0 1OOFU-YEAR' 3822.00 676_96] Reach - 1 56216.0 1 100FU-YEAR_ 3822.00 676_33 Reach - 1 55759.0 100FU-YEAR__ 3822.00 673.77 1 Reach - 1 55206.0 100FU YEAR 3822.00 673.00 Reach - 1 54793.0 100FU-YEAR 3822.00 672.58 Reach- 1 54229.0 ? 100FU-YEAR - 3822.00 6711 Reach - 1 53685.0 100FU-YEAR ; 3822.00 669.14 1 Reach - 1 53306.0 100FU-YEAR 3822.00 667.10 Reach - 1 53012 - - .0 1 OOFU-YEAR 3822.00 666.93 Reach - 1 52418.0 ?10OFU YEAR 3822.00 665.92 . 1 Reach - 1 [51877.0 1OOFU YEAR 3822.00 665.21 Reach - 1 151433.0 100FU YEAR 3822.00 664.62 Reach - 150935.0 100FU-YEAR 3822.00 663.89 Reach - 1 +50484.0 ?100FU-YEAR 3822.00 663.67 Reach - 1 149980.0 11 DO FU-YEAR 5601.00 663.09 1 Reach - 1 149496.0. 11001`U-YEAR 5601.00 662.77 Reach - 1 49438.5 100FU-YEAR_ 5601.00 662.01 1 Reach 1 149412:0 Bridge Reach - 1 49385.5 ?VGOFU-_YEAR 5601.00 659.24 Reach - 1 49298.0 100FU-YEAR 5601.00 659.80 1 Reach - 1 148916.0 1 0-0FU YEAR 5601.00 659.14 Reach - 1 48262.0 1 U-(-)FU YEAR 5601.00 658.64 Reach - 1 !47605.0 ?100FU-YEAR 5601.00 657.48 Reach - 1 47276.0 1DOFU-YEAR 5601.00 657.03 Reach - 1 46773-0 100FU-YEAR 5601.00 656.07 1 Reach - 1 ±46270.0 1OOFU-YEAR 5601.00 655.41 Reach - 1 j 45777.0 100FU-YEAR 5601.00 653.05 Reach - 1 45253.0 1 OOFIJ-YEAR 5601.00 652.54 Reach - 1 ' L44731.0 100FU-YEAR 5601.00 651.84 'Reach - 1 '44215.0 100FU-YEAR 5601.00 651.12 1 Reach - 1 43725.0 100FU-YEAR 5601.00 650.65 Reach - 1 43207.0 T10OFU-YEAR - 5601.00 650.19 Reach - 1 42687.0 100Ff1-`EAR + 5601.00 650.04 Reach - 1 42183.0 1OOFU,YEAR 5601.00 649.89 1 -1- - Reach - 1 141678.0 100FU-YEAR 5601.00 649.78 Reach - 1 ?141165.0 _ 10OFU-YEAR ' 5601.00 649.52 Bch - 1 40685:0 --:100FU YEAR_ 5601.00 649.41 Reach - 1 f 40176.0 100FU-YEAR 5601.00 649.26 r HEC-RAS Plan: dup.eff River: Main Stem Reach: Reach - 1 Profile: 100FU-YEAR (Continued) Reach RiverSta I Profile QTotal W.S. Elev- _ I t (cfs) (ft) Reach - _1 39851.0 100FU-YEAR 5601.00- - - 649.221 ' Reach = 1 38687.0 100FU-YEAR 5601.00 648.68 1 Reach- 1 3%55.5 Bridge Reach - 1 - 39624.0 100FU-YEAR -- -- 5601.00 - -- 648.07 Reach - 1 39588.0 100FU-YEAR 5601.00 648.00 ) Reach - 1 ; 395565 Bridge - -- Reads - t 39525.0 100FU-YEAR 5601 00 647.73 .73 Reach-- 1 39103.0 100FU-YEAR 5601.00 647.52 Reads - 1 38735.0 100FU-YEAR 5601.00 - 647.25 -- Reach -1 38324.0 100FU-YEAR 5601 OO F 647.11 Reach - 1 37745.0 100FU-YEAR %01.00 646.98 Reach - 1 .37157:0 I OOFU-YEAR 5601.00 [ - - - 646.81 ' Reach - 1 37013.0 1 100FU-YEAR _ 5601.00 _ 1 -- 646.26 Reads - 1 .36989A - Bridge ) L - Reach - 1 36565.0 L100FU-YEAR` - - - 5601.00 1 - - 645.43 Reach - 1 j 35658.0 F 100FU-YEAR 5601.00 645.58 Reach - 1 36130.0 ? 100FU YEAR 5601.00 644.99 ' Reach - 1 35634.0 ? 100FU YEAR -- 5601.00 - 644.39 Reach -' 1 +135145.0 1100Fi1-YEAR 5601.00 644.22 Reach = 1 f 3dG80 0 100FU-YEAR 5601.00 643.69 ' Reach - I j 34182.0 ?100FU-YEAR 5601.00 643.70 Reach - 1 .33634.0 100FU-YEAR 5601.00 643.40 Reach - 1 ; 33120.0 j I OOFU-YEAR 5601.00 642.95 Reach - 1 132630.0 ;1 OOFU YEAR 5601.00 642.78 Reach - 1 32150 0 100FU-YEAR 5601 00 ---642 42 . _ . . Reach - 1 31596.0 100FU YEAR 5601.00 642.05 Reach - 1 31118.0 FU-YEAR =100 5601.00 641.39 ' Reach - 1 30636,0 _ _ [1OOFU-YEAR 5601.00 640.80 Reach - 1 - 30084.0 - - OOFIJ-YEAR 5601.00 640.26 R ach - 1 29576:0 1 00FU-Y EAR - 5601.00 639.43 ' Reach - 1 { 29107.0- _ _ _ _ 100FUNEAR - 5601.00 638.74 Reach - 1 1 28625.0 1OOF U-YEAR 5601.00 637.62 "Ready - 1 _ 128122 0 _ 100FU YEAR 5601.00 635.92 ;? Reach - 1 127620 0 61 YEAR 5601.00 634.08 ' React - 1 127149.0 t1 OOFU-YEAR 5601.00 633.29 'Reach - 1 - 125937.0 100FU-YEAR 5601.00 630.48 Reach -_1 ] ,1_25918.0 1 OOFU-YEAR 5601.00 630.68 ' Reach - 1 - 25597,0 100FU-YEAR 5601.00 630.31 Reach - 1 52 126.0 100FU-YEAR 5601.00 629.99 Reach - 1 24637,0: 100FL] Y{ AR _ 5601.00 629.82 ' Reach - 1 12406-2-0 100F1J YEAR 5601.00 629.37 React - t - - 23609 .0 1 OOF_U-YEAR 5601.00 628.90 Reach-1 2=10 1OOFU-YEAR 5601.00 627.58 Reach - 1 2 71 0 1 OOFU-YEAR 5601.00 627.03 ' 1 ,Reach - 22065.0 100FO-YEAR, 5601.00 625.95 - Reach - 1 X 21572,0 100F11-Y -'Ah' 5601.00 624.77 Reach - 1 21107.0 100F11 YEAR 5601.00 621.98 Reach - 1 ] 20551,0 1MFU-YEAR 5601.00 617.28 Reads -v1 20110-0 k tOQFU YW 5601.00 613.58 Reach - 1 19881.0 100FU-YEAR 5601.00 612.89 1 Ready - 1 19801.5 1 5601.00 612.68 LI 1 F J 1 HEC-RAS Plan: dup.eff River: Main Stem Reach: Reach - 1 Profile: 100FU-YEAR (Continued) Reach River Sta Profile Q Total W S. Elev -- } -- - - ? - - ?+ - (cfs) - (ft) - - Reach - 1 19775.0 Bridge Reach - 1 19748.5 100FU-YEAR 5601 00 1 612.28 Read --1 19623.0 100FU-YEAR 5601.00 607.64 Reach - 1 19080.0 100FU YEAR 5601.00 605.76 Reach - 1 1,18588.0 100FU-YEAR 5601.00 602.93 Reach - 1 ', 18077.0 100FU-YEAR 5601.00 598.16 Reach - 1 17564.0 , 100FU-YEAR 5601.00 593.36 Reach - 1 _ - '17165.O -- 100FU-YEAR - -- 5601.00 593.13 Reach - 1 16686.0 100 FU-YEAR -- 5601.00 - 592.60 Reach - 1 1624.0 '' 1 100FU-YEAR 0 56 01.00 591.57 Reach - 1 115860.0 100FU-YEAR 5601.00 591.14 Reach - 1 Reach - 1 ;Reach- 1 '15847.0 115834.0 15827.0 1 DOFU-YEAR Bridge 5601.00 Bridge Reach - 1 15813.0 100FU-YEAR 5601.00 _ Reach -'1 115679.O 1 OOFU-YEAR 5601.00 _ Reach -- 1 15176.0 100FU-YEAR 5601.00 Reach - 1 14643.0 1 OOFU-YEAR 5601.00 Reach - 1 14167.0 100FU-YEAR 5601.00 Reach - 1 Reach - 1 13654.0 13143.0 100FU-YEAR F 100FU-YEAR _ 5601.00 5601.00 Reach - 1 12739.0 100FU-YEAR j _ 5601.00 Reach - 1 Reach -1 12490.5 12462.0 100FU-YEAR'S 5601.00 Bridge Reach - 1 12433.5 100FU-YEAR 5601.00 Reach - 1 12354.0 100FU YEAR 5601.00 Reach - 1 12156.0 100FU YEAR 5601.00 Reach - 1 11653.0 100FU YEAR 5601.00 Reach - 1 11137.0 1OOFU-YEAR 5601.00 Reach - 1 10651,0 100FU-YEAR 5601.00 Reach - 1 10201.0 100FU YEAR 5601.00 Reach - 1 9670.0 100FU-YEAR 5601.00 Reach - 1 9112.0 __ 1OOFU-YEAR 5601.00 Reach - 1 8863.0 11 OOFU-YEAR 5601.00 Reach - 1 8363.0 100FU-YEAR 5601.00 Reach - 1 -- 7857.0 100FU-YEAR 5601.00 Reach - 1 7355.0 100FU-YEAR 5601.00 Reach - 1 6881.0 10OFU-YEAR 5601.00 CReach - 1 r 16418.0 I100FU-YEAR - 5601.00 ,Reach - 1 5992.0 10OFU-YEAR 5601.00 Reach - 1 5.3.72.0 100FU-YEAR 5601.00 each - 1 4905.0 GOFU-YEAR Y 5601.00 Reach - 1 J 4429.0 DOFU-YEAR 5601.00 ,Reach - 1 3876.0 100 FU-YEAR 5601.00 rReadi - 1 3352.0 100FU YEAR 5601.00 rReach - 1 2956 0 LOOFU-YEAR 5601.00 Reach - 1 i 2368.0 10OFU-YEAR 5601.00 Reach - 1 1283.0 10OFU-YEAR 5601.00 Reach - 1 778.0 1 OOFU-YEAR 5601.00 Reach = 1 278.0 100FU-YEAR-- 5601.00 591.04 590.56 589.51 588.92 588.09 587.19 586.74 585.74 585.27 584.53 583.77 583.75 583.31 582.63 582.12 581.69 581.33 580.51 578.67 578.86 578.58 578.43 578.20 578.02 577.88 577.85 577.66 577.56 577.37 576.44 575.91 575.46 575.24 574.77 574.41 574.04 1 1 1 1 1 1 1 _UeAl?2 NEC-RAS Plan: dup.eff River: Main Stem Reach: Reach - 1 Profile: 100FU-YEAR Reach River Sta Profile - ? Q Total W.S. Elev '! Reach 1 179880 0 100FU YEAR 1351.00 754.42 - -- - React? - 1 '79619.0 100FU YEAR 1351.00 751.44! (Reach 1 79010A 1OOFU YEAR 1351.00 746 75 Reach - 1 178380.0 10OFU YEAR 923.00 745.10 (Reach 1 177870-0 100FU YEAR 923.00 744.55' Reach - 1 ; 77501.0 100FU-YEAR 923.00 _ 743.97 Reach - 1 ; 77435.0 Culvert Reach - 1 77369.0 100FU YEAR 923.00 743.08 Reach 1 177311.0 1OOFU-YEAR 923.00 - 742.76? Reach - 1 76979.0 100FU-YEAR 923.00 r 741.96 - -- 0 - Reach - 1 _ 76922.5 1100F1J-YEAR 923.00 741.85 Reach 1 76876.0 Culvert Reach - 1 176829,51 100FU-YEAR 923.001 - 739.93] Reach - 1 176746.0 100FU-YEAR 923.00 739.45] Reach - 1 _ J6437.0 100FU-YEAR - 923.00 ? -- 738.78 75939.0 100FU YEAR 1230.00 736.251 Reach - 1 - - ' -- -? Reach - 1 75365.0 100FU-YEAR 1230.00 733.39 ' Reach - 1 174844.0 lOOFU YEAR 1230.00 1 731.42 1 Reach - 1 j Reach - 1 74336.5 G 74122:0 100FU-YEAR -- 1230.00 Culvert 729.46 1 Reach - 1 73907.5 - 100FU-YF-AR 1230.00 727.80 , 1 Reach - 1 Reach- 1 73469.0 173295.0 100FU-YEAR t00FU-YEAR 1562.00 1562.00 725.25 723.68 IReach - 1 i72885.0 ? 100FU-YEAR 1562.00 - -- 720.78 Reach - 1 72449;0 4 100FU YEAR 1562.00 720.20 ' Reach - 1 - 72082.0 -- --- 100FU-YEAR 1562.00 719.99 1 'Reach - 1 71605.0 - 100FU YEAR 1562.00 719.57 rReach - 1 71211.- 1 100FU YEAR 1632.00 - - 719.07 Reach - 1 71123.5 100FU-YEAR 1632.00 718.66 . Reach -1 ---_ - 71083.0 ?- Culvert ?R-eal c-h-1 710425 100FU-YEAR 1632.00 718.11 RI eadt - 1 70993.0 L 10OFU YEAR 1632.00 717.32 Rach - 1 70624.0 1100FU-YEAR 1632.00 716.67 100FU-YEAR 1632.00 713.85 ach - 1 69651 0 I 1 OOFU-YEAR 1632.00 712.68 Reach - 1 69107.0 100FU YEAR 3892.00 711.36 ' Reach - 1 Reach - 1 68799.0 68257.0 100FU YEAR ;1 OOFU YEAR _ 3892.00 3892.00 710.62 708.44 Reach - 1 6 0 1100FU-YEAR 3892.00 706.99 Reach - 1 67232 0 - 1100FU-YEAR 3892.00 706.27 Reads - 1 'Reach - 1 '66751.0 66386.0 100_FU YEAR 100FU YEAR ' 3892.00 3892.00 704.93 704.45 Reach - 1 Reach - 1 i 659810 (65588 0 , 100FU YEARS 100FU-YEAR 3892.00 3892.00 704.12 703.56 ' Reach - 1 65080.0 100t[ YEAR 3892.00 702.90 Reads - 1 64621.0 100FU-YEAR 3892.00 702.30 Reach - 1 1 64216.0 1 QOFU-,YEAR 3892.00 701.51 Reach-°1 63716.0 1 100FU YEAR 3892.00 700.60 Reach - 1 63200.0 IOOFU-YEAR 3892.00 698.21 Reach - 1 062686.0 I 1OOFU-YEAR 3892.00 693.13 ' K03Ctt - 1 62184.0 IOOFU-YEAR 3892.00 687.17. HEC-RAS Plan: dup.eff River: Main Stem Reach: Reach - 1 Profile: 100FU-YEAR (Continued) j Reach River Sta ] Profile Q Total W.S. Elev (cfs) (ft) ' CReach - 1 61861:5 100FU-YEAR 3892.00 685.53 Reach - 1 161830.0 ? Bridge f Reach - 1 61798.5 100FU-YEAR 3892.00 684.32 Reach - 1 61423.0 100FU-YEAR 3892.00 683.81 Reach 1 60903.0 100FU-YEAR 3892.00 683.09 Reach - 1 60632,0 100FU-YEAR 3892.00 682.69 ' Reach - 1 60059.0 100FU-YEAR 3892.00 681.46 Reach - 1 59542.0 1 OOFU-YEAR 3892.00 - 679.27 Reach - 1 59053.0 100FU-YEAR 3892.00 678.41 Reach'- 1 58793.0 100FU-YEAR 3892.00 678.171 Reach - 1 58297.0 100FU-YEAR 3892.00 677.78{1 Reach 1 57778.0 100FU-YEAR' - 3892.00 677.461 Reach 1 157330.0 100FU-YEAR _ 3892.00 677_221 Reach - 1 56860.0 100FU YEAR 1 3892.00 677.061 Reach-1 56216.0 100Ft)-YEAR . ! _ 3892.00 _ 676.431 Reach.- 1 55759.0 100FU-YEAR _ 3892.00 673 841 Reach - 1 55206.0 1100FU-YEAR 3892.00 673.08 Reach - 1 54793.0 100FU-YEAR 3892A0 -- 672.66 Reach - 1 154229.0 100FU-YEAR 3892.00 671.25 Reach - 1 53685.0 100FU-YEAR 3892.00 669.20 Reach 1 53306.0 1OOFU-YEAR 3892.00 667.17 Reach - 1 53012.0 100FU YEAR 3892.00 666.99 -- - - - Reach - 1 52418.0 1OOFU-YEAR 3892.00 665.97 Reach - 1 51877 0 100FU-YEAR 3892.001 665.26 ' Reach - 1 1 J51433.0 L100FU YEAR 3892.00 664.661 --- - Reach 50935.0 100FU-YEAR 3892.00 663.93! ' Reach - 1 504&4.0 100FU YEAR 3892.00 663.71 Reach - 1 L49980.0 ?1 OOFU YEAR 5671.00 663.12 - - t Reach 1 49496.0 100FU-YEAR 5671.00 662.80 Reach - 1 < 49438.5 ' 100FU YEAR 5671.00 662.02 Reach - 1 49412.0 _ Bridge Reach -1 49385.5 - 100FU YEAR 5671.00 659.27 React - 1 49298.0 100FU-YEAR 5671.00 659.84 ' Reach- 1 48916.0 100FU YEAR 5671.00 659.18 Reach - 1 48262.0 100FU YEAR 5671.00 658.68 Reach - 1 47605.0 100FU YEAR 5671.00 657.53 ' Reach - 1 47276.0 11 OOFU YEAR 5671.00 657.08 [Reach - 1 46773.0-- 6773 0 11OOFU YEAR 5671.00 656.12 Reach - 1 46270.0 100FU-YEAR 5671.00 655.45 Reach - 1 45777.0 100FU_-YEAR 5671.00 653.10 ' !Reach - 1 45253.0 j1OOFU-YEAR 5671.00 652.58 ?-Reach - 1 144731,0 100FU-YEAR 5671.00 651.89 (Reach - 1 44215.0 100FU YEAR 5671.00 651.18 Reach - 1 43725 0 { 100F.U YEAR 5671.00 650.71 [Reach - 1 4320T O 1100FU YEAR 5671.00 650.27 Reach - 1 42687.0 100FU-YEAR 5671.00 650.11 Reach - 1 42183.0 '100FU-YEAR 5671.00 649.97 Reach - 1 41678.0 10OFU-YEAR- 5671.00 649.85 Reach - 1 41165.0 100FU-YEAR 5671.00 649.60 ki- Reach - 1 40685.0 1OOFU-YEAR -- 5671.00 649.49 -- - - 1 LReach - 1 40176.0 L100FU YEAR 5671.00 649.35 HEC-RAS Plan: dup.eff River: Main Stem Reach: Reach - 1 Profile: 100FU-YEAR (Continued) Reach River Sta Profile Q Total W.S.'Elev (ds) (ft) Reach - 1 39851.0 100FU-YEAR d, 5671.00 1 649.30 Reach - 1 39687.0 100FU-YEAR -5671.0 648.76 Reach - 1 1 39655.5 _ - 0 Bridge 1 Reach - 1 T39624,0 100FU YEAR 5671.00 648.15 1 Reach= 1 39588.0 ? 100FU-YEAR 5671.00 648.08 Reach -1 39556,5 Bridge Reach - 1 39525 0 1 DOFU-YEAR - - 5671 00 - 647 81 . . . Reach'-1 39103.0 100FU-YEAR 5671.00 647.60 Reach - 1 -Reach - 1 38735.0 1383240 j 100FU-YEAR 11 OOFU-YEAR 5671.00 5671.00 647.33 647.20 Reath -1 Reacti_- 1 Reach - 1 Reach - 1 T ' 3!745.0 37157.0 37013-0 36989.0 1 OOFU-YEAR - 100FU-YEAR t OOFU-YEAR 5671.00 5671.00 5671.00 Bridge 647.06 - 646.89 646.34 Reach- 1 Reach - 1 36965.0 6658.0 100FU-YEAR 1 OOFU-YEAR 5671.00 5671.00 1 645.51 645.66 Reach - 1 _ x 6130.0 ! 1 OOFU-YEAR 5671.00 1 645.07 Reach - t ) 5634.0 (1 OOFU-YEAR 5671.00 1 644.48 ;Reach- 1 Reach -1 35145 .0 ; 34680-0 100FU-YEAR 1 OOFU-YEAR 5671.00 5671.00 644.31 643.78 Reach - 1 34182-0 1 OOFU-YEAR 5671.00 _ 643.79 Reach`- 1 33034.0 100FU-YEAR 5671.00 643.49 Reach - 1 -- - 33120.0 - 100FU-YEAR -- - - - 5671.00 643.04 -- ---- r Reach - 1 Reach - 1. 32630-0 32150.0 _ 1 OOFU-YEAR i 100FU-YEAR _ ??? 5671.00 5671.00 642.87 642.51 Reach - 1 31596A r 1100 FU-YEAR --- 5671.00 --- 642.14 Reach - 1 ?31-118.0 i 100FLf-YEAR _ 5671.00 641.48 Reach -1 30536.0 i 1 OOFU-YEAR 5671.00 640.89 Reach'- 1 1 3OW.O ?1OOFU-YEAR 5671.00 640.35 Reach - 1 X29576.0 1DOFU YEAR- 5671.00 639.52 Reach - 1 29107.0 100F11-YEAR 5671.00 638.82 Reach - 1 28625.0 hooFU-YEAR 5671.00 637.70 Reach - I - ' 28122. 1 100FU-YEAR 5671.00 635.99 'Reach -_1 276-210,0 L10gFU-YEAR 5671.00 634.14 Reach - 1 27149.0 10-OFU-YEAR 5671.00 633.35 Reach - 1 125937.0 1OOFU-YEAR - 5671.00 630.55 Reach - 1 25918-0 1100FU-YEAR 5671.00 630.74 Reach - 1 125597-0 14A FU-YEAR 5671.00 - -- 630.38 Reach-l 125126-0 100Ft1-YEAR 5671.00 630.05 Reach - 1 l 24637.0 t 100FU-YEAR' 5671.00 629.88 Reach _1 124062.0 DOU Y?AR 5671.00 629.44 Reach - 1 23609-0 1 WFV-YEAR 5671.00 628.97 Reach - 1 i 23081,0 . 10-0F1! VEA_R 5671.00 627.65 ,Reach - 1 22571 _O 4 OOFt1-YEAR 5671.00 627.11 Reach - 1 122065-0 100FU-YEAR 5671.00 626.02 Reach 1 X 21572-0 I OOFU-YEAR - 5671.00 624.84 Reach -1 ! 21107 0 ?IOOFU-YEAR - 5671.00 622.051 Reach - 1 20551.0 100FU-YM 5671.00 617.34 rReach - 1 .20110.0 100FU-YEAR 5671.00 613.67 Reach - 1 19881.q 1QOFU YE 5671.00 612.99 each - 1 19801.5 tOOFU-YEAR 5671.00 612.78 HEC-RAS Plan: dup.eff River: Main Stem Reach: Reach - 1 Profile: 100FU-YEAR (Continued) Reach River 5fa Profde j Q Total W.S. Bev 1 (cfs) - (ft) { Reach - 1 19775.0 Bridge 'Reach - 1 19748,5 100FU-YEAR 5671.00 612.36 [Reach - 1 19623.0- 100FU-YEAR 5671.00 607.71 ' i Reach 1 19080,0 100FU-YEAR 5671.00 605.83 Teach 1 18588.0 100FU-YEAR 5671.00 602.991 --- Reach - 1 18077.0 1 100FU-YEAR _ 5671.00 _ 598.221 Reach' 1 17564.0 100FU-YEAR 5671.00 593.431 Reaeh - 1 17165.0 T 100FU-YEAR --- 5671,001 - 593.21 Reach - 1 ,16686.0 100FU-YEAR ; 5671.00 592.68{ Reach - 1 16224.0 100FU-YEAR 5671.00 591.651 11 Reach - 1 15860.0 1100FU-YEAR 5671.001 591.21 Reach - 1 158420 T Bridge 11 IrG YEAR _l 5671.00 I - 591 Reach - 1 15827.0 Bridge ' - - --_ _ -- -- - --I Reach= 1 15813.0 100FU-YEAR 5671.00 590.631 Reach - 1 15679.0 100FU-YEAR 5671.00 589.571 Reach - 1 115176.0 100FU YEAR 5671.00 588.9911 fReach _1 :14643.0 100FU YEAR 5671.00 588.16 10OFU-YEAR 5671.00 587.26{ Reach - 1 13654.0 - 100FU-YEAR 5671.00 586.81 Reach - 1 13143.0 100FU-YEAR 5671.00 585.80 Reach! 1 112739.0 ' 100FU-YEAR 5671.00 585.33 Reach'- 1 12490.5 100FU-YE_AR_ 5671.00 584.58 ' Reach - 1 12462.0 - Bridge Reach -_ 1 12433-5 1 OOFU-YEAR 5671.00 583.82 Reach - 1 1-2354.0 100FU-YEAR 5671.00 583.80 (Reach-1 12156.0 100FU-YEAR 5671.00 583.36 Reach - 1 11653.0 100FU-YEAR 5671.00 582.68 Reach 1 11137.0 100FU-YEAR 5671.00 582.18 Reach - 1 10651.0 100FU YEAR 5671.00 581.75 Reach - 1 10201.0 100FU YEAR 5671.00 581.40 Reach- 1 9670.0 100FU YEAR 5671.00 580.57 Reach 1 911-2.0- 112 0 100FU YEAR 5671.00 578.74 ' Reach 1 _8863.0 100FU YEAR 5671.00 578.93 Reach - 1 8363_0 100FU-YEAR 5671.00 578.65 Reach - 1 7857.0 i 100FU-YEAR 5671.00 578.50 ' I Reach - 1 7355.0 100FU YEAR 5671.00 578.27 Reach - A688 1.0 100FU YEAR 5671.00 578.09 Rea18.0 11MFU-YEAR 5671.00 577.95 Reach - 1 15992.0 100FU-YEAR 5671.00 577.92 Reach - 1 5372.0 100FU-YEAR 5671.00 577.73 Reach - 1 4905:0 ?100FU-YEAR 5671.00 577.63 ---- --- Reach - 1 4429.0 t100FU-YEAR 5671.00 577.44 Reach - 1 3876 0 10flFU-Y^AR 5671.00 576.50 Reach - 1 3352.0 1100FU-YfrAR 5671.00 575.98 Reach - 1 ' 2956.0 ?100FU7YEAR: 5671.00 575.53 t --- Reach - 1 12368-0 100FU YEAR 5671.00 575.31 Reach - 1 1283. 1100FU-YEAR 5671.00 574.83 Reach - 1 778.0 100FU YEAR 5671.00 574.47 Reach - 1 278.0 - 1100FU-YEAR 5671.00 574.10 __ t?u?-y?'C? Gu c?I Ett" ILII?I?'? ?jLtt/?GL?D - _. T _. ._ - V J! y`%S?Y t ? ? ? ?? ?? ??? ?:'sr!? ??vGw?- = 7d ? ? l , ?.. ?(' ??? ?:. g ? ?` " - __ ?? 1: ?` ??___ __ ........_.... __- __ __ __ __ _ __ __ _. __ ____ _ _ 1 1 1 1 1 1 1 1 1 F 1 1 1 1 1 1 1 1 1 Profile Scenario: Base Profile: Profi I e -1 Scenario: Base 8=? T?T ''N° T?N8 OnN? Z? ak 9 ' 6 N!03 725.00 0+00 720.00 715.00 Bevation (ft) 710.00 705.00 1+00 Station (ft) Title: 2-12X12 BOX CULVERTS r.\ ..lstormkeames road culvert.stm GeoScienoe Project Engineer. Scott Gregory 10/17/06 08:57:09 AM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 USA +1-203-755-1666 StonnCAO Page 1 o31j Calculation Results Summary ..... Scenario: Base ............ .. >>>> Info: Subsurface Network Rooted by: 0-1 ' >>>> Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter ' I Type I I I I I I Intercepted Flow I Bypassed I Flow I Efficiency I (t) I Spread ( I (ft) I Depth (ft) I I I I ---------- I--------------- I---------- (cfs) I (cfs) ------------ i UPSTREAM I Generic Inlet I Generic Default loot I --------------------------------------------------- --- ------- 0.00 ------------ -I---------- I 0.00 ------------ I------------ ( 100.0 ------------- I--------i I 0.00 I ---------- -------- 0.00 --------• CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-1 Label I Number I Section I Section I Length Total I Average I Hydraulic I Hydraulic ' of I Size I Shape I (ft) Sections I I I I System I I Flow I velocity I (ft/s) I Grade I Grade Upstream I Downstream I I I I I -------I---------- I------------ I--------- I- I (cfs) I I (ft) I (ft) ------- P-1 I 2 112 x 12 ft I Box I 81.00 --------------------------------------------------- I---------- I- 11,632.00 I ------------- --------- I- 16.92 I --------- ---------- I-- 718.09 I ---------- 718.11 I Label I Total I Ground I Hydraulic I Hydraulic ' I I System I Elevation I Grade I Grade Flow I (ft) I Line In I Line Out (cfs) I I (ft) I (ft) ' ---------- I 0-1 I---------- 11,632.00 I----------- I I 722.68 I ----------- 718.11 I-----------I I 718.11 UPSTREAM ----------- 11,632.00 ----------- I 722.68 I ------------- 718.09 ----------- I 718.09 ------------- Completed: 10/17/2006 08:57:17 AM 1 1 1 - TRIe: 2-12X12 BOX CULVERTS Project Engineer. Scott Gregory rl..\storm\reames road cutvert.stm GsoScienos Group StonnCAD v5.5 [5.5003) 10/17/06 08:57:27 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 i i ? PERIMETER WOODS PHASE IA ? REVISIONS u ? EROSION CONTROL + ? STORMWATER ' CALCULATIONS July 24, 2006 ?E?E p Ear PF ,.. ` cQ c.. ?'' lots.....-- ?,. <<??t` t@lltt9t?<??'? GEOSCIENCE GROUP Incorporated F u I PHASE IA 1 SEDIMENT BASIN 1 L 1 1 I? t 1 ?? r?? ? z (? oc?? ' ?t oR..? Cv At, t 44, F ago = o.s (7,0? (?;1s - g7 ? ? 737 ?-?`- 1 ` OV- ?v?r ?C _ t 4oo + ?3' boo = 465oo rf '- > ?7vg6 ojL ?hE ? ???FaC ??iird MAJ-3 754- Moo 13(v f ? 33?7 737 ?Z ? I ml 3S,oo a 3Z? Z3? Ski f n4- ?3?ZSo 34 qo j q( oo 13? 731 000 1510 /Z7570 l%oo 15/ 55b -);U, Vpl U 0- 1 1 = 3-1 b?) -?- e8 3 l rokml velale -- ?oybffllq? 55,-fflel, 1 L 1 G-c? X38.1 ? it r7t-F 1?0. -1? 1 1 1 i 1 r i Ito ?a ?AT2?L ?, - 0 PI Z, /? ??I 4,N V6 -- ?,2 7+ -9/v QW4%?:r- /381 z aK7, 1 1 i X39, S 0=G,aLRk /,- ?= 1. 3L 3(1.5 111.4X5 101-b orp,. ,W,-,q-or w6c C T3l I - L? (- w _ 3 D2 Q12 Vim 50 C-Ax- 1 1 1 1 1 1 1 1 Z r J 1 1 1 PHASE IA SEDIMENT BASIN 2 o Z fZ?a?i -? ?ow?? = 19x9 I ?/, ?? ?g ?, Gb Lh7to1-S ITV FtwIloI ?31.11 ?31.6v ?s'?r? . v;;, w 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i &VA ?Lo?"Lj. ?IoA?4 ??) ?-? l? 23 Ail. 3 GOAhWL, G ti7Ajd VoZv A-i- C,6/ 7l v:::-- /0a 46 r 3 5 5-so ZS°lo = azs (?s,3s? ? = i? ?3? ? 3 1 ivol oqe, = l a? 3? M- I'k mpll r) TbAlp - r2e1 -Il q Art*,-A = 3g/35,1 K ? F?V6 P5? - r-tC4 I ?9, Z, A _ 91* r-7- '?' OL 1 1 1 1 1 1 1 1 1 1 ?ZEv o a ?Z? l??n 1(vba gQL-2 -7qod It, Z7,v 13Z t3 32??-2n ?, 5oa 7 ?' ISZ? ?o ?Zo 1 4A1? ??D rlt/a ? Ib 1?5bo p I ? 336 bG 6 z16? ; , ?? ? - ?--- ?I2?3 00 Id«? ?4 55056-7 ?l I Z? f -Fl 7?0.v r rv c'r3o AT' a3? 41,? -Qu,, OWI4-F-? VAOULP (d(sjt-L- -rIA-e ?l S ?"Z ?--{,-cam ?ct 2 rz?t T?v r,?„l9 r'!?}'? /?t>=n, ?? 4 qZl-1 I.z 0. L ,,, 0??' (` i(0 ,(t,- Qw = o•4b(elle4 -1z!1 3?L OZ, (dq - dvTe:- " '5>0 -OE? 140 14oltIA-L- [ZWL- Ro4w? ~1 Dtj Go??-rr,? Phi ?? ,,.ls-? ea" OI?0' ,,9? Arp A-Z -716 A;-t T;? ??o vm, V-/A-4W?? -Mis kll?? F,? p"If e t;; - ) r- ? 7?4 /5 ? vp\ t C I n IdAsx-6t T?LlAqj?6 = •7S 4r, - DAY Lit's ?I? D o ? E o ? ???8 o f•R8 In Z' o? ?Z o Z ?1 ??? Z??? a•?1 /.6? ?zg ?2(0 51 lb /101 l5.-oq Z8 ?mr,; 55?0;A/ 0'0 'FA/ AT- NA? c = 71 f?JrwJ i OW-Pw,,, I IqA? G?V 2Im 14 72!.1 C-O- 114 o8 CAIL Zap !1 7 b5 jem- Z?S (S 7Z5. 4+ loo mn, 2(Z I q 72S a?- 2 JD D 51 , ?1 G l o G? or?;? rtad r? ? I r-r l l4 = d. ??(?6z ??' ?? Al n - ?3 or4 6ic4 140?? or- ?? l? Z ?aZq _ 7 f7r HEC-1 INPUT LINE ID. ...... 1....... 2....... 3.......4... .... 5... .... 6.......7.... ...8.......9. 10 ID PERIMETER WOODS SEDIMENT BASIN NO . 2 2 ID 2 YEAR 6 HOUR STORM ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 500 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 2 YEAR 6 HOUR STORM 8 PH 0 0 0.42 0.83 1.45 1.76 1.95 2.28 9 KM 10 YEAR 6 HOUR STORM 10 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 11 KM 25 YEAR 6 HOUR STORM 12 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 13 KM 50 YEAR 6 HOUR STORM 14 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 15 KM 100 YEAR 6 HOUR STORM 16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 17 KM 21 18 KM ON SITE DRAINAGE AREA i9 BA 0.048 20 LS 0 91 21 UD 0.05 22 KK SPILLWAY ROUTING 23 KM 6" ORIFICE @ 716 4" ORIFICE @ 721 1.2' WEIR 0; 723.4 24 KO 21 25 RS 1 ELEV 719 26 SV 0 1.43 3.19 5.28 7.61 10.16 27 SE 716 718 720 722 724 726 28 SQ 0 1.35 1.98 2.87 5.28 19.28 29 SE 716 718 720 722 724 726 30 KM MODEL CREST OF 5'X 5' BOX WITH ST RECORD CREST ELEVATION = 727.52 31 ST 727.52 18.8 3 1.5 32 ZZ PAGE 1 FLOOD +HYDROGRAPH=PACKAGE ==(HEC#1)**** JUN 1998 VERSION 4.1 UN DATE 25JUL06 TIME 10:02:27 PERIMETER WOODS SEDIMENT BASIN NO. 2 2 YEAR 6 HOUR STORM GEO SCIENCE GROUP, INC. IO OUTPUT CONTROL VAR IABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DA TA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 500 NUMBER OF HYDROGRAPH ORDINATES NDDATE 1 0 ENDING DATE NDTIME 0819 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTE RVAL .02 HOURS TOTAL TIME BASE 8.32 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 * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET ' DAVIS, CALIFORNIA 95616 (916) 756 1104 ?IE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 '2 KK SPILLW AY ROUTING 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 500 LAST ORDINATE PUNCHED OR SAVED _ TIMINT .017 TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN OPERATION STATION FLOW PEAK 6-HOUR 24 HOUR 72-HOUR AREA HYDROGRAPH AT RUNOFF 104. 3.07 7. 5. 5. .05 ROUTED TO SPILLW 3. 5.38 2. 2- 2. .05 MAXIMUM TIME OF STAGE; MAX STAGE 721.61 5.58 PLAN 1 ............... RATIO OF PMF 1.00 NORMAL END OF HEC-1 •*' r SUMMARY OF DAM OVEP.TOPPING/BREACH ANALYSIS FOR STATION SPLLLW (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 719.00 727.52 727.52 STORAGE 2. 12. 12. OUTFLOW 2. 30. 30 MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS 721.61 .00 5. 3. .00 5.5E .00 xsc 1 INPU"r INE ID. . . I....... 2.. .4. ... te .6. .7.. .8.. .9.. .10 ... 1 ID PERIMETER WOODS SEDIMENT BASIN NO. 2 2 ID 10 YEAR 6 HOUR STORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 500 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 2 YEAR 6 HOUR STORM 8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 9 KM 10 YEAR 6 HOUR STORM i0 PH 0 0 0.59 1.26 2.36 2.9 3.21 3-72 KM 25 YEAR 6 HOUR STORM 12 KM 0 0 0.68 1-47 2.76 3..4 3.75 4.38 1 KM 50 YEAR 6 HOUR STORM ? KM 0 0 0.7S 1.62 3.05 3.78 4.2 4.92 1S KM 100 YEAR 6 HOUR STORM - 16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 17 KM 21 18 KM ON SITE DRAINAGE AREA ' 19 BA 0.048 20 LS 0 91 21 UD 0.05 22 KK SPILLWAY ROUTING 23 KM 6" ORIFICE @ 716 4" ORIFICE @ 721 1.2' WEIR @ 723.4 24 KO 21 25 RS 1 ELEV 719 26 SV 0 1-43 3.19 5.28 7.61 10.16 27 SE 716 718 720 722 724 726 28 SQ 0 1.35 1.98 2.87 5-28 19.28 29 SE 716 718 720 722 724 726 30 KM MODEL CREST OF S'X 5' BOX WITH ST RECORD CREST ELEVATION = 727.52 31 ST 727.52 18.8 3 1.5 32 ZZ 1 PAGE *FLOOD "HYDROGRAPH+PACKAGE (HEC 1)**** JUN 1998 VERSION 9.1 UN DATE 25JUL06 TIME 10:02:58 " U.S. ARMY CORPS OF' ENGINEERS * HYDROLOGIC ENGINEERING CENTER. " 609 SECOND STREET DAVIS, CALIFOR141A 9'?6I6 PERIMETER WOODS SEDIMENT BASIN NO. 2 - 10 YEAR 6 HOUR S TORM GEO SCIENCE GROUP, INC. IO OUTPUT CONTROL VAR IABLES IPRNT 5 PRINT CONTROL - IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DA TA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 500 NUMBER OF HYDROGRAPH ORDINATES NDDATE 1 0 ENDING DATE NDTIME 0819 ENDING TIME ]CENT 19 CENTURY MARK COMPUTATION INTE RVAL .02 HOURS TOTAL TIME BASE 8.32 HOURS ENGL ISH UNITS DRAINAGE: AREA SQUAR E MILES PRECIPITATION DEPTH INCHE S LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE- FEET SURFACE AREA ACRES - TEMPERATURE DEGREES FAHRENHEIT t E EXCEEDS TABLE IN LOGLOG .01 667 .01667 6.00000 112 KK " SPILLW " AY R OUTING 1 KO OUTPUT CONTROL VAR IABLES 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 ISAVI 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 500 LAST ORDINATE PUNCHED OR SAVED ' T'IMINT .017 TIME INTERVAL IN HOURS t r RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN OPERATION STATION FLOW PEAK 6-HOUR 24 HOUR 72-HOUR AREA HYDROGRAPH AT RUNOFF 174. 3.07 14. 10. 10. .05 ROUTED TO SPILLW 6. 4.85 5. 4. 4. .05 MAXIMUM TIME OF STAGE MAX STAGE 724.08 4.65 SUMMARY (PEAKS SHOWN OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION SPILLW ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 719.00 727.52 727.52 STORAGE 2. 12. 12. OUTFLOW 2. 30. 30. 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 1.00 724.08 .00 8. 6. 00 4.85 .00 NORMAL END OF HEC-1 - NEC I INPUT LINE: ID. ...... 1....... 2..._...3....... 4.... ...5_.. ..,.6.......7.......8.......9......10 1 ID PERIMETER WOODS SEDIMENT BASIN NO. 2 2 ID 25 YEAR 6 HOUR STORM 3 ID GEOSCIENCE GkOUP, INC. 4 IT 1 0 0 500 5 IO 5 0 0 6 KK RUNOFF FROM AREA KM 2 YEAR 6 HOUR STORM 8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 KM 10 YEAR 6 HOUR STORM 10 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 11 KM 25 YEAR 6 HOUR STORM 12 PH 0 0 0.68 1.47 2.76 3.4 3.75 4.38 13 KM 50 YEAR 6 HOUR STORM 14 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 15 KM 100 YEAR 6 HOUR STORM 16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 17 KM 21 18 KM ON SITE DRAINAGE APEA 19 BA 0.046 20 LS 0 91 21 UD 0.05 22 KK SPILLWAY ROUTING 23 KM 6" ORIFICE C 716 4" ORIFICE @ 721 1.2' WE IR @ 723.4 24 KO 21 25 RS 1 ELEV 719 26 SV 0 1.43 3.19 5.28 7.61 10.16 27 SE 716 718 720 722 724 726 28 SQ 0 1.35 1.98 2.87 5.28 19.28 29 SE 716 718 720 722 724 726 30 KM MODEL CREST OF 5'X 5' BOX WITH ST RECORD CREST ELEVATION = 727.52 31 ST 727.52 18.8 3 1.5 32 ZZ i i 1 F'F,GF. 1 JUN + *++± FLOOD +HYDROGRAPHPACKAGE +#(HEC*1) 1998 VERSION 4.1. UN DATE 25JUL06 TIME 10:03:18 IO IT PERIMETER WOODS SEDIMENT BASIN NO. 2 25 YEAR 6 HOUR STORM GEOSCIENCE GROUP, INC. OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE [TIME 0000 STARTING TIME NQ 500 NUMBER OF HYDROGRAPH ORDINATES NI)DATE 1 0 ENDING DATE NDTIME 0819 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 8.32 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT + U.S. ARMY CORPS OF ENGINEERS ' * HYDROLOGIC ENGINEERING CENTER ' 609 SECOND STREET * DAVIS, CALIFORNIA 95676 ' * (9I6) Y56 1104 ?E EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 x +xx +++ +++ ++x xx+ xxx xxx xxx xxx xxx xxx ++x ++x ++x +++ +++ +++ ++x +++ +++ +++ ++x +++ +xx x+x +x+ +*+ +++ +++ +++ +++ +++ ++x+xxx+++x+x. _.2 KK * SPILLW * AY ROUTING 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 500 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS 1? 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA HYDROGRAPH AT RUNOFF 208. 3.07 17. 13. 13. .05 ROUTED TO SPILLW 11. 4.20 7. 6. 6. .05 MAXIMUM TIME OF STAGE MAX STAGE 724.83 4.20 r PLAN 1 ............... RATIO OF PMF 1.00 NORMAL END OF HEC-1 *** r r r 1 r r r r r SUMMARY OF DAM OVERTOPPING/BRF,ACH ANALYSIS FOR STATION SPILLW (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 719.00 727.52 727.52 STORAGE 2. 12- 12. OUTFLOW 2. 30. 30. MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAY. OUTFLOW FAILURE W.S.ELEV OVER DAM AC-FT CPS HOURS HOURS HOURS 724.83 .00 9. 11. .00 4.20 .00 HEr-1 INPUT LINE ID....... 1.......' 2.......3.......4.......5.......6.......7.......8.......9......10 1 ID PERIMETER WOODS SEDIMENT BASIN NO . 2 2 ID 50 YEAR 6 HOUR STORM 3 ID GEOSCIENCE GROUP, I NC. 4 IT 1 0 0 500 5 IO 5 0 0 6 KK RUNOFF FROM AREA. 7 KM 2 YEAR 6 HOUR STORM 8 KM 0 0 0.42 0.83 1.45 1.76 1 .95 2 .28 9 KM 10 YEAR 6 HOUR STORM 10 KM 0 0 0.59 1.26 2.36 2.9 3. 21 3. 72 11 KM 25 YEAR 6 HOUR STORM 12 KM 0 0 0.68 1.47 2.76 3.4 3. 75 4. 38 13 KM 50 YEAR 6 HOUR STORM 14 PH 0 0 0.75 1.62 3.05 3.78 4.2 4.92 15 KM 100 YEAR 6 HOUR STORM 16 KM 0 0 0.83 1.78 3.34 4.12 4 .56 5 .34 17 KM 21 18 KM ON SITE DRAINAGE AREA 19 BA 0.048 20 LS 0 91 21 UD 0.05 22 KK SPILLWAY ROUTING 23 KM 6" ORIFICE @ 716 4" ORIFI CE C 721 1.2' WEIR C 723.4 24 KO 21 25 RS 1 ELEV 719 26 SV 0 1.43 3.19 5.28 7.61 10.16 27 SE 716 718 720 722 724 726 28 SQ 0 1.35 1.98 2.87 5.28 19.28 29 SE 716 718 720 722 724 726 30 KM MODEL CREST OF 5'X 5' BOX WITH ST RECORD CREST ELEVATION = 727.52 31 ST 727.52 18.8 3 1.5 32 ZZ PAGE ;FLOOD {HYDROGRAPH"PACKAGE *(HEC-1) *""y JUN 1998 VERSION 9.1 UN DATE 25JUL06 TIME 10:03:37 " 1 1 IO I IT 1 PERIMETER WOODS SEDIMENT BASIN 140. 2 50 YEAR 6 HOUR STORM GEOSCIENCE GROUP. INC. OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 500 NUMBER OF HYDROGRAPH ORDINATES NDDATE 1 0 ENDING DATE NDTIME 0819 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 8.32 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT U.S. ARMY CORPS OF ENGINEERS " HYDROLOGIC ENGINEERING CENTER " 609 SECOND STREET " DAVIS, CALIFORNIA 95616 (916) 756 1 1 .......................... ............ E EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 . ... ..x ... ... ... ..x x.. ... x.. x.x .x. xxx ... xx. ... ..x xxx +.• xxx x+. xxx ... x.x ... ... .xx xx . ... ... ... ... ... 2 KK SPILLW " AY ROUTING 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 500 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS 1 1 1 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA HYDROGRAPH AT RUNOFF 235. 3.07 20. 15. 15. .05 ROUTED TO SPILLW 15. 4.08 9. 7. 7. .05 MAXIMU4 TIME OF STAGE MAX STAGE 725.44 4 .08 PLAN 1 ...._....... r RATIO ' OF PMF 1.00 NORMAL END OF HEC-:1 - i i 1 r i 1 1 i i 1 1 SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION SPILLW (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 719-00 72"7.52 727.52 STORAGE 2. 12. 12. OUTFLOW 2. 30. 30. MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAY. OUTFLOW FAILURE W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS 725.44 .00 9. 15. .00 4.06 .00 HEC-1 INPUT PACE 1 LINE ID....... 1....... 2....... 3....... 4.......5.......6......."7....... 8.... ...9...... 10 1 1 ID PERIMETER WOODS SEDIMENT BASIN NO . 2 2 ID 50 YEAR 6 HOUR STORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 500 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 2 YEAR 6 HOUR STORM 8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2 .28 9 KM 10 YEAR 6 HOUR STORM 10 KM 0 0 0.59 1.26 2.36 2.9 3.21 3. 72 11 KM 25 YEAR 6 HOUR STORM 12 KM 0 0 0.68 1.47 2.76 3.4 3.75 4. 38 13 KM 50 YEAR 6 HOUR STORM 14 KM 0 0 0.75 1.62 3.05 3.78 4.2 4. 92 15 KM 100 YEAR 6 HOUR STORM 16 PH 0 0 0.83 1.78 3.34 4.12 4.56 5.34 17 KM 21 18 KM ON SITE DRAINAGE AREA 15 BA 0.048 20 LS 0 91 21 UD 0.05 22 KK SPILLWAY ROUTING 23 KM 6" ORIFICE @ 716 4" ORIFICE @ 721 1.2' WEIR @ 723.4 24 KO 21 25 RS 1 ELEV 719 26 SV 0 1.43 3.19 5.26 7.61 10.16 27 SE 716 716 720 722 724 726 28 SQ 0 1.35 1.98 2.87 5.28 19.28 29 SE 716 718 720 722 724 726 30 KM MODEL CREST OF 5'X 5' BOX WITH ST RECORD CREST ELEVATION = 727.52 31 ST 727.52 18.8 3 1.5 32 ZZ 1 ?FLOOD +HYDROGRAPH+PACKAGE ++(HEC-1)*++* JUN 1996 VERSION 4.1 UN DATE 25JUL06 TIME 10:03:55 +++.++*.+++*.+++x+=+++xxx+++xxx+++++* +» ........................»,..,.» ` U.S. ARMY CORPS OF' ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 756 ' PERIMETER WOODS SEDIMENT BASIN NO. 2 50 YEAR 6 HOUR STORM GEO SCIENCE GROUP, INC. IO OUTPUT CONTROL VAR IABLES IPRNT 5 PRINT CONTROL _ IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE ' IT HYDROGRAPH TIME DA TA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 500 NUMBER OF HYDROGRAPH ORDINATES NDDATE 1 0 ENDING DATE ' NDTIME 0819 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTE RVAL .02 HOURS TOTAL TIME BASE 8.32 HOURS ENGLISH UNITS DRAINAG13 AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBI C FEET PER SECOND STORAGE VOLUME ACRE -FEET SURFACE AREA ACRES - TEMPERATURE DEGREES FAHRENHEIT ?E EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 -2 KK * SPILLW + AY R OUTING KO OUTPUT CONTROL VAR IABLES 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 500 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS 1 1 1 1 1 1 1 1 1 1 1 i 1 RUNOFF SUMMARY FLOW IN CUBIC' FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA HYDROGRAPH AT RUNOFF 262. 3.07 22. 16. 16. .05 ROUTED TO SPILLW 19. 4.02 11. 9. 9. .05 MAXIMUM TIME OF STAGE. MAY. STAGE 725.94 4.03 i PLAN 1 ............. 1 RATIO ' OF F'MF 1.00 'NORMAL END OF HEC-1 - r r r r r r r r 1 r r r r r r SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION SPILLW (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 719.00 727.52 727.52 STORAGE 2. 12. 12. OUTFLOW 2. 30. 30. MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS 725.94 .00 10. 19. .00 4.03 .00 Project Description Worksheet Circular Channel ' Flow Element Circular Channel Method Manning's Formu Solve For Channel Depth Input Data Mannings Coeffic 0.012 ' Slope 012000 ft/ft Diameter 48 in Discharge 3.00 cfs ' R lt esu s Depth 0.37 ft Flow Area 0.6 ftz Wetted Perime 2.47 ft Top Width 231 ft Critical Depth 0.50 ft Percent Full 9.2 % Critical Slope 0.003377 ft/ft Velocity 5.17 ft/s Velocity Head 0.42 ft ' Specific Energ° 0.78 ft Froude Numbe 1.82 Maximum Disc Discharge Full 183.36 cfs 170.46 cfs Slope Full 0.000004 ft/ft Flow Type supercritical 48" 2 YEAR STORM Worksheet for Circular Channel Project Engineer: Valerie Smith c:\haestad\fmw\projectl.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b] 07/25/06 10:17:53 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 48" 10 YEAR STORM Worksheet for Circular Channel Project Description Worksheet Circular Channel Flow Element Circular Channel Method Manning's Formu Solve For Channel Depth Input Data Mannings Coeffic 0.012 Slope 012000 ft/ft Diameter 48 in Discharge 6.00 cfs Results Depth 0.51 ft Flow Area 0.9 ft2 Wetted Perime 2.93 ft Top Width 2.68 ft Critical Depth 0.71 ft Percent Full 12.8 % Critical Slope 0.003153 ft/ft Velocity 6.37 ft/s Velocity Head 0.63 ft Specific Energ- 1.14 ft Froude Numbe 1.89 Maximum Disc 183.36 cfs Discharge Full 170.46 cfs Slope Full 0.000015 ft/ft Flow Type supercritical i Project Engineer: Valerie Smith . c:\haestad\fmw\projectl.fm2 Geoscience Group, Inc FlowMaster v6.0 [614bj 07/25/06 10:18:28 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 48" 50 YEAR STORM Worksheet for Circular Channel Project Description Worksheet Circular Channel Flow Element Circular Channel Method Manning's Formu Solve For Channel Depth Input Data Mannings Coeffic 0.012 Slope 012000 ft/ft Diameter 48 in Discharge 15.00 cfs Results Depth 0.80 ft Flow Area 1.8 ft2 Wetted Perime 3.71 ft Top Width 3.20 ft Critical Depth 1.13 ft Percent Full 20.0 % Critical Slope 0.003015 ft/ft Velocity 8.35 ft/s Velocity Head 1.08 ft Specific Energ 1.89 ft Froude Numbe 1.97 Maximum Disc 183.36 cfs Discharge Full 170.46 cfs Slope Full 0.000093 ft/ft Flow Type supercritical Project Engineer Valerie Smith c:\haestad\fmw\projectl.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b] 07/25/06 10:24:05 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 1 1 1 1 1 PHASE IA EXISTING STORM DRAINAGE SYSTEM ANALYSIS 1 1 1 1 1 1 Perimeter Woods Storm Drainage System Capacity Analysis Description: The existing storm drainage system will be utilized for street drainage and to handle the discharge from various sediment basins during construction of the project. This analysis is aimed at determining whether or not the existing system has capacity to carry the 10 year storm. _ Location Descripton Drainage Area Rational C Intensity Q10 of Area CB 33 W.T. Harris pavement (note 1) 0.8 0.95 7.03 5.34 CB 32 W.T. Harris pavement (note 1) 2.68 0.95 _ 7.03 _ 17.90 CB 31 Perimeter Parkway (note 1) 0.43 0.8 _ 7.03 _ 2.4 2 CB 30 Perimeter Parkway (note 1) 0.43 0.8 7.03 _ _ _ 2.42 CB 29 Perimeter Parkway 0.44 0.8 7.03 2.47 CB 29 Sed. Basin 2 Phase II _ 7.16 0.5 7.03 25.17 CB 28 Perimeter Parkway _ 0.48 0.8 7.03 2.70 CB 26 Perimeter Parkway 0.32 _ 0.8 7.03 1.80 CB 25 Perimeter Parkway 0.32 0.8 7.03 1.80 CB 23A Sed. Basin 1 Phase IA (note 1) 20.74 0.5 7.03 72.90 C137 Perimeter Parkway 0.73 0.8 7.03 4.11 CB 7A Perimeter Parkway 0.82 0.8 7.03 4.61 Existing DI Undeveloped Area 2.83 0.3 7.03 5.97 Existing CB Landscape Area 0.35 0.3 7.03 0.74 Existing CB Paved area at existing bldg. 0.38 0.95 7.03 2.54 Total Flow 38.91 152.88 Note 1: Drainage areas to CBs 30,31,32 + 33 are actually part of the 24.75 acres draining to sed. basin number 1. They are separated here to increase the rational "C" value. Conclusion: From the attached pipe analyses using the 0.53% slope which is the flattest slope in the system, the pipe has 101% of the capacity of the estimated 10 year storm. revised 7.24.06 EXISTING SYSTEM - 54" @ 0.53% SLOPE Worksheet for Circular Channel Project Description Worksheet Circular Channel Flow Element Circular Channel Method Manning's Formu Solve For Full Flow Capacit Input Data Mannings Coeffic 0.012 Slope 005300 ft/ft Diameter 54 in Results Depth 4.50 ft Discharge 155.08 cfs Flow Area 15.9 ft' Wetted Perime 14.14 ft Top Width 0.00 ft 1 Critical Depth 3.65 ft Percent Full 100.0 % Critical Slope 005407 ft/ft Velocity 9.75 ft/s Velocity Head 1.48 ft Specific Energ, 5.98 ft Froude Numbe 0.00 Maximum Disc: 166.83 cfs Discharge Full 155.08 cfs Slope Full 005300 ft/ft Flow Type N/A Project Engineer Valerie Smith c:\haestad\fmw\project1.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b) 06/30/06 09:10:45 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 I f n EIS a PHASE IA I TEMPORARY DITCHES I 1 1 r r, ?- ;? ?t h ZG _ 1 1 1 1 1 1 I 1 l 1 1 Sao 1 1 6 2? = ©.SC?.z? (,/-p Ali I Fi S-1 OIL C? ROM STATION/REACH HYDRAULIC RESULTS Discharge cfsl Peak Flcv, Period hrs Velocity, (fps) Area (sq.tQ Hydraulic RadiusfN Normal Depth fftl 10.5 60 2.75 181 0.38 0.43 LINER RESULTS Unieinfoiced Veeetaton fn=0.061 NCY: I/ S = 0.0450 1L ? ?1 Bottom 20 Width =8.00 It 20 Not to Scale Reach Matting Type Stab?tyAnalysis Vegetation Characteristics Permissible Calculated Safety Factor Remarks Staple Pattern Phase Class Type P Shear Stress Ipsfl Shear Stress (Ps0 Straight Unreinforced Vegetation D Bunch 50-75% 3 33 121 2.76 STABLE Soil Clay Loam 0.050 0048 104 STABLE Bark to Input Screen i ROM STATION/REACH HYDRAULIC RESULTS Discharge cfsl Peak Flow Period hrs Velocity (fps Area (sq.tt) Hydraulic Radius(ft Normal Ue h ft 10 5 6 0 1.53 6.85 0.61 0.72 LINER RESULTS 107AMICOIAPUTEDBY KSC Unreinfoiced Vegetation (n=0.148) \ S = O 0450 ? 1 L Botlom 1 2.0 Width=800 it 20 Not to Scale Reach Matting Type S tability Analysis Vegetation Characteristics Permissible Calculated Safety Factor Remarks Staple Pattern Phase Class Type Density Shear Stress (psf) Shea Stress (PSI) Straight Unreinforced Vegetation B Bunch 50-75% 5.73 204 281 STABLE Soil Clay Loam 0050 0014 368 STABLE Back to Input Screen I 1 1 1 1 1 1 1 1 1 1 1 S Version 4.3 ROJECT NAME: TSD2 Rom STATION/REACH: HYDRAULIC RESULTS FIONIREACH Discharge Icfsl Peak Flow Period Ihrs Velocity [fps] Area (sq It) Hydraulic Radiusfftl Normal Depth III {19.1 60 313 15.66 0.89 1.04 LINER RESULTS 1101 .41d COMPUTED BY: KSC IEA: DESIGN FREOUEN U L_ Bottom 20 Width = 13.00 ft 20 Not to Scale Reach Matting Type Stability Analysis Vegetation Characteristics Permissible Catuilated Safety Factor Remarks Staple Pattern Phase Class Type Density Sheaf Stress (psf) Shear Stress (psi) Straight Unreinforced Vegetation D Bunch 50-75% 3.33 0.65 5.14 STABLE Soil Clay Loam 0.050 0.049 1.01 STABLE Back to Input Saeen 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 ROM STATIONlREACK ITO STATION/REACH: HYDRAULIC RESULTS Discharge fcfs) Peak Flow Period fhrsl Velocity ffps) Area (sq.ft) Hyd aulic Radiusfft Normal Depth Ift) X191 6.0 1.91 2571 1.28 1.59 LINER RESULTS Umeinforced S = 0.0100 \ j 1L Bottom ?1 1 2.0 Width=13.001i 2,0 Not to Scale Reach Matting Type Stability Analysis Vegetation Characteristics Permissible Calculated Safety Factor Remarks Staple Pattern Phase Class Type M Shear Shess (psf) Shear Stress (psf) Straight Unminfomed Vegetation B Bunch 5&75%. 5.73 0.99 5 78 STABLE Soil Clay Loam 0.050 0.017 2.90 STABLE Back to Input Screen HYDRAULIC RESULTS Discharge (cis) Peak Flow Period hrs Velocity lips) Area (sq.ft) Hydraulic Radius(ft) Normal De Ih ft 03.6 6.0 3.01 11.15 0.79 0.94 LINER RESULTS Umeinfoiced Vegetation S = Q0120 1 ? ? 1 20 Bottom Width = 10001t 20 Not to Scale Reach Matting Type Stability Analysis Vegetation Characteristics Permissible Calculated Safety Factor Remarks Staple Pattern Phase Class Type Density Shear Stress (Psi) Shear Stress (psi) Straight Unreinforced Vegetation D Bunch 50-75i 333 070 4.74 STABLE Soil Clay Loam 0.050 0049 1.03 STABLE Back to Input Screen I 1 i 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 J7 v, (, /-"b l-d 6 FROM STATIONIREA.CH. HYDRAULIC RESULTS Discharge fcfs) Peak Flow Period IN Velocity (fps) Area (sg.ft) Hydraulic Radiuslftl Normal Depth (Itl 33.6 60 1.78 18.92 1 14 1 46 LINER RESULTS Umeinfoiced Vegetation In=0.1 S = 0.0120 1L ` 1 1 Bottom - 2.0 Width = 10 00 ft 20 Not to Scale Reach Matting Type Stability Analysis Vegetation Characteristics Permissible Calculated Safety Factor Remarks Slagle Pattern Phase Class Type Density Shear Stress IPsf) Shear Stress Ipso Straight Unreinforced Vegetation 6 Bunch 50-75% 5.73 110 5.23 STABLE Soil Clay Loam 0.050 0.016 3.14 STABLE Back to Input Screen 'HUJLLI NAML: tsd4 (PROJECT NO.. ROM STATION/REACH: TO STATION/REACH: DRAINAGE AREA: DESIGN FREQUENCY: HYDRAULIC RESULTS Discharge cfs Peak Flow Period hrs Velocity (fps) Area (sq.lt) Hydraulic Radus fl Normal De th ft ?.3 &0 117 3.87 0.50 0.62 LINER RESULTS Not to Scale Reach Matting Type Stability Analysis Vegetation Characteristics Permissible Calculated Safety Factor Remarks Staple Pattern Phase Class Type 1 Density 1 Shear Stress (psf) Shear Stress fps,) Straight Unreinforced Vegetation B Bunch 50-75% 573 255 2.25 STABLE Soil Clay Loam 0.050 0.012 4.10 STABLE Back to Input Screen L_ Bottom 20 Width=5.0011 20 1 1 1 1 1 1 1 1 1 HUM STATION/REACH. ITO STATION/REACH. HYDRAULIC RESULTS Discharge [cis) Peak Flow Period hrs Velocity (fps) Area lsq.lt) dra Hyulic Radius ft Normal De lh ft ?3 60 2.59 205 0.31 036 LINER RESULTS ILA )DESIGN FREQUENCY Urneinloiced Vegetation In=0 0671 S = 0.0660 '` 1 L Bottom 1 20 Width = 5.00 It 2.0 Not to Scale Reach Matting Type S lability Analysis Vegetation Characteristics Permissible Calculated Safety Factor Remarks Staple Pattern Phase Class Type Density Shear Stress (psf) Shear Stress Ipsl) Straight Unreinforced Vegetation D Bunch 5075% 3.33 1.47 2.26 STABLE Soil Clay Loam 0.050 0047 106 STABLE Back to Input Screens. 1 North American Green-ECMDSVe ' PROJECT NAME: tsd5 FROM STATION/REACH: HYDRAULIC RESULTS Discharge fcfs Peak Flm Period this) Velocity Ifps Area Isq.ft) Hydraulic Radusffl Normal De th ft 26.3 6.0 2.87 9.16 0.83 111 LINER RESULTS Not to Scale Reach Matting Type Stability Analysis Vegetation Characteristics Permissible Calculated SalelyFactor Remarks Staple Pattern Phase Class Type Density Shear Stress (psf) Shear Stress (psl) Straight Unreinforced Vegetation D Bunch 50-75% 3.33 0.69 4.79 STABLE Soil Clay Loam 0.050 0.048 1.04 STABLE Rack to Input Screen 2 Widthtto6 00 It 2 HUM StATIUN7HEACH: ITO STATI HYDRAULIC RESULTS Discharge cfsl Peak Flow Period hrs Velocity (fps) Area (sq.It) Hydraulic Hadus ft Normal Depth [fl) 26.3 6.0 1.61 16.3U 1.19 1.73 LINER RESULTS 37 PMICOMPUTED BY. Unreinforced Vegetation In=0.1 / S = 0.0100 1 L Bottom 1 20 Width=6.00 it 20 Not to Scale Reach Matting Type Stability Analysis Vegetation Characteristics Permissible Calculated Safety Factor Remarks Staple Pattern Phase Class Type Density Shear Stress (psf) Shear Stress (psf) Straight Unreinforced Vegetation B Bunch 5075% 5.73 1.08 5.32 STABLE Soil Clay Loam 0.050 0.015 3.40 STABLE Back to Input Screen 1 1 1 1 1 1 1 1 1 1 i r?. (, /7-vo P& SIGN FREQUENCY: HYDRAULIC RESULTS Discharge cfsl Peak Flova Period fhrsl Velocity Ifpsl Area Isq ItI Hydraulic Radius ftl Normal De il' (Fll P31 5.0 211 6120 0.56 (1,91 LINER RESULTS Ll i L- Brdtom 1 20 width=5.0011 2.0 Reach Matting Type Stability Analysis Vegetation Characteristics Permissible Calculated Safety Factor Remafk<, Staple Pattern Phase Class Type Density Shear Stress Ipstl Shear Slress Ipsl) Sueight Unteintorced Vegetation G Bunch 507576 333 057 587 STABLE Soil Clay Loam 0050 0.028 1 80 'TABLE Back to Input SMerl WOECT NAME: nd6 ROM TA.TIt3N/REACH: HYDRAULIC RESULTS Dr;c9Iarge cb l Peak A va Petrod lhn'I Velocity lips. A.iea l'-q1[I Hydraulic Radiinltil Ncgrnal Ge dh Ill 13 1 & 0 1.10 11 95 1 Cc 1.50 LINER RESULTS 10844AMICCROPUTED BY 1E . GESIGN FREUUEhJL`r' I InieinfoicHj VeaeLihon In=11 1 38J j ? 5=0.01UO i 1 ? BOltllrn ? 1 21) 'J,'idth = 5.O I it CI Not to Scale Reach Matting Type Stability Analyst, '• omation(-haiacteristics Permiscmble Calculated Solely Factor Rerr.arks Staple Pattern Phase Clans Type Deiv6 Shut Suess Ip=ll Shear Stress Ipso Straight Unreintorced Vegetation B bunch 5 573 093 6.14 STABLE Sod Clay Loam 0 050 0007 6 95 STABLE i Back to Input Soeen 1 n 1 1 n PHASE IA RIP RAP APRONS 1 1 1 1 1 1 1 1 N cc + + O c o Q o Cc W ch 11 CO) II Q `' 3 3 x W -0 o cv rn Q o o c a r O m U) -0 .. v n m c U E z Q o U c C ` O V _ p c L yd d - d c C11 i W O v x + '$ v c!) 3 N o din C :._ Z ? o 0 o° 7 N LL U. j x G v a (n _ 3 o Z a = 11 cc 0 ? v Ov a b CL c 3 0 m $ c Q o i t C L c °n c Q V TO cc a _ O o ? H r it 11 ? 3 n a CL t c ? Q o X 3 0 l o C cc ic c -' $ ll?l 19 Qi It ° o.E. O co is c OMrn a ° v ' CL g 00 O1t•- o am ° n r a> > m m E a-co^ °?rn oN0 a•p- It LO o U .0 E m E a1 E to OOH x cc co 03 P- N ? v ID Eo °Oao CO 'ao °N co co r- a 0 E CL O r N a 0 rn ° r N t? l$1 0 CL E co v ° "l: C? °?N . m 0 ao CL E N °,-N . cc ao O 14t orr o.?co O1`?r a Q c? o co vi o O .- CC) -L L o 4 cn (L is I Eft OMN TO -Q1 -N ONCh O w C1 r ° n aEw to Or _ - O II C T' : Oar U. E c o A E Ocorn = C: Irl a o 0 0 ? ? o 0 0 > ? O O O QI NIO O 6 1 1 1 1 1 i 1 1 1 1. s 1 1 1 1 N o _ ca + + ° 0 ° O D aa) o M M Q' ? w it II `'' x ° ° 3 3 ° 7Eb c o ° ° W a 4z o E o - o Q Qy ° .-. r V A 0 r C p U o 1L F- o ?. ? E z o C • w - r- - O ? '0 Q V C 0 L M _ o O m c co = w c O o r x + 3 N 0 ?. RU) c Z Z O O o° v R ? ? ' °c o ?. V CO) J =) 3 O ao it O Z M aL ?? Y c 11 C O C.1 3 ' N E m a = v 'J O v a o 3 ?? + ? Q a -i3 LL c C r c I .a o° N 11 11 ?3 n o a i ? w eEa o ° c °3 oc CC O U O N ? o U E O :, E Cr$ (D U m N O N N w a Lq M 04 w cc cc W CL U V E G , Ornm . is: W c °° 0 rn c. E 1° ' co ~ o `r T n? a 0 4)E N C) C5 CIJ 0) lqt LO aE ? o(°'r' o. 0 ca 0 CC 't o. E cc c o O co a 0 w O N (M c.' E o r` ao Lo O Q) N '(L is ccEco o?c? is: is I -r- C\j E O T N 0t0 0 0 Itt T T p. ?O O r- d: aQM ocorn Q E 0c) T 00 a? c) 6 'i u i D C k ? O O E 4q G N O M N ONCri a M w ? T o n o° ° a ? OTT LL c a) E c A T U E ocorn o c !0 000 ? 4) o 0 0 C O O O cn 6 00 i 1 1 1 1 1 1 1 i? 1 y? 1 1 1 N C) .WJ o = C [U + + r o 0 0 o a o Cf) c o a Cc w 11 11 0 3 3 x c w m 0 C G £ v- o o rn a? ,.. 3v 3A d o it U m F F c E z o c - 0 Q a L i a L; m c co = ? £ c o t o x + V V V 3 C4 o .. c Z ? o ? 3 ? o° V N LL 1L Xo d // ? 3 co 3 V ? 0 [2 v c Z 11 " 0 c v J J O a m 0 `0 3 0 V c . Q o --1 3 a t ? c S c ? Q - U. 13 o? CL 0 13- 11 11 c ? 3 N n m o 0 i f o as E! f ° ? S 1a a Ltd O 0 f, m m g p0 co ea ri o 0 °c00 d p ?f T o d m cm r a? a? d E fl c?Cn S2 'mti a 0 6cm0 v LO Z>l o E N E d1 E °-w pt0u? i ? c ? 'a o pa t M It (Co D w aEo pogo ao`D °N (o Q '? d a cnCC) N? ea % ii Q O of 1-- T N 3 d E co o p cM a vv .?d. ao °TN a£ N a o T N 0 a r 0 0 aEo ca orvr a ? c 0 co w ado 0-CO a Q co o 14 ui E e o M N In N oNM T C) n a Eo orln o v a In r 0 0?T c a? E ii i a 0 aaln c c r a . 0 0 S 00- O 0 0 coo f a S«1't -?? d? I s L?,?/ JUL 1 .a DENR - WATER QUALITY WE T RANDS AND STORM TER BRMCM PERIMETER WOODS PHASE II COMMERCIAL STORM WATER DETENTION CALCULATIONS July 16, 2007 '?5???? as ,seas a ,r ' ?b•o1 q ee ? 107255 • 4 f4l c CITY OF CHARLOTTE f- LAN APPROVED DAT^ R ? ?Y I GRY"SCIENCE GROUP Incorporated 1 I : ° Project Name: 1 Date: Project Description: Attach brief explanation of detention plans and any assumptions if nece.ssarv. PRE-DEVELOPED SUMMARY Basin area: I -SI t ac. (Delineated on attached drainage area map) Time of Concentration, Tcpre: D • (Based on the SCS Method) (Tc path shown on attached map) Reference 3.9.6 of he Charlotte-Mecklenburg Storm Water Design Manual - SCS Travel Time. Curve Number, Cnpre POST-DEVELOPED SUMMARY a Basin area: 1?111 ac. (Delineated on attached drainage area map) Time of Concentration, Tcpost: 15 min. (Based on the SCS Method) (Tc path shown on attached map) Reference 3.9.6 of t e Charlotte-Mecklenburg Storm Water Design Manual - SCS Travel Time. Curve Number, Cnpost: ? , DETENTION SUMMARY Computer Method Used*: *Land Development Plan Review Staff will verb all detention submittals using HEC-1 for compliance with the City of Charlotte Zoning Ordinance, Section 12.6. This summary is to accompany all detention analysis and is not intended to replace that requirement. Pre (cfs) Post (cfs) Routed (cfs) Elevation 2 yr. T? 1, -3b 10 yr. '?? 1 l i0 1?5Z 1?? 50 yr. N/A City of Charlotte Land Development Division Detention Worksheet Pg I of 3 Revised 3/2005 1 1 PRE-DEVELOPED SUB-BASIN CALCULATIONS: Sub-basin Name/Level: (Coordinate with attached drainage area map) Type of Flow Travel Length (ft.) Slope ('Yo) Mannin s (n) Time Sheet Unpaved Sheet Paved Shallow Conc. (Unpaved) t (? Shallow Conc P , p Channel Pie (?Jv 5 r-r V,d TOTAL N/A N/A N/A Tc = i Acreage Land Use Soil Type Hydrologic Group CN Weighted CN ( ACfe1lpC?l Olal Ar-) Y(('N) -7 -7 r7 S is 'D S r CC'` CNr,= POST-DEVELOPED SUB-BASIN CALCULATIONS: Sub-basin Name/Level: (Coordinate with attached drainage area map) Type of Flow Travel Length (ft.) Slope (°/,) Mannin s (n) Time (min.) Sheet Unpaved Sheet Paved Shallow Conc. (Unpaved) Shallow Conc. (Paved) Channel Pipe TOTAL N/A N/A N/A Tc nas, Acreage Land Use Soil Type Hydrologic Group CN Weighted CN (Acre prr.lal Area) c (CN) eV4A)AA__ q 4- 00, CNPog= , Pg 2 of 3 Revised 3/2005 1 1 1 1 1 1 1 1 1 1 1 STORAGE / DISCHARGE CALCULATIONS *(If applicable) Complete Underground Storage Volume Table Elevation Under round " Above Ground Total Ace. Volume Ace. Volume for all Structures (cf) Area (sq. ft.) Inc. Volume (ef) Acc. Volume (cf) (Above anct Underground) 0. b 12 Stage Discharge Co= orifice coefficient: Cw =weir coefficient Orifice ArNa ..nit chall hn cnuarN t'vF.t roll Elevation / Sta e O?fice I v I Orifice 2 Weir I A Weir 2/Em. Outlet Emergency Total Q - g n. r?_' Inv. In. Inv. Ft. 1 Inv. Spillway (Controlled by Control Pipe 3 Dia. Spillway (Free (low out of (cfs ) Area Area Cw= Quilt} pipe/suuct) Length ."'dl Co= ? Co= I l? Ft. ?I4V ?Inv. Ft. I . cw= Co= ( t7 nv. Cw= ~ t f ???a' 1U` Ica Underground Storage Volume Table (If applicable) Provide additional storage volume tables if more structures are used. Elevation Ace. Volume (cf) Underground Structure # Length (ft.) Size/dia (ft.) Upper inv. Lower inv. Slope (%) Ace. Volume (cf) Underground Structure # Length (ft.) Size/dia (ft.) Upper inv. Lower inv. Slope (%) Ace. Volume (cf) Underground Structure # Length (ft.) Size/dia (ft.) Upper inv. Lower inv. Slope (%) Ace. Volume (cf) Underground Structure # Length (ft.) Size/dia (ft.) Upper inv. Lower inv. Slope (%) • 01A]"'I TE 8*MNEBMG a PROPERTY MANAGEMENT Land Development Division 600 East Fourth Street, Charlotte, North Carolina 28202-2844 Telephone: 704/336-6692 Fax: 704/336-6586 landpermits.charmeck.org Pg 3 of 3 Revised 3/2005 City of Charlotte - Land Development Division Wet Pond Worksheet Project Name: lewi It/ (cte? 1110,P4 -7 -7 Date: 16 ,D RMP location narrative: Attach schematic describing wet pond location and information relative to BMP. Pt2 l T? G'f 5 t- -6 0J Basin Diagram (fill in the blanks) Permanent Pod Elevation ! YV 75% wet rona aummary Basin drainage area to pond: Pro osed Im ervious Area Perc t ac. (Delineated on attached drainage area map) D p p en age: ( etailed impervious area calculations attached) SA/DA ratio required: Z? (Use State BMP manual chart) Permanent Pool Surface Area Required: ZD, 9q 1, sq. ft. Permanent Pool Surface Area Provided: -119 sq. ft. Permanent Pool Elevation: 7Ib ft. (elevation of the orifice invert) Forebay Volume Percentage: % (calc showing between 15% and 25% attached) Average Depth Provided: ft. (calculation attached) Runoff volume: /10 acre-ft. (calculation attached) Diameter of orifice: 2 S in. (for water quality drawdown between 2-5 days) Emergency pipe diameter: !o in. (calculations attached) Temporary Pool Elevation: ft. (routing calculations attached) Spillway Elevation: 7?j(. ft. (calculation attached) Spillway weir length: ?(- ft. (calculation attached) Top of Berm Elevation: 1 ?- ft. Freeboard Provided: (7? in. Sediment Removal Elevation 25% Bottom Elevation]_Z+_ Forebay - J1JA-r??L 6ZV41( At4 r) 75% - - - -Sediment Removal Elevation -`-- /// \ Bottom Elevation 25% I ? • CHARD )TW, Main Pond _._..w ? I Land Development Division 600 East Fourth Street, Charlotte, North Carolina 28202-2844 Telephone: 704/336-6692 Fax: 704/336-6586 landpermits.charmeck.org Revised 7/2005 1 1 J? Ir.1 i iAt-K () Ll Dew (Jr,.,,Sb4 t- !__mr,._ --.- 1 1 1 1 1 POND 3 - - PREDEVELOPMENT CONDITION Map # Area (Acre) Soil Type Hydrologic Group Zoning CN Sub-Area x CN 1C 13.73 VaB 2C 1.01 CeD2 Total 14.74 Composite Curve Number C B 69.0 cc CC 70 55 961.10 55.55 1016.65 POST DEVELOPMENT CONDITION Map # Area (Acre) Soil Type Hydrologic Group Zoning CN Sub-Area x CN 1C 13.73 VaB 2C 1.0_1 CeD2 14.74 Composite Curve Number C B 93.9 cc cc 94 92 1290.62 92.92 1383.54 = m = = = m = = r = r = = m = m l+ ------ - -- - f - - - - - - - - - - - - - 1 1 1 1 F 1- 1 LINE ID. ...... 1....... 2.......3.......4.......5.......6.......7.......8.......9......10 1 ID PERIMETER WOODS POND 3 2 ID 2 YEAR PRE DEVELOPMENT CONDITION 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 2 YEAR 8 PH 0 0 0.42 0.83 1.45 1.76 1.95 2.28 9 KM 10 YEAR 10 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 11 KM 25 YEAR 12 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 13 KM 50 YEAR 14 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 15 KM 100 YEAR 16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 17 KK ONSITE DRAINAGE AREA 18 BA 0.023 3 19 LS 0 69 20 UD 0.47 21 KO 21 22 ZZ T FLOOD HYDROGRAPH PACKAGE (HEC-1) JUN 1998 VERSION 4.1 R RUN DATE 12JUL07 TIME 12:56:37 " " U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENOINFI-TING CENTF;R 609 SECOND S'T'REET • DAVIS, CALIFORNIA 9"(,16 • (976) 7tiG 1104 ...........+.++««+... «... + ............. _ PERIMETER WOODS POND 3 i 2 YEAR PRE DEVELOPMENT CONDITION GEOSCIENCE GROUP, INC. 'S 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 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 ENG LISH 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 VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 -?7 KK f +=+«x+r«ON++; SITE DRAINAGE AREA 1 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 'SUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 1 1 1 1 1 k OPERATION STATION HYDROGRAPH AT RUNOFF HYDROGRAPH AT ON NORMAL END OF HEC-1 - RUNOFF SUMMAF:Y FLOW IN CUBIC FEET PER 5F;COND TYMF. IN HOURS, AREA IN f,QUAPV Mll.liS PEAK TIME OF AVERAGE FLOW FOP MAXIMUM PERIOD BASIN FLOW PEAK G HOUR 24 HOUR '12 HOUP ARE'A 0. .00 0. 0. 0. .00 3. 3.68 1. 0. 0. .02 MAXIMUM TIME OR S'T'AGE MAX S'I'A!.;L: ? Hydrograph Peak Flow Rate Peak Flow Total Volume Name (CFS) Date/Time x1000 (CF) L( v 3.381 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Dec 01, 1900 03:42 17.356 LINE 1 ID. ID ..... .1.......2....... 3.. PERIMETER WOODS POND 3 ..... 4.......5....... 6.......7.......8.......9...... 10 2 ID 10 YEAR PRE DEVELOPMENT CONDITION 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 S To 5 0 0 ' 6 KK RUNOFF FROM AREA 7 KM 2 YEAR - 8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 9 10 KM PH 10 YEAR 0 0 0.59 1.26 2.36 2.9 3.21 3.72 11 KM 25 YEAR 12 KM 0 0 0.68 1.47 2.76 3.4 3 .75 4.38 13 KM 50 YEAR 14 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 15 KM 100 YEAR 16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 17 KK ONSITE DRAINAGE AREA 18 BA 0.023 3 19 20 LS UD 0 69 0.47 ' 21 KO 21 22 ZZ ' FLOOD HYDROGRAPH PACKAGE (HEC-1) U.S. ARMY CORPS OF ENGINEERS JUN 1998 + HYDROLOGIC 14N(i1NEERJNG CENTER ` VERSION 4.1 + 609 SECOND STRI:I9Y DAVIS, CALIFORNIA 9561E RUN DATE 12JUL07 TIME 12:58:04 ` (916) 7S6 1104 .•.xxx xx«x «««xx.x..xx««x«x xxxxx.«««««. ................«....................., PERIMETER WOODS POND 3 10 YEAR PRE DEVELOPMENT CONDITION 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 2 0 ENDING DATE NDTIME 0559 ENDING TIME ICENT 19 CENTURY MARK ' COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 29.98 HOURS ENG LISH UNITS DRAINAGE AREA SQUARE MILES ' PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES R ' TEMPERATURE DEGREES FAHRENHEIT AL UE EXCEEDS n TABLE IN LOGLOG .01667 .01667 6.00000 .j7 KK * *+*xx«xxONx** SITE DRAINAGE AREA 1 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 - UE EXCEEDS TABLE IN LOGLOG .01667 .01667 6-00000 '( a '• i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 OPERATION STATION HYDROGRAPH AT RUNOFF HYDROGRAPH AT ON NORMAL END OF HEC-1 - RUNOFF SUMMARY FLOW IN CULTIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN FLOW PEAK 6-HOUR 24 HOUR 72 HOUR AREA 0. .00 0. 0. 0. .00 13. 3.62 3. 1. 1. .02 MAX I. MUM TIME UP STAGE MAX ti,TA<,E' 4 Hydrograph Peak Flow Rate Peak Flow Total Volume Name (CFS) Date/Time x1000 (CF) V13.107 1 1 1 1 1 1 1 1 1 1 1 Dec 01, 1900 03:38 58.148 1 1 1 1 1 F 1 1 1 1 O ?' N: •-•: N N ' W ? N o (s. A z 00, C', 00 00 A O V p? as 3 M ; Cl); z' a WI I a 00 ? W' I Q NI a o: - - - a, Cl) a 0M a w I COD UJ Z z ?j0 C'n I ° aka A No o o V 1 POND 3 PREDEVELOPMENT CONDITION Map # Area (Acre) Soil Type Hydrologic Group Zoning CN Sub-Area x CN 1C 13.73 VaB C cc 70 961.10 2C 1.01 CeD2 B CC 55 55.55 Total 14.74 1016.65 ;Composite Curve Number 69.0 POST DEVELOPMENT CONDITION Map # Area (Acre) Soil Type Hydrologic Group Zoning CN Sub-Area x CN 1C 13.73 VaB C cc 94 1290.62 2C 1.01 CeD2 B CC 92 92.92 14.74 1383.54 Composite Curve Number 93.9 3. General ' a. Basin shape should minimize dead storage arcas and short circuiting. Length to width ratios should be 3:1 or greater. (Barfield, et al., 1981, pp. 426429; Florida DEP, 1982 , pg. 6-289). b If . the basin is used as a sediment trap during construction, all sediment deposited during construction must be removed before normal operation begins. ' c. Aquatic vegetation should be included for a wetland type detention basin (Maryland DNR, March 1987; Schueler, 1987, Chapter 4 and 9). A minimum ten foot wide shallow sloped shelf is needed at the ed e of the b i f g as n or safety and to provide appropriate conditions for aquatic vegetation (Schueler, 1987). This shelf should be sloped 6:1 or flatter and extend to a depth of 2 feet below the surface of the permanent pool (Shaver and Maxted, DNREC, 1994). A list of suitable wetland species and propagation techniques are provided in Schueler (1987) and Maryland DNR (1987). d. An emergency drain (with a pipe sized to drain the pond in less than 24 hours) should be installed in all ponds to allow access for riser repairs and sediment removal (Schueler, 1987). ' Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant Removal Efficiency in the Piedmont Denth (feet) 8.0 9.0 - 7.0 0.46 0.44 0.64 0.62 0.82 0.77 1.00 0.92 1.18 1.10 1.54 1.35 1.26 1.60 1.42 1.83 1.67 5 Notes: Numbers given in the body of the table are given in percentages. Coastal SA/DA ratios can be obtained from the local DWQ Regional Office. POND 3 Main Pond Elevation Area (ft2) Delta Volume Volume Volume (W), (ft3) (ac-ft) 724 --- -- 10170 0 0 22595 - 726 12425 22595 0.52 29579 728 17154 52174 1.20 37030 730 19876 89204 2.05 42285 732 - - 22409 131489 3.02 47464 734 25055 178953 4.11 25737.5 735 26420 204690.5 4.70 POND 3 Forebay Elevation Area (ft2) Delta Volume Volume Volume (ft3) (ft3) (ac-ft) 724 1322 0 0 3528 --- 726 2206 -- 3528 0.08 6468 728 4262 ,- 9996 0.23 9906 730 5644 19902 0.46 1 2 5 02 - - 732 6858 . . . 32404 0.74 15043 734 8185 47447 1.09 8538 735 8891 55985 1.29 POND 3 --- Combined - Elevat_ion_ Area (ft2) Delta Volume 1 -- Volume Average ! ? Volume (ft3 j ) (ft3) (ac-ft) Depth (ft) 724 /' Z 11492 - --- -- - 0 i 0 26123 726 14631 26123 0.60 1.79 36047 - X 728 - - f - - 21416 62170 1.43 2.90 46936 730 25520 109106 2.50 4.28 54787 1 732 29267 - 163893 - _ - 3.76 62507 734 33240 226400 5.20 6.81 34275.5 735 35311 260675.5 5.98 7.38 1 f?-z 1 VaA 1 1 1 1 1 HEC 1 INPUT LINE ID. ...... 1.......2.......3.......4.......5.......6.......7.......8.......9......10 1 ID PERIMETER WOODS BMP 3 2 ID POST DEVELOPMENT 1 YEAR 24 HOUR STORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 1 YEAR 24 HOUR STORM 8 PH 0 0 0.36 0.69 1.19 1.43 1.59 1.86 2.2 2.58 9 KM 2 YEAR 6 HOUR STORM 10 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 11 KM 10 YEAR 6 HOUR STORM 12 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 13 KM 25 YEAR 6 HOUR STORM 14 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 15 KM 50 YEAR 6 HOUR STORM 16 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 17 KM 100 YEAR 6 HOUR STORM 18 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 19 KO 21 20 KM ON SITE DRAINAGE AREA 21 BA 0.023 22 LS 0 93.9 23 UD 0.05 24 ZZ 1'AUI. I «++xxrr+. ra FLOOD «.xxrr.»rr»»++xxxxrrxxxr»«r..xx. HYDROGRAPH PACKAGE (HEC-1) • JUN 1998 •.••.••.• .• .... `.. • . U.S. ARMY CORPS OF ENGINEERS • HYDROLOGIC ENGINEERING CENTER VERSION 4.1 ` • 609 SECOND STREET ^ ` DAVIS, CALIFORNIA 95616 - :RUN DATE 12JUL07 TIME 13:43:55 • (97.6) 756 1104 « .«r+++ +xr».xxx+»r+++»«+rxrxrrrrxxxxx+. .».«......• ......................•..•.. PERIMETER WOODS BMP 3 POST DEVELOPMENT 1 YEAR 24 HOUR STORM GEOSCIENCE GROUP, INC. _ ?5 10 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 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 ?r +xx x «. x.x x«r »»x x«x +xx »rr .xx «xr r«. +x« xxx »»r rx« xxx rr» r»x xxx .rr .« +«««x+.rr»rrx» . xxx xxr rxx .xx ... xx. rx. ..« xr» «.. ... '.6 KK ` RUNOFF * FROM AREA xr«rx«x«.rx+xx -!,9 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 i`"'•,UE EXCEEDS TABLE IN LOGLOG .01667 .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 MAXIMUM TIME OP OPERATION STATION FLOW PEAK 6 HOUR 24 HOUR 12 HOUR AREA STAGE: MAX STAGE HYDROGRAPH AT RUNOFF 50. 12.07 4. 1. 1. .02 NORMAL END OF HEC-1 *** ,i Hydrograph Name JNOFF 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i Peak Flow Rate (CFS) Peak Flow Total Volume Date/Time MOO (CF) 50.357 Dec 01, 1900 12:05 103.475 1 1 11 HEC 1 INPUT LINE ID. ...... 1....... 2....... 3....... 4... . . .5.. .....G.. ,....7,. ._...8....... 9......10 1 ID PERIMETER WOODS BMP 3 2 ID POST DEVELOPMENT 1 YEAR 24 HOUR S TORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 1 YEAR 24 HOUR STORM 8 PH 0 0 0.36 0.69 1.19 1.43 1.59 1.86 2.2 2.56 9 KM 2 YEAR 6 HOUR STORM 10 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 11 KM 10 YEAR 6 HOUR STORM 12 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 13 KM 25 YEAR 6 HOUR STORM 14 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 15 KM 50 YEAR 6 HOUR STORM 16 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 17 KM 100 YEAR 6 HOUR STORM 18 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 19 KO 21 20 KM ON SITE DRAINAGE AREA 21 BA 0.023 22 LS 0 93.9 23 LTD 0.05 24 KK SPILLWAY ROUTING 25 KO 21 26 KM NORMAL POOL 9 ELEV 728 27 KM 2.5" ORIFICE O ELEV 728 28 RS 1 ELEV 728 29 SV 0 0.6 1.43 2.5 3.76 5.2 5.98 30 SE 724 726 728 730 732 734 735 31 SQ 0 0.17 0.25 0.31 0.33 0.36 0.4 0.44 0.47 32 SE 728 729 730 731 731.5 732 733 734 735 33 KM TOP OF DAM Ca 734 _ 34 ST 734 50 3 1.5 35 KO 21 36 ZZ F ikul, 1 FLOOD HYDROGRAPH PACKAGE (HEC-1) JUN 1998 'h. VERSION 4.1 i RUN DATE 13JUL07 TIME 12:44:52 5 10 t,, 1 1 1 PERIMETER WOODS BMP 3 POST DEVELOPMENT 1 YEAR 24 HOUR STORM GEOSCIENCE GROUP, INC. OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE 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 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 PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT .....-- ---- - " U.S. ARMY CORPS OF ENGINliE?Rti • HYDI:O LOG LC ENGINEERING; CIiN'19 ;1 + 609 SECOND STREET DAVIS, CALIIORNIA 9501(' (916) 'PA, 1104 ?: ___ __« +__ •__ +rfi «++ f!f krrfirrrr=l=fi.R rrr =+# k xx =#x ++_ _#+ =rr +_# +_# =«x «Rr ### _*_ +*# +_* ___ •** __. +«_ #__ __* ..* ___ •__ _.. 6 ?? KK * RUNOFF * +=•fififi+kRfikRkx FROM AREA 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 ?__ • fi+ fik! kfx fxx kft rrf kRk kft !xt 4R R kx4 ##4 #kR kik Rkk !f4 4Rfi #R* Rkk !k4 k4* *#+ tfifi Rfk Rxf ### *#! =rfi _+# #_* *__ *__ r 24 KK *=••rSPILLWkk* AY ROUTING ' ?5 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 xR kR4 Rft x4k k4f RRk fR! kk+ kR4 !* * **R 4!k 444 *kk 4!f tfk kkk **k kkk !ft t!4 *4R iR+ 4#* #*fi kkk Rkf 4#! !!# ##4 4f# rrt 24 KK *•##rSPILLWfi!* AY ROUTING 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 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 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILE'S PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD OPERATION STATION FLOW PEAK 6-HOUR 24 HOUR 72 HOUR HYDROGRAPH AT RUNOFF 50. 12.07 4. 1. 1. ROUTED TO SPILLW 0. 21.67 0. 0. 0. HASIN MAXIMUM TIME OF AREA STAGE MAX. STAGE .0"2 . 02 "131 . `.1 24 . 00 ' PLAN 1 ............... RATIO OF PMF 1 1.00 NORMAL END OF HEC-1 - r =; r i ? r 9 -, r :. r - r r r? < r: r r { r r 1 SUMMARY OF DAM OVER7'OPI'1Nq/FiItEACH ANAI,YSIS FOR SI'A'I'ION ?; PI 1111W (PEAKS SHOWN ARE FOR 1NTERNAI, TIME STEP USED DURING BREACH FORMA'T'ION) INITIAL VALUE SPILLWAY CREST TOP OF DAM ELEVATION 728.00 734.00 734.00 STORAGE 1. _. OUTFLOW 0. 0. 0. MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE W.S.ELEV OVER DAM AC FT CFS HOURS HOURS HOURS 731.53 .00 3. 0. -00 24.00 .00 Hydrograph Peak Flow Rate Peak Flow Total Volume ' Name (CFS) Date/Time x1000 (CF) ? JNOFF 50.357 ?ILLW 0.332 U U 1 1 1 1 1 t 1 1 1 1 Dec 01, 1900 12:05 103.475 Dec 01, 1900 22:37 21.694 HEC 1 INPUT R ? LINE ID.. .....1.......2.......3.......4... .... i.. .....0.. .....7.......A.....9.....1 (1 f 1 ID PERIMETER WOODS BMP 3 2 ID POST DRVELOPMENT 2 YEAR 6 HOUR STORM 3 ID GEOSCIEN UP, INC. 4 IT 1 0 0 1800 ' 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 1 YEAR 24 HOUR STORM 8 KM 0 0 0.36 0.69 1.19 1.43 1.59 1.86 2.2 2. 58 9 KM 2 YEAR 6 HOUR STORM 10 PH 0 0 0.42 0.83 1.45 1.76 1.95 2.28 11 KM 10 YEAR 6 HOUR STORM 12 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 13 KM 25 YEAR 6 HOUR STORM 14 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 15 KM 50 YEAR 6 HOUR STORM 16 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 17 KM 100 YEAR 6 HOUR STORM 18 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 19 KO 21 20 KM ON SITE DRAINAGE AREA ?n 21 BA 0.023 22 LS 0 93.9 t 23 UD 0.05 24 KK SPILLWAY ROUTING 25 KO 21 1\ 26 KM NORMAL POOL © ELEV 728 27 KM 2.5" ORIFICE 0 ELEV 728 28 P-S-- 1 ELEV 728 -._ ' b 29 30 SV SE 0 0.6 1.43 2.5 724 726 728 730 3.76 732 5.2 734 5.98 735 ?s s" 31 SQ 0 0.17 0.25 0.31 0.33 0.36 0.44 0.47 32 SE 728 729 730 731 731.5 732 733 734 735 33 KM TOP OF DAM @ 734 t ? 34 ST 734 50 3 1.5 35 KO 21 36 ZZ 1-1 i 1 1 PAGI' 1 + xxxxxx+xx«««+r«xrrxrxxrr+x«x+x++r«««r « FLOOD HYDROGRAPH PACKAGE (HEC-1) JUN 1998 VERSION 4.1 *p-RUN DATE 13JUL07 TIME 12:46:21 +.?.r+rrxx xxxx«x««xxx««xxxxxxxxxxxxxxxxxxx PERIMETER WOODS BMP 3 POST DEVELOPMENT 2 YEAR 6 HOUR STORM GEOSCIENCE GROUP, INC. 3 q5 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 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 i 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 ' U.S. AkMY CORPS OF ENGINEIR°i * HYDROL01;1C ENGINEERING CENTER * 609 SECOND S'1'RLiF:T " DAVIS, CALIFORNIA 95616 " (916) 756 1104 ++++++++++++++ '6 KK RUNOFF * FROM AREA 19 KO OUTPUT CONTROL VARIABLES IPRNT IPLOT 5 0 PRINT CONTROL 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 EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 « ++« «« xxx x++ +++ «« x « «x xx xx xrr x «x+ xxx i 24 KK ** **«SPILLW*** A Y R OUTING a1.5 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH IOUT 0 21 PUNCH COMPUTED HYDROGRAPH 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 ««x *«x +++ xxx xxx xxx rr« xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxr xrx xxx xrx rxx xxx xxr «xx xxr x«x r++ 24 KK *xxx`SPILLW«x* AY ROUTING 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 HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1600 LAST ORDINATE PUNCHED OR SAVED ?s TIMINT .017 TIME INTERVAL IN HOURS f 1 RIJNOI'F SUMMARY FLOW IN CUBIC FEET PER SECOND .. TIME IN HOURS, ARNA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN .. OPERATION STATION FLOW PEAK 6 HOUR 24 -HOUR '/2 HOUR AR I•:A HYDROGRAPH AT RUNOFF 57. 3.07 4. 1. 1. .02 ROUTED TO SPILLW 0. 5.97 0. 0. 0. .07 z r s 1 a s i MAXIMUM TIME 01 STAGY, MAX STAC3E 731.38 6. ()b - PLAN 1 .............. ' RATIO OF PMF 1.00 NORMAL END OF HEC-1 - ,s e 'r a 1 1 (PEAKS SHOWN ARE FOR INTERNAL TIMES STEEP UfS I:D DI.IPING BRF:ACH FORMATI(N) INITIAL. VALUE, SPILLWAY CREST TOP OF DAM ELEVATION 728.00 734.00 719.00 STORAGE 1. 5. OUTFLOW 0. 0. 0. MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME 017 TIME, OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE' W.S.ELEV OVER DAM AC FT CFS HOURS HOURS HOURS 731.38 .00 3. 0. .00 6.08 .00 'Hydrograph Peak Flow Rate Peak Flow Total Volume Name (CFS) Date/Time x1000 (CF) 'JNOFF 57.395 Dec 01, 1900 0105 88,221 ?ILLW 0.325 Dec 01, 1900 05:55 29.561 t 1 t 1 r „ 7 ?i .r ? I t V 11 f a to , i 1 r ? 7 A 33 s a ?' -- . 0. --- -- 41, bl G ? r? ,r 7 ?Z, 3q ei tl }i 9 i 1 ,a I , I -- - --------------------.--- - - - ----- ---- - ------------------- r -1 r ? Y t ?I _ i -? LINE 1 ID. ID ...... 1....... 2....... 3....... 4... PERIMETER WOODS BMP 3 ....5.... ... 6. ...... '1.......8....... 9...... 10 2 ID POST DEVELOPMENT 10 YEAR 6 HOUR S TORM 3 ID GEOSCIENCE` , INC. 4 IT 1 0 0 1800 S IO 5 0 0 ' 6 KK RUNOFF FROM AREA 7 KM 1 YEAR 24 HOUR STORM 8 KM 0 0 0.36 0.69 1.19 1.43 1.59 1.86 2.2 2.58 v 9 10 KM KM 2 YEAR 6 HOUR STORM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 11 KM 10 YEAR 6 HOUR STORM 12 H 0 0 0.59 1.26 2.36 2.9 3.21 3.72 13 KM 25 YEAR 6 HOUR STORM 14 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 15 KM 50 YEAR 6 HOUR STORM '1 ) 16 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 17 KM 100 YEAR 6 HOUR STORM 18 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 19 KO 21 20 21 KM BA ON SITE DRAINAGE AREA 0.023 22 LS 0 93.9 23 UD 0.05 ae 24 KK SPILLWAY ROUTING 25 KO 21 ' E 26 KM NORMAL POOL O ELEV 728 27 KM 2.5" ORIFICE C ELEV 728 4' WEIR O ELEV 731. 5 26 S 1 ELEV 728 -''- 29 SV ---gip - 0.6 1.43.E 2.5 3.76 5.2 5.98 ''.. 30 SE? 724 726 728 730 732 734 73 31 SJZ n ,0 0.17 0.25 0.31 0.33 4.6 22.45 47.87 79.04 is 32 728 729 730 731 731.5 732 733 734 735 33 KM TOP OF DAM © 734 34 ST 734 50 3 1.5 35 KO 21 36 ZZ 1 1 1 1 FLOOD HYDROGRAPH PACKAGE (HEC-1) * ^ U.f;. ARMY CORPS OF ENGINEERS JUN 1998 " HYDROLOGIC ENGINEERING CENTER ^ VERSION 4.1 609 SECOND 1399tEl"T DAVIS, CALIFORNIA 91,616 " RUN DATE 13JUL07 TIME 13:18:22 ^ (916) 756 1104 t. xx+«x+ «+««+++++«+xxxx«+++xx««+++++««« «++«+«** ..............x.x««+........... PERIMETER WOODS BMP 3 ' POST DEVELOPMENT 10 YEAR 6 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 0 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 y PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT ?? +++ +« + +++«++«xxx«+++x ++x x«+ ++« x«« x++ ++« r«+ +«« +++ ««« +++ «+« +xx x«+ ++ . x.x ..x .«« +++ .xx «+. .xx ««+ .+« +«« +++ 6 KK * RUNOFF FROM AREA 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 6.00000 14 KK ++++SPILLW++ AY ROUTING 4 * 5 KO ««««+++xx«««+« 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 . * «« x++ .++ xxx +«« +++ «++ +xr +xx x«« r«« +«« rrr .xr .«« +«« x«+ x«r + 24 KK * SPILLW * AY ROUTING 5 KO OUTPUT CONTROL VARIABLES IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAP}I TOUT 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 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW POP MAXIMUM PERIOD BASIN OPERATION STATION FLOW PEAK (I HOUR 24 HOUR 72 HOUR AREA HYDROGRAPH AT RUNOFF 90. 3.07 P. 2. 2. U2 ROUTED TO SPILLW 12. 3.57 4. 1. 1. .02 MAXIMUM TIME OF, STAGE MAX, STAGE 732.39 3.57 PLAN 1 ............... r ?. 1 ; RATIO OF PMF 1.00 * NORMAL END OF HEC-1 - T 9 ?+ l 1 i 1 1 1 1 1 (PEAKS SHOWN ARE FOR INTERNAL. TIME STEP USED DURING 131ZEACII FORMATION) ELEVATION STORAGE OUTFLOW MAXIMUM RESERVOIR W.S.ELEV 732.39 INITIAL VALUE SPILLWAY CREST TOP OF DAM 728.00 734.00 734.00 1. 5. 0. 48. 48. MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE, OVER DAM AC FT CFS HOURS HOURS HOURS .00 4. 12. .00 3.57 .00 1 Hydrograph Peak Flow Rate Peak Flow Total Volume Name (CFS) Date/Time x1000 (CF) NOFF 89.944 ILLW 11.523 Dec 01, 1900 03:05 Dec 01, 1900 03:35 162.426 99.96 1 A 1 1 f u 1 1 r 1 ricz, 46 1 t + Z• J + "I ? ?? U? . rt 61bf?G (A/&1TT10L 9 9 1?1 a.7 J ? f j c- + (! VV ?j/ r bqo - ----------- POND 3 BARREL 36" @ 0.6% FULL FLOW CAPACITY Worksheet for Circular Channel Project Description Worksheet Circular Chan Flow Element Circular Chan Method Manning's Fo Solve For Full Flow Cap Input Data Mannings Coo 0.012 Slope D6000 ft/ft Diameter 36 in Results Depth 3.00 ft Discharge 55.97 cfs Flow Area 7.1 ft' Wetted Peri 9.42 ft Top Width 0.00 ft Critical Dep 2.43 ft Percent Ful 100.0 % 4U?v?NE. CriticalSloF06151 ft/ft Velocity 7.92 ft/s ' Velocity He. 0.97 ft Specific Ern 3.97 ft Froude Nun 0.00 Maximum C 60.20 cfs Discharge F 55.97 cfs Slope Full 06000 ft/ft Flow Type N/A C Project Engineer: Valerie Smith c:\haestad\fmw\project2.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b) 06/02/07 09:55:47 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Project Description Worksheet Circular Chan Flow Element Circular Chan Method Manning's Fo Solve For Channel Dept Input Data Mannings Cot 0.012 Slope D6000 ft/ft Diameter 36 in Discharge 11.52 cfs R l esu ts Depth 0.92 ft Flow Area 1.8 ft2 Wetted Peri 3.53 ft Top Width 2.77 ft Critical Dep 1.08 ft Percent Ful 30.8 % Critical SloKD.003344 ft/ft Velocity 6.23 ft/s Velocity He. 0.60 ft Specific Ern 1.53 ft Froude Nun 1.34 Maximum C 60.20 cfs Discharge F 55.97 cfs Slope Full 0.000254 ft/ft Flow Type )ercritical r 1 POND 3 BARREL 36" @ 0.6% 10 YEAR STORM Worksheet for Circular Channel Project Engineer: Valerie Smith ' c:\haestad\fmw\project2.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b] 07/13/07 01:27:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 HEC 1 INPUT PAGE 1 5.......6.......7.......8.......'......10 LINE ID....... 1....... 2....... 3....... 4....... 1 I I ID PERIMETER WOODS BMP 3 2 ID POST DEVELOPMENT 50 YEAR 6 HOAR STORM 3 ID GEOSCIENCE GROUP, INC. 4 IT 1 0 0 1800 5 10 s 0 0 6 KK RUNOFF FROM AREA KM 1 YEAR 24 HOUR STORM 8 KM 0 0 0.36 0.69 1-19 1.43 1.59 1.86 2.2 2.58 9 KM 2 YEAR 6 HOUR STORM 10 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 11 KM 10 YEAR 6 HOUR STORM 12 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 13 KM 25 YEAR 6 HOUR STORM 14 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 15 KM 50 YEAR 6 HOUR STORM 16 PH 0 0 0.75 1.62 3.05 3.76 4.2 4.92 17 KM 100 YEAR 6 HOUR STORM 18 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34 19 KO 21 20 KM ON SITE DRAINAGE AREA 21 BA 0.023 22 LS 0 93.9 23 UD 0.05 24 KK SPILLWAY ROUTING 25 KO 21 26 KM NORMAL POOL C ELEV 728 27 KM 2.5" ORIFICE @ ELEV 728 4' WEIR 0 ELEV 731 .5 28 29 RS SV 1 ELEV 728 0 0.6 1.43 2.5 3.76 5.2 5.98 30 SE 724 726 728 730 732 734 735 31 0 0.17 0.25 0.31 0.33 4.6 35.1 107.52 32 SE 72B 729 730 731 731.5 732 733 734 33 KM TOP OF DAM = ELEV 734 34 ST 734 50 3 1.5 35 KO 21 36 ZZ FLOOD HYDROGRAPH PACKAGE (HEC-1) i JUN 1998 VERSION 4.1 RUN DATE 13JUL07 TIME 14:14:35 " PERIM ETER WOODS BMP 3 POST DEVELOPMENT 50 YEAR 6 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 TIM E DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 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 I COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 29.98 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT U.S. ARMY CORPS OF ENGINEER; " HYDROLOGIC ENGINEERING CENTER " 609 SECOND STREET " DAVIS CALIFORNIA 95616 1104 .+..,+......`,..»).... 6 ..,.............. . +++ ... +++ +++ ... ... + .++ +++ + ++ +.. +++ + .. ... ... ... ... .+» +++ +++ ... +++ +++ +++ +++ +++ ... +++ ++. ... ... ... KK * RUNOFF * ..+........... FROM AREA KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT ISAV1 21 1 SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED ISAV2 1600 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS E EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000 24 KK SPILLW * AY ROUTING 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 +, .,. x.. ... r.. xxx rrr .xr .rr ... ... rxr ... r.x ... ... ».r ... ... ..r ... rr. ... ..» rr. rrr ... rrr rr. ... xxr r+. rxx 24 KK * SPILLW * AY ROUTING rrxrr.xrrrr.rr KO OUTPUT CONTROL VARIABLES IPRNT IPLOT QSCAL IPNCH TOUT ISAV1 ISAV2 TIMINT t 1 1 1 1 1? 5 PRINT CONTROL, 0 PLOT CONTROL, 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 21 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 1800 LAST ORDINATE PUNC14ED OR SAVED .017 TIME INTERVAL IN HOURS RUNOFF' SUMMARY FLOW IN CUBIC FEET PER. SECOND TIME IN HOURS, AREA IN SQUARE MILF,'S PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN OPERATION STATION FLOW PEAK 6 HOUR 24 HOUR 72 HOUR AREA HYDROGRAPH AT RUNOFF 118. 3.07 10. 3. 2. .02 ROUTED TO SPILLW 35. 3.30 6. 2. 2. .02 MAXIMUM TIME OF STAGE MAX STAGE 732.98 3.30 PLAN I RATIO OF PMF 1.00 NORMAL END OF HEC-1 - SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION SPII,LW (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) INITIAL VALUE SPILLWAY CR F:S'P TOP OF DAM ELEVATION 728.00 %34.00 73•1.00 STORAGE 1. 5, OUTFLOW 0. 108. 108. MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE W.S.ELEV OVER DAM AC FT CPS HOURS HOURS HOURS 732.98 .00 4. 35. .00 3.30 .00 ] INPUT HEC LINE ID. . ......1....... 2....... 3.... ...4... ....5. ......6.. .....7. ...... 8..... ..9......10 1 ID PERIMETER WOODS BMP 3 2 ID POST DEVELOPMENT 100 YEAR 6 HOUR STORM 3 ID GEOSCIENCE GROUP, INC- 4 IT 1 0 0 1800 5 IO 5 0 0 6 KK RUNOFF FROM AREA 7 KM 1 YEAR 24 HOUR STORM 8 KM 0 0 0.36 0.69 1.19 1.43 1.59 1.86 2.2 2 .58 9 KM 2 YEAR 6 HOUR STORM 10 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28 11 KM 10 YEAR 6 HOUR STORM 12 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72 13 KM 25 YEAR 6 HOUR STORM 14 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38 15 KM 50 YEAR 6 HOUR STORM 16 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92 17 KM 100 YEAR 6 HOUR STORM 18 PH 0 0 0.83 1.78 3.34 4.12 4.56 5.34 19 KO 21 ' 20 KM ON SITE DRAINAGE AREA 21 BA 0.023 22 LS 0 93.9 23 LID 0.05 ' 24 KK SPILLWAY ROUTING 25 KO 21 - 26 KM NORMAL POOL @ ELEV 728 27 KM 2.5" ORIFICE @ ELEV 728 4' WEIR@ ELEV 731.5 28 RS 1 ELEV 728 29 SV 0 0.6 6 1.43 2.5 3.76 5.2 5.98 30 SE 724 726 728 730 732 734 735 31 SQ 0 0.17 0.25 0.31 0.33 4.6 35.18 107.52 32 SE 728 729 730 731 731.5 732 733 734 33 KM TOP OF DAM = ELEV 734 34 ST 734 50 3 1.5 ' 35 KO 21 36 ZZ 1 PAGE 7 1 FLOOD HYDROGRAPH PACKAGE (HEC-1) JUN 1998 VERSION 4.1 ' RUN*DATE„ »,+».J»O,x+.]E,+++O»49 * U.S. ARMY CORPS OF ENGINF.BRS HYDROLOGIC ENGINEERING CENTF:k 609 SECOND STREET * DAVIS, CALIFORNIA 95616 * (916) 756 1104 PERIMETER WOODS BMP 3 POST DEVELOPMENT 100 YEAR 6 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 NQ 1800 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE ' NDTIME 0559 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TOTAL T IME BASE 29.98 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DE PTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND ' STORAGE VOLUME ACRE -FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT +„ , ,, »»» ... »„ ,»» ,x+ xx, xx» » x» »»» ,,x xxx »x» »»x ,„ »»» xx, »»» »»» xx, ,+, ,xx »»» ,», ... »»» »,» »x» ,»» »„ KK ***»xRUNOFF **' FROM AREA 9 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 E EXC EEDS TABLE IN LOGLOG .01667 .01667 6.00000 »»» » »» »»» »„ x,» »»» »»» »»» x+x » »» »»» ,xx x»» »»» x+x x»» xxx »»» »»» ++x xx» »»» xxx +xx xxx »»» »»» »»» »xx xxx »»» »»» 4 KK * SPILLW * AY ROUTING KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL IPNCH 0. 0 HYDROGRAPH PLOT SCALE 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 +++ +++ +++ +++ »++ +++ +++ +++ +++ »»» +++ +xx xx» +++ +»+ ++» *++ +»* xxx +xx »*» *++ xxx ++* »++ **+ +:* +xx +++ *++ xxx +»+ 4 KK * SPILLW AY ROUTING x++++*+»+xxxxx KO OUTPUT CONTROL VARIABLES I PRNT 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 TIMINT 1800 .017 LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS J f??III LJ 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER S'F.COND TIME IN HOURS, AREA IN SQUARE M11,ES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN OPERATION STATION FLOW PEAK 6 HOUR 24 HOUR 72 HOUR AREA HYDROGRAPH AT RUNOFF 131. 3.07 11. 3. 2. .02 ROUTED TO SPILLW 49. 3.25 7. 2. 2. .02 MAXIMUM 'PI ML•' OF STAGE MAX STAGE 733.18 3.2°, PLAN I ............... RATIO OF ' PMF 1.00 1 NORMAL END OF HEC-1 - 1 i 1 r 1 1 i 1 1 1 1 SUMMARY OF DAM OVEPTOI'll ING/HRF:AC:H ANALYSIS FOR STATION "'PlIAM (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) INITIAL VALUE SPILLWAY CREST TOP OF' DAM ELEVATION 728.00 734.00 734.00 STORAGE 1. . OUTFLOW 0. 108. lob. MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF' TIME OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS 733.18 .00 5. 49. .00 3.25 .00 3 c -? -{ Outlet W - Do + La 90 T _ pipe ' diameter (Do) la -mot 80 .i .a ,.. ++ a + ilwater < 0.00 Al:?, 70 jox\ -IT r ON 60.,. J?\?. 50 R? -rtit+? it? - -- -?- rib :ate ,\'\.y • r? 4 s,+ L l ?i? Uri 1'tt i s ?° D 4 f 30: wl , 1 ' A I . , t 1 . . • . 1 Jill IV: ?• P 20 ' I..... ' lam a s 1• L ; rte 3 10 I'* rr r o y I 11 .1 ,.1•. t i i t 'it fill if T- ,1 1 1 ,.. ? 1 a c If H! + cz tl , , • i ..Lta 9 , O .. ??-t- 1, ?.; ???.a ` 3 1 ?' :;; _ ,? ,... +- I ; - al; jirn,•• • -r--i??? ? . .. ...... . 3 5 10 20 So 100 200 500 1000 Discharge (Olsec) Curves may not be extrapolated. f 'a Design Of Riprap Apron Under. Minimum Tailwater Conditions Figure 8--1 • 8-5 Stormy Rater Services 1 30 Outlet W - Do + La pipe i ' diameter (DO) La -?+ T iArater < 0.5Dp ¦ tn R 1 r 0. It-t- 40 30 A T MI 1.014 It 20 ;. ilt l 10 ,... . Ott. ?t I ?6'1- 4 4 1 1. 410111 '.R44- I 1 ' 1 , ,. lot . W.11- 1 - , :? •: , , 77 ¦ .,. -- . I It. - q H" l d0 j. , :. :: . - 1 t O tt .. ... 3 5 10 ¦ Curves may not be extrapolated. ' .. I l-?" Ott f t ¦ r 50 Discharge i /u`1 f•f.. 1 ? 4 3 2 N E 0 1 ? 1111 0 1000 Design Of Riprap Apron Under. Minimum Tailwater Conditions ¦ Figure 8--1 8-5 Storm lVater Services PHASE II COMMERCIAL - TEMPORARY DITCHES PHASE 11- TEMPORARY DITCHES Ditch # Left Side Slope Right Side Slope Channel Slope (%) Q10 (cfs) Flow Depth ft. Min. Depth ft. Bottom Width ft. Velocity (fps) Note TSD1 2:1 2:1 3.16 8.5 0.6 1.1 3.5 2.99 1 TS132 6:1 6:1 1.50 19.93 1.34 1.75 6 117 Notes: 1. Line channel with NAG S150 or approved equal. 2. Line channel with DS75 or approved equal. 1 1 1 I? u 1 1 Ti bt .Z kv-, . ?= s E ?' :gyp - 7j, ? Swp? ?, ?? alb 1. tJ ' r -- - - -- - - =- 1_S04 HYDRAULIC RESULTS Discharge cfs Peak Flow Period s Velocity (fps Area (sq (t) Hydraulic Radw fl Normal De h II 0.5 6.0 2.99 2.85 0.46 0.60 LINER RESULTS S150 S - 0.0316 Bottom 1 Width - 3.50 It 2.0 1 Not to Scale Reach Matting Type tabilityAnalysis Vegetation Characteristics Pemissiole Caioulated Safety Factor Remarks Staple Pattern Phase Class Type Density Shear Stress (pso Shear Stress fps() Straight S150 Unvegetated 1.75 1.19 1.47 STABLE Staple D Bark to Input Sheen HYDRAULIC RESULTS Discharge fcfs Peak Flow Period s Velocity (fps Area (sq.ft) Hydraulic Ra&a ft Normal Depth It 19.9 6.0 2.17 9.19 0.57 0.83 LINER RESULTS Not to Scale Reach Matting Type tabdtyAnalysis Vegetation Characteristics PermssNe Calculated Safety Factor Remarks Staple Pattern Phase Class Type Densily Shear Stress IvSfl Shear Stress Ivs% Straight Unreinforced Vegetation D Bunch 50.75% 3.33 0.78 4.26 STABLE Soil Sandy Loam 0.035 0.034 1.02 STABLE Back tolnput Screen Ln Width 600It 6.0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 HYDRAULIC RESULTS Discharge ds Peak Fbw Period s Velocity (fps Area (sq It) HydratA Radius ft Normal Depth ft 79.9 6.0 1.06 18.76 0.84 1.34 LINER RESULTS IEA SIGN FREQUENCY: Urxeinforced Vegetation (n-0.153) S-101.0150 Bottom 1 6.0 Width -6.0011 6.0 1 Not to Scale Reach Matting Type tabilityAnalysis Vegetation Characteristics Permissible Calculated Safety Factor Remarks Staple Pattern Phase Class Type Density Shear Stress (psf) Shear Stress (PSI) Straight Unreinforced Vegetation B Bunch 50-75% 5.73 1.25 4.58 STABLE SON Sandy Loam 0.035 0.008 4.49 STABLE Hark to Input Screen ERS TU US CITES N LE~ENC~ JOINS PANcL 0086 This map. is for use in administering the National Flood Insurance Program. It 593066 593066 , does not necessarily identify all areas subject to flooding, particularly from local , ~ rn 694 '(r r y-, ~ a ea ~ SPECIAL FLOOD HAZARD AREAS SUBJECT TO INUNDA BY THE 1 % ANNUAL CHANCE 'FLOOD EVENT TION _ ~ si e.The communit ma re ositor should be ~ ~ V` ZONE X ZONE X ~i/, o cammunltyEoemacnmant 2r: drainage sources of small z y p p Y o ; ~ rn r tFUruRq ~ ZONE AE FLOOD HAZARD DATA TABLE Annaalchan°an°g-marl F'°°dw°y Lana 'formation. ~ >L ~ EL 70 ~ : ~ , consulted for possible updated or additional flood. hazard m ~ : y ; ~ I n watarsadaaaFiaaaU°n(reatNAVOee1 c:, o % ~ ~ The 1 % annual chance Flood (100-year flood), also known as the base flood, is the flood 00 \ / ~ J : ~ / ;ZONE ~'x FloodDiscbargelcfs) Q9 ~ : 1 ~ =°Rs~ Dist nee In Feet From Center of Stream to Cp,i ' ~ y•! Encroachmen[Boundary (Looking Downstream) r- that has a 1 chance of being equaled o[ exceeded in any given year. The Special To obtain more detailed information in areas where Base Flood Elevations ~ N ~ , mss' (FUruRE{.: crass snaem ~ : ' \ ~ - ~ - ~ i Existing Land. Future land Existing Lend Usa Future land Usa - J; - / (BFEs) and /or floodlirays have been determihed, users are. encouraged to consult. ` . , , - = / seas°" sad°" ` Use Conditions Use Conditions Conditions Conditions FLOODING EFFECTS ~ o ~~..:.a ~ Loft/ Rignt Lae/Right ~ Flood Hazard-Area is the area. subject to flooding by the 1°~ annual chance flood. Areas of Special Flood Hazard include Zones A, AE, AH, A0, AR; A99, V; and VE. The Base h FI' tl Hazard Data Table shown on this ma dr the Flood Profiles aril Floodway. FROM GAR CREEK \ / / / ` t e 00 P _ o' LONG CREEK ,r0~' ' ' , Flood Elevation is the water surface elevation of the 1°~ annual chance flood. in wi bin the Flood Insurance Stud (EIS). re ort that accom Data tablesconta ed t Y P _ A~;~ ZONE AE ' ~ / ~L y ; DK G2184 2985 3822 686.4 687.1 69 / 100 150 / 102 ' w r ha BFEs shown do the FIRM re resent 6 ZONE'AE a set t z: .ponies this FIRM: Users should be p o, 'ended for flood insurance ratih ° w ~ I DL szsa6 zss5 3822 691.9 ss3.1 2z / 16 z5 / 2z rounded whole-foot elevations., These BFEs are int g ~ i ; ZONE X ZONE AE Base flood elevations determined. . r i ~ ~ ~i¢, r ,reek DM G3200 2985 3822 696.8 698.1 87 / 70 67 / 85 purposes only and should not be used as the sole source of flood elevation info m ~ r DN 63718 2986 .3822 699;4 700.5 110 / 125 153 / 178 I/ FLOODWAY AREAS. anon. Accordin flood elevation data presented.: in the FIS should be utilized ~ ; ' 9Y in con'unetion with the FIRM for ur oses of cohstruction and/or floodplain manage- ZONE X Do sons 2985. 3822 700.5 7Di.a v/3oo 5D/360 ~ I P P (FUTURE( - ` - - B D° 52' A 4 " DP 64621 2985 3622 701.4 702.2 7 55 / 60 166 / 85 rn ment, a DO 65080 2985 3822 701.9 702.8 125 / 230 165 / 270 ` ~ 35°21' 43" ~ 485 - ~ ` I COMMUNITY ENCROACHMENT AREAS . - -°1 e . . Boundaries of the floodways ahd community encroachment lines were computed DR 65588 2985 3822 702.6 703.5 10D/250 .173/320 atCrOSS SEICtIOnS and Interpolated between CrOSS S2CtI0nS,The fl00dWay5 WerB DS 65963 2985 3822 703.3 704,1 190/390 277/457 ~ r HOLLY.flIQDE BLVD Ui ..E BLVD RIDGE 80 50 00 , based on Hydraulic considerations with regard to requiraments'of the National 'I ZONE X DT 06386. 2985 3622 7o3s 7oa.a zs5/z1o 3sl /z75 :p p ~ z~ ~ ~~~rj;, OT REAS Flood Insurance Pro ram. Floodway widths and other pertineht floodway''data are Du rs751 .zss5 3622 7oa.1 7Da.9 1 ss / 70 375 / 1 zo ° i 9 rovided in the: Flood Insurance Stud: re ort for this.°urisdiction. Dv x7232 2ss5 3622 705.5 7os.z 3z5n5D 35D/zzo ~ ~ ~ o 35"Z i'' 43 ~'~~f ~~~f , HER FLOOD A m eo f ZONE X Areas of future conditions 19'0 annual chance flood; areas,of 1% annual chance P Y A 1 DW li7716 2985 3822 706.3 706.9 125 / 375 21 D / 425 'v~ . 9 9 ~ :Q, flood with. average depths of less than.l foot or with drainage. areas less ' ~ than 1 square mile; areas protected by levees from the 1~ annual FUTURE 60NDITIONS 9~ ANNUAL CHANCE. FLOOD. {SHADED ZONE X). To assist Dx ee257 zss5 3ez2 7ozs 7D6.4 1s5/2s z3o/zs ~0~ . ' E ~ \ chance Flood;. areas of 0.29'e annual chance. flood (500 year flood) contained A,{ / S~ ~ in floodplain management; the local communities requested addition of the area of ~ , DY se7ss 2985 3622 n o.0 71 os 150 / 1 ao zoo / 1 so ° ° McCkleIIbUTg LOtitliy DZ G9107 2985 3822 710.7 711.3 135 / 112 195 / 145 Z ~ m in culvert/bridge.' z ~ the future conditions 1 /o anhual chance flood. The 0.2 /o annual chance flood is c~ U II1riCOTpOP31.eC1 ATeaS EA 69651 1131 1562 711.9 712.6 140 / 50 195 / 81 included on the flood profiles with the 10%, 2°/v,1% (existing. land use conditions), 1 , ~ OTHER AREAS ahd 1% (future lahd use conditions) annual chance floods: • EB 7o15a 1131 15sz 71 z.6 n 3.e 1 s / 1 z5 1 a / 105 off', a 370158 ~ , ` ZONE X Areas determined to be outside 0.2°h annual chance floodplain; areas E C !0624 1131 1562 715.9 716.6 20 / 195 133 ! 222 ~ ;^~i<~ i Certain arE?aS nOt in Special FIOOd Hezard Areas may be prOteCted by f100d , ED `li 211 1131 1562 717.7 718.9 45 / 75 65 / 90 ~P~' LIMIT OF ~ outside future conditions 1°~ annual chance floodplain. i,'i_ DETAILED STUDY control sfructures.` Refer t0 SE!OtIOn 2,4 "Flood Protectioh Measures" of EE 71605 1131 1562 718.4 719.4 125/.27 .160/55 ~ f ~ j' s tile. FIOOd insurance Study report for- InfOrmatl0n On fI00d ContfDl StrIICtUfeS 1 't EF 72082 1131 1562 718.9 7} 9.9 238 / 66 260 / 9D \ ; In 11115 IUYISdICtIOn. , ` ' EG 72449 1131 1562 719.1 720.1 257/34 280/56 ' ' ~/qtp~ ~ , ; e'c~ ZONE X Floodplain Boundary N ~ >V ' I , E H 12685 1131 1562 719.9 720.7 26 / 24 32 / 27 " ~:9/~ > : Z~ r~ ~ ~ - Floodway Boundary 9r ~ «x N The projection used in the preparation of this map was State-Plane zone eF , , ~ ; EI 73469 1131 1562 724.6 725.3 60 / 60 93 / 83 ` ~ ~ ~GF ZONE AE s= Community Encroachment line f=, 4901, fipszone 3200; The horizontal datum was NAD83, GRSBO spheroid. ~ , 9.. , ' ~ EJ 74844 1078 1230 730.6 731.4 18 / 14 50 / 20 ~ Differences in datum, spheroid, projection or State Plahe zones used in the ° ~ ; J? °9 ^ " ZONE X (FUTURE) ~M513 Base Flood Elevation line and value; elevation. in. feet* , . EK .76365 1078 1230 733.0 733.4 40 / 50 75 / 86 : ~ 6', ` . : , : Z. , i. P~ production. of FIRMs for adjacent funsdictions may result m slight positional ,,Q ; ~ , ; , WEDGEW000 DR _ EL 75939 1078 1230 736.0 736.3 10 / 25 13 / 3D ; . P~' zoNE x Sao: ' ~ (FUtuREJ ' ~ Base Flood Elevation value where uniform within zone ~k~o: M a (EL 987) elevation in feet" ~ differences m ma features across unsdiction bouhdanes, These differences - - - ` e; , , , , p I ~ ' ~ EM 76437 758 923 738.3 738,8 17 / 25 21 / 35 ; 4, ? ~ hk ' ccuracy of this ,FIRM. do not affect the a , EN 76979 758 923 740.8 742.0 r ~ 13, 12 20/14 0 C ~ *ReEerenced to the North American., Vertical Datunl of 1988 Faelabove mouth. y Ve cal. ; ~ `•'pqc .Flood elevations on this map are referenced to the North Amencan rti a , Fy - , . ; w \ N/3 `I - a-~A Cross Section line Datum of 1988. These flood-elevations must be com`ared to structure-and , , rc ~ 4 ~ Gg ' Q 0~ _ ground elevations referenced to the same vertical datum For mformatlon ' ~ l , ~ ~ regarding conversioh between the National Geodetic Vertical :Datum of 1929 ZONE X ~ - ~ ~ ~ ; ` rol'F c? Dzxan Branch ~ I ~ Geographic coordinates referenced'to the North American • ~ and the North American Vertical. Datum of 198$ visit the National Geodetic ` , w 1 ~ ~ 91°07' 30", 32°22' 30" ~2~ > Datum of 1983 (HAD 83) ~ f ~ ' ~ Dixon Branch Tirbutary Survey websrte at www,ngs:noaa,gov or contact the. National Geodetic Survey rM/N/ • at th6: followin address ~ ,srF \ ~ cq~o q 9 ~ , : - OR NIFj7 . ; . . ~ : CN: ~ ' ~ ~ Mca X Bencf~ mark (see explanation in, Notes to Users section of c f. 1 this FIRM panel). - ^ zoNE AE G ¢ : Vertical Network Branch, N/CG13 v F ZONEX 1~~~ ~ ~ (FUtuREJ / ~ ~ ~ tii~ I ~ 840000 Indicates North Carolina State Plane Coordinate System, , National Geodetic Survey;, NOAA ` ~ ? fsT ,~j~~~~~' v ~ ~ ` ~ ~ ~ North American Datum (HAD) 83, feet, Zone 4901; Silver S rib Metro Center 3 ~ \ ' ` ~ \ . • ,~o ` . 9, \ , 1315 East.-West Highway ~ , ~ ~ I ~ ~ 0 m Fipsaone 3200. ; a , Silver S riri , Ma land 20910 , : ~ ~ ~ o cR , : „ P 9 ry ~ A~ ti ~ o ~N c o s. ~ (301) 713-3191. RD \ ~ ' PEMBROKE ~ ~ , ~ ZONE X ZONE X~ ; . : ~ ~ • GP ~ ~ . / ~ ~ ~ JFUruRq JFUroRE1 (r4~) ~ To obtain current elevation, descnptiori; aril/or location Information for bench marks p ' ~ , shown on tMs rnap, please refer to the Mecklenburg: Storm Water Services ~ P Homepage at wwwco.mecklenburg,nc.us~coend~storm/, or call (704)-336-RAIN: ' fl` ~ ~sgc~P \ - ~ ; ' ~ ZONE AE : ti , y : ~ ci , _ : : ~ , • : BASE MAP 5011RCE`: Planimetric base map. Information: was obtained from the - \ \ , , ; , ~ Mecklenbur Coun En ineenn and: Bulldm Standards De artmeht. These y.. ~ ~ ~ I ~ i 1~ ,L / . , ~ ~ ~ ~o , r 'files were.;photogrammetrically compiled at a scale of 1:4,800 feet from _ ~ ` ~ a . , _ ~ `~i - y EXISTING AND FUTURE LAND-USE, CONDITIONS 1°!o ANNUAL ~L- MECKLENBURG COUNTY. LOCATOR DIAGRAM ~ I ERTB IDGE / ~ , / CHANCE FLOOD DISCHARGE CONTA NED IN CULV R aerial photography within North Carolina accuracy standards. Aerial photography ' ~ ~ a c ~ ~ was. flown Janus .1992 for areas within the County and flown February 1995 BABBITT wY ~ ZONE X . j ZONE X f FEMA 1 2 3 4 5 6 7 8 9 10 ll 12 13 14 \ ..for areas within the Cjty of Charlotte. Planimetrics were produced. by Aero- - g, : ; ~~"r2 ' (FUruaEj i j \ J _ . ; F ~ J JFUTUREJ y ~ ~ ~ l A ~ / ~ ~ ~ ' D namics of Charlotte; Ncrth Carolina. ` ` ` v ~ . 16 ~ ~ r 0 1... 1 Corporate. limits shown on this map are based on the best data available. ~ ` ~ ; ~ ' ~ se. ' ` \aiA.,- ~ ~ ` ~o ~ LONE AE L, 20 :p 3 t , at ne time of ublication. Because changes due to-annexations or de-annexations ~ _ ' ~aRRISrER:: , ' ~P~$, • ' ~ ~ `~q~.~` ~ / ~ P o c~, wr:. .~~s 1 'r~ ~ i 40 t 6 ^ i ° li H m er ho Id contact F~ ~ v,~ F ' ~d , , may- have occurred after this map was. pub s ed, ap us s s u F ' ~ ` F ZONE X' 60 r 9 \ \ ~ JFUTUREJ gQ 1 1.. ~ 12 a ro riate community officials to verify current corporate limit locations, ,,,;AG y'~ ~ ~~'°Z, ~ ` ' . ~ pP. P , An .accom an in Flood Insurance Stud re ort, Letters of Ma Revision or ~ Drxon Branch , Y P P ~ ~ , , . , . ' r P Y 9 ~ , ;.m Dixon Branch , ` - Letter of Map Amendment revising portions of this panel, and digital erslo s , o, ~ , , , y~ : , ` ~ i ~ / , Mecklenburg County ~ 1oQ >5 1 of this FIRM may be available. Contact the FEMA Map Service Center at ~9~~;, ` ~ ,';'~~p~, oa °9 ~ ~ o , , v Unincorporated Areas 56 ° ' lzo lg the followin hone numbers and Interhet address for information do all related. ' , - ? ` v s~`?~.` vL, ZONE X\ ' ! /'~~r " ' , ~ P~ ty1~: :,y~ \ - ..(FUTURE) 1 P :G . L. 1 roducts available from FEMA; ~ °fi\ a~,otJO° ,A. ~/5 °'tiro 370158 ~o: 160. I 5 w . t 24 Phone: 1-800-358.-9616 ,~~F j, o°~-: P'~o~' ~`l~ i ZONE AE : AE ~°os 0 18 ~ f ~ ~ ::27 FAX: 1 800-358-9620. ~ . y9 ` . ~r ~ ° ` \ ~ _ ~ ~ c ~ C www.fema.gov/mso ° ~ \ 0 0~ F~. tip, 0 '71 ~ r ` \ Z NE X 4 I 22 33 d7i' `.`~~9 . n (FUTURE)S``, i; 1f you have questions about this map or questions concerning the National Flood- w , ,y~; . 'off. ; m , ` ' ' ~ ZONE X Insurance Pro ram in eneral; `lease call 1-877-FEMA MAP (1-877-336-2627) Q , ~,a E~ Z; ' PESS 485 `~.>j / (FUTUREt 9 9 p , 0_ t7-, ; , ! ~a r ~ G'tP '?~.I DIKON-1 , d / ~ , or visit the "rcivhv website aC Hiv~w.fema. ov ° ~,a ~b ~~~r ' / li • ' 260: . - a I , z o / _ , Fri. : . , ~ r 28 ~ '.'I t 4Z _ To` determine if flood insurance is available. In this community,, contact your \ \ . , m Q s insurance agent or call the National Flood ?hsurance Program at 1-800-638-6620. ~ " ~ ` +.~;~~r O 30Q , . ff^r'~ ~ z , ~ EXISTING AND FUTURE LAN[ - ~ ZONE X ,r . RGE ' , .ND FUTURE LAND-USE COND,171ONS 1% ANNUAL 4S OOD DISCHARGE CONTAINED ,IN '-GULVERTBRIDGE. ` ~ ` ~ ` 32 48 ~,,',p , \ \ ~ CHANCE FLOOD DISCNA {FUTURE). - `EXISTING AN~''FUTURE LAND-USE ~ V ,ZONE,, AE \ F e \ 2 ZONE X ~qN~E eQ 1qA A B U F H j L N P R T V X Z~ CONDI710N5 1°/a ANNUAL CHANCE ZONE AE 'ZONE X IN ~ ~ P~' FLOOD DISCHARGE C®NTAINED p ~ K: ` ZbNE X 0 : o • ; B (FUTURE! N ~ °C/y 8RIM8' ' ~ tA~~ 0 ' A - CULVERTBRID~E ~ ~ ' ~ ERRY Ct ~ !t~~ ~ ~ ' ' o ~ Q... - ;m ;'ZONE X- . * MECKLENBURG COUNTY , ; , ~7, c0 j \ ` \ s2i~` 2r (FUTURE) ( ' ~ i r`-' A ~ ~ Long Creek ~ v ; ' • q , ; ° t' 9 -ZONE X MAP REPOSITORY - " , ~ T , : -ZONE AE... ; s 4, , <Q ~ ; yg + ReFer to Repository Listing on Map Intlex r, ' / ° ~ e~ - : ' ~ , s o T l'/l-~Y1 / 1r ~ ~ r / v. ,.Q~ ~ ~ ~ ,x~ DJ 6 F' y . 2Q ~>\3 Q~~ EFFECTIVE DATE OF COUNTYWIDE ' / , + \ , , r T~ 's:- ZONE X , ` ~ 4 -,1 ~ i N / ~ ~ 8`[-~ ~ ~ i_ ~ - ~ / / / ( - , ~ ~ ~ ~ ; (FUTURE( v ' ~'i~ _ / t, o . ~_e : II .w0~ ~ ~ ~Qy,%,- FLOOD INSURANCE RATE. MAP ` ~W ZONE AE pFRijy~' 77 ' ' % ~ ~ oo~~ February. 4; 2004 - ~ ~ ~ . ~ ~ X / ~ . , ZONE. AE , , ~/1 ~ ^h , j~ ~ EA p ~ ~o ~y r EFFECTIVE OATE(S) OF REVISION(S) TO THIS PANEL Y ~ ~ ~ 0 i y. ~ ~ ZONE ' - - ~ , , \ ~ , i y iLM`IONG-08 ~~P. ~ , ~ ~ ' W ZONE X•`. ~ sp~~ ZONE X ~ (FUTURE( ~ . t/ A \ ~ s / tb ` (FbTURE) or community map revision history priar to countywide mapping, refer to the Community ZONE AE / ~ r / F . i . , , ~ / ZONE AE Map History table located in the Flood Insurance Study report for this jurisdiction. ~ , ' ~ ~ ` g 8,~ , . SEA.. ~ . , , , / cwt- ~:1I: ~PrARrzi~p~ ~ ZONE X ` ,~``a~:. , ARR1s opKS BLVD - R ~ ~ ` ~ 1213 485 '.~i'~ 4. \ I ~0 ~ F . ~1~; • 40N0-(19 ~ (FUtuRFI .p~ ' N ; . \ ; , r , ski ,r r~ ~~,:j7 \ ~ , ti ,;,t1~ ~ o~ ~ ~ ~F:.., / ONE X: ~ p _ .9 ~ '.off,: . ~ : ' 5~. . ' z ~ ~ Fvi1,RE / o~~`~G / f~ ^ w , \ops MAP SCALE 1 ~r 500 r. ~ o ~~I- ~ - ~ ~ . ' 250 0 5Q0 1000 ~ ~ ~ FEET - . / ~ t~ x~~ ~ / ~ ~ ~ ~ : , ~ v : ~ t `ZONE X ~ ~ 1ti~ ~ `/v; ZONE X FLOODING EFFECTS FROM ` ` ~ o~ ,1 /Xi\~} ~ 4'/!/ a EXISTING AND FUTURE LAND-USE CON~D~TIONS 1%, ANNUAL I LONG CREEK v ~ 'NUAL IFUruREJ / / - ZONE, X t ° ~ CUCVERT/BRIDGE m ' ~ ~ ~ j / 1N~ Ty°T - AE - a , , - - ~ ~ ~ CHANCE FLOOD DISCHARGE CONTAINED ' , BONE , o-°~ zo ® Charla~a Mecktepbarp , , ~ , , i 7 r ~ Q ~ ~ ~ ~ RIDGE ~ y ~ ~ ,,IFUrq~e1 W i ~ ~ ~ ' . ~ ~ D f ~ ~ m PANEL 0106E ~ o v r ~ ~ ~i~k r ZONE X y ~ A ~ ~i Z A i / ~ ~ ~ (FUTURE) ~ . . - ~ Long Creek ti~ w 1 ~ ~ NE ~ ~ , ~ o r n c r ~ qK LONE X ..x 7 1' r~ 'r~SX~~~~ b5h'2¢m A, i ~h,Y UBryi~S ~ti~. . , 0 0 ~ z..F' OW MgND r jFUTURE) . 0 i N s , (FUTURE} ! ONG. 10 - ~ RCM ; \ ~b (:ROYCE HALE'~LN if ZONE X , (FUTUREI ° 40 h yp4 Hr u h a urn ue ~ ~ o , This digitaLFlood Insurance Rate Map (FIRM was produced t o g q , _ W ZONE AE cooperative partnership between Mecklenburg. County, the Federal Emergency - ' ` o~ Or Managemeht Agency (FEMAj, and the U,S. Army Corps of Engineers: Mecklenburg u : ,~s~oE , 0~ , , • ~ ^ FLOOD I~SURpNCE RATE MAP ZONE AE ZONE X \ JFUTUREJ z0 nE ~X Coun Storm Water Services .has: deVelo ed a. Ion term a roach'of flood lain o¢ ; o 1 tY p g pp P ~ P. ZONE AE management to decrease the costs associated with flooding: This is demonstrated e~~0 JPe FLOOD HAZARD DATA TABLE t56AnnuelChence(too-year! Floodway by ,Mecklenburg County s commitment- to map floodplain areas at the local , . oo, ' ~ b Floodway communiNEnc(oacnmant EXISTING -AND FUTURE LAND-USE CONDITIONS 1% ANNUAL 1'` ® MF.CiKLENBURG COUNTY, Lin° - ai CHANCE. FLOOD DISCHARGE CONTAINED IN CULVERTBRIDGE' 3 leve(..As a part of this effort, Mecklenburg' CountyStorm Water Services has joined e° _ ~ ~ ZONE X Watersurface Elevaeon (feetNAVDB81 ~ ~ ~ ~ (FUTURE( Flood Discharge ictai Distance in P , ' V.: i D~ama~ainFaatr~om~a°ta,ofStreamt° ~ ° ~ NORTH CAROLINA in a Cooperating Techrncal Community: agreement with FEMA _to produce and , ~ o - a°ae stream Exisdng Land Futre La nd Existing Land Use Future Land USe EncroachmentE `Z`: Secnon SUtlon' g \ ~ ~ " - Use Conditions Use Conditions Conditions Conditions Left/Right m2intain this di ital. FIRM. - - )se Encroachment Boundary iLooking Downstream) i 2~,. q~ left/ Right Lek/ flight ,F_1, ~ m ' AND INCORPORATEDAREAS c:\ GAR CREEK This.digital:FIRM.; reflects several innovative features. These include: s 13ss7 nos z7a1 x93.3 ssa.1 256/15 258/15 288/36 7aNE X 1 9 iFUTUREJ • U 15079 2109 2741 696.3 697.1 121 / 22 Floodplains resulting from runoff based on future land use conditions are `~,o 15aza 10 121/22 168/22- 60/99 84/135 EK~ ,32 .PANEL 0106 shown on this DFIRM in addition to floodplains thatteflect existing - ``,'•9 v z s z7a1 s97.o ss7.B sD/ss 'i. W 16246 2468 3262 700.1 700.7 89 / 25 89 / 25 132 / 27 ~ ~ land use conditions. The existing conditions 1% annuatchance floodplain ~ , X 16705 2468 3262 702.6 703.3 67 / 47 ez/a7 n5/s~ / ,'ZONE X \ ~ ZONE AE t, JFUTUREJ (SEE MAP INDEX FOR FIRM PANEL LAYOUT) (blue shaded Zone AE) is based ort 1999 land use and is the area to be DIXON BRANCH s used to rate' flood insurance. ?he future conditions. 1% annual chance , ';o tao/so zso/tzo ~ ~,A ~ ~ 734 CONTAINS; ' flood lain (ra shaded Zone X) is based on ultimate build out as indicated. ' 9 A s11 1 saa 2a63 n 1 s 71 z.z 1 ao / so P g Y i ~0 1 B 988 1844 2483 712.5 713.2 160 / 65 o 1 so i s5 275165 ~ ~ COMMUNITY NUMBER PANEL SUFFIX by the Charlotte-Mecklenburg Planning Commision Distract Plans adopted , ~ C 1701 1844 2483 714.3 715.1 130 / 18 130/18 254/18 y ~ - ~ ~ MECKLENBURG COUNTY 370158 0106. E ih i d localf to ' on or before- 2000. The future conditions floodpla s use y D 2214 1844 zas3 n 5.4 71 s.z 1 zo / z5 regulate. new development. , , _ , . ~ ` ' E z7oz 1844 2483 n s.e 71 s 1 z 120 / 25 286 / 38 `3 ~ 9 CHARLOTTE, CITY OF' 370159 0106 E 7. 0/25 //~f 1zoi25 166/28 ZONE X ~~36 E~ 100 / 20 120125 • The DFIRM reflects a floodwaY (crosshatched pattern and a community F 3225 1ea4 2483 na.1 71ss loo/zo G 3729 1844 2483 720.5 721.5 00/ 20 encroachment area (dotted pattern) for streams studied by detailed methods 100/20 130/20 Minimum Federal standards limit the allowable floodwaY rise to 1.0 foot; N 4228 1844 2483 722.1 723.0 100/40 1844 2483 723.1 724.0 85/100 100 / 40 195 / 54 85/100 85/150 ° ZONE AEA ZONE however, Mecklenburg County has chosen 0.5 foot as the maximum 4720 120/110 200/130 AE Increase. The area wltilitl the community encroachment line is the land J 5223 1844 2483 724.3 725.3 120/110 K 5733 1844 2483 725.3 726.2 106/110 that must be reserved to limit the rise to 0.1 foot. Permitted uses in a 106/110 106/152 \ QLD floodwaV or community encroachment area are described in local floodPlain ZONE X L 6236 947 1534 727.7 728.6 15/12 M 6735 947 1534 729.0 730.2 50 / 50 15/12 60/30 ZONE X X30 ZONE' * Mecklenburg County. Panel: J15 Pp N 7240 947 534 731.4 732.5 14 / 12 50/50 66/118 x (FUTURE1 ON ® (County Panels: J15, J16, J17, K15, K16; K17) 14/12 14/12 • Flood Hazard Data Tables are shown on this DFIRM to provide additional DIXON BRANCH TRIBUTARY i AE Notice to User: The Map Number shown below should be used information _forthe 1% annual chance floods reflecting existing and ultimate Inc 1 zA 603 1110 607 725s 726.5 5/1a z> when placing map orders: the Community Number shown 25/18 25/80 ZONE X (FUTURE) above should be used on insurance. applications forthe subject land use conditions for streams studied by detailed methods. B 1101 1110 607 726.4 727.6 25 / 15 5 - C 1589 1110 1607 727.5 728.8 25 /1 25/15 25 / 15 13g community 25/15 30/45 RD DIGITAL DATA AVAILABILITY; -80'52'44" D 2037 1110 1607 728.5 729.8 38/35 38/35 40/80 G~ RM LDNt,°11 MAP NUMBER ® Y MtN ' ~'Feet above mouth, Please 'refer to the Mecklenburg County Storm Water Services Homepage for SNP 4o-° °ws z°iVE w 37119C0106E G, the following important information. 3s° I9: 59 ° ILD 80°50'_6,0 ° AE m ~x R oT o GP City of Charlotte a 1. Benchmark locations and elevations. r p cyG 19' EFFECTIVE DATE: 2. Flood Insurance Rate Maps (FIRM). °m 3. Digital Flood Rate Insurance Maps (DFIRM): 370159 4. SWIM Stream Buffer Requirements. -LULU 0 a ~r FEBRUARY 4 2004 0 5, Local Floodplain Ordinances including additional freeboard requirements. 581066 JOINS PANEL 0126 www.c.o.mecklenburg,.nc.us/coen-w'btorrrt/ 581066 Federal Emergency Management Agency