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HomeMy WebLinkAboutDrainage Report The Gateway Ph. 2 Extended Stay America Hotel Site rescanDrainage Report For The Gateway Phase Two Extended Stay America Hotel Site 2.54 Acre Tract Stanley D. Rosenberg Richard Carter Survey, A-8 Brazos County, Texas Longaro & Clarke Project No. 113-13-37 February, 2001 Prepared For: Extended Stay America 450 East Las Olas, Suite 100 Fort Lauderdale, Florida 33301 (954) 713-3600 Prepared By: LONGARO & CLARKE, INC. Consulting Engineers 1101 Capital of Texas Highway South, Suite C-100 Austin, Texas 78746 (512) 306-0228 1.0 2.0 3.0 4.0 Exhibits Location Drainage Report For The Gateway Phase Two Extended Stay America Hotel Site 2.54 Acre Tract Stanley D. Rosenberg Richard Carter Survey, A-8 Brazos County, Texas Table of Contents Property Characteristics Drainage Design Criteria Summary and Conclusion 1. Site Location Map 2. Onsite Drainage Area Map 3. Offsite Drainage Area Map 4. Floodplain Delineation Map as prepared by Kling Engineering 5. FEMA Flood Insurance Rate Map Appendices A. TR-55 SGS Curve Number and Lag Time Calculations B. Existing Conditions HEC-1 Input & Output C. Proposed Hotel Developed Conditions HEC-1 Input & Output D. HEC-RAS Input & Output Page 1 1 2 3 1.0 LOCATION The project site is approximately 2.54 acres located approximately 1750 feet southwest of the intersection of University Drive and the East Bypass, on the north side of University Drive. The site is within the City of College Station Corporate Limits, Brazos County, Texas. The current land use is vacant, and the tract is heavily wooded with various species of trees and other vegetation. The proposed land use is a 96 unit hotel, and can be better seen on the attached site location map as shown in Exhibit 1. The site is located on the "Bryan East" USGS 7.5 minute Quadrangle sheet. The site adjoins a small waterway, which is a tributary to Burton Creek, a primary drainageway, which is a tributary to Carter's Creek and ultimately the Navasota River. A portion of the subject tract is located within Zone A (Approximate) Special Flood Hazard Area (100 year floodplain) according to the Flood Insurance Rate Map for Brazos County, Texas, Map No. 48041C0142C, Community No. 480083, Panel No. 0142C, effective July 2, 1992 (Exhibit 5) 2.0 PROPERTY CHARACTERISTICS The current land use for the subject tract is vacant, and the tract is heavily wooded. The 2.54 acre tract can be described as heavily vegetated with moderately steep slopes. Vegetation mostly consists of post oak, and other hardwoods, located throughout the site. Slopes across the tract range from 2% to 5%, draining toward the waterway located along the southwest boundary of the subject site. The subject tract is bounded to the northwest by the remainder of the 25.566 acre Rosenberg tract, which the subject tract is a part of. This tract is vacant. The northeast boundary of the subject tract is adjacent to Lots 1 and 8 of the Gateway Phase 1 subdivision, and are also currently vacant. The southeast boundary line is the ROW line for University Drive, and the southwest boundary line adjoins Lot 2 of the proposed Gateway Phase Two final plat. Property along the south side of University Drive is mostly developed as various commercial developments. Existing residential development is located west of the subject tract. A small waterway, which is a tributary to Burton Creek, is located south and west of the subject tract. This waterway drains approximately 172 acres, mostly located along the south side of University Drive. The watershed is mostly developed, with the exception of some "in-fill" G:\113-13\DOCS\drngrpt.wpd Page 1 of 4 February 13, 2001 development that should occur along University Drive. 3.0 DRAINAGE DESIGN CRITERIA There are two drainage studies previously prepared on the tributary waterway adjacent to the subject tract. The first drainage study was prepared by Kling Engineering & Surveying in 1999, as a Conditional Letter of Map Revision for FEMA, and included some channel improvements to the upper reaches of the channel located on the south side of University Drive. The CLOMR was approved by FEMA, however, these improvements have not been constructed, arid therefore a Letter of Map Revision has not been filed with FEMA. The second study was prepared by Morrison Hydrology Engineering, Inc., in conjunction of a proposed multi-family development to be located northwest of the subject tract. This study was also prepared, and approved by FEMA, as a CLOMR. The improvements proposed were the construction of a detention pond located immediately upstream of the confluence of the tributary with Burton Creek, channel improvements from section 387 to 510, and adding a culvert and road crossing between sections 562 and 592. These improvements were also never built, and the developer has decided not to develop the tract. Therefore, currently the effective FEMA floodplain is the Zone A as shown on the FEMA Flood Insurance Rate Maps. Based on this information, we have delineated the existing 100 year floodplain, utilizing the existing conditions HEC-2 model prepared by Kling Engineering, converted to HEC-RAS. As seen on the Drainage Area Map, Exhibit 2, the proposed ESA development does not encroach into the calculated floodplain, utilizing the previously prepared model. However, the current effective FEMA floodplain does significantly affect the subject tract. The developer will be requesting a LOMR to be filed with FEMA to correct the Zone A floodplain, with the before mentioned calculated Zone AE floodplain for existing channel conditions with no proposed improvements. It is our understanding that a LOMR is not a requirement to obtain building and site development permits. Offsite drainage areas include the ROW for University Drive, which currently drain to the adjacent tributary via a roadside swale within the ROW, and approximately one acre of the existing Lot 8, which is undeveloped. A 24" RCP culvert will be constructed beneath the proposed driveway to convey the flows from the ROW. The runoff from Lot 8' will be intercepted by the gutter for the proposed access drive along the northeast boundary line, and conveyed to the tributary located near the end of the proposed drive. G:\ 113-13\DOCS\drngrpt.wpd Page 2 of 4 February 13, 2001 Onsite drainage will consist of sheet flow and concentrated flow mostly from the building and pavement areas. Drainage will discharge as sheet flow across ribbon curb along the south and western boundary of the subject tract. Flow will then sheet flow into the tributary adjacent to the tract. A HEC-1 and HEC-RAS study was performed for the tributary for existing conditions, and developed conditions for the proposed hotel site. The hotel is located within drainage areas 4 and 5. The developed curve number for these areas was adjusted to reflect the hotel site. Due to the hydrologic location of the site, relative to the overall watershed, the peak discharges in the tributary increase from 941 cfs for existing conditions, to 948 cfs for conditions with the hotel developed. These discharges were then input into the same HEC-RAS model used for the floodplain study, and a 0.01 foot increase in water surface elevation was calculated within the downstream cross- sections. This increase is considered insignificant, and therefore detention would not be required. All curve number and lag time calculations, as well as HEC-1 and HEC-RAS input and output is included in Appendices A-D. 4.0 SUMMARY AND CONCLUSION The subject tract is located on University Drive, near the intersection with the East Bypass. The proposed development consists of a 96 unit hotel site, with parking and drives. As well, a private drive will be constructed to provide access to the remaining undeveloped property, and the Gateway Phase 1 development. Conveyance for stormwater runoff will be provided collecting runoff in the parking and drive areas, and discharging the runoff as sheet flow across laydown curb located along the down gradient edge of the development. Flow will then sheet flow directly into the adjacent waterway and tributary. Detention is not necessary as the increase in peak discharge within the tributary caused by the proposed hotel development is insignificant, and therefore no adverse affects upstream or downstream of the subject tract would be expected. G:\ 113-13\DOCS\drngrpt.wpd Page 3 of 4 February 13, 2001 I hereby certify that this report for the drainage design of Extended Stay America Site Plan was prepared by me in accordance with the provisions of the City of college Station Drainage Policy and Design Standards for the owners thereof. Registered Professio State of Texas Number 82725 G:\ 113-13\DOCS\drngrpt.wpd Page 4 of 4 February 13, 2001 ·,p-::rJ:;.~~~~.i!::~~I~~~~~-,;t~~~~~~~~~:~~;: :~:~~~?.e;:~jj;:f-;:·?~-r:~ :~.-.:-··· ~ .. ~.;.~~_:: ... :~:-: :--:: ..... ·. -: -':' ~· ,' PROJECT LOCATION '-\ ·,. :: / J \ ·'-·· " '--. .. ') ----·· + I I SCS LAG TIME WORK SHEET Project: ESA -University Drive College Station By: SOM Location: Tirbutary to Burton Creek Checked: SOM Longaro & Clarke Project No. 113-13-35 Subbasin 4 -18.4 acres Existing Conditions SHEET FLOW: 1. Surface Condition (Table 3-1) : wooded 2. Manning's Roughness Coeff. (Table 3.-1) : 0.24 3. Flow length (L, 300' max.) : feet 150 4. Two-yr 24 hr. Rainfall (P) : inches 4.50 5. Land Slope (s): ft./ft. 0.025 6. Tt = [0.007(nL)"0.8]/[(P"0.5)(s"0.4)] hours 0.25 SHALLOW CONCENTRATED FLOW: 7. Surface Condition (Paved/Unpaved): paved 8. Flow length (L) : feet 450 9. Watercourse Slope (s): ft./ft. 0.025 10. Average Velocity (Figure 3-1) : ft./sec 3.2 11 . Tt = L/(3600V) hours 0.04 CHANNEL FLOW: storm sewer 12. Velocity ( V, per channel flow worksheet) : ft./sec 8.0 13. Flow Length (L) : feet 375 11 . Tt = L/(3600V) hours 0.01 SUBBASIN TIME OF CONCENTRATION (Tc): SCS LAG TIME (0.6 X Tc) : Date: 02/13/01 Date: 02/13/01 nat. channel 4.5 325 0.02 hours hours =I 0.25 =I 0.04 = 1 o.o3 0.33 0.20 RUNOFF CURVE NUMBER WORK SHEET Project: Location: ESA -University Drive College Station Tirbutary to Burton Creek Longaro & Clarke Project No. 113-13-35 Subbasin 1 79.5 acres Existing Conditions By: SDM Checked: SDM Breakdown of Subbasin by Hydrologic Soil Group: B: 0.00% C: 100.00% D: 0.00% Hydrologic Cover Description CN per % of hyd. Soil Group Table 2-2 soil group c Pasture -fair condition 75 49% c Residential - 1 /2 acre lots 80 15% c Commercial 94 16% c Wooded -fair condition 73 20% Date : 02/13/01 Date: 02/13/01 % of total Product of subbasin CNx% 48.6% 36.5 15.4% 12.3 16.0% 15.0 20.0% 14.6 total%: 100.0% Weighted CN: 78.4 RUNOFF CURVE NUMBER WORK SHEET Project: Location: ESA -University Drive College Station Tirbutary to Burton Creek By: SOM Checked: SOM Date: 02/13/01 Date: 02/13/01 Longaro & Clarke Project No. 113-13-35 Subbasin 2 -25.7 acres Existing Conditions Breakdown of Subbasin by Hydrologic Soil Group: B: 0.00% C: 100.00% D: 0.00% Hydrologic Cover Description Soil Group C Residential -1 /4 acre lots C Commercial CN per Table 2-2 83 94 % of hyd. % of total soil group subbasin 47% 46.7% 53% 53.3% total % : 100.0% Product of CNx% 38.8 50.1 Weighted CN: 88.9 RUNOFF CURVE NUMBER WORK SHEET Project: Location: ESA -University Drive College Station Tirbutary to Burton Creek Longaro & Clarke Project No. 113-13-35 Subbasin 3 -27.5 acres Existing Conditions By: SOM Checked: SOM Breakdown of Subbasin by Hydrologic Soil Group: B: 0.00% C: 100.00% D: 0.00% Hydrologic Cover Description CN per % of hyd. Soil Group Table 2-2 soil group c Pasture -fair condition 75 7% c Wooded -fair condition 73 63% c Residential - 1 acre lots 79 23% c Commercial 94 8% Date: 02/13/01 Date: 02/13/01 % of total Product of subbasin CNx% 7.0% 5.3 62.5% 45.6 22 .5% 17.8 8.0% 7.5 total%: 100.0% Weighted CN: 76.2 RUNOFF CURVE NUMBER WORK SHEET Project: Location: ESA -University Drive College Station Tirbutary to Burton Creek Longaro & Clarke Project No. 113-13-35 r Subbasin 4 -18.4 acres Existing Conditions By: SOM Checked: SOM Breakdown of Subbasin by Hydrologic Soil Group: B: 0.00% C: 100.00% D: 0.00% Hydrologic Cover Description CN per % of hyd. Soil Group Table 2-2 soil group c Residential -1 /4 acre lots 83 18% c Commercial 94 62% c Wooded -fair condition 73 20% Date: 02/13/01 Date: 02/13/01 % of total Product of subbasin CNx% 17.8% 14.8 61.8% 58 .1 20.4% 14.9 total%: 100.0% Weighted CN: 87.8 RUNOFF CURVE NUMBER WORK SHEET Project: Location: ESA -University Drive College Station Tirbutary to Burton Creek Longaro & Clarke Project No. 113-13-35 Subbasin 5 -20.4 acres Existing Conditions By: SDM Checked: SDM Breakdown of Subbasin by Hydrologic Soil Group: B: 0.00% C: 100.00% D: 0.00% Hydrologic Cover Description % of hyd. Soil Group CN per Table 2-2 soil group C Residential -1 /4 acre lots C Wooded -fair condition 83 73 6% 95% Date: 02/13/01 Date: 02/13/01 % of total subbasin 5.5% 94.5% Product of CNx% 4.6 69.0 total % : 100.0% Weighted CN: 73.6 RUNOFF CURVE NUMBER WORK SHEET Project: Location: ESA -University Drive College Station Tirbutary to Burton Creek Longaro & Clarke Project No. 113-13-35 Subbasin 4 -18.4 acres ESA Developed Conditions By: SOM Checked: SOM Breakdown of Subbasin by Hydrologic Soil Group: B: 0.00% C: 100.00% D: 0.00% Hydrologic Cover Description CN per % of hyd. Soil Group Table 2-2 soil group c Residential -1/4 acre lots 83 18% c Commercial 94 74% c Wooded -fair condition 73 8% Date: 02/13/01 Date: 02/13/01 % of total Product of subbasin CNx% 17.8% 14.8 74.2% 69.7 8.0% 5.8 total % : 100.0% Weighted CN: 90.4 RUNOFF CURVE NUMBER WORK SHEET Project: Location: ESA -University Drive College Station Tirbutary to Burton Creek Longaro & Clarke Project No. 113-13-35 Subbasin 5 -20.4 acres ESA Developed Conditions By: SOM Checked : SOM Breakdown of Subbasin by Hydrologic Soil Group: B: 0.00% C: 100.00% D: 0.00% Hydrologic Cover Description CN per % of hyd. Soil Group Table 2-2 soil group c Residential - 1 /4 acre lots 83 6% c Wooded -fair condition 73 88% c Commercial 94 7% Date: 02/13/01 Date: 02/13/01 % of total Product of subbasin CNx% 5.5% 4.6 87.8% 64.1 6.7% 6.3 total % : 100.0% Weighted CN: 75.0 SCS LAG TIME WORK SHEET Project: ESA -University Drive College Station By: SDM Location: Tirbutary to Burton Creek Checked: SDM Longaro & Clarke Project No. 113-13-35 Subbasin 1 -79.5 acres Existing Conditions SHEET FLOW: 1. Surface Condition (Table 3-1) : 2. Manning's Roughness Coeff. (Table 3.-1) : 3. Flow length (L, 300' max.) : 4. Two-yr 24 hr. Rainfall (P) : 5. Land Slope (s): 6. Tt = [0.007(nL)"0.8]/[(P"0.5)(s"0.4)] SHALLOW CONCENTRATED FLOW: 7. Surface Condition (Paved/Unpaved): 8. Flow length (L) : 9. Watercourse Slope (s): 10. Average Velocity (Figure 3-1) : 11 . Tt = L/(3600V) CHANNEL FLOW: 12. Velocity ( V, per channel flow worksheet) : feet inches ft./ft. hours feet ft./ft. ft./sec hours ft./sec feet grass 0.15 300 4.50 0.025 0.30 unpaved 575 0.025 2.6 0.06 nat. channel 4.5 1850 Date: 02/13/01 Date: 02/13/01 =I o.30 = 1 0.06 13. Flow Length (L) : 11 . Tt = L/(3600V) hours .____o_. 1_1 _ ____,c..__ ___ __J = 1 a .11 SUBBASIN TIME OF CONCENTRATION (Tc): hours 0.48 SCS LAG TIME (0.6 X Tc) : hours 0.29 SCS LAG TIME WORK SHEET Project: ESA -University Drive College Station By: SOM Location: Tirbutary to Burton Creek Checked: SOM Longaro & Clarke Project No. 113-13-35 Subbasin 2 -25.7 acres Existing Conditions SHEET FLOW: 1. Surface Condition {Table 3-1): 2. Manning's Roughness Coeff. (Table 3.-1) : 3. Flow length (L, 300' max.) : 4. Two-yr 24 hr. Rainfall (P) : 5. Land Slope (s): 6. Tt = [0.007(nL)"0.8]/[(P"0.5)(s"0.4)] SHALLOW CONCENTRATED FLOW: 7. Surface Condition (Paved/Unpaved): 8. Flow length (L) : 9. Watercourse Slope (s): 10. Average Velocity (Figure 3-1): 11. Tt = U(3600V) CHANNEL FLOW: 12. Velocity ( V, per channel flow worksheet): feet inches ft./ft. hours feet ft./ft. ft./sec hours ft./sec feet landscape 0.24 100 4.50 0.035 0.16 paved 250 0.030 3.5 0.02 storm sewer 8.0 1150 Date: 02/13/01 Date: 02/13/01 =I =I 0.16 0.02 13. Flow Length (L) : 11 . Tt = U{3600V) hours ~-o_.o_4_~ ___ ___. = I o.o4 SUBBASIN TIME OF CONCENTRATION {Tc): hours 0.22 SCS LAG TIME (0.6 X Tc) : hours 0.13 SCS LAG TIME WORK SHEET Project: ESA -University Drive College Station By: SOM Location: Tirbutary to Burton Creek Checked: SOM Longaro & Clarke Project No. 113-13-35 Subbasin 3 -27.5 acres Existing Conditions SHEET FLOW: 1. Surface Condition (Table 3-1) : 2. Manning's Roughness Coeff. (Table 3.-1) : 3. Flow length (L, 300' max.): 4. Two-yr 24 hr. Rainfall (P) : 5. Land Slope (s) : 6. Tt = [0.007(nL)"0.8]/[(P"0.5)(s"0.4)] SHALLOW CONCENTRATED FLOW: 7. Surface Condition (Paved/Unpaved) : 8. Flow length (L): 9. Watercourse Slope (s): 10. Average Velocity (Figure 3-1) : 11. Tt = L/(3600V) CHANNEL FLOW: 12. Velocity ( V, per channel flow worksheet) : feet inches ft./ft. hours feet ft./ft. ft./sec hours ft./sec feet wooded 0.24 250 4.50 0.032 0.35 unpaved 375 0.028 2.7 0.04 nat. channel 4.5 725 Date: 02/13/01 Date: 02/13/01 =I =I 0.35 0.04 13. Flow Length (L) : 11 . Tt = L/(3600V) hours .___o_.o_4 _ __._ ____ _. = 1 o.04 SUBBASIN TIME OF CONCENTRATION (Tc): hours 0.43 SCS LAG TIME (0.6 X Tc) : hours 0.26 I HECl S/N, 1343001888 HMVersion: 6. 33 FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4. 0. lE RUN DATE 02/14/2001 TIME 11, 41'26 * Data Fil e : brttrbex.HCl x x xxxxxxx xxxxx x x x x x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x xxxxxxx xxxxx Full Microcomputer Impl ementation by Haestad Methods, Inc . x xx x x x x xxx U.S. ARMY CORPS OP ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HECl KW. THE DEFINITIONS OP VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OP -AMSKK-ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS' DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS,WRITE STAGE FREQUENCY, DSS,READ TIME SERI ES AT DESIRED CALCULATION I NTERVAL LOSS RATE,GREEN AND AMPT INFILTRATION KINEMATIC WAVE, NEW FINITE DIFFERENCE ALGORITHM SCS LAG TIME WORK SHEET Project: ESA -University Drive College Station By: SOM Location: Tirbutary to Burton Creek Checked : SOM Longaro & Clarke Project No. 113-13-35 Subbasin 5 -20.4 acres Existing Conditions SHEET FLOW: 1. Surface Condition (Table 3-1): wooded 2. Manning's Roughness Coeff. (Table 3.-1): 0.24 3. Flow length (L, 300' max.): feet 250 4. Two-yr 24 hr. Rainfall (P) : inches 4.50 5. Land Slope (s): ft./ft. 0.027 6. Tt = [0.007(nL)"0.8]/[(P"0.5)(s"0.4)] hours 0.37 SHALLOW CONCENTRATED FLOW: 7. Surface Condition (Paved/Unpaved): unpaved 8. Flow length (L) : feet 325 9. Watercourse Slope (s): ft./ft. 0.031 10. Average Velocity (Figure 3-1): ft./sec 2.8 11 . Tt = U(3600V) hours 0.03 CHANNEL FLOW: nat. channel 12. Velocity ( V, per channel flow worksheet): Date: 02/13/01 Date: 02/13/01 =I =I 0.37 0.03 13. Flow Length (L) : 11 . Tt = U(3600V) ft./sec feet hours 4.5 I t---:-.5-o:--------1 = r-1 -0-.0-5---, SUBBASIN TIME OF CONCENTRATION (Tc): hours 0.45 SCS LAG TIME (0.6 X Tc) : hours 0.27 HEC-1 INP\IT ID ....... 1 ....... 2 ....... 3 ..•.... 4 ....... 5 •.•.... 6 ......• 7 ....... 8 ....... 9 ...... 10 ID ESA UNIVERSITY DRIVE -COLLEGE STATION, TEXAS ID TRIB\ITARY TO BURTON CREEK, EXISTING CONDITIONS ID FEBRUARY, 2001 ID FILE• G•\113-13\DOCS\HEC-l\BRTTRBEX.HCl IT 5 IO DA-1 KK KM AREA DA-1 79.7 AC.--TRIB\ITARY TO UNIVERSITY DRIVE BA 0.1245 PH LS 78.4 UD 0. 29 KK KM DA-3 BA 0.0430 AREA DA-3 LS 0 76.2 UD 0. 26 KK COMBl 1.23 2 .43 4 .41 5.56 27. 5 AC. - -UNNAMED TRIB\ITARY KM COMBINE DA·l, DA-3 HC KK DA-2 6.30 7. 72 9. 38 11.35 KM AREA DA-2 25. 7 AC. --COMMERCIAL & RESIDENTIAL AREA NORTH OF UNIV. DR. BA 0. 04 02 LS 0 88.9 UD 0 .13 KK DA-4 KM AREA DA-4 18. 4 AC. -• UNNAMED TRIB\ITARY BA 0.0288 LS 0 87.8 UD 0. 20 KK COMB2 KM COMBINE DA-3, DA-4 & COMBl HC 3 KK RT-2 KM RO\ITE COMBINED HYDROGRAPH THRU NATURAL CHANNEL RS 2 FLOW 0 0 RC • 08 .065 . 08 1000 .007 277 RX 100 130 235 260 282 335 407 425 RY 278 276 274 272 272 274 276 278 KK DA-5 KM AREA DA-5 20 .4 AC.--TRIB\ITARY TO CONFLUENCE W/ BURTON CREEK BA 0.0319 LS 0 73.6 UD 0. 27 PAGE g:i'JH () 0 "' ~ () 0 "' "' ~ " ':" "' "' 0 ::i "' " "' ~ "' 8 ~ "' "' 8 .... iv ;., :.. ;,, ;,, .... 0 "' "' '( z "' ::i HECl S/N, 1343001888 HMVersion: 6. 33 Data File: brttrbex.HCl FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4.0.lE RUN DATE 02/14/2001 TIME 11 ,41 ,26 • 6 JO IT 7 KK ESA UNIVERSITY DRIVE -COLLEGE STATION, TEXAS TRIBUTARY TO BURTON CREEK, EXISTING CONDITIONS FEBRUARY, 2001 FILE, G, \113-13\DOCS\HEC-l \BRTTRBEX .HCl OUTPUT CONTROL VARIABLES IPRNT 1 PRINT CONTROL !PLOT QSCAL o. HYDROGRAPH TIME DATA NMIN !DATE !TIME 0000 NQ 101 NDDATE NDTIME 0820 I CENT 19 COMPUTATION INTERVAL TOTAL TIME BASE ENGLISH UNITS PLOT CONTROL HYDROGRAPH PLOT SCALE MINUTES JN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OP HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK 0. 08 HOURS 8.33 HOURS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET PLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT DA-1 U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 AREA DA-1 79.7 AC.--TRIBUTARY TO UNIVERSITY DRIVE 9 BA 10 PH 11 LS 12 UD SUBBASJN RUNOPP DATA SUBBASJN CHARAcrERISTICS TAREA 0 .12 SUBBASIN AREA PRECIPITATION DATA DEPTHS POR 0-PERCENT HYPOTHETICAL STORM ..... HYDR0-35 ............... TP-40 ............... 5-MJN 15-MIN 60-MJN 2-HR 3-HR 6-HR 1.23 2.43 4 .41 5 .56 6 .30 1.n STORM AREA 0.55 INITIAL ABSTRAcrJON 78.40 CURVE NUMBER . SCS LOSS RATE STRTL CRVNBR RTIMP 0 .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNJTGRAPH TLAG 0. 29 LAG 12-HR 9 . 38 0 .12 UNIT HYDROGRAPH 24-HR 11 .35 19 END -OF-PERIOD ORDINATES 27 . 15. 86 . 10. 160. 7 . 182. 4 . 162. 122 . 76. 3. 2 . ··········· TP-49 . . . . . . . . . . . 2-DAY 0 . 00 so. 1. 4-DAY 0.00 7-DAY 0.00 34 . 0. 10-DAY o.oo 23. *********************************************************************************************************************************** HYDROGRAPH AT STATION DA-1 *********************************************************************************************************************************** DI\ MON HRMN ORD 0000 0005 2 0010 3 0015 0020 0025 0030 0035 0040 0045 10 0050 11 0055 12 0100 13 0105 14 0110 15 0115 16 0120 17 0125 18 0130 19 0135 20 0140 21 014S 22 OlSO 23 OlSS 24 0200 2S 020S 26 0210 27 021S 28 0220 29 0225 30 0230 31 023S 32 0240 33 024S 34 02SO 3S 02SS 36 0300 37 030S 38 0310 39 031S 40 0320 41 0325 42 0330 43 033S 44 0340 4S 0345 46 03SO 47 03SS 48 0400 49 040S so 0410 Sl TOTAL RAINFALL = PEAK FLOW TIME RAIN LOSS EXCESS COMP Q 0.00 0.02 0 .02 0.02 0 .02 0.03 0.03 0.03 0.03 0.03 0. 03 0. 03 0 .03 0. 03 0. 03 0.03 0. 03 0.03 0.03 0.03 0. 04 0. 04 0. 04 0. 04 0. 04 0. 04 0 .04 0.04 0. 04 0 .04 o.os o.os o.os o.os 0.06 0.06 0.06 0.06 0.07 0 .08 0.08 0 .09 0.10 0.10 0 .11 0 .14 0 .16 0 .19 0 .29 0. 36 o. 71 0. 00 0. 02 0. 02 0. 02 0. 02 0. 03 0. 03 0. 03 0. 03 0. 03 0.03 0. 03 0. 03 0. 03 0. 03 0. 03 0 .03 0. 03 0. 03 0. 03 0. 04 0. 03 0. 03 0.03 0. 03 0.03 0. 03 0. 03 0.04 0.04 0.04 0.04 0. 04 0. 04 0. 04 0.04 0. 04 0.04 0.04 0. 04 0.04 0 .OS o.os o.os o.os 0.06 0.06 0.07 0.09 0 .10 0 .17 8 .46, TOTAL LOSS • (CFS) I INCHES) (l\C-FT) 6-HR 429. s. 7SO 38 . CUMULATIVE AREA • 0 . 00 0 .00 0 .00 0.00 0.00 0.00 o.oo o.oo 0.00 o.oo 0.00 o.oo 0 .00 0 .00 0.00 0.00 o.oo o.oo o.oo 0.00 0.00 o.oo 0.00 o.oo 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.03 0.03 0. 03 0. 04 0. 04 o.os 0.06 0.06 0.08 0.10 0 .12 0.19 0 .26 O.S4 0. o. o. 0. o. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. o. 0. 0. o. 0. o. 0. o. 1. 1. 2. 3. 4. s. 6. 7. 8. 9. 11. 12. 14. 16. 18. 20. 23. 26. 30. 34 . 38. 43. so. S9. 72 . 92. 127. 2.S9, TOTAL EXCESS • MAXIMUM AVERAGE FLOW 24-HR 72-HR 4.SO S.761 38. 0.12 SQ Ml s. 761 38. DI\ MON HRMN ORD 1 1 1 s .87 8 .33-HR 77. S .761 38. 0415 S2 0420 S3 042S S4 0430 SS 043S S6 0440 S7 044S S8 04SO S9 04SS 60 osoo 61 osos 62 OSlO 63 OSlS 64 OS20 6S OS2S 66 OS30 67 OS3S 68 OS40 69 OS4S 70 OSSO 71 osss 72 0600 73 060S 74 0610 7S 0615 76 0620 77 062S 78 0630 79 063S 80 0640 81 064S 82 06SO 83 06SS 84 0700 8S 070S 86 0710 87 071S 88 0720 89 072S 90 0730 91 073S 92 0740 93 074S 94 07SO 95 0755 96 0800 97 080S 98 0810 99 081S 100 0820 101 (CFS) S6. RAIN 1.23 0 .49 0. 32 0 .20 0 .17 0 .lS 0 .12 0.11 0 .10 0.09 0.09 o. 08 o. 07 o. 07 0. 06 o. 06 0.06 0. 06 o.os o. OS o.os o. OS o. 04 o. 04 0 .04 0. 04 o. 04 o. 04 0 .04 0.04 0 .04 0. 03 0. 03 0. 03 0 .03 0 . 03 0 . 03 0. 03 0 . 03 0 . 03 0 . 03 0. 03 0 . 03 0. 03 0. 03 0. 03 0. 03 0 . 02 0 .02 0. 02 (HR) S6. LOSS EXCESS 0.21 0. 07 0. 04 0. 02 0 .02 0 .02 0.01 0.01 0 .01 0.01 0.01 0.01 0 .01 0.01 0. 01 0.01 o.oo 0.00 0.00 o. 00 o.oo 0.00 o.oo 0 .00 0. 00 0.00 o.oo o.oo o.oo 0 .00 0 .oo 0 .00 0 .oo 0 .00 0 .00 0 .oo o.oo 0 .oo 0 .oo 0 .oo 0 .00 0 .00 0 .oo 0 .00 0. 00 0.00 o. 00 0 .oo 0 .00 0 .oo S6 . 1. 02 0 .43 0 . 28 0 .18 0 .lS 0.13 0.11 0 .10 0 .09 0 .08 0.08 0 .07 0 .06 0.06 0 .06 0 .06 o.os o.os 0 .OS 0.04 0.04 0 .04 0. 04 0.04 0.04 0 .04 0. 04 0.04 0 . 03 0 .03 0 .03 0 .03 0 .03 0 . 03 0 .03 0. 03 0 .03 0 .03 0 .03 0 .03 0. 03 0. 03 0 .03 0. 02 0 .02 0 .02 0 .02 0 .02 0 .02 0 .02 COMP Q 196. 29S. 391. 429. 411. 3S6. 290. 238. 196. 164. 139. 120. lOS. 94. 84. 76. 70. 64. 60. S6. S2. so. 47. 4S. 43. 41. 40. 39. 38. 36. 3S. 34. 34. 33. 32. 31. 31. 30. 29. 28. 27. 27. 26. 26. 25. 2S. 24. 24. 23. 23. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 13 KK lS Bl\ 10 PH 16 LS Dl\-3 AREA Dl\-3 27.S l\C. --UNNAMED TRIBUTARY SUBBl\SIN RUNOFF Dl\Tl\ SUBBl\SIN CHARJ\CTERISTICS TAREA 0.04 SUBBl\SIN AREA PRECIPITATION DATA HYDR0-3S S-MIN 15-MIN 60-MIN 1.23 2.43 4.41 DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM 2-HR 3-HR S.S6 6.30 TP-40 6-HR 7. 72 12-HR 24-HR 9.38 ll.3S STORM AREA • 0 . 04 SCS LOSS RATE STRTL 0 . 62 INITIAL ABSTRACTION ........... TP-49 .......... . 2-Dl\Y 4-Dl\Y 7 -Dl\Y 10-Dl\Y 0. 00 0. 00 0. 00 0 . 00 17 UD CRVNBR RTIMP 76. 20 CURVE NUMBER 0.00 PERCENT IMPERVIOUS AREA SCS DIMENSI ONLESS UNITGRAPH TLAG 0. 26 LAG WARNING *** TIME INTERVAL IS GREATER THAN .29*LAG 12. 4. 39 . 2 . 65 . 1. 68. 1. UNIT HYDROGRAPH 18 END-OF-PERIOD ORDINATES 55. 35. 22. 1. o. o. HYDROGRAPH AT STATION DA-3 14. o. DA MON HRMN ORD RAIN LOSS EXCESS COMP Q DA MON HRMN ORD 0000 0005 0010 0015 0020 0025 0030 0035 0040 0045 10 0050 11 0055 12 0100 13 0105 14 0110 15 0115 16 0120 17 0125 18 0130 19 0135 20 0140 21 0145 22 0150 23 0155 24 0200 25 0205 26 0210 27 0215 28 0220 29 0225 30 0230 31 0235 32 0240 33 0245 34 0250 35 0255 36 0300 37 0305 38 0310 39 0315 40 0320 41 0325 42 0330 43 0335 44 0340 45 0345 46 0350 47 0355 48 0400 4 9 0405 50 0410 51 TOTAL RAINFALL • PEAK FLOW TIME 0.00 0.02 0.02 0.02 0.02 0 . 03 0.03 0.03 0.03 0 .03 0. 03 0.03 0.03 0. 03 0. 03 0.03 0 .03 0 . 03 0 .03 0.03 0 .04 0.04 0 .04 0.04 0 .04 0 . 04 0 . 04 0 .04 0 .04 0 .04 0.05 0.05 0 .05 0.05 0 .06 0.06 0.06 0.06 0 .07 0.08 0 .08 0 .09 0 .10 0 .10 0 .11 0 .14 0.16 0.19 0 .29 0 .36 o. 71 0.00 0.02 0 . 02 0. 02 0 . 02 0 . 03 0 . 03 0. 03 0. 03 0. 03 0 . 03 0. 03 0 . 03 0.03 0.03 0. 03 0 .03 0. 03 0.03 0. 03 0 . 04 0. 04 0 .04 o. 04 0 .04 0 .04 0 .04 0. 04 0. 04 0. 04 0. 04 0 .04 0. 04 0 .04 0 .04 0 .04 0. 04 0 . 04 0 .04 0 .OS 0 .OS 0 .05 0 .os 0 .OS 0 .06 0 .07 0 .07 0 .08 0.11 0 .12 0 .19 8 . 4 7, TOTAL LOSS • (CFS) (INCHES ) (AC-FT) 6-HR lSO . 5.S07 13. CUMULATIVE AREA • o.oo 0 .00 0.00 0 .oo 0 . 00 0 . 00 0. 00 0 .00 0 . 00 o.oo o. 00 0 .00 0 .00 0 . 00 o.oo 0 .00 0.00 o.oo 0.00 0 .00 0 . 00 o. 00 o. 00 o. 00 0 .00 0. 00 0 . 00 0. 00 0 .01 0 .01 0 .01 0 .01 0. 01 0.01 0.02 0 . 02 0.02 0 .02 0 .02 0. 03 0 .03 0. 04 0. 04 0 .OS 0 .06 0. 08 0. 09 0 .11 0 .18 0 . 24 0 .S2 0 . 0 . 0 . 0 . 0. 0 . 0. o. 0 . 0 . 0. o. 0. 0. 0. 0. 0 . o. 0. 0. 0. 0 . 0 . 0 . 0. 0 . 0. 1 . 1. 1. 1. 2. 2 . 3 . 3. 4. 4 . 5 . 5. 6. 7. 8 . 9. 11. 12 . 14 . 17 . 20 . 24. 32. 45. 2.86, TOTAL EXCESS • MAXIMUM AVERAGE PLOW 24-HR 4.50 S.512 13. 0 .04 SQ MI 72-HR s .Sl2 13. 1 s .61 8 .33-HR 25. 5 .512 13. 0415 52 0420 53 0425 54 0430 55 0435 56 0440 57 0445 58 0450 59 0455 60 0500 61 0505 62 0510 63 0515 64 0520 65 0525 66 0530 67 0535 68 0540 69 0545 70 0550 71 0555 72 0600 73 0605 74 0610 75 0615 76 0620 77 0625 78 0630 79 0635 80 0640 81 0645 82 0650 83 0655 84 0700 85 0705 86 0710 87 0715 88 0720 89 0725 90 0730 91 0735 92 0740 93 0745 94 0750 95 075S 96 0800 97 080S 98 0810 99 081S 100 0820 101 (CPS) 18. RAIN 1.23 0. 49 0 .32 0 .20 0.17 O.lS 0.12 0.11 0.10 0.09 0.09 0.08 0.07 0 .07 0 .06 0 .06 0.06 0 .06 o.os o.os 0.05 o.os 0 .04 0 .04 0.04 0. 04 0 .04 0 .04 0.04 0. 04 0. 04 0. 03 0.03 0.03 0.03 0 .03 0.03 0. 03 0.03 0 .03 0 .OJ 0.03 0 .03 0.03 0.03 o. 03 0.03 0.02 0 . 02 0 .02 (HR) 18 . 9. LOSS 0.25 0.08 o.os 0.03 0.02 0 .02 0 .01 0.01 0.01 0.01 0 .01 0 .01 0.01 0 .01 0.01 0.01 0.01 0.01 0 .01 o.oo 0. 00 0 .00 o.oo o.oo 0.00 0 .00 o.oo o.oo 0.00 0.00 0.00 0. 00 0.00 o.oo o.oo 0.00 o.oo 0.00 o.oo 0.00 o.oo o.oo 0.00 0 .00 o.oo o.oo 0 .00 0.00 0 .00 0.00 6. EXCESS 18. 0.98 0 .41 0 .27 0 .18 0 .15 0.13 0 .11 0.10 0.09 0 .08 0.08 0 .07 0.06 0.06 0 .06 0 .05 0.05 o.os o.os 0.04 0.04 0. 04 0. 04 0.04 0.04 0 .04 0. 04 0.03 0 .03 0.03 0. 03 0 . 03 0. 03 0 . 03 0.03 0 .03 0 .03 0.03 0. 03 0. 03 0 . 03 0 .03 0 .02 0 .02 0 .02 0 .02 0.02 0 .02 0 .02 0 .02 COMP Q 72 . 111. 143. lSO. 136. 111. 90. 73 . 60. so. 42. 37. 33. 29. 27. 24 . 22 . 21. 19. 18. 17. 16. 16. 15. 14. 14. 13. 13. 13. 12. 12. 12. 11. 11. 11. 11. 10. 10. 10. 9 . 9. 9. 9 . 9 . 8. 8 . 8 . 8 . 8. 8 . *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 18 KK COM Bl COMBINE DA-1 , DA-3 20 HC HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE • * ** * * ** * ** * •• * * ••• * * * * * * ** *. * * * * * * * * * *. *. * * * * * * * * * * *** * * * * * * * ** * * * * * *. *** * * * * * * * * * * * * ••• ** * * ** ** * ** * * * *** ** * ••• * * ** *. * * * *** * ••• * ** DA MON HRMN ORD PEAK FLOW 21 KK 0000 oo os 0010 OOlS 0020 002S 0030 003S 0040 004S ooso ooss 4 s 10 11 12 0100 13 0105 14 0110 lS OllS 16 0120 17 012S 18 0130 19 013S 20 0140 21 014S 22 OlSO 23 OlSS 24 0200 2S 020S 26 TIME DA-2 HYDROGRAPH AT STATION COMBl SUM OF 2 HYDROGRAPHS FLOW DA MON HRMN ORD FLOW DA MON HRMN ORD o. o. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0 . 0. 0 . o. 0. 0. 0 . 0. 0 . o. 1. 2. (CFS) (INCHES) (AC-FT) 1 1 1 6-HR S79. s . 688 51. CUMULATIVE AREA • 0210 021S 0220 022S 0230 023S 0240 024S 02SO 02SS 0300 030S 27 28 29 30 31 32 33 34 3S 36 37 38 0310 39 031S 40 0320 41 032S 42 0330 43 033S 44 0340 4S 034S 46 03SO 47 03SS 48 0400 49 04 OS so 0410 Sl 041S S2 3. 4. s . 6. 7. 9. 10. 12. 14 . 16. 18. 21. 24. 27. 30. 34. 39. 44. so. S8. 67. 79. 97. 124. 172. 268 . MAXIMUM AVERAGE FLOW 24-HR 4.50 5.697 51. 0.17 SQ MI 72 -HR S.697 Sl. 0420 042S 0430 043S 0440 044S 04SO 04SS os oo OS05 OSlO OS15 S3 S4 S5 S6 57 S8 59 60 61 62 63 64 OS20 6S OS2S 66 OS30 67 OS3S 68 OS40 69 OS4S 70 OSSO 71 osss 72 0600 73 060S 74 0610 7S 061S 76 0620 77 062S 78 8 .33-HR 102. s .697 Sl. (CFS) 74. FLOW 407. 534. 579. 546. 467. 380. 310. 256. 214. 181. 157. 138. 123. 111. 100. 92. 85. 79. 74 . 70. 66. 63. 60. S7 . 55. 53. (HR) 74 . DA MON HRMN ORD 74. 0630 79 0635 80 0640 81 0645 . 82 06SO 83 0655 84 0700 8S 070S 86 0710 87 0715 88 0720 89 0725 90 0730 91 073S 92 0740 93 0745 94 07SO 9S 07S5 96 0800 97 080S 98 0810 99 081S 100 0820 101 AREA DA-2 2S.7 AC.--COMMERCIAL & RESIDENTIAL AREA NORTH OF UNIV. DR. 23 BA 10 PH 24 LS 2S UD SUBBASIN RUNOFF DATA SUBBASIN OIARACTERISTICS TAREA 0.04 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM HYDR0-3S 5-MIN 15-MIN 60-MIN 1.23 2.43 4.41 2-HR s .S6 3-HR 6. 30 TP-40 6-HR 7 . 72 12-HR 9 .38 STORM AREA • 0 . 04 SCS LOSS RATE STRTL CRVNBR RTIMP 0. 2S INITIAL ABSTRACTION 88.90 CURVE NUMBER 0.00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG 0 .13 LAG 24 -HR 11. 35 WARNING *** TIME INTERVAL IS GREATER TiiAN .29*LAG TP-49 .......... . 2-DAY 4-DAY 7-DAY 10-DAY o.oo 0.00 0.00 0.00 FLOW S2. so. 49. 47. 46. 4S. 44. 43. 42. 41. 40. 39. 38. 37. 36. 3S. 34. 34. 33. 32. 32. 31. 31. UNIT HYDROGRAPH 10 END-OF-PERIOD ORDINATES 51. 114. 82. 35. 16. 7. 3. 2 . 1. 0. * * ** ....... * * * *. * .... * * * * *. * * * * * * * * ** * * * ** ** * * * * * ** * ** * * •• ** ** * * * ** * * * * * * .... ** ** * ** * * * * **** * ** **'* .... * ... * * ....... * ********ft*********** ..... * :It****** HYDROGRAPH AT STATION DA-2 **** * * .... * * * .... * *. * * * * * * * * *. * .... * * ... ** * * *. * * * ** * * * * * * * ** ** * * * * * * * * * •• ** ** ** * *. * * * * *. **** * * •• * * * * * * ** * * * * * * * * ** ••• * * ** * * * * * * ** ... * * * * * ....... * DA MON HRMN ORD 0000 0005 0010 0015 0020 0025 0030 0035 0040 0045 10 0050 11 0055 12 0100 13 0105 14 0110 15 0115 16 0120 17 0125 18 0130 19 0135 20 0140 21 0145 22 OlSO 23 OlSS 24 0200 2S 020S 26 0210 27 0215 28 0220 29 022S 30 0230 31 0235 32 0240 33 024S 34 02SO 3S 02SS 36 0300 37 030S 38 0310 39 0315 40 0320 41 032S 42 0330 43 033S 44 0340 4S 034S 46 03SO 47 03SS 48 0400 49 040S so 0410 51 RAIN 0 .oo 0. 02 0. 02 0. 02 0 . 02 0. 03 0. 03 0. 03 0. 03 0.03 0. 03 0. 03 0.03 0. 03 0.03 0. 03 o. 03 0.03 0. 03 0. 03 0 . 04 0. 04 0.04 0. 04 0. 04 0 .04 0.04 0.04 0.04 0.04 o.os 0 .OS 0 .OS 0 .OS 0 . 06 0. 06 0. 06 0.06 0.07 0 .08 0.08 0.09 0.10 0.10 0.11 0 .14 0.16 0.19 0. 29 0 . 36 o. 71 LOSS EXCESS 0 .oo 0 .02 0. 02 0 .02 0.02 0 .03 0. 03 0.03 0.03 0 .03 0.03 0.03 0. 03 0. 03 0.03 0 .03 0 .02 0.02 0.02 0.02 0. 02 0.02 0.02 0.02 0.02 0. 02 0.02 0 .02 0.02 0.02 0.02 0. 02 0.02 0 . 02 0 .02 0 . 02 0. 02 0. 02 0. 02 0 .02 0 . 02 0 .02 0. 02 0 .02 0 . 02 0 . 02 0. 02 0. 02 0.03 0. 04 0. 05 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 0 .00 o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0 .01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0 .02 0.02 0.02 0 .02 0.02 0 .02 0 .03 0.03 0.03 0.03 0. 04 0. 04 0 .04 o. 04 o.os o.os 0.06 0.06 0 .07 0.08 o. 08 0.09 0 .12 0.14 0.16 0 .2S 0.33 0.6S COMP Q 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. l. l. 2. 2. 2. 3. 3 . 4. 4. 4. s. s. 6. 6. 7. 7. 8. 8. 9. 9. 10. 11. 12. 13 . 14. lS. 17. 19. 20. 22. 2S. 28 . 33. 39. 49. 66. 100 . DA MON HRMN ORD 041S S2 0420 S3 042S S4 0430 SS 043S S6 0440 S7 044S S8 04SO S9 04SS 60 osoo 61 osos 62 OSlO 63 OSlS 64 OS20 6S OS2S 66 OS30 67 OS3S 68 OS40 69 054S 70 OSSO 71 osss 72 0600 73 060S 74 0610 7S 061S 76 0620 77 062S 78 0630 79 063S 80 0640 81 064S 82 06SO 83 06SS 84 0700 8S 070S 86 0710 87 071S 88 0720 89 072S 90 0730 91 073S 92 0740 93 074S 94 07SO 9S 07SS 96 0800 97 080S 98 0810 99 081S 100 0820 101 RAIN 1.23 0 .49 0 .32 0 .20 0 .17 0. lS 0 .12 0.11 0.10 0.09 0.09 0.08 0.07 0.07 0.06 0.06 0 .06 0 .06 0 .OS 0 .OS 0 .OS 0 .OS 0. 04 0. 04 0 .04 0 .04 0.04 0.04 0.04 0 .04 0. 04 0. 03 0. 03 0. 03 0. 03 0. 03 0.03 0. 03 0.03 0.03 0.03 0.03 0. 03 0 .03 0 .03 0.03 0.03 0 .02 0. 02 0. 02 LOSS EXCESS 0.07 0 .02 0 . 01 0.01 0.01 0.00 0 . 00 0 . 00 0 . 00 0 .00 0 .00 0 . 00 0 .00 0 .00 0 .00 o.oo 0.00 0.00 o.oo 0.00 0.00 0.00 o.oo 0.00 o.oo 0.00 o.oo 0.00 0.00 0.00 0.00 o.oo 0.00 o.oo 0.00 0.00 0.00 0 .00 0. 00 0. 00 0. 00 o.oo 0.00 0. 00 o.oo 0. 00 0.00 0.00 o.oo 0.00 1.16 0. 47 0.31 0. 20 0 .17 0 .15 0.12 0.11 0.10 0.09 0.08 0. 08 0.07 0. 07 0 .06 0.06 0.06 o.os 0 .OS 0 .OS 0 .OS 0 .04 0. 04 0 . 04 0. 04 0 . 04 0 .04 0 . 04 0. 04 0. 04 0 . 03 0. 03 0. 03 0. 03 0. 03 0. 03 0 . 03 0. 03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0 .02 COMP Q 173. 228 . 196. 139. 98 . 72 . S7. 46. 38 . 34. 30. 28. 26. 23 . 22 . 20. 19. 18. 17. 16. 16. lS . 14. 14 . 13 . 13 . 13 . 12. 12. 12. 11. 11. 11. 11. 10. 10. 10. 9. 9. 9 . 9. 9. 8. 8. 8 . 8. 8. 8. 8. 8. *********************************************************************************************************************************** TOTAL RAINFALL = PEAK FLOW TIME 8 .47, TOTAL LOSS = (CFS) (INCHES ) (AC-FT) 6-HR 228. 6. 913 lS. CUMULATIVE AREA • 1. 33, TOTAL EXCESS • MAXIMUM AVERAGE FLOW 24-HR 4.33 7 .080 lS . 0 .04 SQ MI 72-HR 7 .080 lS. 7 .13 8.33-HR JO. 7.080 15. (CFS) 22. (HR) 22. 22 . *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 26 KK DA-4 AREA DA-4 18. 4 AC . --UNNAMED TRIBUTARY SUBBASIN RUNOFF DATA 28 BA SUBBASIN CHARACTERISTICS TAREA 0. 03 SUBBASIN AREA PRECIPITATION DATA 10 PH 29 LS 30 UD DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM HYDR0-3S S-MIN l S-MIN 60-MIN 1 .23 2.43 4.41 2-HR s. S6 3-HR 6 .30 TP-40 6-HR 7. 72 12-HR 9. 38 STORM AREA • 0.03 SCS LOSS RATE STRTL CRVNBR RTIMP 0.28 INITIAL ABSTRACTION 87.80 CURVE NUMBER 0.00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG 0. 20 LAG 24-HR 11. 3S WARNING *** TIME INTERVAL IS GREATER TilAN . 29*LAG 14. 1. 46. 1. S7. 0. 46. 0. UNIT HYDROGRAPH 14 END-OF-PERIOD ORDINATES 26. lS. B. ........ TP-49 2-DAY 0.00 s. 4-DAY 0. 00 7-DAY 10-DAY 0 .00 0.00 3. 2 . * ** * *** ** * * * * ** * *** * •• * * **. * .... * * * * * * * * * * * ** ** * * * * * * * * * * * * *** * * * * * * ** * * * * ** *. * * * * * **** * * * * *** * * ** * •• * * * * * * * * .... ** * * ** ... * ** * * ** * ** * * * ** HYDROGRAPH AT STATION DA-4 • * *** ***** * * ** * *. * * * * * ** ..... *. * * *. * * * * * * * **** * * *. * * *. **. * * ** * * * ** * * * * * * * * * * * * •••• **** * * * * * * * * * * ** * * *** * * * * * * * *** * * * * * ... *** * * * * *** * ** * * DA MON HRMN ORD 1 0000 ooos 0010 OOlS 0020 002S 0030 003S 0040 004S 10 ooso 11 ooss 12 0100 13 OlOS 14 0110 lS OllS 16 0120 17 012S l B 0130 19 013S 20 0140 21 014S 22 OlSO 23 OlSS 24 02 00 2S 020S 26 0210 27 021S 2B 0220 29 022S 30 0230 31 023S 32 0240 33 024S 34 02SO 3S 02SS 36 0300 37 030S 3B 0310 39 031S 40 0320 41 032S 42 0330 43 033 s 44 0340 4S 034S 46 03SO 47 03SS 4B 0400 49 040S so 0410 Sl TOTAL RAINFALL • PEAK FLOW TIME RAIN LOSS EXCESS COMP Q o. 00 0 .02 0.02 0. 02 0. 02 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0 .03 0. 03 0. 03 0. 03 0 .03 0. 04 0 .04 0 .04 0. 04 0.04 0 .04 o. 04 0 .04 o. 04 0.04 0 .OS 0 .OS 0.05 0 .05 0. 06 0.06 0 . 06 0 .06 0. 07 0. OB 0. 08 0. 09 0 .10 0 .10 0 .11 0 .14 0 .16 0 .19 0 .29 0 .36 o. 71 o.oo 0.02 0.02 0.02 0 . 02 0 . 03 0 . 03 0. 03 0. 03 0.03 0. 03 0. 03 0. 03 0.03 0.03 0.03 0. 03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0 .02 0 . 02 0 .02 0. 02 0. 02 0 .02 0. 02 0. 02 0. 02 0. 02 0 .02 0. 02 0. 02 0 . 02 0. 02 0 . 02 0 .02 0.02 0.02 0.02 0. 03 0.03 0.03 0.04 0.04 0.06 8.47, TOTAL LOSS• (CFS) (INCHES) (AC-FT) 6-HR 136 . 6.799 10. o. 00 0.00 0.00 0. 00 0 .00 o.oo 0 .00 0 .00 0 .oo 0 .oo 0 .00 0 .00 0. 00 0 .oo 0 .00 0 .00 0 .01 0 .01 0 .01 0.01 0 .01 0 .01 0.01 0 .01 0. 02 0. 02 0 .02 0. 02 0 . 02 0. 02 0. 03 0 .03 0 .03 0.03 0 .04 0 . 04 0.04 0. 04 o.os 0.06 0. 06 0. 07 0. 07 0. OB 0. 09 0.11 0 .13 0 .16 0. 25 0. 32 0 .64 0. o. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1. 1. 1. 1. 2. 2. 2. 2. 3 . 3. 3. 4. 4. 4 . 5 . 5 . 5. 6 . 6. 7. 7. B. 9. 9 . 10. 12. 13 . 14. 15. 17. 20. 23. 2B. 37 . S2. 1.47, TOTAL EXCESS • MAXIMUM AVERAGE FLOW 24-HR 4 .42 6.922 11. 72-HR 6.922 11. DA MON HRMN ORD 7.00 8 .33-HR 21. 6. 922 11. 041S S2 0420 S3 042S S4 043 0 SS 043S S6 0440 S7 044S SB 04SO S9 04SS 60 osoo 61 OS05 62 OSlO 63 OSlS 64 OS20 65 OS2S 66 OS30 67 OS3S 6B OS40 69 OS4S 70 OSSO 71 osss 72 0600 73 0605 74 0610 75 0615 76 0620 77 062S 7B 0630 79 0635 80 0640 81 0645 82 0650 83 06SS 84 0700 85 070S 86 0710 87 0715 88 0720 89 072S 90 0730 91 073S 92 0740 93 074S 94 07SO 95 075S 96 0800 97 0805 98 0810 99 0815 100 0820 101 (CFS) lS. RAIN 1.23 0 .49 0. 32 0 .20 0 .17 O.lS 0.12 0.11 0.10 0.09 0 .09 0.08 0.07 0.07 0 .06 0 .06 0.06 0.06 o.os o.os o.os o.os 0 .04 0 .04 0. 04 0. 04 0 . 04 0 . 04 0.04 0.04 0 .04 0.03 0.03 0.03 0.03 0 .03 0 . 03 0.03 0.03 0 .03 0.03 0. 03 0 .03 0 . 03 0 .03 0.03 0.03 0.02 0.02 0.02 (HR) lS. LOSS EXCESS 0. 08 0. 02 0. 01 0. 01 0 .01 0 .01 0 .00 0 .00 0 .oo 0 .00 0 . 00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 o.oo 0 .00 0 .00 0 .oo 0 .00 0 .00 0 .00 0. 00 0 .00 0 . 00 0 .00 0 .00 0 .oo 0 .00 o.oo 0 .00 0.00 0.00 o. 00 o.oo 0. 00 o. 00 o. 00 0 .oo 0 .00 0 .00 0 .00 0 .00 0 .00 0. 00 lS. l.lS 0 .47 0.31 0.19 0.16 0 .14 0.12 0.10 0 .10 0.09 0.08 0.08 0.07 0.06 0.06 0.06 0 .06 o.os 0.05 0.05 o.os 0. 04 0. 04 0.04 0 .04 0. 04 0.04 0.04 0.04 0 .04 0.03 0.03 0.03 0.03 0.03 0. 03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 COMP Q 84. 122. 136. 121. 94. 72 . S6. 44. 36. 30 . 26. 23. 21. 19. 17 . 16. 15 . 14. 13. 12. 12. 11. 11 . 10. 10. 10. 9. 9. 9. 9 . 8 . 8 . 8. 8 . 8 . 7. 7. 7 . 7. 7. 6. 6. 6. 6. 6 . 6. 6 . 6. 6 . s. CUMULATIVE AREA • 0. 03 SQ MI *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 31 KK COMB2 COMBINE DA-3,DA-4 & COMB! 33 HC HYDROGRAPH COMBINATION !COMP 3 NUMBER OF HYDROGRAPHS TO COMBINE HYDROGRAPH AT STATION COMB2 SUM OF 3 HYDROGRAPHS **** **** *** ** ** ******* * * *** ** •• ** ****. * * * * * ** ** * * * * * * * ******* * * * * * * * **. * •• *. * * *. * * * * *. * * * *. * * * * **. * * * * * ** * ** *. * * * * * * * ... * * * * * * * **** * * DA MON HRMN ORD 1 1 1 1 1 1 1 1 1 0000 ooos 0010 OOlS 0020 002S 0030 003S 0040 004S 10 ooso 11 ooss 12 0100 13 OlOS 14 0110 lS OllS 16 0120 17 012S 18 0130 19 013S 20 0140 21 014S 22 OlSO 23 01SS 24 0200 2S 020S 26 FLOW 0. 0. 0 . o. o. 0. 0 . 0. 0. 0. o. 0. 0. l. l. 2. 2. 3. 3. 4 . s. 6. 6. 7. 9. 10. DA MON HRMN ORD 0210 27 021S 28 0220 29 022S 30 0230 31 023S 32 0240 33 024S 34 02SO 3S 025S 36 0300 37 030S 38 0310 39 031S 40 0320 41 032S 42 0330 43 033S 44 0340 4S 034S 46 0350 47 03SS 4 8 0400 49 040S so 0410 Sl 041S S2 FLOW 12. 13. 15. 17. 20. 22. 2S. 27. 31. 34. 38 . 42. 46. Sl. S7. 64 . 72 . Bl. 90. 103. 120. 141. 174. 227. 325. S2S. DA MON HRMN ORD 0420 S3 04 2S 54 0430 SS 0435 56 0440 57 044S SB 04SO S9 04SS 60 osoo 61 osos 62 OSlO 63 051S 64 OS20 6S OS25 66 0530 67 053S 68 OS40 69 054S 70 OSSO 71 OSS5 72 0600 7 3 0605 74 0610 7S 061S 76 0620 77 062S 78 FLOW 7S7. 866. 840. 738. 611. 492. 400. 330. 277. 238. 208. 184. 165. 149. 136. 126. 117. 109. 103. 97. 92. 88. 84. 81. 78. 7S. DA MON HRMN ORD 0630 79 0635 80 0640 81 064S 82 06SO 83 06SS 84 0700 BS 070S 86 0710 87 0715 88 0720 89 0725 90 0730 91 073S 92 0740 93 074S 94 07SO 9S 07SS 96 0800 97 OBOS 98 0810 99 0815 100 0820 101 FLOW 73. 71. 69. 67. 6S. 64. 62. 61. S9. SB. S6. SS. S3. S2. Sl. so. 49. 48. 47. 46. 4S. 4S. 44. *********************************************************************************************************************************** PEAK FLOW TIME (CFS) (INCHES) (AC-FT) 6-HR 866. 6 .031 76. CUMULATIVE AREA • MAXIMUM AVERAGE FLOW 24-HR 72-HR 4 .42 6.081 6.081 77. 77. 0.24 SQ MI 8. 33-HR (CFS) 1S3. 111. 6. 081 77 . (HR) 111. 111. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 34 KK 36 RS 37 RC RT-2 ROUTE COMBINED HYDROGRAPH THRU NATURAL CHANNEL HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC x NUMBER OF SUBREACHES PLOW TYPE OF INITIAL CONDITION 0. 00 INITIAL CONDITION 0. 00 WORKING R AND D COEFFICIENT NORMAL DEPTII CHANNEL ANL 0.080 LEFT OVERBANK N-VALUE ANCH 0.06S MAIN CHANNEL N-VALUE ANR RLNTH SEL ELMAX 0.080 RIGHT OVERBANK N-VALUE 1000. REACH LENGTH 0. 0070 ENERGY SLOPE 277.0 MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION 39 RY 38 RX CROSS-SECTION DATA LEFT OVERBANK ---+ ------MAIN CHANNEL -------+ ---RIGHT OVERBANK --- ELEVATION DISTANCE 278.00 276.00 274.00 272 .00 272.00 274.00 276.00 278.00 STORAGE OUTFLOW ELEVATION STORAGE OUTFLOW ELEVATION 100.00 130.00 23S.OO 260 .00 282.00 33S.00 407.00 42S.OO o.oo 0.00 272. 00 4.66 S47. 77 274. 63 0 .16 s .01 272. 26 S.67 699. 94 274. 89 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA 0.39 0 .68 17.6S 38.41 272.S3 272.79 6 .82 8.11 876. 00 1077. 84 27S.16 27S.42 1.03 68.28 273.0S 9 .SS 1307 .24 27S.68 1.44 108 .29 273.32 11.12 1S6S.88 27S. 9S 1. 91 1S9.44 273.SB 12.81 1868. 92 276.21 2 .4S 222.74 273 .84 l4 .S3 2204.83 276.47 3.0S 306.Sl 274 .11 16 .29 2S69.31 276. 74 •••WARNING••• MODIPIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 307. TO 2962. THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) HYDROGRAPH AT STATION RT-2 3.78 417. 41 274.37 18.09 2961. 82 277. 00 DA MON HRMN ORD OUTFLOW STORAGE STAGE * DA MON HRMN ORD OUTFLOW STORAGE STAGE * DA MON HRMN ORD OUTFLOW STORAGE STAGE 0000 ooos 0010 OOlS 0020 002S 0030 003S 0040 004S 10 ooso 11 ooss 12 0100 13 OlOS 14 0110 lS OllS 16 0120 17 012S 18 0130 19 013S 20 0140 21 014S 22 OlSO 23 OlSS 24 0200 2S 020S 26 0210 27 021S 28 0220 29 022S 30 0230 31 023S 32 0240 33 024S 34 PEAK PLOW TIME PEAK STORAGE TIME 3. 4 .so PEAK STAGE TIME 27S .10 4 .SO 0. 0. 0. 0. o. 0. o. 0. 0. 0. 0 . 0. o. o. o. o. 0. 1. 1. 2 . 2 . 3. 3 . 4. s. 6. 8. 9. 11. 13. 14. 17. 19. 22. 0 .0 272.0. 0.0 272.0 • o.o 272.0 • 0.0 272.0 • o.o 272.0 • o.o 272.0. o.o 272.0. 0.0 272.0. o.o 272.0 • 0.0 272.0. 0 .0 272.0. 0.0 272.0. o.o 272.0. o.o 272.0 . o.o 272.0 • 0.0 272.0 * o.o 272.0 • 0.0 272 .0 • 0.0 272 .1. 0.0 272 .1. 0.0 272.1 * o.o 272.1 • 0 .1 27'.2.2 * 0.1 272.2 * 0.1 272.2. 0.1 272.3 • 0 .1 272.3 • 0.1 272.4 • 1().1 272.4 • 0.1 272.4 • 1 02SO 3S 02SS 36 0300 37 030S 38 0310 39 031S 40 0320 41 032S 42 0330 43 033S 44 0340 4S 034S 4 6 03SO 47 03SS 48 0400 49 040S so 0410 Sl 041S S2 0420 S3 042S S4 0430 SS 043S S6 0440 S7 044S SB 04SO S9 04SS 60 osoo 61 osos 62 OSlO 63 OSlS 64 OS20 6S OS2S 66 OS30 67 OS3S 68 0.2 272.S. 0.2 272.S • 0.2 272 .S • 0.2 272 .6 • MAXIMUM AVERAGE FLOW 24-HR 72-HR 2S . 28. 31. 34. 38. 43. 48. S4. 60. 67. 76. 86 . 98. 114 . 136. 169. 227. 348. S39. 733. 837 . 820 . 727. 609. 49S. 403. 332. 281. 242. 213 . 191. 171. 1S4. 141. 0. 2 0. 3 0. 3 0 .3 0. 3 0. 4 0 .4 0. 4 0. s 0. 5 0. 6 0.6 0.7 0 . 7 0. 8 1. 0 1. 2 272.6 * 272.7 * 272.7 • 272. 7 * 272.8 * 272.8 * 272. 9 * 272 . 9 * 273.0 • 273 .0 • 273 .1 * 273 . 2 * 273.2 * 273.3 • 273.5 * 273.6 • 273.9 * 1.7 274.2 * 2.3 274.6 * 2.9 274.9 * 3 .3 275.1 * 3.2 27S.1 • 2.9 274 .9 * 2 .5 274.7 * 2.2 274.5 • 1.8 274.3 * 1.6 274.2 • 1.4 274.0 • 1.3 273.9. 1.2 273.8 • 1.1 273.7 • 1.0 273.6 * 0.9 273 .6 • 0.9 273.5 * 8 .33-HR (CPS) (CPS) (INCHES) (AC-FT) 6-HR 837. 5.99S 76. 4 .so 1S2. 110. 6.021 6.021 76. 76. MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 1. 1. 1 . 6-HR 273. 30 CUMULATIVE AREA • MAXIMUM AVERAGE STAGE 24-HR 272. 96 0.24 SQ Ml 72-HR 272. 96 6.021 76. 8 .33-HR (AC-FT) 1. 8.33-HR 272. 96 (FEET) OS40 69 OS4S 70 OSSO 71 osss 72 0600 73 060S 74 0610 7S 061S 76 0620 77 062S 78 0630 79 063S BO 0640 81 064S 82 06SO 83 06SS 84 0700 BS 070S 86 0710 87 071S 88 0720 89 072S 90 0730 91 073S 92 0740 93 074S 94 07SO 9S 07SS 96 0800 97 OBOS 98 0810 99 081S 100 0820 101 (HR) 110. (HR ) (HR) 110. 130. 120. 112. 106. 100. 9S. 90. 86. 82 . 79. 77. 74. 72. 70. 68. 66. 6S. 63. 62. 60. S9. S7 . S6. S4. S3. S2. so. 49. 48. 48 . 47. 46. 45. 0. 8 0. 8 0 .7 0. 7 0. 7 0 .6 0 .6 273. 4 273. 4 273.3 273 .3 273 .3 273. 2 273.2 0 .6 273.2 0.6 273.1 0.6 273.1 0.6 273.l o.s 273.l o.s 273.1 o.s 273.l o.s 273.0 o.s 273 .0 o.s 273.0 0.5 273 .0 0.5 273.0 0.5 273.0 o.s 273.0 0.4 273.0 0.4 272 .9 0.4 272.9 0.4 272.9 0.4 272.9 0.4 272.9 0.4 272 .9 0.4 272.9 0.4 272.9 0.4 272.9 0.4 272.9 0.4 272.8 ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** ••• *** *** *** *** ••• *** *** *** *** *** *** *** *** ••• 40 KK DA-5 AREA DA-S 20. 4 AC. --TRIBUTARY TO CONFLUENCE W/ BURTON CREEK 42 BA 10 PH 43 LS 44 UD SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA 0 .03 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM HYDRO-JS S-MIN lS-MIN 60-MIN 2-HR 3 -HR 1.23 2.43 4.41 s.s6 6.30 TP-40 6-HR 7. 72 12-HR 24-HR 9.38 11.JS STORM AREA • 0. 03 SCS LOSS RATE STRTL CRVNBR RTIMP 0. 72 INITIAL ABSTRACTION 7 3 . 6 0 CURVE NUMBER 0. 00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG 0. 27 LAG WARNING *** TIME INTERVAL JS GREATER THAN . 29*LAG 8. 3. 27. 2. 46. l. 49 . l. UNIT HYDROGRAPH 18 END-OF-PERIOD ORDINATES 41. l. 27. o. 17. 0. HYDROGRAPH AT STATION DA-S ......••... TP-49 .......... . 2-DAY 4 -DAY 7-DAY 10-DAY 0.00 0.00 0.00 o.oo 11. 0 . 7. s . *********************************************************************************************************************************** DA MON HRMN ORD 0000 ooos 0010 OOlS 0020 002S 0030 OOJS 0040 004S 10 ooso 11 ooss 12 0100 13 OlOS 14 0110 lS OllS 16 0120 17 012S 18 0130 19 Ol3S 20 0140 21 Ol4S 22 OlSO 23 OlSS 24 0200 2S 020S 26 0210 27 021S 28 0220 29 022S 30 0230 31 023S 32 0240 33 024S 34 02SO 3S 02SS 36 0300 37 030S 38 0310 39 031S 40 0320 41 032S 42 0330 43 033S 44 0340 4S 034S 46 03SO 47 03SS 48 0400 4 9 040S so 0410 Sl RAIN 0.00 0.02 0.02 0.02 0.02 0.03 0.03 0. 03 0.03 0.03 0. 03 0.03 0. 03 0. 03 0.03 0.03 0.03 0.03 0.03 0.03 0.04 0.04 0.04 0 .04 0.04 0.04 0.04 0. 04 0. 04 0. 04 o.os o.os o.os o.os 0.06 0.06 0.06 0.06 0.07 0.08 0.08 0.09 0.10 0.10 O.ll 0.14 0 .16 0.19 0 .29 0. 36 o. 71 LOSS EXCESS 0 .00 o. 02 0. 02 0 .02 0. 02 0. 03 0.03 0. 03 0. 03 0. 03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0. 04 0.04 0.04 0. 04 0 .04 0 .04 0 .04 0 .04 0 .04 0 .04 0 .04 0 .04 0 .04 0 .04 0 .04 0 .os 0 .OS 0 .OS 0 .os 0 .os 0. OS 0 . 06 0 .06 0. 06 0.06 0.07 0.08 0. 09 0 .12 0 .14 0. 23 o.oo o.oo 0.00 o. 00 o. 00 0.00 0.00 o. 00 0.00 0.00 0.00 0. 00 0 .00 0 .00 0 .oo 0 .oo 0 .00 0 .00 0 .00 0 .oo 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .oo o. 00 0 .01 0 .01 0. 01 0.01 0.01 0 .01 0. 02 0 .02 0 . 02 0 . 03 0.03 0 .03 0. 04 0 .04 0 .OS 0 .07 0. 08 0 .10 0 .17 0. 23 0 .48 COMP Q o. 0 . o. o. 0 . o. 0 . 0. 0. o. 0. 0. o. 0. 0. 0. 0. 0. 0. 0. o. 0. 0. 0. 0 . 0. 0. 0. 0 . o. l. l. l. l. 2 . 2 . 2 . 3 . 3 . 4 . 4 . s. 6 . 7 . B. 9. 10. 13. 16. 21. 29. DA MON HRMN ORD l l l l l 041S 0420 042S 0430 043S 0440 044S 04SO 04SS osoo S2 SJ S4 SS S6 S7 SB S9 60 61 osos 62 OSlO 63 OSlS 64 0520 6S OS2S 66 OSJO 67 OSJS 68 OS40 69 OS4S 70 OSSO 71 osss 72 0600 73 060S 74 0610 7S 061S 76 0620 77 062S 7B 0630 79 063S BO 0640 Bl 064S B2 0650 B3 065S B4 0700 BS 070S B6 0710 B7 071S BB 0720 B9 072S 90 0730 91 073S 92 0740 93 074S 94 07SO 9S 07SS 96 OBOO 97 OBOS 9B OBlO 99 OB lS 100 OB20 101 RAIN l.23 0 .49 0. 32 0 .20 0 .17 O.lS 0 .12 0 .11 0 .10 0.09 0.09 O.OB 0 . 07 0.07 0 .06 0 .06 0 .06 0 .06 0 .OS 0 .OS 0 .OS 0 .OS 0 .04 0 .04 0.04 o. 04 0 .04 o. 04 0 . 04 0. 04 0 . 04 0. 03 0 . 03 0. 03 0 .03 0. 03 0 . 03 0. 03 0 . 03 0. 03 0. 03 0. 03 0.03 0. 03 0 .03 0 .03 0.03 0.02 0.02 0.02 LOSS EXCESS 0. 30 0.09 0 . 06 0 . 03 0. 03 0 . 02 0. 02 0. 02 0 .01 0. 01 0.01 0 .01 0 .01 0.01 0. 01 0. 01 0.01 0 .01 0.01 0 .01 0.01 0 .01 0 .01 0 .oo 0 .oo 0 .00 0 .00 o .oo 0 .oo 0 .00 0.00 o .oo 0.00 0 .00 0. 00 0. 00 o .oo o .oo 0.00 0.00 0.00 0 .00 o.oo o.oo 0.00 o .oo 0.00 0 .00 o.oo 0. 00 0.93 0 .40 0 .26 0 .17 0 .14 0 .13 0 .10 0 .09 0 .09 0. OB 0 .07 0 .07 0 .06 0 .06 0 .06 0 .OS o.os 0 .OS 0.04 0 .04 0 .04 0. 04 0. 04 o. 04 o. 04 0.04 0. 03 0 .03 0 .03 0.03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0 .OJ 0. 03 0 .03 0. 03 0. 02 0 . 02 0 . 02 0 . 02 0. 02 0. 02 0. 02 0. 02 0.02 0. 02 COMP Q 47. 74. 97. 104. 96. Bl. 6S. SJ. 44. 37. 31. 27. 24. 22. 20. lB. 16. lS . 14. 13 . 13 . 12. 11. 11. 10 . 10 . 10 . 9. 9 . 9. 9. B. B. B. B. B. 7. 7. 7. 7 . 7. 7. 6 . 6 . 6. 6 . 6. 6 . 6. 6. *********************************************************************************************************************************** TOTAL RA INFALL • B.47, TOTAL LOSS= 3.17, TOTAL EXCESS = s. 30 PEAK FLOW TIME (CFS) (INCHES) (AC-FT) 6-HR 104. 5 .199 9. CUMULATIVE AREA • MAXIMUM AVERAGE FLOW 24-HR 4.50 5 .199 9. 0. 03 SQ MI 72-HR 5 .199 9. 8 .33-HR 18. 5.199 9. (CFS) 13. (HR) 13. 13 . *** .... *** *** ....... **• *** *** *** •••••• *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** ••• *** *** 45 KK COMB3 COMBINE DA-5 & ROUTED HYDROGRAPH 47 HC HYDROGRAPH COMBINATION !COMP 2 NUMBER OP HYDROGRAPHS TO COMBINE HYDROGRAPH AT STATION COMB3 SUM OF 2 HYDROGRAPHS DA MON HRMN ORD FLOW DA MON HRMN ORD FLOW DA MON HRMN ORD PEAK FLOW 0000 0005 0010 0015 0020 0025 0030 0035 0040 0045 10 0050 11 0055 12 0100 13 0105 14 0110 15 0115 16 0120 17 0125 18 0130 19 0135 20 0140 21 0145 0150 0155 0200 0205 22 23 24 25 26 TIME o. 0. 0. 0. 0. 0. o. 0. 0. 0 . 0 . 0 . o. o. 0. 0. 0. 1. 1. 2. 2. 3 . 3. 4 . 5. 6. (CFS) (INCHES) (AC-FT) 1 . 6-HR 941. 5.900 84. CUMULATIVE AREA • 0210 27 0215 28 0220 29 0225 30 0230 31 0235 32 024 0 33 0245 34 0250 35 0255 36 0300 37 0305 38 0310 39 0315 40 0320 41 0325 42 0330 43 0335 44 0340 45 0345 46 0350 47 0355 0400 0405 0410 0415 48 49 50 51 52 8 . 9. 11. 13 . 15. 17. 20. 23. 26. 30. 33 . 37. 41. 47 . 52. 58. 66 . 74. 84. 95. 108. 127 . 152. 190. 256. 395. 1 1 1 1 1 0420 53 0425 54 0430 55 0435 56 0440 57 0445 58 0450 59 0455 60 0500 61 0505 62 0510 63 0515 64 0520 65 0525 66 0530 67 0535 68 0540 69 0545 70 0550 71 0555 72 0600 73 0605 0610 0615 0620 0625 74 75 76 77 78 MAXIMUM AVERAGE FLOW 24-HR 4.50 5. 924 85. 0. 27 SQ MI 72-HR 8.33-HR (CPS) 170. 123. 5.924 5.924 85. 85. FLOW 612. 830 . 941. 916. 808. 674. 549. 447. 369. 312. 269. 237. 212. 190. 172. 158. 145. 135. 126. 118. 112. 106. 101. 96. 92 . 89. (HR) 123. DA MON HRMN ORD 1 1 l l 1 1 1 1 123. 0630 79 0635 80 0640 81 0645 82 0650 83 0655 84 0700 85 0705 86 0710 87 0715 88 0720 89 0725 90 0730 91 0735 92 0740 93 0745 94 0750 95 0755 96 0800 97 0805 98 0810 99 0815 100 0820 101 FLOW 86. 83. 81. 78. 76. 75. 73. 71. 69. 68. 66. 64. 63. 61. 59. 58. 57. 56. 54. 53. 53. 52. 51. 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 AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT DA-1 429. 4.50 77. 56. 56 . 0 .12 HYDROGRAPH AT DA-3 150. 4.50 25. 18. 18. 0.04 2 COMBINED AT COM Bl 579. 4.50 102. 74. 74. 0 .17 HYDROGRAPH AT DA-2 228. 4.33 30. 22. 22. 0 .04 HYDROGRAPH AT DA-4 136 . 4 .42 21. 15. 15. 0. 03 3 COMBINED AT COMB2 866. 4.42 153. 111. 111. 0 . 24 ROUTED TO RT-2 837. 4.50 152. 110. 110. 0.24 275 .10 4.50 HYDROGRAPH AT DA-5 I04. 4.50 18. 13 . 13 . 0 .03 2 COMBINED AT COMB3 941. 4.50 170 . 123 . 123 . 0. 27 ••• NORMAL END OF HEC-1 ... ' HECl S/No 1343001888 HMVersion: 6. 33 FLOOD HYDROGRAPH PACKAGE (HEC -1) MAY 1991 VERSION 4.0.lE RUN DATE 02/14/2001 TIME 12 • Ol o40 * Data File: brttrbDV.HCl x x xxxxxxx xxxxx x x x x x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x xxxxxxx xxxxx Full Microcomputer Implementation by Haestad Methods, Inc. x xx x x x x xxx ::::::::::::::::::::::::::::::::::::::::::: U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERS IONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW. 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 FORTRAN?? VERSION NEW OPTIONS• DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSSoWRITE STAGE FREQUENCY , DSSoREAD TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE oGREEN AND AMPT INFILTRATION KINEMATIC WAVE• NEW FINITE DIFFERENCE ALGORITHM LINE 1 2 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 HEC-1 INPUT ID •...•.• 1. ...... 2 ..•..•. 3 ....... 4 ....... 5 ...•... 6 ....... 7 ....... 8 ....... 9 ...... 1 0 ID ID ID ID IT IO KK DA-1 ESA UNIVERSITY DRIVE -COLLEGE STATION, TEXAS TRIBUTARY TO BURTON CREEK, ESA HOTEL SITE DEVELOPED FEBRUARY, 2001 FILE, G, \113-13 \DOCS\HEC-1 \BRTTRBDV. HCl KM AREA DA-1 79. 7 AC. - -TRIBUTARY TO UNIVERSITY DRIVE BA 0 .1245 PH 1. 23 2. 43 4.41 5.56 6.30 7 . 72 LS 78.4 UD 0.29 KK DA-3 KM AREA DA-3 27. 5 AC. - -UNNAMED TRIBUTARY BA 0. 0430 LS 0 76 .2 UD 0.26 KK COMBl KM COMBINE DA-1, DA-3 HC 2 KK DA-2 9. 38 11 .35 KM AREA DA-2 25.7 AC.--COMMERCIAL & RESIDENTIAL AREA NORTH OF UNIV. DR . BA 0. 0402 LS 88.9 UD 0 .13 KK DA-4 KM AREA DA-4 18.4 AC.--UNNAMED TRIBUTARY BA 0.0288 LS 90. 4 UD 0 . 20 KK COMB2 KM COMBINE DA-3,DA-4 & COMBl HC 3 KK RT-2 KM ROUTE COMBINED HYDROGRAPH THRU NATURAL CHANNEL RS FLOW 0 0 RC . 08 . 065 . 08 1000 .007 277 RX 100 130 235 260 282 335 407 425 RY 278 276 274 272 272 274 276 278 KK DA-5 KM AREA DA-5 20.4 AC.--TRIBUTARY TO CONFLUENCE W/ BURTON CREEK BA 0. 0319 LS 75.0 UD 0. 27 PAGE LINE 45 46 47 48 HEC-1 INPUT PAGE ID ....... 1. ...... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 KK COMB3 KM COMBINE DA-5 & ROUTED HYDROGRAPH HC 2 zz HECl S/N, 1343001888 HMVersion: 6. 33 Data File: brttrbOV.HCl FLOOD HYDROGRAPH PACKAGE (HEC·l) MAY 1991 VERSION 4. 0. lE RUN DATE 02/14/2001 TIME 12 ,0l,40 * 6 IO IT 7 KK 9 BA 10 PH ESA UNIVERSITY DRIVE · COLLEGE STATION, TEXAS TRIBUTARY TO BURTON CREEK , ESA HOTEL SITE DEVELOPED FEBRUARY, 2001 FILE, G' \113-13 \DOCS\HEC-1 \BRTTRBDV .HCl OUTPUT CONTROL VARIABLES IPRNT I PLOT QSCAL 1 PRINT CONTROL 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN 5 IDATE ITIME 0000 NQ 101 NDDATE NDTIME 0820 I CENT 19 COMPUTATION INTERVAL TOTAL TIME BASE ENGLISH UNITS MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK 0.08 HOURS 8.33 HOURS 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 DA-1 AREA DA·l 79.7 AC.·· TRIBUTARY TO UNIVERSITY DRIVE SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA 0 .12 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 HYDR0-35 ··············· TP-40 ............... ........... TP-49 .......... . 11 LS 12 UD 5-MIN 15-MIN 1.23 2 .43 SCS LOSS RATE STRTL CRVNBR RT IMP 60-MIN 2-HR 3-HR 6-HR 4 .41 5.56 6. 30 7.72 STORM AREA 0. 55 INITIAL ABSTRACTION 78.40 CURVE NUMBER . 0.00 PERCENT IMPERVIOUS AREA 12-HR 24-HR 9. 38 11.35 0 .12 SCS DIMENSIONLESS UNITGRAPH 27. 15. TLAG 0 . 2 9 LAG 86. 10. 160. 7. 182. 4 . UNIT HYDROGRAPH 19 END-OF-PERIOD ORDINATES 162. 122. 76 . 3. 2 . 1. HYDROGRAPH AT STATION DA· l 2-DAY 4-DAY 7-DAY 10-DAY o.oo 0 .00 0.00 0.00 50. 1. 34. 0. 23. DA MON HRMN ORD 1 1 1 0000 0005 0010 0015 0020 0025 0030 0035 0040 0045 10 0050 11 0055 12 0100 13 0105 14 0110 15 0115 16 0120 17 0125 18 0130 19 0135 20 0140 21 0145 22 0150 23 0155 24 0200 25 0205 26 0210 27 0215 28 0220 29 0225 30 0230 31 0235 32 0240 33 0245 34 0250 35 0255 36 0300 37 0305 38 0310 39 0315 40 0320 0325 0330 0335 0340 0345 0350 0355 0400 0405 0410 41 42 43 44 45 46 47 48 49 50 51 TOTAL RAINFALL • PEAX FLOW TIME RAIN LOSS EXCESS COMP 0 0.00 0 . 02 0 . 02 0.02 0 . 02 0.03 0 .03 0. 03 0 .03 0 .03 0.03 0 .03 0.03 0.03 0 .03 0. 03 0.03 0.03 0.03 0. 03 0. 04 0. 04 0. 04 0.04 0. 04 0 .04 0. 04 0. 04 0. 04 0. 04 0. 05 0.05 o.os 0.05 0. 06 0.06 0. 06 0.06 0.07 0.08 0. 08 0 .09 0.10 0 .10 0 .11 0 .14 0.16 0.19 0 .29 0. 36 o. 71 0.00 0.02 0.02 0. 02 0. 02 0. 03 0. 03 0. 03 0.03 0.03 0.03 0 .03 0. 03 0.03 0.03 0.03 0.03 0. 03 0 . 03 0.03 0.04 0.03 0. 03 0. 03 0. 03 0.03 0. 03 0. 03 0 .04 0 .04 0 .04 0.04 0.04 0. 04 0. 04 0 . 04 0. 04 0 . 04 0. 04 0. 04 0. 04 0.05 0. 05 0.05 0. 05 0.06 0.06 0.07 0.09 0.10 0.17 8 .46, TOTAL LOSS % (CFS) (INCHES) (AC-FT) 6-HR 429. 5. 750 38. CUMULATIVE AREA % o.oo 0 .00 0 .00 0.00 0 .00 0 .00 o.oo 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 0 .00 0.00 0.00 0 .00 0 .00 0. 00 0.00 0 . 01 0 .01 0 .01 0.01 o. 01 0.01 0.01 0.02 0 .02 0 . 02 0 . 02 0 . 03 0 . 03 0.03 0.04 0. 04 0.05 0 .06 0 . 06 0.08 0.10 0.12 0 .19 0. 26 0 .54 0. o. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0 . 0. 0. 0. 0. 0. 0. 0. 0. 0. 0 . o. o. 1. 1. 2. 3. 4 . s. 6. 7. 8. 9. 11. 12. 14. 16. 18. 20. 23. 26. 30. 34. 38. 43. so. 59. 72. 92. 127. 2.S9, TOTAL EXCESS% MAXIMUM AVERAGE FLOW 24-HR 4.50 5.761 38 . 0.12 SQ MI 72-HR 5.761 38. DA MON HRMN ORD s. 87 8.33-HR 77. 5. 761 38. 0415 52 0420 53 0425 54 0430 55 0435 56 0440 57 0445 58 0450 59 0455 60 0500 61 0505 62 0510 63 0515 64 0520 65 0525 66 0530 67 0535 68 0540 69 0545 70 0550 71 0555 72 0600 73 0605 74 0610 75 0615 76 0620 77 0625 78 0630 79 0635 80 0640 81 0645 82 0650 83 0655 84 0700 85 0705 86 0710 87 0715 88 0720 89 072S 90 0730 91 0735 92 0740 93 0745 94 0750 9S 07SS 96 0800 97 080S 98 0810 99 0815 100 0820 101 (CFS) 56. RAIN 1.23 0 .49 0 . 32 0 .20 0 .17 0 .15 0.12 0 .11 0 .10 0.09 0 .09 0.08 0 .07 0.07 0 .06 0.06 0 .06 0.06 o.os o.os 0.05 o.os 0 .04 0 .04 0. 04 0.04 0 . 04 0 .04 0 .04 0 .04 0.04 0. 03 0 .03 0.03 0 . 03 o. 03 0 . 03 0 . 03 o. 03 o. 03 0.03 0 .03 0. 03 0.03 0 .03 0 . 03 0.03 0. 02 0. 02 0 . 02 (HR) 56. LOSS EXCESS 0. 21 0 . 07 0.04 0 . 02 0 . 02 0 .02 0.01 0 . 01 0 .01 0.01 0 .01 0.01 0. 01 0.01 0.01 0.01 o.oo o. 00 o. 00 o.oo 0 .00 o.oo o.oo 0 .00 o.oo 0 .00 0 .oo o. 00 o.oo 0 .00 0 .00 o. 00 0 .00 0 .oo 0 .00 0 .00 0 .00 0 .oo 0 .00 0 .oo 0. 00 o. 00 o. 00 0.00 o. 00 0.00 0.00 o.oo o.oo 0. 00 56 . 1.02 0 . 43 0 .28 0 .18 0 .lS 0 .13 0.11 0.10 0.09 0.08 0.08 o. 07 o. 06 0.06 0.06 0.06 o. OS 0 .OS o.os 0. 04 0.04 0 .04 0 .04 0 .04 0.04 0 .04 0 .04 0 .04 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .03 0 .. 03 0 .03 0 .03 0. 03 0 .02 0. 02 0.02 0.02 0.02 0.02 0.02 COMP 0 196. 295. 391. 429. 411. 3S6. 290. 238. 196. 164. 139. 120. l OS. 94. 84. 76. 70. 64. 60. S6. 52. so. 47. 4S. 43. 41. 40. 39. 38. 36. 3S. 34. 34. 33. 32. 31. 31. 30. 29. 28. 27. 27. 26. 26. 25. 2S. 24. 24. 23. 23. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 13 KK 15 BA 10 PH 16 LS DA-3 AREA DA-3 27. 5 AC. --UNNAMED TRIBUTARY SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA 0.04 SUBBASIN AREA PRECIPITATION DATA HYDR0 -35 5-MIN 15-MIN 60-MIN 1.23 2 .43 4.41 DEPTHS FOR 0-PERCENT HYPOTI!ETICAL STORM 2-HR 3-HR 5 .56 6.30 TP-40 6-HR 7. 72 12-HR 24-HR 9.38 ll.3S STORM AREA % 0 . 04 SCS LOSS RATE STRTL 0.62 INITIAL ABSTRACTION ........... TP-49 .......... . 2-DAY 4-DAY 7-DAY 10-DAY 0.00 0.00 0.00 o.oo 17 UD CRVNBR RTIMP 7 6 . 2 0 CURVE NUMBER 0.00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG 0. 26 LAG WARNING ••• TIME INTERVAL IS GREATER TiiAN . 29*LAG 12. 4. 39. 2. 65. 1. 68. 1. UNIT HYDROGRAPH 18 END-OF-PERIOD ORDINATES 55. 35. 22. 1. 0. 0 . 14. 0. 9. 6. * *** ** * * * * * * *. * *** * * * ** * * * ** * * *** * *. *** ** * * * * * * ** * * * * *. *** ...... *. * ... *** * * * * *** * *. * * *. * * ** **** * * * * ........ * * ***** * *** ** * * ....... ** * * * * * * * * •••• * HYDROGRAPH AT STATION DA-3 * * * * ** * * * * * * *. * * * * * * ** * * ..... * * * .... * * ......... * * **. * * * •• * * * * ..... * * ... * ... * * ......... * * * ** * * *. * * * * * * * * * * * * * * * * *. * * * * * ** * * * ****** * ...... ** * * •• * * * * * *'** * DA MON HRMN ORD 0000 0005 0010 0015 4 0020 5 0025 6 0030 0035 0040 0045 10 0050 11 0055 12 0100 13 0105 14 0110 15 0115 16 0120 17 0125 18 0130 19 0135 0140 0145 0150 0155 0200 20 21 22 23 24 25 0205 26 0210 27 0215 28 0220 29 0225 30 0230 31 0235 32 0240 33 0245 34 0250 35 0255 36 0300 37 0305 38 0310 39 0315 40 0320 41 0325 42 0330 43 0335 44 0340 45 0345 46 0350 47 0355 48 0400 49 0405 50 0410 51 TOTAL RAINFALL = PEAK FLOW TIME RAIN LOSS EXCESS COMP Q 0 .00 0 .02 0.02 0.02 0.02 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0.03 0. 03 0.03 0. 03 0. 04 0. 04 0. 04 0. 04 0. 04 0. 04 0. 04 0. 04 0. 04 0. 04 0.05 0.05 0. 05 0.05 0.06 0.06 0.06 0 .06 0. 07 0.08 0.08 0.09 0.10 0 .10 0 .11 0.14 0.16 0 .19 0 .29 0.36 o. 71 0.00 0 .02 0. 02 0 .02 0.02 0.03 0 .03 0.03 0.03 0.03 0.03 0. 03 0.03 0.03 0 . 03 0. 03 0. 03 0 .03 0 .03 0.03 0. 04 0. 04 0.04 0.04 0.04 0.04 0.04 0 .04 0.04 0. 04 0.04 0.04 0.04 0.04 0 .04 0.04 0.04 0. 04 0.04 0.05 0.05 0.05 0.05 0.05 0.06 0 .07 0 .07 0. 08 0.11 0 .12 0 .19 8.47, TOTAL LOSS • (CFS) (INCHES) (AC-PT) 6-HR 150. 5.507 13. CUMULATIVE AREA • 0. 00 0 .00 o.oo 0.00 0. 00 0.00 0 . 00 0 . 00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 o.oo 0. 00 o.oo 0.00 0.00 0. 00 0.00 0 .00 0. 00 0. 00 0.00 0 .00 0 .00 0.00 0.01 0.01 0. 01 0 . 01 0. 01 0 .01 0. 02 0 . 02 0. 02 0. 02 0. 02 0. 03 0. 03 0 . 04 0 .04 0. 05 0. 06 0. 08 0.09 0 .11 0 .18 0. 24 0. 52 0. o. 0. 0. 0. 0. 0. 0. 0. o. o. 0. 0 . 0. 0. 0. 0. 0. 0. 0. 0. 0. 0 . o. 0. 0. 0. 1. 1. 1. 1. 2. 2. 3. 3. 4. 4. 5. 5. 6. 7. 8. 9 . 11. 12 . 14. 17. 20. 24. 32. 45. 2.86, TOTAL EXCESS• MAXIMUM AVERAGE FLOW 24-HR 72-HR 4.50 5. 512 13. 0.04 SQ MI 5.512 13. DA MON HRMN ORD 5 .61 l 1 l 1 1 1 l 1 1 8.33-HR 25. 5.512 13. 0415 52 0420 53 0425 54 0430 55 0435 56 0440 57 0445 58 0450 59 0455 60 0500 61 0505 62 0510 63 0515 64 0520 65 0525 66 0530 67 0535 68 0540 69 0545 70 0550 0555 0600 0605 0610 0615 71 72 73 74 75 76 0620 77 0625 78 0630 79 0635 80 0640 81 0645 82 0650 83 0655 84 0700 85 0705 86 0710 87 0715 88 0720 89 0725 90 0730 91 0735 92 0740 93 0745 94 0750 95 0755 96 0800 97 0805 98 0810 99 0815 100 0820 101 (CFS) 18. RAIN 1. 23 0.49 0 .32 0 .20 0.17 0.15 0.12 0.11 0.10 0. 09 0.09 0. 08 0.07 0 .07 0. 06 0. 06 0 .06 0 . 06 0 .05 0.05 0.05 0.05 0 . 04 0. 04 0 .04 o. 04 0. 04 0. 04 0. 04 0. 04 0. 04 0. 03 0 .03 0.03 0 .03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0.03 0.03 0. 03 0. 03 0. 03 0.03 0 .02 0 .02 0. 02 (HR) 18. LOSS EXCESS 0 .25 0.08 0. 05 0. 03 0 .02 0 . 02 0 .01 0 .01 0 .01 0. 01 0.01 0.01 0.01 0.01 0.01 0.01 0. 01 0 .01 0 .01 0 .00 0 .00 0. 00 0 . 00 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 o.oo o.oo 0. 00 0 .00 0 . 00 0 .00 0. 00 0. 00 0. 00 o.oo 0. 00 0. 00 0 .00 0 .00 0.00 0.00 0.00 o.oo 18. 0.98 0 .41 0.27 0.18 0.15 0.13 0.11 0.10 0.09 0.08 0.08 0 . 07 0.06 0.06 0.06 0 .05 0.05 0.05 0.05 0 .04 0. 04 0 .04 0.04 0. 04 0.04 0. 04 0.04 0.03 0.03 0.03 0.03 0 .03 0 .03 0.03 0.03 0.03 0 .03 0. 03 0.03 0 .03 0 . 03 0.03 0.02 0.02 0.02 0.02 0.02 0 . 02 0.02 0.02 COMP Q 72. 111. 143. 150. 136. 111. 90. 73. 60. 50. 42. 37. 33 . 29. 27. 24 . 22 . 21. 19. 18. 17. 16. 16. 15. 14. 14. 13. 13. 13. 12. 12. 12. 11. 11. 11. 11. 10. 10. 10. 9. 9 . 9. 9 . 9. 8 . 8. 8. 8 . 8. 8. *** *** *** *** *'** **'* *** *** *** *** *** *** *** *** *** 18 KK COMB! COMBINE DA-1, DA-3 20 HC HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE * * * * ** * ** * * * * * * * * * * *. * *. * * * * * * *. * * * *. * * * * * * * * * * * * * * ••••• * *** * *. * *. * *. * * ********ft******************.*******.*****.**************.*** DA MON HRMN ORD 0000 ooos 0010 OOlS 0020 002S 0030 003S 0040 004S 10 ooso 11 ooss 12 0100 13 OlOS 14 0110 lS OllS 16 0120 17 012S 18 0130 19 013S 20 0140 21 014S 22 OlSO 23 OlSS 24 0200 2S 020S 26 FLOW 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. o. 0. 0. 0. 0. 0. 0. 0. o. 1. 2. HYDROGRAPH AT STATION COMB! DA MON HRMN ORD 0210 27 021S 28 0220 29 022S 30 0230 31 023S 32 0240 33 024S 34 02SO 3S 02SS 36 0300 37 030S 38 0310 39 031S 40 0320 41 032S 42 0330 43 033S 44 0340 4S 034S 46 03SO 47 03SS 48 0400 49 040S so 0410 Sl 041S S2 SUM OF 2 HYDROGRAPHS FLOW 3. 4. s. 6. 7. 9. 10. 12. 14. 16. 18. 21. 24. 27. 30. 34. 39. 44. so. S8. 67. 79. 97. 124. 172. 268. DA MON HRMN ORD 04 20 S3 042S S4 0430 SS 04 3S S6 0440 S7 044S S8 04SO S9 04SS 60 osoo 61 osos 62 OSlO 63 OSlS 64 OS20 6S OS2S 66 OS30 67 OS3S 68 OS40 69 OS4S 70 OSSO 71 osss 72 0600 73 060S 74 0610 7S 061S 76 0620 77 062S 78 FLOW 407. S34. S79. S46. 467. 380. 310. 2S6. 214 . 181. 1S7. 138. 123 . 111. 100. 92. 8S. 79. 74. 70. 66. 63. 60. S7. SS. S3. DA MON HRMN ORD 0630 79 063S 80 0640 81 064S 82 06SO 83 06SS 84 0700 8S 070S 86 0710 87 071S 88 0720 89 072S 90 0730 91 073S 92 0740 93 074S 94 07SO 9S 07SS 96 0800 97 080S 98 0810 99 081S 100 0820 101 FLOW S2. so. 49. 47. 46. 4S. 44. 43. 42. 41. 40. 39. 38. 37. 36. 3S. 34. 34. 33. 32 . 32. 31. 31. *** * * * * * * * * *. *. * * * * * * * * * * * *. * * * ** * * •• * •• * * * * *. * .... * * * *** * * * * * *. * * * * * * * ** * * * * * * * * * *** ** **** * ** * * * * * * * * * * ••••• ** * •••••••••••• *** * ** * * * PEAK FLOW TIME 21 KK DA-2 (CFS) (INCHES) (AC-FT) 6-HR S79 . . 688 Sl. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 4.SO s. 697 Sl. 0.17 SQ MI 72 -HR s. 697 Sl. 102. .33-HR s. 697 Sl. (CFS) 74. (HR) 74. 74. AREA DA-2 2S.7 AC.--COMMERCIAL & RESIDENTIAL AREA NORTH OF UNIV. DR . 23 BA 10 PH 24 LS 2S UD SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA 0 . 04 SUBBAS IN AREA PRECIPITATION DATA DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM HYDR0-3S S-MIN lS-MIN 60-MIN 1.23 2.43 4.41 2-HR 3-HR s.s6 6.30 TP-40 6-HR 7. 72 12-HR 9. 38 STORM AREA = 0 . 04 SCS LOSS RATE STRTL CRVNBR RT IMP 0. 2S INITIAL ABSTRACTION 88. 90 CURVE NUMBER 0. 00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG 0 .13 LAG 24-HR 11.3S WARNING *** TIME INTERVAL IS GREATER TiiAN .29*LAG ........... TP-49 .......... . 2-DAY 4-DAY 7-DAY 10-DAY o.oo o.oo 0.00 0.00 UNIT HYDROGRAPH 10 END-OF-PERIOD ORDINATES 51. 114. B2. 35. 16. 7. 3. 2. 1. 0. * * * * * ** * * * ** * * ••• * * * * •• * .... * * * * **. * ••• * * * ** * * *. * * * * * * * * * * * * ** * * * * * *. * * * * ... * .... * * * *. * * *. * ** * * * * *** * ** •• * * * * * •• * * * * * * •• * ** ** * * * *. * ** * * * HYDROGRAPH AT STATION DA-2 ** ** * * * * * *** * * *. *. ** * ** *. ** * * * * * * * * * ** * ** * * * * * ** * * * * * * * .... * * * *. ** * * ... * * ... * * * * * * *. * * •• * * * * * ** ** * * *. * * ** * * * * * * * * * * * * *** * * •• ** *. * •• *. * * * DA MON HRMN ORD 0000 0005 0010 0015 0020 0025 0030 0035 0040 0045 10 0050 11 0055 12 0100 13 0105 14 0110 15 0115 16 0120 17 0125 lB 0130 19 0135 20 0140 21 0145 22 0150 23 0155 24 0200 25 0205 26 0210 27 0215 2B 0220 29 0225 30 0230 31 0235 32 024 0 33 0245 34 0250 35 0255 36 0300 37 0305 3B 0310 39 0315 40 0320 41 0325 42 0330 43 0335 44 0340 45 0345 46 0350 47 0355 4B 0400 49 0405 50 0410 51 RAIN 0.00 0. 02 0. 02 0. 02 0. 02 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0.03 0.03 0.03 0.03 0 .03 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0. 05 0.05 0.05 0.05 0. 06 0.06 0.06 0 .06 0 .07 0. OB 0. OB 0 .09 0 .10 0 .10 0.11 0.14 0 .16 0 .19 0.29 0 . 36 o. 71 LOSS EXCESS 0.00 0. 02 0.02 0.02 0. 02 0.03 0 .03 0. 03 0 . 03 0 . 03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0 .02 0. 02 0. 02 0. 02 0. 02 0. 02 0. 02 0. 02 0. 02 0. 02 0.02 0.02 0.02 0.02 0.02 0.02 0. 02 0. 02 0.02 0. 02 0. 02 0. 02 0 .02 0. 02 0. 02 0 . 02 0. 02 0. 02 0. 02 0. 02 0. 02 0.02 0. 03 0. 04 0. 05 0. 00 0 .00 0 .00 0 .00 0 .oo 0. 00 0 .00 0. 00 0 .00 0. 00 0 .00 0. 00 0.00 0.00 0.00 0.01 0.01 0 .01 0 .01 0 .01 0 . 01 0 . 01 0 . 02 0.02 0 . 02 0 . 02 0 . 02 0. 02 0. 02 0. 03 0. 03 0. 03 0. 03 . 04 . 04 . 04 0. 04 0.05 0.05 0 .06 0 .06 0.07 0. OB 0. OB 0. 09 0 .12 0.14 0 .16 0. 25 0. 33 0. 65 COMP Q 0. 0. 0 . 0. 0. 0 . 0. 0. o. 0. 0. 0. 0 . o. 1. 1. 2. 2. 2 . 3. 3. 4. 4. 4. 5. 5. 6. 6. 7. 7. B. B. 9. 9. 10. 11 . 12. 13. 14. 15. 17. 19. 20. 22. 25. 2B. 33 . 39. 49. 66. 100. DA MON HRMN ORD 0415 52 0420 53 0425 54 0430 55 0435 56 0440 57 0445 5B 0450 59 0455 60 0500 61 0505 62 0510 63 0515 64 0520 65 0525 66 0530 67 0535 68 0540 69 0545 70 0550 71 0555 72 0600 73 0605 74 0610 75 0615 76 0620 77 0625 78 0630 79 0635 80 0640 81 0645 82 0650 83 0655 84 0700 85 0705 86 0710 87 0715 B8 0720 B9 0725 90 0730 91 0735 92 0740 93 0745 94 0750 95 0755 96 OBOO 97 OB05 9B 0810 99 OB15 100 OB20 101 RAIN 1. 23 0. 49 0. 32 0.20 0.17 0.15 0.12 0.11 0.10 0.09 0.09 0. OB 0 .07 0.07 0 . 06 0 .06 0.06 0.06 0.05 0.05 0.05 o. 05 0. 04 0.04 o. 04 0.04 0 .04 0 .04 0.04 0. 04 0 .04 0 . 03 0. 03 0 .03 0. 03 0.03 0. 03 O. OJ 0. 03 0.03 0.03 0.03 O.OJ 0. OJ 0 .OJ 0 .03 0 .OJ 0 .02 0 .02 0 .02 LOSS EXCESS 0.07 0.02 0 .01 0.01 0.01 0.00 0.00 o.oo o.oo 0 .00 0.00 0. 00 0.00 0.00 0.00 0 .00 0.00 0.00 0.00 0.00 0.00 o.oo o. 00 o. 00 o. 00 o. 00 0 .00 0. 00 o. 00 0 .oo o.oo 0. 00 0 .00 0. 00 0.00 0.00 0 .00 0.00 0.00 0 .00 0.00 0 .00 0 .00 0 .00 0 .oo 0 .00 0 .oo o. 00 0.00 0. 00 1.16 0 .47 0.31 0.20 0.17 0 .15 0 .12 0 .11 0 .10 o. 09 0 . OB 0 . OB 0. 07 0 .07 0. 06 0.06 0.06 0.05 o. 05 o. 05 0. 05 0. 04 0.04 0. 04 0. 04 0.04 0 .04 0.04 0 . 04 0 . 04 0. 03 0. 03 0. 03 0 . 03 0. 03 0. 03 0. 03 0 . 03 O.OJ 0 .OJ 0 .OJ 0. 03 0. 03 0. 03 0. 03 0. 03 0. 02 0.02 0. 02 0.02 COMP Q l 7J. 22B. 196. 139. 9B. 72. 57. 46. 3B. J4. 30. 2B. 26. 23. 22. 20. 19. lB. 17. 16. 16. 15. 14 . 14. 13 . 13. 13. 12. 12. 12. 11. 11. 11. 11. 10. 10. 10. 9. 9. 9. 9 . 9 . B. B. B. B. B. B. B. B. *********************************************************************************************************************************** TOTAL RAINFALL • PEAK FLOW TIME B.47, TOTAL LOSS= (CPS) (INCHES) (AC-FT) 6-HR 22B. 6.91J 15. CUMULATIVE AREA • l.3J, TOTAL EXCESS • MAXIMUM AVERAGE FLOW 24-HR 4.33 7.0BO 15. 0.04 SQ Ml 72-HR 7.080 15. 7.13 B.33-HR 30. 7 . OBO 15. (CPS) 22. (HR) 22. 22 . *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 26 KK DA-4 AREA DA-4 lB.4 AC.--UNNAMED TRIBlrl'ARY SUBBASIN RUNOFF DATA 2B BA SUBBASIN CHARACTERISTICS TAREA 0 . 0 3 SUB BAS IN AREA PRECIPITATION DATA 10 PH 29 LS 30 UD DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM . . . . . HYDR0-35 5-MIN 15-MIN 60-MIN 1.23 2 .43 4.41 2-HR 5 .56 3-HR 6 .30 TP-40 6-HR 7. 72 12-HR 9. 38 STORM AREA • 0. 03 SCS LOSS RATE STRTL CRVNBR RTIMP 0.21 INITIAL ABSTRACTION 90. 4 0 CURVE NUMBER 0.00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG 0. 20 LAG 24 -HR 11.35 WARNING ••• TIME INTERVAL IS GREATER THAN • 29*LAG 14. 1. 46 . 1. 57 . 0 . 46. 0. UNIT HYDROGRAPH 14 END-OF-PERIOD ORDINATES 26. 15. 8. .... TP-49 .......... . 2-DAY 4 -DAY 7 -DAY 10-DAY 0. 00 0. 00 0 .00 0.00 5. 3. 2. ****** * * ****** ••• * * * * *** * ** * * ** **** ** ********'* * ** * ** * .... **** * * * *. * * * * * * * * ** * •t * *. * * * * * * * * ** * * * •• * * * * * ** ***'* * * * * ** * * * * * * ** *** ** ••• * * * HYDROGRAPH AT STATION DA-4 *** *** **** **** **** ** * ••• * ** * * * ***** * *** ***** *** •• ** * ** * * * * * * * * * * * * * * * * * * * ** * •• * ** *. * * * * ** *. * * ... * * * * * * * * * * * * * * * * * * * * * * * * * * ** * *. ** •••• DA MON HRMN ORD 0000 0005 0010 0015 4 0020 5 0025 6 0030 0035 0040 0045 10 0050 11 005S 12 0100 13 OlOS 14 0110 15 OllS 16 0120 17 0125 18 0130 19 013S 20 0140 21 014S 22 OlSO 23 0155 24 0200 25 020S 26 0210 27 021S . 28 0220 29 022S 30 0230 31 023S 32 0240 33 0245 34 0250 3S 02SS 36 0300 37 030S 38 0310 39 031S 40 0320 41 0325 42 0330 43 033S 44 0340 45 034S 46 03SO 47 035S 48 0400 49 040S so 0410 Sl TOTAL RAINFALL = PEAK PLOW TIME RAIN LOSS EXCESS COMP Q o.oo 0.02 0.02 0.02 0.02 0 .03 0 . 03 0 .03 0 .03 0 . 03 0. 03 0. 03 0. 03 0 .03 0.03 0 .03 0.03 0 .03 0.03 0.03 0.04 0. 04 0 .04 0 .04 0 .04 0 .04 0. 04 0 .04 0. 04 0. 04 0 .OS 0 .05 o.os 0 .OS 0 .06 0 .06 0. 06 0 .06 0.07 0.08 0.08 0.09 0.10 0.10 0.11 0.14 0 .16 0 .19 0 .29 0.36 0. 71 0.00 0.02 0 .02 0 .02 0.02 0 .03 0 .03 0.03 0 . 03 0.03 0 . 03 0. 03 0.02 0. 02 0.02 0. 02 0.02 0.02 0.02 0 .02 0. 02 0 .02 0. 02 0. 02 0 .02 0.02 0.02 0 .02 0 .02 0. 02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0. 02 0.02 0.02 0. 02 0. 02 0.02 0.02 0. 02 0. 02 0. 02 0.03 0 .03 0. 04 8 .47, TOTAL LOSS • (CFS) (INCHES) (AC-FT) 6-HR 140. 7.049 11 . 0 .00 0 .00 0 .00 0.00 o.oo 0. 00 0. 00 0.00 0.00 0.00 0.00 0.00 0. 00 0 . 01 0. 01 0. 01 0. 01 0. 01 0. 01 0. 01 0 . 02 0 .02 0. 02 o. 02 0. 02 0. 02 o. 02 0. 03 0.03 0.03 0.03 0.03 0. 03 0. 04 0. 04 0. 04 0.05 o.os o.os 0.06 0.07 0. 07 0. 08 0 .09 0 .10 0.12 0 .14 0 .17 0. 26 0. 34 0. 67 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. o. 1. 1. 1. 1. 2. 2. 2. 3. 3. 3. 3. 4. 4. 4. s. s. 5. 6. 6. 6. 7. 7. 8. 9. 9. 10. 11. 12. 13. 14. 15. 17. 19. 22. 25. 30. 39. S4. l.lS, TOTAL EXCESS= MAXIMUM AVERAGE FLOW 24-HR 72-HR 4 .42 7.234 11. 7 .234 11. DA MON HRMN ORD 7 .31 1 1 8 .33-HR 22. 7.234 11. 0415 S2 0420 S3 04 2S 54 0430 55 0435 56 0440 57 044S 58 04SO 59 0455 60 osoo 61 050S 62 0510 63 0515 64 0520 65 0525 66 0530 67 0535 68 0540 69 OS45 70 0550 71 0555 72 0600 7 3 0605 74 0610 7S 0615 76 0620 77 0625 78 0630 79 0635 8 0 0640 81 0645 82 06SO 83 06SS 84 0700 8S 070S 86 0710 87 0715 88 0720 89 0725 90 0730 91 073S 92 0740 93 0745 94 0750 9S 07S5 96 0800 97 0805 98 0810 99 0815 100 0820 101 (CFS) 16. RAIN 1.23 0 . 49 0. 32 0. 20 0 .17 0 .15 0 .12 0.11 0 .10 0. 09 0 . 09 0. 08 0 . 07 0 . 07 0.06 o. 06 0 .06 0.06 0. OS 0. 05 0. 05 0.05 o. 04 0. 04 0. 04 0.04 0.04 0 .04 0.04 0.04 0. 04 0.03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0. 03 0.03 0.03 0.03 0 .03 0.02 0.02 0 .02 (HR) 16. LOSS EXCESS o. 05 0.01 0.01 o.oo 0.00 0.00 o.oo 0.00 0. 00 o.oo 0. 00 0.00 0.00 0.00 0.00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 . 00 0.00 0 .00 0 .00 0 .00 0 .00 0.00 0.00 0. 00 o.oo 0 .00 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0 .00 0 .00 0.00 0 .00 0 .00 0.00 o.oo 0 .00 16. 1.18 0. 48 0. 31 0 .20 0 .17 0 .lS 0 .12 0 .11 0.10 0 .09 0.08 0.08 0.07 0.07 0 .06 0 .06 0 .06 0 .05 0 .05 o.os o.os 0. 04 0 . 04 0. 04 0. 04 0. 04 0.04 0 .04 0. 04 0 . 04 0 .04 0.03 0 .03 0. 03 0 .03 0. 03 0 .03 0 .03 0 .03 0.03 0 .03 0 .03 0 .03 0 .03 0. 03 0. 03 0.02 0.02 0.02 0 .02 COMP Q 87. 126. 140. 124. 96. 73. 57. 4S. 37. 31. 26. 23. 21. 19. 17. 16. lS. 14. 13. 13. 12. 11. 11. 10. 10. 10. 9. 9. 9. 9 . 8. 8 . 8 . 8. 8. 7. 7. 7 . 7. 7. 6. 6 . 6 . 6 . 6. 6 . 6. 6. 6. 6. CUMULATIVE AREA • 0.03 SQ MI *** ••• *** *** *** **'* *** ••• *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** •••••• *** .... *** *** *** *** *** 31 KK COMB2 COMBINE DA-3,DA-4 & COMBl 33 HC HYDROGRAPH COMBINATION !COMP NUMBER OF HYDROGRAPHS TO COMBINE HYDROGRAPH AT STATION COMB2 SUM OF 3 HYDROGRAPHS DA MON HRMN ORD FLOW DA MON HRMN ORD FLOW DA MON HRMN ORD PEAK FLOW 0000 0005 0010 0015 0020 0025 0030 0035 0040 0045 10 0050 11 0055 12 0100 13 0105 14 0110 15 0115 16 0120 17 0125 18 0130 19 0135 20 0140 21 0145 22 0150 23 0155 24 0200 25 0205 26 TIME o. o. o. o. o. 0. o. o. 0. o. 0. o. o. 1. 2 . 2. 3. 4. 4. 5. 6. 6. 7. 8. 10. 11. (CFS ) (INCHES) (AC-FT) 1 1 l 6-HR 870. 6.062 76. CUMULATIVE AREA • 0210 27 0215 28 0220 29 0225 3 0 0230 31 0235 32 0240 33 0245 34 0250 35 0255 36 03 00 3 7 0305 38 0310 39 0315 40 0320 41 0325 42 0330 43 0335 44 0340 45 0345 46 0350 47 0355 48 0400 49 0405 50 0410 51 0415 52 13. 14. 16. 19. 21. 23. 26. 29. 32. 35. 39. 43 . 47. 52. 59. 66. 74. 82. 92. 104. 121. 143 . 176. 229. 327. 528. MAXIMUM AVERAGE FLOW 24-HR 72-HR 4 .42 6.119 77. 0.24 SQ MI 6.119 77. 0420 53 0425 54 0430 55 0435 56 0440 57 0445 58 0450 59 0455 60 0500 61 0505 62 0510 63 0515 64 0520 65 0525 66 0530 67 0535 68 0540 69 0545 70 0550 71 0555 72 0600 73 0605 74 0610 75 0615 76 0620 77 0625 78 8 .33-HR (CFS) 154. 112. 6 .119 77. FLOW 761. 870. 843. 740. 613. 493. 401. 331. 278. 238. 208. 185. 165. 149. 136. 126. 117. 110. 103. 97. 92. 88. 84. 81. 78. 75. (HR) 112. DA MON HRMN ORD 112. 0630 79 0635 80 0640 81 0645 82 0650 83 0655 84 0700 85 0705 86 0710 87 0715 88 0720 89 0725 90 0730 91 0735 92 0740 93 0745 94 0750 95 0755 96 0800 97 0805 98 0810 99 0815 100 0820 101 FLOW 73. 71. 69. 67. 65. 64. 62. 61. 59 . 58 . 56. 55. 53. 52. 51. 50. 49. 48. 4 7. 46. 45. 45. 44. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 34 KK 36 RS 37 RC RT-2 ROUTE COMBINED HYDROGRAPH THRU NATURAL CHANNEL HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC x NUMBER OF SUBREACHES FLOW TYPE OF INITIAL CONDITION 0. 00 INITIAL CONDITION 0. 00 WORKING R AND D COEFFICIENT NORMAL DEPTH CHANNEL ANL 0.080 LEFT OVERBANK N-VALUE MAIN CHANNEL N-VALUE RIGHT OVERBANK N-VALUE REACH LENGTH ANCH ANR RLNTH SEL ELMAX 0 .065 0.080 1000. 0. 0070 ENERGY SLOPE 277.0 MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION 39 RY 38 RX CROSS-SECTION DATA LEFT OVERBANK ---+ ------MAIN CHANNEL -------+ ---RIGHT OVERBANK --- ELEVATION DISTANCE 278.00 276.00 274.00 272.00 272.00 274 .00 276.00 278 .00 STORAGE OUTFLOW ELEVATION STORAGE OUTFLOW ELEVATION 100.00 130.00 235.00 260.00 282.00 335.00 407.00 425.00 0.00 0.00 272. 00 4.66 547.77 274.63 0.16 5 .01 272.26 5 .67 699. 94 274.89 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA 0.39 17.65 272 .53 6. 82 876.00 275 .16 0. 68 38.41 272. 79 8 .11 1077. 84 275.42 1.03 68.28 273. 05 9 .55 1307.24 275. 68 1.44 108.29 273. 32 11.12 1565.88 275.95 1. 91 159. 44 273.58 12. 81 1868. 92 276. 21 2.45 222.74 273 .84 14 .53 2204.83 276.47 3.05 306.51 274 .11 16. 29 2569.31 276. 74 •••WARNING••• MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 307. TO 2962. THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER TI!AN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) HYDROGRAPH AT STATION RT-2 3 .78 417.41 274.37 18.09 2961.82 277. 00 DA MON HRMN ORD OUTFLOW STORAGE STAGE • DA MON HRMN ORD OUTFLOW STORAGE STAGE * DA MON HRMN ORD OUTFLOW STORAGE STAGE 1 1 0000 ooos 0010 0015 4 0020 s 0025 0030 0035 0040 0045 10 ooso 11 ooss 12 0100 13 OlOS 14 0110 15 0115 16 0120 17 0125 18 0130 19 013S 20 0140 21 0145 22 0150 23 OlSS 24 0200 25 0205 26 0210 27 0215 28 0220 29 0225 30 0230 31 0235 32 024 0 33 0245 34 PEAK FLOW TIME PEAK STORAGE TIME 3 . 4.SO PEAK STAGE TIME 27S.10 4.50 0. 0. o. o. 0. 0. 0 . o. o. 0. 0. 0. 0. o. o. 0. 1. 1 . 2. 2 . 3. 3 . 4. s . 6 . 8. 9. 10. 12. 14. 16. 18. 20. 23 . 0.0 0. 0 o.o 0.0 0 .0 272. 0 * 272.0 * 272.0 * 272.0 * 272.0 • 0.0 272.0 * 0 .0 272.0 * 0.0 272.0 * o.o 272.0 • 0.0 272.0 • 0.0 272.0 * 0.0 272.0 * 0.0 272 .0 * 0.0 272.0 * 0.0 272.0 * 0.0 272.0 * 0.0 272 .0 * 0.0 272 .1 * 0. 0 272 .1 * 0 .0 272.1 * 0.0 272.1 * O.l 272.2 * 0 .1 272. 2 * 0.1 272.3 * 0.1 272.3 * 0.1 272.3 * 0.1 272.3 * 1 0250 35 02SS 36 0300 37 030S 38 0310 39 031S 40 0320 41 032S 42 0330 43 033S 44 0340 4S 034S 46 0350 47 03SS 48 04 00 49 040S so 0410 Sl 0415 52 0420 53 0425 S4 0430 55 043S S6 0440 57 044S S8 0450 59 0455 60 osoo 61 0505 62 0510 63 OSlS 64 0520 6S 0525 66 0530 67 053S 68 0.1 272.4 * 0.1 272.4 * 0.2 272.4 * 0.2 272.S * 0.2 272.S * 0 .2 0 .2 272.6 * 272.6 * MAXIMUM AVERAGE FLOW 72-HR 26. 29. 32. 36. 40. 44. 49. SS. 61. 69. 78. 88. 100. 116. 138. 171. 229. 3Sl. 542. 737. 841. 823. 730. 610 . 496. 404. 332. 281. 242. 213. 191. 171. lSS. 142. 0. 3 0. 3 0. 3 0. 3 0. 3 272.6 * 272.7 * 272. 7 * 272.8 * 272 .8 * 0.4 272.8 * 0.4 272.9 * 0.4 272.9 * o.s 273.0 * o.s 273.1 * 0.6 273.1 * 0.6 273.2 * 0 .7 273.3 * 0.8 273.4 • 0.9 273.5 * 1.0 273.6 * 1.2 273.9 * 1 .7 274.2 * 2.3 274.6 * 3.0 275 .0 * 3.3 27S.l * 3.2 275 .1 • 2 .9 274.9 * 2.5 274.7 * 2.2 274.5 * 1.8 274.3 * 1.6 274.2 * 1.4 274.0 * 1.3 273.9 * 1.2 273.8 * 1.1 273.7 * 1.0 273.6 * 0.9 0. 9 273.6 * 273. s * 8.33-HR (CFS) (CFS) (INCHES) (AC-FT) 6-HR 841. 24-HR 4 .SO 1S3. 111. 6. 026 76. 6-HR 1. 6-HR 273.31 CUMULATIVE AREA • 6. 059 76. 6 . 059 76. MAXIMUM AVERAGE STORAGE 24-HR 1. 72-HR 1. MAXIMUM AVERAGE STAGE 24-HR 72-HR 272.97 272.97 0. 24 SQ MI 6.059 76. 8 .33-HR (AC-FT) 1. 8.33-HR 272. 97 (FEET) OS40 69 OS4S 70 OSSO 71 osss 72 0600 73 060S 74 0610 75 061S 76 0620 77 062S 78 0630 79 063S 80 0640 81 0645 82 06SO 83 0655 84 0700 85 0705 86 0710 87 071S 88 0720 89 072S 90 0730 91 073S 92 0740 93 074S 94 0750 9S 07S5 96 0800 97 080S 98 0810 99 OBlS 100 0820 101 (HR) 111. {HR) (HR) 111. 130. 121. 113 . 106. 100. 9S. 90. 86. 83. 79. 77. 74. 72 . 70. 68. 66. 6S. 63. 62. 60. S9. 57. 56. S4. 53. 52 . so. 49. 48 . 48. 47. 46 . 45 . 0. 8 0. 8 0. 7 0 . 7 0 . 7 273 .4 273. 4 273. 3 273.3 273. 3 0.7 273.2 0 .6 273.2 0.6 273.2 0.6 273.l 0.6 273.1 0.6 273.l o.s 273 .1 0.5 273.l 0 .5 273 .l 0.5 273 .1 o.s 273.0 o.s 273 .0 0.5 273 .0 0.5 273.0 0.5 273.0 o.s 273.0 0.5 273.0 0 .4 272.9 0.4 272.9 0.4 272.9 0.4 272.9 0 .4 272.9 0 .4 272.9 0.4 272.9 0.4 272.9 0.4 272.9 0.4 272.9 0.4 272 .8 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** **'* ••••••••••••••• *** ••• 40 KK DA-5 ·······•••···• AREA DA-S 20.4 AC .--TRIBUTARY TO CONFLUENCE W/ BURTON CREEK SUBBAS IN RUNOFF DATA 42 BA SUBBASIN CHARACTERISTICS TAREA 0. 03 SUBBASIN AREA PRECIPITATION DATA 10 PH DEPTH§ FOR 0-PERCENT HYPOTHETICAL STORM 43 LS 44 UD HYDR0-3S S-MIN lS-MIN 60-MIN 1.23 2.43 4.41 2-HR 3-HR s.s6 6.3o TP-40 6-HR 7 . 72 12-HR 9. 38 STORM AREA • 0 . 0 3 SCS LOSS RATE STRTL CRVNBR RTIMP 0.67 INITIAL ABSTRACTION 7S.OO CURVE NUMBER 0.00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG 0 . 2 7 LAG 24-HR ll.3S WARNING •** TIME INTERVAL IS GREATER ntAN .29*LAG 8. 3. 27 . 2. 46. 1. 49. 1. UNIT HYDROGRAPH 18 END-OF-PERIOD ORDINATES 41. 1. 27. 0. 17. 0. HYDROGRAPH AT STATION DA-S ..••..•.•.. TP-49 ••........• 2-DAY 4-DAY 7-DAY 10-DAY o.oo o.oo 0.00 o.oo 11. 0. 7. s . DA MON HRMN ORD RAIN LOSS EXCESS COMP Q DA MON HRMN ORD RAIN LOSS EXCESS 0000 ooos 0010 OOlS 0020 002S 0030 003S 0040 004S 10 ooso 11 ooss 12 0100 13 OlOS 14 0110 lS OllS 16 0120 17 012S 18 0130 19 013S 20 0140 21 014S 22 OlSO 23 OlSS 24 0200 2S 020S 26 0210 27 021S 28 0220 29 022S 30 0230 31 023S 32 0240 33 024S 34 02SO 3S 02SS 36 0300 37 030S 38 0310 39 031S 40 0320 41 032S 42 0330 43 033S 44 0340 4S 034S 46 03SO 47 03SS 48 0400 49 040S so 0410 Sl TOTAL RAINFALL • 0 .oo 0 .02 0. 02 0 .02 0 .02 0 . 03 0 .03 0 . 03 0.03 0 . 03 0 . 03 0.03 0. 03 0.03 0. 03 0 . 03 0 . 03 0 . 03 0.03 0.03 0 . 04 0. 04 0 . 04 0 .04 0 . 04 0. 04 0 . 04 0 .04 0 . 04 0 . 04 o .os o .os 0 .OS 0 .OS 0 .06 0 .06 0 .06 0 . 06 0 .07 0. 08 0. 08 0 .09 0 .10 0 .10 0.11 0 .14 0 .16 0 .19 0 . 29 0 .36 o. 71 0 .00 0.02 0 .02 0.02 0 .02 0. 03 0 .03 0 .03 0 .03 0 .03 0 .03 0.03 0 .03 0 .03 0 .03 0 . 03 0. 03 0. 03 0. 03 0 .03 0. 04 0 .04 0. 04 0 . 04 0 .04 0 .04 0 .04 0 .04 0.04 0 .04 0 .04 0 .04 0 .04 0.04 0 .04 0.04 0.04 0.04 o.os o .os o.os 0 .OS 0 .OS 0 .06 o. 06 0 .07 0.07 0 .OB 0.11 0 .13 0.21 8 . 4 7, TOTAL LOSS • o. 00 0 . 00 0.00 0 . 00 0. 00 0. 00 o.oo o.oo 0 . 00 0.00 0 .00 0 .00 0 .00 0 . 00 0. 00 0 . 00 0 .00 0 . 00 o.oo 0 .00 0. 00 0 .00 o.oo 0 .00 o. 00 0. 00 0.00 0 . 00 0 .00 0 .01 0 .01 0 . 01 o. 01 0 . 01 0. 01 0. 02 0 .02 0. 02 0. 02 o. 03 0. 03 0. 04 0 .04 O .OS 0 .OS 0. 07 0 . 09 0 .10 0 .17 0. 24 0 .so 0. 0 . 0. 0. 0. 0. 0 . 0. 0. 0. 0 . 0 . 0. 0. 0 . 0. 0. 0. o. o. o. o. 0 . 0. 0. 0 . 0. 0. 0 . 1. 1. 1 . 1. 2. 2. 2. 3 . 3 . 4. 4. s. s. 6. 7. 8. 10 . 11. 14. 17. 22. 31. 3.00, TOTAL EXCESS • 5. 46 1 1 1 1 1 1 1 1 1 1 1 041S S2 0420 S3 042S S4 0430 SS 043S S6 0440 S7 044S SB 04SO S9 04SS 60 osoo 61 osos 62 OSlO 63 OSlS 64 OS20 65 OS2S 66 OS30 67 OS3S 68 OS40 69 OS4S 70 OS50 71 osss 72 0600 73 060S 74 0610 7S 061S 76 0620 77 062S 78 0630 79 063S 80 0640 81 064S 82 06SO 83 06SS 84 0700 BS 070S 86 0710 87 071S 88 0720 89 072S 90 0730 91 073S 92 0740 93 0745 94 07SO 95 075S 96 0800 97 OBOS 98 0810 99 OBlS 100 0820 101 1.23 0 .49 0 .32 0 .20 0 .17 O.lS 0.12 0.11 0.10 0.09 0.09 0.08 0.07 0. 07 0 .06 0 .06 0. 06 0.06 o.os o.os 0.05 o.os 0. 04 0. 04 0. 04 0. 04 0 . 04 0 . 04 0. 04 0.04 0. 04 0.03 0. 03 0.03 0. 03 0.03 0 .03 0. 03 0.03 0. 03 0.03 0.03 0.03 0. 03 0.03 0.03 0.03 0.02 0 .02 0.02 0.27 o. 09 0. OS 0.03 0. 02 0.02 0.02 0.01 0.01 0.01 0 .01 0. 01 0. 01 0. 01 o. 01 0.01 0.01 0. 01 o. 01 0.01 0.01 o.oo 0.00 0.00 o.oo o.oo 0 .00 0.00 0.00 0. 00 0. 00 0.00 0.00 o.oo o.oo 0. 00 o.oo 0.00 0.00 0.00 0 .00 0 .00 0 .oo 0 .00 0 .oo 0 .oo 0 .oo 0 .00 0.00 0 .00 o. 96 0.41 0.27 0.17 O.lS 0 .13 0.10 0 .09 0.09 0. 08 0. 08 0.07 0. 06 0.06 0 . 06 0 .OS 0 .os o.os o.os 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0. 03 0. 03 0. 03 0.03 0.03 0.03 0.03 0. 03 0.03 0.03 0 .03 0.03 0. 03 0. 03 0.02 0. 02 0 .02 0 .02 0 .02 0. 02 0 .02 0 .02 0.02 COMP 0 so. 76. 100. 107. 99. 83. 67. SS. 4S. 38. 32. 28. 2S. 22. 20. 18. 17. lS. 14. 13. 13. 12 . 11. 11. 11. 10. 10 . 10 . 9. 9. 9 . 9. 8. 8. 8. 8. 8. 7. 7. 7. 7 . 7. 6. 6. 6 . 6 . 6. 6. 6. 6. PEAK FLOW TIME (CFS) (INCHES) (AC-FT) 6-HR 107. S.363 9 . CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 4.SO S.366 9. 0. 03 SQ MI 72-HR s .366 9. 8.33-HR 18. s. 366 9. (CFS) 13. 4S KK COMB3 COMBINE DA-S & ROUTED HYDROGRAPH 47 HC HYDROGRAPH COMBINATION DA MON HRMN ORD 1 1 1 1 1 1 1 PEAK FLOW 0000 ooos 0010 OOlS 0020 002S 0030 003S 0040 004S 10 ooso 11 0055 0100 0105 12 13 14 0110 lS OllS 16 0120 17 012S 18 0130 19 0135 20 0140 21 014S 22 OlSO 23 0155 24 0200 25 020S 26 TIME !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE HYDROGRAPH AT STATION COMB3 SUM OF 2 HYDROGRAPHS PLOW DA MON HRMN ORD FLOW DA MON HRMN ORD 0. 0. 0. 0. o. o. 0. 0. o. 0. 0 . 0. 0. 0. 0. 0 . 1. 1. 2. 2. 3. 3. 4. s. 6. 8. (CPS) (INCHES) (AC-FT) 1 1 1 1 6 -HR 948 . s. 948 85. CUMULATIVE AREA = 0210 021S 0220 022S 0230 023S 0240 024S 02SO 02SS 0300 030S 0310 031S 27 28 29 30 31 32 33 34 3S 36 37 38 39 40 0320 41 0325 42 0330 43 033S 44 0340 4S 034S 46 03SO 47 035S 48 0400 49 040S so 0410 Sl 041S S2 9. 11. 12. 14. 16. 19. 22. 25. 28. 31. 3S. 39. 43 . 48. S4. 60. 68. 76. 86. 97. 111. 129. 1S5. 193. 260. 400. MAXIMUM AVERAGE PLOW 24-HR 72-HR 4.50 5. 977 86. 0.27 SQ MI 5.977 86. 1 1 1 1 0420 S3 042S S4 0430 SS 043S S6 0440 S7 044S S8 04SO S9 04SS 60 0500 61 osos 62 OSlO 63 OSlS 0520 OS2S 64 6S 66 OS30 67 OS3S 68 OS40 69 054S 70 OSSO 71 05S5 72 0600 73 0605 74 0610 75 061S 76 0620 77 0625 78 8. 33-HR (CFS) 172. 124. s . 977 86. (HR) 13. FLOW 618. 837. 948. 922. 812. 677. S51. 448. 370. 313. 270. 238. 213. 191. 173. 1S8. 14S . 13S. 126. 119. 112. 106. 101. 97 . 93. 89. (HR) 124 . 13. DA MON HRMN ORD 1 1 1 1 1 1 1 124. 0630 79 063S 80 0640 81 064S 82 0650 83 06S5 84 0700 8S 070S 86 0710 87 071S 88 0720 89 072S 0730 073S 90 91 92 0740 93 0745 94 07SO 9S 07SS 96 0800 97 0805 98 0810 99 081S 100 0820 101 FLOW 86. 83. 81. 79. 77. 75. 73. 71. 69. 68. 66. 6S. 63. 61. 60. S8. 57. S6 . 55 . S4. S3. S2. 51. RUNOFF SUMMARY FLOW IN CUBIC PEET PER SECOND TIME IN HOURS , AREA IN SQUARE MILES PEAK TIME OF AVERAGE PLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT DA-1 429. 4.50 77 . 56. 56. 0 .12 HYDROGRAPH AT DA-3 150. 4.50 25. 18. 18. 0 .04 2 COMBINED AT COM Bl 579. 4.50 102. 74. 74. 0 .17 HYDROGRAPH AT DA-2 228. 4 .33 30. 22. 22. 0 . 04 HYDROGRAPH AT DA-4 140. 4 . 42 22. 16 . 16. 0. 03 3 COMBINED AT COMB2 870. 4 .42 154. 112. 112. 0 .24 ROUTED TO RT-2 841. 4.50 153. 111. 111. 0.24 275.10 4.50 HYDROGRAPH AT DA-5 107 . 4 .50 18 . 13. 13. 0.03 2 COMBINED AT COMB3 948 . 4 .50 172 . 124. 124 . 0 .27 *** NORMAL ENO OF HEC-1 *** I x x x x x x xxxxxxx x x x x x x PROJECT DATA HEC-RAS September 1998 Version 2 .2 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street, Suite D Davis, California 95616-4687 (916) 756-1104 xxxxxx xxxx xxxx xx x x x x x x x x x x x x x xxxx x xxx xxxx xxxxxx x x x x x x x x x x x x x xxxxxx xxxx x x x x Project Title: ESA -Trib to Burton Creek Project File : burttrib. prj Run Date and Time, 2/14/01 i ,16,26 PM Project in English units Project Description: xxxx x x xxxx x x xxxxx SOllrll TRIBUTARY TO BURTON CREEK NEAREST CONFLUENCE W/ CARTERS CREEK 100 YEAR STORM RE'I1JRN -EXISTING CONDITIONS WITI!IN BASIN - SEPT .1997 SE TRIB. BURTON CREEK FILE,BCTEC97R.DAT PEAK FLOW AT OUTFALL = 1146 CFS @ 12. 2 HRS (TRIB . CONTRIBUTION TO CHAN) STARTING WSEL PROFILE Jl FLOODPLAIN ELEV. DETERMINED BY SLOPE-AREA METI!OD PROFILE TO DETERMINE 100 YR FLOODPLAIN WSEL FOR TRIBUTARY-EXISTING COND'N PLAN DATA Plan Title: Imported Plan 01 Plan File g, \113-13\DOCS\Hec-Ras\burttrib .pol Geometry Title: Imported Geom 01 Geometry File g, \113-13 \DOCS\Hec-Ras\burttrib. gOl Flow Title Flow File Imported Flow 01 g ' \113-13 \DOCS\Hec-Ras\burttrib. f 01 Plan Summary Information: Number of: Cross Sections • Culverts Bridges Computational Information 16 Mulitple Qpenings • Inline Weirs Water surface calculation tolerance O. 01 Critical depth calculaton tolerance = 0.01 Maximum number of interations 20 Maximum difference tolerance 0.3 Flow tolerance factor 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime : Subcritical Flow FLOW DATA Plow Title: Imported Plow 01 Flow File , g, \113-13\DOCS\Hec-Ras\burttrib. fOl Flow Data (cfs) River Reach RIVER-1 Reach-1 RIVER-1 Reach-1 RIVER-1 Reach-1 Boundary Conditions River Reach RIVER-1 Reach-1 GEOMETRY DATA Geometry Title' Imported Geom 01 RS 2529 1508 944 Profile pp 1 PF 1 429 866 941 Geometry File g,\113-13\DOCS\Hec-Ras\burttrib.gOl CROSS SECTION REACH' Reach-1 INP\IT RIVER, RIVER-1 RS, 2529 Description: Section 2529 Station Elevation Sta Elev 0 304 230 294 330 292 620 302 Manning's n Values Sta n Val 0 . 08 Data num- Sta Elev 55 302 240 292 365 294 num""' Sta n Val 295 . 065 16 Sta 110 295 400 Sta 320 Elev 300 290 296 n Val . 08 Sta 170 305 460 Bank Sta, Left 295 Right 320 Lengths ' Left Channel Right 300 365 350 CROSS SECTION REACH ' Reach-1 INP\IT RIVER' RIVER-1 RS, 2164 Description: Section 2164 Station Elevation Data num= 13 Sta Elev Sta Elev Sta 0 294 19 292 88 210 284 220 281. 5 224 281 290 294 292 389 Manning's n Values nu ms Sta n Val Sta n Val Sta . 08 210 .065 224 Elev 290 284 294 n Val · . 08 Bank Sta' Left Right Lengths : Left Channel 210 224 145 143 CROSS SECTION REACH ' Reach-1 INPUT RIVER, RIVER-1 RS' 2021 Description: Section 2021 Station Elevation Data nums 15 Sta Elev Sta Elev Sta 0 296 35.6 294 91.4 Elev 292 Sta 179 246 Right 130 Sta 132 .3 PF 2 429 870 94 8 Upstream Elev Sta 298 220 287 320 298 500 Coe ff Contr. .3 Elev Sta 288 192 286 270 Coeff Contr. . 3 Elev Sta 290 159 . 5 Elev 296 290 300 Expan. .5 Elev 286 288 Expan. .5 Elev 288 175 .2 286 182.4 284 185.6 282 198 280 .4 209 282 228.2 284 262.8 286 297 .6 288 338.3 290 408.6 292 Manning's n Values num,. Sta n Val Sta n Val Sta n Val 0 . 08 185 .6 .065 209 . 08 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 185.6 209 100 86 80 . 2 .4 CROSS SECTION RIVER, RIVER-1 REACH , Reach-1 RS, 1935 INP\IT Description: Section 1935 Station Elevation Data numc 17 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 296 27.3 294 151 292 204 290 234 288 239 286 249 284 258 282 263 280 268 279. 6 274 280 285 282 335 284 350 286 379 288 420 290 468 292 Manning• s n Values nums Sta n Val Sta n Val Sta n Val 0 . 08 258 . 065 285 . 08 Downstream Normal S -= • 01 Bank Sta, Left Right Lengths : Left Channel Right Coe ff Contr. Expan. 25S 2S5 139 149 150 . 2 .4 CROSS SECTION RIVER, RIVER-1 REACH , Reach-1 RS, 17S6 INPUT Description: Section 1786 Station Elevation Data num== 20 Sta Elev Sta Elev Sta Elev Sta Eiev Sta Elev 0 294 74 .4 292 156 .1 290 206.6 2SS 235.1 2S6 267.2 2S6 2Sl. 7 2S4 295 .2 2S2 303.1 279 307 .1 279 311.1 279 323.S 2S2 335.1 2S4 3S0.9 2S6 432 .9 2SS 472 .2 290 501 292 525 .5 294 5S7 296 612 .1 29S Manning's n Values num: Sta n Val Sta n Val Sta n Val 0 .OS 303.1 . 065 311.1 .OS Bank Sta, Left Right Lengths, Left Channel Right Coef f Contr. Expan. 303.1 311.1 239 27S 321 .6 . s Ineffective Flow numz 2 Sta L Sta R Elev Sta L Sta R Elev 303 .1 2S6 311.1 612.1 2S6 CULVERT RIVER, RIVER-1 REACH' Reach-1 RS, 1647 INPUT Description: Culvert #1 (2 4. Pipes) SPECIAL CULVERT DATA 2 4. DIAMETER R.C.P. CULVERTS Distance from Upstream XS "" 14 Deck/Roadway Width 250 Weir Coefficient Bridge Deck/Roadway Skew Upstream Deck/Roadway Coordinates num• 22 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 294 277. 9 74 .4 292 277.9 156.l 290 277.9 206. 6 28S 277.9 235.1 2S7 .3 277 .9 267 .2 2S6 .5 277.9 2Sl. 7 2S6 277 .9 295.2 2S6 277.9 303 .l 2S6 277.9 303 .1 286 277 .9 307.1 2S6 277 .9 311.1 2S6 277.9 311.1 2S6 277 .9 323.S 2S6 277 .9 335.l 2S6 277.9 3S0 .9 2S6 277 .9 432.9 2SS 277.9 472.2 290 277 . 9 501 292 277. 9 525.5 294 277.9 5S7 296 277 .9 612.1 29S 277 .9 Upstream Bridge Cross Section Data Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 294 74 .4 292 156 .1 290 206.6 2SS 235.1 2S6 267 .2 2S6 2Sl. 7 2S4 295.2 2S2 303 .1 279 307 .1 279 311.1 279 323.S 2S2 335.l 2S4 3S0.9 2S6 432.9 2SS 472.2 290 501 292 525 .5 294 5S7 296 612.1 29S Manning's n Values numz Sta n Val Sta n Val Sta n Val 0 .OS 303 .1 .065 311.1 • OS Bank Sta' Left Right Coe ff Contr. Expan. 303 .1 311.1 .6 . s Ineffective Flow num• Sta L Sta R Elev Sta L Sta R Elev 303 .1 2S6 311.1 612.1 2S6 Downstream Deck/Roadway Coordinates num,. 24 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 294 277.9 74.4 292 277 .9 156.1 290 277.9 206 .6 2SS 277.9 235 .l 2S7.3 277 .9 267. 2 2S6.5 277.9 2Sl. 7 2S6 277. 9 295.2 2S6 277.9 303 .1 2S6 277.9 307.1 2S6 277 .9 311.1 2S6 277 . 9 323.S 2S6 277.9 335.1 2S6 277 .9 3S0 .9 2S6 277.9 432.9 2SS 277 .9 472 .2 290 277 .9 501 292 277 .9 525 .5 294 277 .9 545. 5294. 6504 277.9 545.5294.6504 277 .9 553.5294.9106 277 .9 553.5294.9106 277 .9 5S7 296 277.9 612.1 29S 277.9 I Downstream Bridge Station El evation Cross Section Data Sta Elev 0 300 30B.3 52B .2 565.2 B62.4 290 2BO 2B2 2B7. 4 Data Sta 73.7 370.l 543.5 603 .4 Manning's n Values Sta n Val Sta 0 . OB 545.5 Bank Sta: Left Right 545.5 553.5 Ineffective Plow num• Sta L Sta R Elev 545. 5 2B2.5 numz 21 Elev Sta 29B 129. l 2BB 447.7 2BO 545.5 2B4 633 numz n Val Sta .065 553.5 Coe ff Contr. . 6 Sta L Sta R 553.5 B62. 4 Elev Sta Elev Sta Elev 296 lBl. 7 294 239.2 292 2B6 467.6 2B4 499. 2 2B2 277 .9 553.5 277.9 555 2BO 2B4 704.7 2B4.5 75B.l 2B6 n Val .OB Expan. .B Elev 2B2.5 Upstream Embankment side slope Downstream Embankment side slope Maximum allowable submergence for weir Elevation at which weir flow begins Energy head used in spillway design Spillway height used in design horiz . to 1.0 vertical horiz . to 1. O vertical flow -= .95 2B6 Weir crest shape "" Broad Crested Number of Culverts • Culvert Name Shape Rise Span Pipel Circular 4 4 FHWA Chart # -Concrete Pipe Culvert FHWA Scale # -Square edge entrance with headwall Sol uti on Criteria = Highest U.S. EG Cul vert Upstrm Dist Length n Value Entrance Loss Coef 14 250 .013 .4 Exit Loss Coef l Number of Barrels . Upstream Elevation s 279 Centerline Stations Sta . Sta. 305.l 309.l Downstream Elevati on . 277 .9 Centerline Stations Sta. Sta. 547. 5 551.5 CROSS SECTION RIVER' RIVER-l REACH, Reach-1 RS , l50B INPUT Description: Section 1508 Station Elevation Data num .. 21 Sta Elev Sta Elev Sta Elev 0 300 73.7 29B 129. l 30B.3 290 370.l 2BB 447.7 52B.2 2BO 543.5 2BO 545 .5 565.2 2B2 603.4 2B4 633 862 .4 2B7.4 Manning 's n Values num .. Sta n Val Sta n Val Sta 0 .OB 545 .5 .065 553 .5 Bank Sta: Left Right Lengths: Left 545.5 553 .5 102 Ineffective Flow num- Sta L Sta R Elev Sta L Sta R 0 545 .5 2B2.5 553 .5 B62. 4 CROSS SECTION REACH' Reach-l RIVER, RIVER-l RS, 1419 INPUT Description: Section 1419 Station Elevation Data num-19 Sta Elev Sta Elev Sta 0 302 97 300 167 293 292 435 290 444 556 2B2 564 2BO 591 613 280 6Bl 2B2 737 Manning's n Values num- Sta n Val Sta n Val Sta 0 .OB 556 .065 613 296 2B6 277.9 2B4 n Val .OB Channel B9 Elev 2B2.5 Elev 298 2BB 27B 2B4 n Val . OB Bank Sta: Left 556 Right 613 Lengths : Left Channel CROSS SECTION REACH: Reach-1 INPUT RIVER' RIVER-l RS, l 37B Description: Section 1378 41 41 Sta lBl.7 467.6 553 .5 704. 7 Right 62 Sta 244 465 594 767 Right 41 Elev Sta 294 239.2 2B4 499. 2 277. 9 555 2B4 .5 75B.l Coef f Contr. .6 Elev Sta 296 265 2B6 527 277.3 601 2B6 Coeff Contr. . 2 Elev 292 2B2 2BO 2B6 Expan. .B Elev 294 2B4 27B Expan. .4 I Station Elevation Data nums 21 Sta El ev Sta Elev Sta 0 302 110.5 300 145.4 345 .3 292 415 .1 290 466.J 560.5 2B2 5B0.9 2BO 597.B 694.B 2BO 776.2 2B2 B04.7 B9J.B 2B7.4 Manning's n Values num- Elev Sta 29B 20B.2 2BB 478.7 278 609.6 2B4 B2J.l Sta n Val Sta n Val Sta n Val 0 .OB 597.B .065 614.1 .OB Bank Sta: Left 597.B Right 614.1 Lengths: Left Channel Right 150 120 156 CROSS SECTION REACH: Reach-1 RIVER' RIVER·l RS, 1222 INPtrr Description: Section 1222 Station Elevation Data Sta Elev Sta 0 302 B5.7 347.6 292 443.4 566.1 2B4 604.6 664 .J 276 673.B 7B4.4 99B.5 27B Bl4.B 2BB 10B5.6 Manning's n Values Sta n Val Sta 0 .OB 659.7 num= Elev 300 290 2B2 275. J 280 28B nu ms n Val . 065 29 Sta 129. J 451.4 606.1 6BB.6 BJJ.B lllB. B Sta 699. B Elev 29B 2BB 2BO 276 282 2B6 n Val .OB Sta 177 .4 512 .4 653.9 699.B B70 .1 1129. 6 Bank Sta' Left 659. 7 Right 699.B Lengths : Left Channel Right 200 200 27B CROSS SECTION REACH: Reach-1 RIVER, RIVER-1 RS, 944 INPtrr Description: Section 944 Station El evation Data Sta Elev Sta 0 302 72.9 354 624.5 797. 4 BB5.5 1014 .1 13 96. B 292 2B2 44B.5 654.4 276 Bl4.3 276 B92 .l 2B6 106B. 5 296 1529. 2 num• Elev JOO 290 2BO 32 Sta 104.7 471.J 681. 2 276 B76 .4 278 B97.l 2BB 1137.1 29B Manning's n Values nums Elev 29B 288 278 Sta 234 .6 534 711.B 274 878.7 2BO 926 290 1235. 6 Sta n Val Sta n Val Sta n Val 0 .OB Bl4 .3 .065 8B5 .5 .OB Bank Sta: Left Bl4 .3 Right BB5 .5 Lengths: Left Channe l Right 110 100 lJB CROSS SECTION REACH' Reach-1 RIVER, RIVER-1 RS, 806 INPtrr Description: Section 806 Station Elevation Data Sta El ev Sta 0 302 65.2 3BB.9 591.5 B06 .l BJ4.2 1036.6 1519. 6 292 431.9 2B4 630.5 274 Bl6 .6 276 B54.4 2B6 1154.B 296 1567.6 Manning's n Values Sta n Val Sta 0 .08 B06.l num:a 32 El ev Sta 300 103 290 52B.2 2B2 644 272 821 27B B68.6 2BB 1214.6 297 num= n Val . 065 Sta B27 . 7 El ev Sta 29B 220.7 2B8 545 2BO 655 .7 271.4 B22.4 2BO 94B .2 290 1316.B n Val .OB Bank St a: Left 806 .1 Right B27.7 Lengths : Left Channel Right 160 160 164 CROSS SECTION REACH: Reach-1 RIVER' RIVER-1 RS' 642 INPtrr Description: Section 642 Station Elevation Data numz Sta Elev Sta Elev 30 Sta Elev Sta Elev Sta 296 228 2B6 540.9 276.6 614.l 2B6 B33.J Coe ff Con tr. .2 Elev 296 286 280 278 2B4 2B4 Sta 297. 8 553 .4 659. 7 754.1 923. 7 Coeff Contr. . 2 Elev 296 286 278 Sta 28B 595 .4 733.6 272.9 BB2.J 282 954 .B 292 1303.1 Coeff Contr. . 2 Elev Sta 296 2B9.2 2B B 564 278 659.8 272 B27.7 2B2 991.B 292 140B.B Coeff Contr. .2 Elev Sta Elev 294 284 27B 2B6.B Expan. .4 Elev 294 284 27B 27B 286 Expan. .4 Elev 294 2B4 27B 274 284 294 Expan. .4 Elev 294 286 276 274 284 294 Expan. .4 Elev 476. 8 667.6 792 . 8 851. 9 1098. 5 302 109.l 292 526.4 282 704.4 274 835.8 274 891.5 284 1174.4 300 198.3 2 90 567. 4 280 732.5 274 839.4 276 923 .9 286 1250. 9 298 309.4 288 595.l 278 754.4 272 843.8 278 967.8 288 1350.4 Manning's n Values Sta n Val Sta 0 .08 835.8 Bank Sta: Left 835.8 Right 851.9 num= n Val .065 Sta 851. 9 n Val . 08 Lengths: Left Channel 116 132 CROSS SECTION REACH: Reach-1 RIVER, RIVER-1 RS ' 510 INPUT Description: Section 510 Station Elevation Data Sta Elev Sta 0 284 45 110 .4 256. 3 449 .3 274 274 280 202.7 303 .3 Manning's n Values Sta n Val Sta 0 .08 202.7 Bank Sta: Left 202. 7 Right 256.3 num= Elev 282 274 274 num= n Val . 065 16 Sta 67.7 209. 2 357. 5 Sta 256.3 Elev 280 272 276 n Val .08 Lengths: Left Channel 124 123 CROSS SECTION REAOl: Reach-1 RIVER, RIVER-1 RS' 387 INPUT Description: Section 387 Station Elevation Sta Elev 0 296 261.4 286 424 280 620 .6 272 766 .l 276 1054.2 286 Data Sta 86.9 274.8 458 .3 630. 9 781 num- Elev 294 286 278 270 .5 278 Manning's n Values numz Sta n Val Sta n Val 0 .08 595.9 .065 26 Sta 153 305 .1 490.9 641.6 848.3 Elev 292 286 276 272 280 Sta n Val 665.9 .OB Bank Sta' Left Right 595.9 665.9 Lengths: Left Channel 190 172 CROSS SECTION REACH: Reach-1 RIVER, RlVER-1 RS' 215 INPUT Description: Section 215 Station El evation Data Sta Elev Sta 0 284 51.6 327.2 599 .1 274 276 969.4 284 397 659.8 num- E lev 282 272 278 Manning• s n Values Sta n Val 0 . 08 num• Sta n Val 397 .065 16 Sta 113 .4 439.l 690. 3 Elev 280 270.l 280 Sta n Val 511.2 .08 Bank Sta, Left 397 Right 511.2 Lengths' Left Channel 300 215 CROSS SECTION REAOI: Reach-1 RIVER' RlVER-1 RS' 0 INPUT Description: Section O Station Elevation Sta Elev 0 274 262.5 269.6 Data Sta 39. 3 280 num• Elev 270 270 14 Sta 88 300.7 Elev 270 272 Right 125.6 Sta 92. 7 215. 4 375. 3 Right 124 .4 Sta 196. 6 344 536. 8 665.9 887.9 Right 160 Sta 182 .3 511.2 759. 4 Right 165 Sta 93. 6 315.9 296 331.4 286 643.6 276 763.7 271 848 280 1052 .2 290 1439.9 Coeff Contr. . 2 Elev 278 270 . 7 278 Sta 101 .9 225.l 430.5 Coeff Contr. .2 Elev 290 284 274 272.9 282 Sta 238 389 595.9 694.2 965 Coeff Contr. .2 Elev 278 272 282 Sta 257 577 835 Coeff Contr. .2 Elev 270 274 Sta 192 .8 359.9 294 284 274 272 282 291 Expan. . 4 Elev 276 272 278 Expan. .4 El ev 288 282 273 .2 274 284 Expan. . 4 Elev 276 274 284 Expan. . 4 Elev 270 276 I 399. 9 278 451.4 280 552 .2 282 628.8 Manning• s n Values nu ms Sta n Val Sta n Val Sta n Val 0 .08 192 .8 . 065 280 .08 Bank Sta: Left Right Lengths' Left Channel Right 192 .8 280 377 750 377 SUMMARY OF MANNING'S N VALUES River:RlVER-1 Reach River Sta. nl n2 Reach-1 I 2529 . 08 . 065 Reach-1 ~ 2164 .08 .065 Reach-1 l 2021 .08 . 065 Reach-1 ., 1935 ~ .065 Reach-1 5 1786 .065 Reach-1 c. 1647 Reach-1 1 1508 8 . 065 Reach-1 ~ 1419 .08 .065 Reach-1 1378 . 08 .065 Reach-1 rt> 1222 . 08 . 065 Reach-1 " 944 . 08 . 065 Reach-1 11-806 .08 .065 Reach-1 13 642 .08 .065 Reach-1 ~ 510 .08 .065 Reach-1 387 .08 .065 Reach-1 .~ 215 .08 . 065 Reach-1 ,., 0 .08 . 065 SUMMARY OF REACH LENGTHS River: RIVER-1 Reach River Sta. Left Channel Reach-1 2529 300 Reach-1 2164 145 Reach-1 2021 100 Reach-1 1935 139 Reach-1 1786 239 Reach-1 1647 culvert Reach-1 1508 102 Reach-1 1419 41 Reach-1 1378 120 Reach-1 1222 200 Reach-1 944 100 Reach-1 806 160 Reach-1 642 116 Reach-I 510 124 Reach-I 387 190 Reach-I 215 300 Reach-I 0 377 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: RIVER-1 365 143 86 149 278 89 41 156 278 138 164 132 123 172 215 750 Reach River Sta. Contr. Expan. Reach-I 2529 .3 .5 Reach-I 2164 . 3 .5 Reach-1 2021 . 2 .4 Reach-I 1935 . 2 .4 Reach-1 1786 .6 . 8 Reach-I 1647 culvert Reach-I 1508 .6 . 8 Reach-I 1419 .2 .4 Reach-1 1378 . 2 .4 Reach-1 1222 . 2 .4 Reach-I 944 . 2 . 4 Reach-1 806 .2 .4 Reach-1 642 .2 .4 Reach-I 510 . 2 .4 Reach-1 387 . 2 .4 Reach-1 215 . 2 . 4 Reach-1 .2 .4 Profile Output Table -Standard Table l 284 Coef f Contr. .2 n3 . 08 . 08 .08 . 08 .08 .08 .08 . 08 . 08 .08 .08 .08 .08 .08 .08 .08 Right 350 130 80 150 321 62 41 150 200 110 160 125.6 124 .4 160 165 377 Reach River Sta Q Total (cfs) Min Ch El (ft) W.S. Elev Crit W.S. (ft) (ft) Expan . .4 E.G. El ev E.G. Slope (ft) (ft/ft) Vel Chnl (ft/s) Flow Area (sq ft) Top Width (ft) Froude # Chl Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 2529 2529 2164 2164 2021 2021 1935 1935 1786 1786 1647 1508 1508 1419 1419 1378 1378 1222 1222 944 944 806 806 642 642 510 510 387 387 215 215 429.00 429.00 429.00 429.00 429.00 429.00 429.00 429 .00 429.00 429.00 culvert 866.00 870. 00 866 .00 870.00 866.00 B70 . 00 B66 .00 B70 .00 941. 00 94 B. 00 941. 00 94 B. 00 941. 00 94 B. 00 941. 00 94 B. 00 941. 00 94B. 00 941. 00 94B.OO 941. 00 94B. 00 IA,.., I (I\.\, 20f.'oo' 2B7.00 2Bl.50 2Bl.SO 2B0.40 2B0.40 279.60 279.60 279.00 279. 00 277.90 277 .90 277.30 277. 30 276. 60 276. 60 275.30 275.30 272. 90 272. 90 271.40 271.40 271. 00 271. 00 270. 70 270. 70 270. 50 270. 50 270.10 270.10 269.60 269. 60 ~.$. 290.B6 290.B6 2B6.97 2B6.96 2B6 . 7B 2B6 . 77 286.76 2B6.75 2B6.67 2B6.66 282.99 2B3.00 2Bl .37 2Bl.38 2BO.BB 2BO.BB 279. 59 279. 59 277. 73 277.74 277. 23 277. 24 276.29 276.30 275. 61 275.62 274. 71 274 . 72 273.33 273.34 271. 3B 271.39 2B3.45 2B3.45 282.55 2B2.56 272. 34 272. 35 270. 73 270. 74 291. 56 291. 56 2B7 .1B 287.17 2B6.B3 286.B3 2B6.78 2B6. 77 2B6.70 2B6.69 283.55 283. 56 2Bl.89 2Bl. 90 2Bl.15 2Bl.15 279. 78 279.79 277. 94 277. 95 277. 32 277. 33 276. 51 276. 52 275. 72 275.73 274. 93 274.94 273.49 273.50 271.49 271. 50 Profile Output Table -Standard Table 2 Reach Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 River Sta 2529 2529 2164 2164 2021 2021 1935 1935 1786 l 7B6 1647 1508 150B 1419 1419 137B 137B 1222 1222 944 944 806 806 642 642 510 E.G. Elev W.S. Elev Vel Head Frctn Loss C & E Loss (ft) (ft) (ft) (ft) (ft) 291.56 290.B6 0.71 4.14 0.25 291.56 290 .B6 0 .70 4.15 0.24 287 .lB 2B6 .97 0.21 0.26 O.OB 2B7.17 2B6.96 0.21 0.27 O.OB 2B6.B3 2B6.7B 0 .05 0 .05 0.01 2B6 .B3 2B6.77 0.05 0.05 0.01 2B6.7B 2B6.76 0.02 0.07 0.00 2B6 .77 2B6.75 0.02 0.07 0.00 2B6 . 70 2B6.69 culvert 2B3 .55 2B3. 56 2Bl.B9 2Bl. 90 2Bl.15 2Bl.15 279.7B 279.79 277. 94 277. 95 277. 32 277. 33 276.51 276. 52 275. 72 2B6. 67 2B6. 66 2B2.99 2B3 .00 2Bl.37 281. 3B 2BO.BS 2BO.BB 279. 59 279.59 277. 73 277. 74 277. 23 277. 24 276. 29 276. 30 275.61 0. 04 0. 04 0.56 0 . 56 0. 52 0. 52 0.27 0. 27 0 . 20 0. 20 0 .21 0. 22 0.10 0 .10 0. 22 0 . 22 O.ll 1.63 1.63 0 .64 0. 64 1. 34 1. 33 1. B4 l.B3 o. 57 0 .57 0. 79 0. 7 9 0. 75 0. 75 0. 77 0. 03 0. 03 0 .10 0 .10 0. 03 0. 03 0. 00 0 .oo 0. 05 0. 05 0. 03 0. 03 0. 05 0. 05 0. 02 ~~- '-a\of~ 0. 030230 0.029902 0. 006095 0.00614B 0. 00090B 0. 000915 0.000354 0. 000356 0. 000707 0. 000714 0. 015935 0.015952 0.021020 0.02103B 0.012192 0.0121B9 0. 006653 Q.006633 0.00753B 0.007535 0.003139 0.003141 0.00865B 0.008677 0. 004375 0. 004376 0.009464 0. 009461 0.007104 0. 007ll3 0. 010001 0.010001 ~J . 6.91 6. BS 4 .45 4.46 2.15 2.16 1. 44 1 . 44 2.36 2.37 8.54 B.55 5.99 6.00 5. 83 5. 84 4.17 4.lB 3.96 3.97 3.45 3.46 5. lB 5 .19 3.19 3 .20 4 .16 4 .17 3.34 3 .35 3 .ll 3 .ll Q Left Q Channel (cfs) (cfs) l B.58 407.09 1B.B6 406.76 75.4B 262.SB 75.32 262.96 20. 67 281. 51 20.61 2Bl.BO 32 .B6 242.29 32.79 242.49 llO. 34 llO. 03 42B.12 430. 44 90.14 90 .67 4.55 4 .61 129. 25 131. 05 574. 66 579. BO 501. 31 505. 32 254.29 144. 93 145.30 347. 65 34B.63 79B.9B B02.21 340.01 340.97 569. 75 571. 33 B 04. 76 B09.B4 341.21 342. 75 340. BS 342.SB 530. 75 70.90 71.25 146. 52 145. 98 297. 70 296. 75 43B.9B 437 .B6 410.12 40B.42 195. 66 196. 37 165. 50 166. 08 260.96 261.96 293 .32 294. 6B 2B5 .07 2B6 .73 447.93 450. ll 294.BO 2 96. 22 431.53 433.B3 295.26 297. 07 320.54 322.23 369 .B7 371. 60 -1~f~ "''"1"" 52.BB 53.09 71. 93 71.79 107.3B 107.16 123.BS 123 .70 172 . 63 172. 23 100. 53 100. 7B 101 .14 101. 36 15B. 50 15B.B2 153 .39 153.55 14B.91 149. 30 1B9. 29 189.43 144. 90 145 .16 243.44 243. 73 199. 06 199.59 204. 44 205 .00 26B.62 26B.75 Q Right Top Width (cfs) (ft) 3.34 52.BS 3.39 53.09 90.94 71.93 90.73 71.79 126.B2 107.3B 126.5B 107.16 153.B5 12 3 .B5 153.72 123.70 173. 74 173. 66 90. 23 90. 93 67.02 67. 79 435.B6 43B.37 291. 69 294.05 6.99 7 .ll 25.12 25. 44 9B.B5 100.10 155.96 172. 63 172. 23 100. 53 100. 78 101 .14 101. 36 15B.50 1SB.B2 153.39 153.55 14B. 91 149. 30 1B9.29 1B9.43 144. 90 145 .16 243.44 0. 79 0. 79 0. 3B 0 . 38 0 .16 0 .16 0 .10 0.10 0 .15 0.15 0. 67 0. 67 0.67 0. 67 0. 54 0. 54 0. 40 0.40 0 .41 0 .41 0. 2B 0 .2B 0 .45 0 .45 0 .32 0 .32 0 .46 0 . 46 0 . 39 0. 39 0 .43 0 .44 Reach-1 510 275.73 275. 62 0 .11 0. 77 0. 02 256.B2 533 .49 157.69 243 .73 Reach-1 3B7 274. 93 274 . 71 0.22 1.41 0 .02 123.B3 746 .0B 71. 09 199. 06 Reach-1 3B7 274. 94 274. 72 0. 22 1. 41 0 .02 125.57 750. 35 72.09 199. 59 Reach-1 215 273.49 273.33 0.16 1. 9B 0 .02 36 .BB B69.36 34. 76 204.44 Reach-1 215 273.50 273.34 0 .16 1. 9B 0. 02 37 .51 B75.13 35 .36 205. 00 Reach-1 271.49 271. 3B 0.11 497.61 429.03 14 .36 26B.62 Reach-1 271. so 271.39 0.11 501. 52 431. 94 14 .54 26B.75 HEC-RAS Plan: Imported Pia River: RIVER-1 Reach: Reach-1 Reach River.Sta«. QTotal Min Ch El W.S. Elev CritW.S. ···E.G. Elev E.G. Slope Vei'Chnl I·' Flow Area .;,Top Width Froude #Chi (cfs) (ft) .,.. . (ft) (ft) (ft) .. : (ft/ft) ' (ft/s) . (sq ft) (ft) . ;r , .. Reach-1 . . 2529 429.00 287.00 290.86 291.56 0.030230 6.91 70.90 52.88 0.79 Reach-1 2529 429.00 287.00 290.86 291 .56 0.029902 6.88 71 .25 53.09 0.79 ... • '· Reach-1 2164 ,, ... 429.00 281.50 286.97 287.18 0.006095 4.45 146.52 71 .93 0.38 Reach-1 2164 ,,_., •5; 429.00 281.50 286.96 287.17 0.006148 4.46 145.98 71 .79 0.38 ' ,,;i:::t :;.:.it":t> Reach-1 ··~ 2021>·:<11>'.rr:~ 429.00 280.40 286.78 286.83 0.000908 2.15 297.70 107.38 0.16 Reach.1 . 2021': · .. o> 429.00 280.40 286.77 286.83 0.000915 2.16 296.75 107.16 0.16 ·. : .. :•;'"' ,,· •. ·· Reach-1 1935 ' 429.00 279.60 286.76 286.78 0.000354 1.44 438.98 123.85 0.10 Reach-k -· 1935 .;_,': _ _,. 429.00 279.60 286.75 286.77 0.000356 1.44 437.86 123.70 0.10 ."':_::.,_,;:;;--: ~--· -Reach.:1 · 1786 429.00 279.00 286.67 283.45 286.70 0.000707 2.36 410.12 172.63 0.15 Reach-1 . 1786 .. 429.00 279.00 286.66 283.45 286.69 0.000714 2.37 408.42 172.23 0.15 '.•l -. ~·· ._.,_, v Reach-1 "164'7. ~· :-Culvert ·.·• '• " Reach-1 1508 866.00 277.90 282.99 282.55 283.55 0.015935 8.54 195.66 100.53 0.67 Reach-1 1508 870.00 277.90 283.00 282.56 283.56 0.015952 8.55 196.37 100.78 0.67 ' Reach~1 : 1419 866.00 277.30 281.37 281.89 0.021020 5.99 165.50 101 .14 0.67 Reach-1 1419 " 870.00 277.30 281 .38 281 .90 0.021038 6.00 166.08 101 .36 0.67 Reach-1 · 1378 . 866.00 276.60 280.88 281 .15 0.012192 5.83 260.96 158.50 0.54 Reach-1 1378 870.00 276.60 280.88 281.15 0.012189 5.84 261 .96 158.82 0.54 ; .~ ~ Reach-1 1222 866.00 275.30 279.59 279.78 0.006653 4.17 293.32 153.39 0.40 Reach-1 1222 870.00 275.30 279.59 279.79 0.006633 4.18 294.68 153.55 0.40 Reach-1 944 941.00 272.90 277.73 277.94 0.007538 3.96 285.07 148.91 0.41 Reach-1· '944.~. .... ~ 948.00 272.90 277.74 277.95 0.007535 3.97 286.73 149.30 0.41 ; ·~ Reach.1 806 '; 941 .00 271.40 277.23 277.32 0.003139 3.45 447.93 189.29 0.28 Reach-1 806 948.00 271.40 277.24 277.33 0.003141 3.46 450.11 189.43 0.28 ' Reach-1 642 ... ,_, :~ 941 .00 271 .00 276.29 276.51 0.008658 5.18 294.80 144.90 0.45 Reach· River Sta a· Total Mln'Ch El W.S.Elev CritW.S. E.G. Elev "E.G. Slope '~ 'vel Chnl Flow Area Top Width Froude #Chi (cfs) ' ~J (ft) (ft) ~. ,(ft),, (ft) (ft/ft) " . (ft/s) . (sq ft) (ft) . Reach-1 642 948.00 271 .00 276.30 276.52 0.008677 5.19 296.22 145.16 0.45 '· ·~ ./; ~· Reach-1 510 .. 941 .00 270.70 275.61 275.72 0.004375 3.19 431 .53 243.44 0.32 Reach;1, 510 ·.·· 948.00 270.70 275.62 275.73 0.004376 3.20 433.83 243.73 0.32 ' ,, " Reach-1 387 ./ 941 .00 270.50 274.71 274.93 0.009464 4.16 295.26 199.06 0.46 Reach!1 '3~7 ... i ' 948.00 270.50 274.72 274.94 0.009461 4.17 297.07 199.59 0.46 .. ' ···~ . .. ,. ..,, :'<, Reach-1 ·. 215;• '· felc· • 941.00 270.10 273.33 272.34 273.49 0.007104 3.34 320.54 204.44 0.39 Reach-1 . 215,: ·~~-::':li,; . ': 948.00 270.10 273.34 272.35 273.50 0.007113 3.35 322.23 205.00 0.39 1•. -~~ ·>-":·{: ~~"' ReaCh-1 o· .•·· .·· .. ''J 941 .00 269.60 271.38 270.73 271.49 0.010001 3.11 369.87 268.62 0.43 Reach-1 o~~·": ('..~":·· 948.00 269.60 271.39 270.74 271 .50 0.010001 3.11 371 .60 268.75 0.44 HEC-RAS Plan: Imported Pia River: RIVER-1 Reach: Reach-1 , Reach River Sta E.G. Elev· w:s. Elev ·Vel Head Frctn Loss C & E'Loss Q Left a.Channel QRight •Top Width . (ft);, . (ft) (ff) i (ft) .• ~-(ft) (cfs) ~J,,, (cfs) . (cfs) (ft) .. Reach-1 2529 291.56 290.86 0.71 4.14 0.25 18.58 407.09 3.34 52.88 ReaCh-1 2529' 291.56 290.86 0.70 4.15 0.24 18.86 406.76 3.39 53.09 Reach-1 2164 287.18 286.97 0.21 0.26 0.08 75.48 262.58 90.94 71.93 Reach-1 2164 287.17 286.96 0.21 0.27 0.08 75.32 262.96 90.73 71.79 ,_'1': .;. Reach-1 2021. 1!: 286.83 286.78 0.05 0.05 0.01 20.67 281.51 126.82 107.38 Reach~1 2021 286.83 286.77 0.05 0.05 0.01 20.61 281.80 126.58 107.16 'i :. ··-·· Reach-1· 1935 286.78 286.76 0.02 O.D7 0.00 32.86 242.29 153.85 123.85 Reach-1 1935 ~,' 286.77 286.75 0.02 0.07 0.00 32.79 242.49 153.72 123.70 .. Reacil-1 1786 .. 286.70 286.67 0.04 110.34 144.93 173.74 172.63 Reach-1 1786 .• 286.69 286.66 0.04 110.03 145.30 173.66 172.23 " . c.~,~ ./ , .. ?/ Reach~1 ' ' 1647" :,:-.:;/~·;..,!} Culvert .{ .,·-., ,. ,;.,;;:""'~.:::·'.'; Reach-1 ··• :1508,: ,. : •· 283.55 282.99 0.56 1.63 0.03 428.12 347.65 90.23 100.53 Reach-1 1508. ~. ;_: 283.56 283.00 0.56 1.63 0.03 430.44 348.63 90.93 100.78 .. r. ···~> r(-. Reach-1·-_· 1419. '>t , 281.89 281.37 0.52 0.64 0.10 798.98 67.02 101.14 Reach-f ~t< 1419' ·<•;. 281.90 281.38 0.52 0.64 0.10 802.21 67.79 101.36 : ,,,:;. .. . . Reach-1 :. 1378 :·;,;.,. 281.15 280.88 0.27 1.34 0.03 90.14 340.01 435.86 158.50 Reach~1 1378 ~-:~ . 281.15 280.88 0.27 1.33 0.03 90.67 340.97 438.37 158.82 ; ..• ;·.,,;t: Rea.ch-1 : •:. ;1.2i2~\''t7f,.Y; 279.78 279.59 0.20 1.84 0.00 4.55 569.75 291.69 153.39 Reach~f · •. ·'· · .1222~· ;~~~ 279.79 279.59 0.20 1.83 0.00 4.61 571.33 294.05 153.55 ; -~-'." -·; -~ . l ·:--·~· _·.-:~-~~t~.·~ Reach~1c;; 944~>;':J-~~!"i;? 277.94 277.73 0.21 0.57 0.05 129.25 804.76 6.99 148.91 Reach'-.:1 .. 9_44·0:-.: !cp<!,, 277.95 277.74 0.22 0.57 0.05 131.05 809.84 7.11 149.30 . ·~-. ' • ~>;:t ~ [.'~~~:.·:~:;.· :~· Reach-1· 806 . '.t~. ; 277.32 277.23 0.10 0.79 0.03 574.66 341.21 25.12 189.29 Reach~t;. 806 ,··,;~·:~. 277.33 277.24 0.10 0.79 0.03 579.80 342.75 25.44 189.43 •::> ·.r.·,. ·~..,, "> ... -,~-._, ' ·React1~1-642 .,~ . 276.51 276.29 0.22 0.75 0.05 501.31 340.85 98.85 144.90 · Reach River Sta E.G. Elev W.S. Elev »VelHead"· Frctn Loss C&ELoss Q Left :a Channel Q Right ... Top Width (ft) (ft) (ft) (ft) (ft) (cfs) (cfs) . ' (cfs) (ft)" Reach-1 642 ' 276.52 276.30 0.22 0.75 0.05 505.32 342.58 100.10 145.16 ~ Reach-1 510 275.72 275.61 0.11 0.77 0.02 254.29 530.75 155.96 243.44 Reach-1 510 275.73 275.62 0.11 0.77 0.02 256.82 533.49 157.69 243.73 Reach-1 387 274.93 274.71 0.22 1.41 0.02 123.83 746.08 71 .09 199.06 Reach-1· 387 274.94 274.72 0.22 1.41 0.02 125.57 750.35 72.09 199.59 ,, Reach-1 215 . 273.49 273.33 0.16 1.98 0.02 36.88 869.36 34.76 204.44 ReactJ-1 215 .. 273.50 273.34 0.16 1.98 0.02 37.51 875.13 35.36 205.00 , . ' '; " ' Reaclt-1 0 '! 271.49 271 .38 0.11 497.61 429.03 14.36 268.62 .. Reach-1 " ·' 0 271 .50 271 .39 0.11 501 .52 431 .94 14.54 268.75 g c .Q ~ Q) iii 295 290 285 280 275 270 ESA-Trib to Burton Creek Imported Plan 01 2/14/01 Legend WS PF2 WS PF 1 Ground 255-+-~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ 0 500 1000 1500 2000 2500 3000 Main Channel Distance (ft) g c 0 f,j > <I) [ij ESA -Trib to Burton Creek Imported Plan 01 2/14/01 Section 215 284 ---------.08 --------~~-.065 282 280 278 276 274 272 270-+--..,.--,---,----,,----,---.----,----.--,---,---T---r---r-----.--..,.--.---.,.--,---,----,---.----,----.--,--~ 0 200 400 600 800 1000 Station (ft) Legend WS Pf 2 WS PF 1 - Ground • Bank Sta g c .Q ~ <I) iii ESA-Trib to Burton Creek Imported Plan 01 2/14/01 Section 387 300 ~----------.08 -----------.-...055 ..--------.08 ------~ 295 290 285 280 275 Legend WS PF2 WS PF 1 Ground • Bank Sta 270-+-~-~-~~-~~-~-~~-~-~~-~~-~-~~-~~-~-~~-~-~~-~~-~-~~ 0 200 400 600 Station (ft) 800 1000 1200 g c .Q -ro > Q) w ESA-Trib to Burton Creek Imported Plan 01 2/14/01 Section 510 284 ---------.08----------?~-.065---*'E----------.o8 282 280 278 276 274 272 270-+--..,..--..---,------,,-----,---,.----r----,----,-----,--~---.---~---.---,---..,..--,..--..---,------,,------,---,.----r----,--~ 0 100 200 300 400 500 Station (ft) Legend ___._ WSPF2 WS PF 1 Ground • Bank Sta g c 0 ~ > Q) [jJ ESA-Trib to Burton Creek Imported Plan 01 2/14/01 Section 642 305 ,._.~~~~~~~~~~~.o8 ~~~~~~~~~~~~K-~~~~~~~.o8 ~~~~~~~~ 0 6 5 300 295 290 285 280 275 270-t-~~.,.-~~.,.-~~.-~~.,.-~~.,.-~~--r-~~..-~~..-~~..-~~--r-~~--r-~~-r--~~~~~~~~~~~~ 0 200 400 600 800 1000 1200 1400 1600 Station (ft) Legend WS PF2 WS PF 1 Ground • Bank Sta g c: .Q -ro > Cl) [jj ESA -Trib to Burton Creek Imported Plan 01 2/14/01 Section 806 305 ~~~~~~~~~~~-.05 ~~~~~~~~~~~~ ~~~~~~~~~~~.05 ~~~~~~~~~~~ 0 6 5 300 295 290 285 280 275 Legend _______.._ WS PF 2 WS PF 1 Ground • Bank Sta 270-t-~~..,-~~..,-~~..,-~~..,-~~..,-~~--.-~~--.-~~--.-~~--.-~~-,--~~--,.--~~--,.--~~-,-~~-,-~~-,-~~---, 0 200 400 600 800 1000 1200 1400 1600 Station (ft) g c 0 ~ > Q) w 305 ------------.08 300 295 290 285 280 275 ESA -Trib to Burton Creek Imported Plan 01 2/14/01 Section 944 .065*----------.05 ---------- Legend ____._ WS PF2 WS PF 1 Ground • Bank Sta 270,-+---..,.---..,.---..,.---~--~----,-----,-----,-----,---~--~--~--~--~--~--~ 0 200 400 600 800 Station (ft) 1000 1200 1400 1600 g c 0 ~ Q) ill ESA -Trib to Burton Creek Imported Plan 01 2/14/01 Section 1222 305 -------------.08------------~ 0 6 5 --------.08 -------~ 300 295 290 285 280 275+-~-~-~~-~~-~-~~-~~~~-~~-~-~~-~~-~-~~-~~-~-~~-~-~~ 0 200 400 600 Station (ft) 800 1000 1200 Legend WS PF 2 WS PF 1 Ground • Bank Sta g c .Q ~ Q) ill ESA -Trib to Burton Creek Imported Plan 01 2/14/01 Section 1378 305 --------------.08 ~-----.05 ------ 0 6 5 300 295 290 285 280 Legend WS PF2 WS PF 1 Ground • Ban k Sta 275+--~-~-~~~~-~-~-~-~-~-~-~-~-~-~-~-~-~-~-~~-~-~-~-~ 0 200 400 600 800 1000 Station (ft) g c: 0 ~ C1l UJ ESA -Trib to Burton Creek Imported Plan 01 2/14/01 Section 1419 305 ----------------.08 ---------------___,~ .o65 ~<E-----.o8 300 295 290 285 280 275,+------,---,.----.------.---.---,---,----,---,...---,----.---,------r--,.----,---.-----,----r---,---~ 0 200 400 Station (ft) 600 800 legend _ .. _ WSPF 2 WS PF 1 Ground • Bank Sta g c 0 ~ > Q) [iJ ESA-Trib to Burton Creek Imported Plan 01 2/14/01 Section 1508 300 -------------.03------------~ ~-------.08 ------- 0 6 5 295 290 285 280 Legend WSPF2 WS PF 1 Ground -·--""-··· lneff • Bank Sta 275-1--~-~-~~~~-~-~-~-~-~-~-~-~-.,.---,---~-~-~-~~~~-~-~-~----, 0 200 400 600 800 1000 Station (ft) g c 0 ~ > Q) liJ ESA -Trib to Burton Creek Imported Plan 01 2/14/01 Culvert #1 (2 4' Pipes) 300 ~~~~~~~~~~~~-.05~~~~~~~~~~~~~~~~~~~~.05 ~~~~~~~ 0 6 5 295 290 285 280 Legend WS PF 1 WS PF2 Ground -·-lneff • Bank Sta 275+-~-.--~,..-~~~~--,-~--,-~---r~-,-~~~~~~~--.-~--,-~..,-~-r-~-.--~-.--~,..-~~~~--,-~--,-~---..,-~-,-~-, 0 200 400 600 800 1000 Station (ft) g c 0 :; > <ll [iJ ESA-Trib to Burton Creek Imported Plan 01 2/14/01 Culvert #1 (2 4' Pipes) 300 ----------.08---------~ ~---------.08 ---------~ 0 6 5 295 290 285 280 Legend WS PF 1 WSPF2 Ground ---4- lneff • Bank Sta 275+---,.--.----.--~-~~~-~-,.--.----.--~-~-,.-----.--~-~~~-~-,.--r---.--~-~-,.--r---.--~-~-,.--r---.---, 0 100 200 300 400 500 600 700 Station (ft) g c: 0 ~ > <1> w ESA -Trib to Burton Creek Imported Plan 01 2/14/01 Section 1786 300 ----------.08--------------------.08 0 6 5 295 290 285 280 275+----r-~~-~~~-~--,--~--,--~~~~~~-~--,--~--,--~~-~~~-~--,--~--,--~~-~~~-~~ 0 100 200 300 400 500 600 700 Station (ft) Legend WS PF 1 WSPF2 Ground lneff • Bank Sta g c .Q -ro > Cl) [jJ ESA -Trib to Burton Creek Imported Plan 01 2/14/01 Section 1935 296 ------------.08---------------.055 .-.--------.08 294 292 290 288 286 284 282 280 278-t--,..--...--,---,---,---.---..,.----.,...---,.-----.---.----,-----.-----.--..,.--,..--...--.,---.---,c----,---r---.---..,.--~ 0 100 200 300 400 500 Station (ft) Legend WS PF 1 WS PF2 Ground • Bank Sta g c .Q -ro > Q) [ij ESA -Trib to Burton Creek Imported Plan 01 2/14/01 Section 2021 296 ---------.o8 --------*.065~---------.08 294 292 290 288 286 284 282 280,+---,.---,.--.---.-----,,----,----.---.--,...--.---,---.---.----.-----.----,.---,.---,.--.---,.---.------,----.---.-~ 0 100 200 300 400 500 Station (ft) Legend WS PF 1 WS PF 2 Ground • Bank Sta g c: 0 ~ > Ql [j ESA -Trib to Burton Creek Imported Plan 01 2/14/01 Section 2164 294 ------------.08-----------~ 0 6 5 292 290 288 286 284 282 280-+-----r--,-----,.-----,----.-----,---.,.---r---r----.,----r---r-----r--.,.---,----,---.,----.----,---~ 0 100 200 Station (ft) 300 400 Legend WS PF 1 WS PF2 Ground • Bank Sta g c 0 ~ Q) iii ESA -Trib to Burton Creek Imported Plan 01 2/14/01 Section 2529 302 300 298 296 294 292 290 288 286--t---.,.-~.----.-----,.-~.-----.---.~-r---.,.-~.--.----.~.-----.-~.---.-----,.-~,...----.---.~-r----r~.--.----.~.-----.-~.----.-----,.-~.-----.-~.---.--~ 0 100 200 300 400 500 600 700 Station (ft) Legend WSPF2 WS PF 1 Ground • Bank Sta