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HomeMy WebLinkAbout20050949 Ver 1_Stormwater Info_20051107I 4 05-og4-9 DRAINAGE POND & EROSION CONTROL CALCULATIONS FOR PARTNERS EQUITY GROUP SMITHFIELD, NORTH CAROLINA o ? + ?pp5 DINO, 0 MARCH 1999 MCKIM & CREED ENGINEERS, P.A.. 5625 DILLARD ROAD, SUITE 117 CARY, NORTH CAROLINA 27511 (919) 233-8091 A, TABLE OF CONTENTS 1. Erosion Control Narrative 2. SCS Curve Number 3. Time of Concentration 4. HEC-1 Existing Conditions 5. HEC-1 Proposed Conditions -Assuming No Tailwater 6. HEC-1 Proposed Conditions -Assuming Tailwater 7. Draw-Down Time Calculations 8. Anti-Flotation Block 9. Temporary Sediment Filter Basin 10. Outlet Protection . h Partners Equity Group Pond And Erosion Control Narrative Project Description The purpose of this project is to construct a wet detention facility for the Partners Equity subdivision. The detention pond will be located on Lot 6 of said subdivision. Approximately 1.5 acres will be disturbed during this construction period. Site Description The site is located along the northern and eastern sides of Lot 6 in Partners Equity subdivision. The site is roughly bounded on the west by North Equity Drive, on the south by Lot 7, and on the north and east by 1-95 Properties. Considerations used in Drainage and Erosion Control Design • The runoff from the first inch of rainfall must be captured and released over a period of two to five days. • The proposed detention pond must be designed to attenuate the post-development peak discharge from the pre-development rates for the 10-year storm and safely pass the discharge from the 100-year storm event. • The Corps of Engineers HEC-1 program was used in the routing of the particular design storms. • The Kirpich equation was used in determining the time of concentration. • SCS TR-55 was used in determining the curve number (CN) value for design. The area was found to be in the hydrologic soil group B. • Town of Smithfield regulations for Stormwater Impoundments were used for design. • The natural drainage pattern is for water to travel from high points located within the site, through a series of roadside ditches, and eventually to the proposed area for the pond. Temporary erosion control matters should be in place to maintain this flow pattern and prevent sediment from affecting the adjoining lands. • HY-8 was used in determining a rating curve for the barrel, draw-down pipe, and spillway. • Two scenarios were evaluated in the HEC-1 programs. There are two existing 48° CMP pipes that are located downstream from the proposed pond. The first scenario was performed assuming these pipes were to be removed. The second scenario evaluated the tailwater from these pipes, assuming that they were to remain in place. Design calculations were based on the second scenario. • The 10-year storm will back the existing ditches up with water. Draw-down calculations were made based on the proposed 6" PVC pipe. u M SCS CURVE NUMBER .. Ai SCS Project: Partners Conditions. EXIStIn9 Prepared by: GL Checked by: Runoff Curve Number M?.I<IM& ENCINEERS• PLANNERS- SURVEYORS VALMINCTON. NORTH CAROLINA RALEIGH. NORTH CAROLINA SMITHFIELD- NORTH C' Date: 3-8-99 Date: Landuse Soil Group RCN Area (Acres) Area (Sq. Mi.) Product of RCN and Area Grass/Brush (good) B 61 48.35 0.08 2949.35 Pavement/Roof B 98 2.55 0.00 249.9 Totals = 50.9 0.08 3199.25 Total (weighted) RCN = total product/total area = 62.85 RCN used = 63 s:\1319\0001 \calcs\final\rcn.xis SCS Runoff Curve Number Project: Partners 1\4gKIl`4&, 40 Conditions. Proposed ENGINEERS •PLANNERS •SURVEYORS WILMINGTON, NORTH CAROLINA RALEIGH. NORTH CAROLINA SMITHFIELD. NORTH A Prepared by: GL Date: 3-8-99 Checked by: Date: Landuse Soil Group RCN Area (Acres) Area (Sq. Mi.) Product of RCN and Area Low density comm (50% grass/50% paved) B 81 50.9 0.08 4122.9 Totals = 50.9 0.08 4122.9 Total (weighted) RCN = total productitotal area = 81.00 RCN used = 81 s:\1319\0001 \calcs\final\rcn.xls i M Time of Concentration Calculation SCS Segmental Method Project: Partners Equity Conditions: Existing ?MC'IOM& Prepared by:DJK Date: 3-15-99 ENGINEERS- PLANNERS - SURVEYORS Checked by. Date. NALMINGTON. NORT T CAROLINA RALEIGH. NORTH CAROLINA HFIELD NORTH CAROLINA Sheet Flow 1. Surface description (Table 3-1) 2. Manning's roughness coeff., n (Table 3-1) 3. Flow length, L (Total < 300 ft) 4. Two-year 24-hour rainfall, P 5. Land slope, S 6. Travel time, T t S= 153-148.5 T, = 0.007(nL)08 P 0.sso.4 z Segment ID AB Grass 0.24 ft 200 in 3.6 ft/ft 0.023 hr 0.372 Shallow Concentrated Flow Segment ID BC 7. Surface description (Paved or Unpaved) Unpaved 8. Flow length, L S=148.5-148/180 ft 180 9. Watercourse slope, S vo = 20.3282 ? ft/ft 0.0028 10. Average velocity, (Figure 3-1) ft/sec 0.9 11.Travel time, T t y„ = 16.1345(s)°'' hr 0.059 Channel Flow Segment ID CD 12. Cross sectional flow area, A 16 13. Wetted perimeter, P Assumed 7 ft/s pipe flow ft 11 14. Hydraulic radius, R = ft 1.5 15. Channel slope, S S=148-143/2060 ft/ft 0.0024 16. Manning's roughness coeff., n 0.030 17 Ch l l V i ft/sec 3 1 . anne ve oc ty, ziT iiz . 18. Flow length, L s V= 1.4 9 R ft 2060 n 19.Travel time, T t hr 0.183 Time of Concentration = 0.61 hr Lag Time = (0.6)(Tc) = 0.37 hr s:\1421 \0001 \excell\Tc.xls 19 Time of Concentration Calculation SCS Segmental Method Project: Partners Equity Conditions: Proposed MC R= Prepared by:DJK Date. 3-15- 99 ENCINEERS• PLANNERS • SURVEYORS Checked by: Date. vnLMINGTQN. NORTH CAROLINA RALEIGH. NORTH CAROLINA NORTH T Sheet Flow Segment ID AB 1. Surface description (Table 3-1) Grass 2. Manning's roughness coeff., n (Table 3-1) 0.24 3. Flow length, L (Total < 300 ft) S= 153-149 ft 100 4. Two-year 24-hour rainfall, P in 3.6 5. Land slope, S T, = 0.0 0 7 (n L) ° s ft/ft 0.040 6. Travel time, T t P2 0.5 s0.4 hr 0.170 Shallow Concentrated Flow Segment ID BC 7. Surface description (Paved or Unpaved) Unpaved 8. Flow length, L S=149-148/280 ft 280 9. Watercourse slope, S o s, ft/ft V, = 20.328 z (s) ft/sec 0.0036 1 0 10. Average velocity, (Figure 3-1) . 11.Travel time, T t V„ = 16.1345(s) hr 0.080 Channel Flow Segment ID CD 12. Cross sectional flow area, A ft 16 13. Wetted perimeter, P Assumed 7 ft/s pipe flow ft N 14. Hydraulic radius, R = ft 1.5 15. Channel slope, S S=148-143/2060 ft/ft 0.0024 16. Manning's roughness coeff., n 0.030 17. Channel velocity, V V = 1.4 9 R z'a s "z ft/sec ft 3.1 2060 18. Flow length, L 19.Travel time, T t n hr 0.183 Time of Concentration = 0.43 hr Lag Time = (0.6)(Tc) = 0.26 hr s:\1421 \0001 \excell\Tc.xls ?. * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * MAY 1991 * VERSION 4.0.1E * Lahey F77L-EM/32 version 5.01 * Dodson & Associates, inc. * RUN DATE 03/17/99 TIME 10:50:21 x x xxxxx xx xx xxx x x x x x x xx. x x x x x xxxx xxx xxxx x xx xxx x x x x x x x x x x x x x x xxxxx xx xx xxx xxx Gx(5 ,A' * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * .609 SECOND STREET.., + * DAVIS,:CALIFORNIA 95616 + * (916) 551-1748 + THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 'A LINE 1 2 3 4 5 6 7 8 9 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 HEC-1 INPUT PAGE 1 ID....... 1....... 2....... 3....... 4....... 5....... 6... 7........8.......9......10 *DIAGRAM ID PARTNERS ID EXISTING CONDITIONS 10-YEAR FREQUENCY, 24 HOUR DURATION ID SCS TYPE It DISTRIBUTION IT 5 300 IO 5 JR PREC 5.38 KK BSN 1 KM HYDROGRAPH FROM SUBBASIN 1 BA 0.0795 PB 1 IN 6 PC 0.0 .00101 .00202 PC .01050 .01161 .01272 PC .022 .02321 .02442 PC .03450 .03581 .03712 PC .048 .04941 .05084 PC .063 .06461 .06624 PC .08 .08181 .08364 PC .099 .10101 .10304 PC .12 .12225 .12460 PC .147 .1502 .15340 PC .181 .18512 .18948 PC .235 .24268 .25132 PC .663 .68196 .69864 PC .772 .77796 .78364 PC .82 .82367 .82726 PC .85350 .85647 .85936 PC .88 .88229 .88455 PC .90175 .90379 .9058 PC .921 .92279 .92455 PC .93775 .93929 .9408 PC .952 .9533 .95459 PC .96475 .966 .96724 PC .977 .9782 .97939 PC .98875 .9899 .99104 PC 1.0 LS 63 UD 0.19 22 .00305 .01385 .02565 .03845 .05229 .06789 .08549 .10509 .12705 .1566 .19408 .26092 .71304 .78904 .83079 .86219 .88679 .90779 .92629 .94229 .95588 .96848 .98058 .99218 .00408 .01498 .02688 .03978 .05376 .06956 .08736 .10716 .12960 .1598 .19892 .27148 .72516 .79416 .83424 .86494 .889 .90975 .928 .94375 .95716 .96971 .98176 .99331 .00513 .00618 .01613 .01728 .02813 .02938 .04113 .04248 .05525 .05676 .07125 .07296 .08925 .09116 .10925 .11136 .13225 .135 .163 .16628 .204 .2094 .283 .30684 .735 .74344 .799 .8036 .83763 .84094 .86763 .87024 .89119 .89335 .91169 .9136 .92969 .93135 .94519 .9466 .95844 .95971 .97094 .97216 .98294 .98411 .99444 .99556 .00725 .01845 .03065 .04385 .05829 .07469 .09309 .11349 .13785 .16972 .2152 .35436 .75136 .808 .84419 .87279 .89549 .91549 .93299 .94799 .96098 .97338 .98528 .99668 .00832 .00941 .01962 .02081 .03192 .03321 .04522 .04661 .05984 .06141 .07644 .07821 .09504 .09701 .11564 .11781 :14080 .14385 .17332 .17708 .2214 .228 .43079 .56786 .75876 .76564 .8122 .8162 .84736 .85047 .87526 .87767 .8976 .89969 .91735 .91919 .9346 .93619 .94935 .95069 .96224 .9635 .97459 .9758 .98644 .98760 .99779 .9985 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW 7 BSN 1 (*«") RUNOFF ALSO COMPUTED AT THIS LOCATION xxwwxww w+x wwx+xxwwxxwwxw+x+w++xxxxx+w++xw - +++ w,t++++++,t+++xx+x++xw+xtx+-,t+++++.++ +x+ * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * VERSION 4.0.1E w * 609, SECOND STREET. • * Lahey F77L-EM/32 version 5.01 * * DAVIS, CALIFORNIA: 95616 * Dodson & Associates, Inc. * * (916) 551-1748 * RUN DATE 03/17/99 TIME 10:50:21 xw++wxwx++++wwxwxwxxx++wxxxxwwxw+xx+++xx+ .. - .. wxx+++++++w+x+++++++w+++w+++xx+wxx+x xx+ PARTNERS EXISTING CONDITIONS 10-YEAR FREQUENCY, 24 HOUR DURATION SCS TYPE II DISTRIBUTION 5 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 5 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 300 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0055 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL 0.08 HOURS TOTAL TIME BASE 24.92 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT JP MULTI-PLAN OPTION NPLAN 1 NUMBER OF PLANS JR MULTI-RATIO OPTION RATIOS OF PRECIPITATION 5.38 PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES TIME TO PEAK IN HOURS RATIOS APPLIED TO. PRECIPITATION OPERATION STATION AREA PLAN RATIO 1 5.38 HYDROGRAPH AT BSN 1 0.08 1 FLOW 89. TIME 12.08 *•* NORMAL END OF HEC-1 *"* VJ 1-1 r W H kD 0 O 0 r n N n h? F'- fi A) rt F+- W F-j C W ft P. LQ n K t (D 0 m N El (D (1) D O fr N w r E a rr N K rn K O n (D O N K O P) t?. r r r r r Db r oo ? J r rn r ?n r ? Dq o. 06 to U1 OD U1 J U1 01 U1 1-n U1 N N N r r r r r r r 10 W N r W OD J 01 IA N r 0 H 04 H M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W W W N N N r 01 ?P r O ?P O Ln J OJ N A N J J w w o l (4 U) ?P W ld N r r co J 01 0) J O ?P 01 o Ul OD ?P iD U7 O Li] H C 0 0 0 0 0 0 0 0 0 0 0 o 01 01 0 10 o o 0 w W W N r r :a J O ?P ?P r U) 0\ m J %D O U) .P w h r r , r N O 01 OD tp W O? W N r 0 ,ro _ro om r r t " F. O l0 w O J Ut 'o, r n ? 0 ko H 0 F- Ln % r 01 W N ' cr 0 0 0 0 0 0 H r , P+ N r r 10 14 H w ID 0 0 0 0 0 tit 0 0 0 0 0 r N r 0 U1 W N r r J yq N l0 to to r H N Ol r r J 00 O Ul M 0 0) W N r N r O OD r r r r r r r r c] r o 0o J o? u) in u) ? L? . OD O 01 ?P UI OD W O CsJ C En r 01 r J UI W r r H N y ? H •• z w? N & w 0 ko 0 J w Lrn W CYN r 00 o ?p ° C P rn o n ro m Ea o 'b H Wr 0 L-1 H K H H roz w n M m C [=1 h] Ja Lq z a H LjJ \ t:p H to c? C w r U) 1o to t ? tJo f<<lw?ier 1 CURRENT DATE: 03-15-1999 FILE DATE:. 03-05-1999 CURRENT TIME: 11:57:15 FILE NAME: BARREL -------------------------------------------------------------------------------- -------------------------- FHWA.CULVERT ANALYSIS -------------------------- -------------------------- HY-8, VERSION 4.1 -------------------------- ---------------------------------- SITE DATA I CULVERT SHAPE, MATERIAL, INLET U -------------------- ------1----------------------------------------------- L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET # (FT) (FT) (FT) MATERIAL (FT) (FT) n TYPE -------------------------- ------------------------------------------------ 1 1143.00 142.90 50.00 3 RCP 2.00 2.00 .013 CONVENTIONAL 2 3 4 5 6 -------------------------------------------------------------------------------- ------------------------------------------------------ FILE: BARREL CULVERT HEADWATER ELEVATION (FT) ------ -------------------- DATE: 03-05-1999 DISCHARGE 1 2 3 4 5 6 ROADWAY 0 144.90 0.00 0.00 0.00 0.00 0.00 200.00 18 145.01 0.00 0.00 0.00 0.00 0.00 200.10 36 145.31 0.00 0.00 0.00 0.00 0.00 200.15 54 145.83 0.00 0.00 0.00 0.00 0.00 200.20 72 146.55 0.00 0.00 0.00 0.00 0.00 200.24 90 147.47 0.00 0.00 0.00 0.00 0.00 200.28 108 148.61 0.00 0.00 0.00 0.00 0.00 200.32 126 150.06 0.00 0.00 0.00 0.00 0.00 200.35 144 151.81 0.00 0.00 0.00 0.00 0.00 200.39 162 153.94 0.00 0.00 0.00 0.00 0.00 200.42 180 156.82 0.00 0.00 0.00 0.00 0.00 200.45 270 215.90 0.00 0.00 0.00 0.00 0.00 0.00 The above ------------- Q and HW --------- are for --------- a point above -------------- the roadway. --------------- ----------- --------- 2 CURRENT DATE: 03-15-1999 FILE DATE: 03-05-1999 CURRENT TIME: 11:57:15 FILE NAME: BARREL -------------------------------------------------------------------------------- PERFORMANCE CURVE FOR CULVERT # 1 - 3 ( 2 BY 2 ) RCP -------------------------------------------------------------------------- DIS HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft) -------------------------------------------------------------------------------- 0 144.90 0.00 1.90 0-NF 0.00 0.00 0.00 0.00 0.00 2.00 18 145.01 1.22 2.01 3-Mlf 1.11 0.86 1.91 2.00 0.00 2.00 36 145.31 1.82 2.31 4-FFt 2.00 1.24 3.82 2.00 0.00 2.00 54 145.83 2.42 2.83 4-FFt 2.00 1.52 5.73 2.00 0.00 2.00 72 146.55 3.22 3.55 4-FFt 2.00 1.72 7.64 2.00 0.00 2.00 90 147.47 4.27 4.47 4-FFt 2.00 1.90 9.55 2.00 0.00 2.00 108 148.61 5.56 5.61 4-FFt 2.00 2.00 11.46 2.00 0.00 2.00 126 150.06 7.06 6.94 4-FFt 2.00 2.00 13.37 2.00 0.00 2.00 144 151.81 8.81 8.49 4-FFt 2.00 2.00 15.28 2.00 0.00 2.00 162 153.94 10.94 10.24 4-FFt 2.00 2.00 17.19 2.00 0.00 2.00 180 156.82 13.82 12.19 4-FFt 2.00 2.00 19.10 2.00 0.00 2.00 -------------------------------------------------------------------------------- E1. inlet face invert 143.00 ft E1. outlet invert 142.90 ft E1. inlet throat invert 0.00 ft El. inlet crest 0.00 ft -------------------------------------------------------------------------------- ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION (FT) 0.00 INLET ELEVATION (FT) 143.00 OUTLET STATION (FT) 50.00 OUTLET ELEVATION (FT) 142.90 NUMBER OF BARRELS 3 SLOPE (V-FT/H-FT) 0.0020 CULVERT LENGTH ALONG SLOPE (FT) 50.00 ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 2.00 FT BARREL MATERIAL CONCRETE BARREL MANNING'S N 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED END PROJECTION INLET DEPRESSION NONE 3 CURRENT DATE: 03-15-1999 FILE DATE: 03-05-1999 CURRENT TIME: 11:57:15 FILE NAME: BARREL -------------------------- TAILWATER ------------------- ------------------------------------------------------- -- ------------------- CONSTANT WATER SURFACE ELEVATION 144.90 -------------------------------------------------------------------------------- -------------------------- ROADWAY OVERTOPPING DATA -:------------------------- -------------------------------------------------------------------------------- ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH (FT) 30.00 CREST LENGTH (FT) 200.00 OVERTOPPING CREST ELEVATION (FT) 200.00 + + * FLOOD HYDROGRAPH PACKAGE (HEC-1), * MAY 1991 * VERSION 4.0.1E * Lahey F77L-EM/32 version 5.01 * Dodson & Associates, Inc. * RUN DATE 03/18/99 TIME 11:54:53 /( JAI&S No *.L.Werup * + U.S. ARMY.CORPS OF ENGINEERS + * HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET • DAVIS, CALIPORNIA 95616 * + (916) SS1-1748 + X X XXXXX XX XXXXX X X X X X X XX X X X X X XXX XXXX XXXX X XX XXX X X X X X X X X X X X X X X XXXXX XX XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HEClDB, AND HECIKW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.- THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 1 2 3 4 5 6 7 8 9 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 45 46 HEC-1 INPUT PAGE 1 ID....... 1....... 2....... 3....... 4....... 5.......6... ..7.......8.......9......10 * ASSUMES NO TAILWATER ON RISER SYSTEM *DIAGRAM ID PARTNERS ID PROP CONDITIONS 10-YEAR FREQUENCY, 24 HOUR DURATION ID SCS TYPE II DISTRIBUTION IT 5 300 IO 5 JR PREC 5.38 8 KK BSN 1 KM HYDROGRAPH FROM SUBBASIN 1 BA 0.0795 PB 1 IN 6 PC 0.0 .00101 .00202 .00305 .00408 .00513 .00618 .00725 .00832 .00941 PC .01050 .01161 .01272 .01385 .01498 .01613 .01728 .01845 .01962 .02081 PC .022 .02321 .02442 .02565 .02688 .02813 .02938 .03065 .03192 .03321 PC .03450 .03581 .03712 .03845 .03978 .04113 .04248 .04385 .04522 .04661 PC .048 .04941 .05084 .05229 .05376 .05525 .05676 .05829 .05984 .06141 PC .063 .06461 .06624 .06789 .06956 .07125 .07296 .07469 .07644 .07821 PC .08 .08181 .08364 .08549 .08736 .08925 .09116 .09309 .09504 .09701 PC .099 .10101 .10304 .10509 .10716 .10925 .11136 .11349 .11564 .11781 PC .12 .12225 .12460 .12705 .12960 .13225 .135 .13785 .14080 .14385 PC .147 .1502 .15340 .1566 .1598 .163 .16628 .16972 .17332 .17708 PC .181 .18512 .18948 .19408 .19892 .204 .2094 .2152 .2214 .228 PC .235 .24268 .25132 .26092 .27148 .283 .30684 .35436 .43079 .56786 PC .663 .68196 .69864 .71304 .72516 .735 .74344 .75136 .75876 .76564 PC .772 .77796 .78364 .78904 .79416 .799 .8036 .808 .8122 .8162 PC .82 .82367 .82726 .83079 .83424 .83763 .84094 .84419 .84736 '.85047 PC .85350 .85647 .85936 .86219 .86494 .86763 .87024 .87279 .87526 .87767 PC .88 .88229 .88455 .88679 .889 .89119 .89335 .89549 .8976 .89969 PC .90175 .90379 .9058 .90779 .90975 .91169 .9136 .91549 .91735 .91919 PC .921 .92279 .92455 .92629 .928 .92969 .93135 .93299 .9346 .93619 PC .93775 .93929 .9408 .94229 .94375 .94519 .9466 .94799 .94935 .95069 PC .952 .9533 .95459 .95588 .95716 .95844 .95971 .96098 .96224 .9635 PC .96475 .966 .96724 .96848 .96971 .97094 .97216 .97338 .97459 .9758 PC .977 .9782 .97939 .98058 .98176 .98294 .98411 .98528 .98644 .98760 PC .98875 .9899 .99104 .99218 .99331 .99444 .99556 .99668 .99779 .9989 PC 1.0 LS 81 UD 0.345 • 10'x4' CONCRETE RISER BOX WITH TRIPLE 24" RCP'S FOR BARRELS KK ROUTE KM ROUTE THROUGH PROPOSED DETENTION POND RS 1 ELEV 144 SA 1.03 1.28 1.88 2.74 3.65 4 SE 143 144 145 146 147 148 SQ 0 0 1.2 6.3 45.6 71 117 195 290 SE 143 144 145 145.5 146 146.5 147 147.5 148 ZZ SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW 7 BSN 1 V V 39 ROUTE. (*"?) RUNOFF ALSO COMPUTED AT THIS LOCATION' r+wxrxrsxxrwwwwww+wrxw+wwwwwrwwrxr+wxxsrw .. +xr rrsrw?+++wwwxrw+wr,rwxxx++e s++wwr+s wrw * FLOOD HYDROGRAPH PACKAGE (HEC-1) * *. U.S. ARMY CORPS OF ENGINEERS + * MAY 1991 HYDROLOGIC ENGINEERING CENTER. * VERSION 4.0.1E x -_ * 609 SECOND STREET .:. __ * Lahey F77L-EM/32 version 5.01 * * DAVIS,. CALIFORNIA 95616' * Dodson & Associates, Inc. * * (916) 551-1748 * RUN DATE 03/18/99 TIME 11:54:53 * * ' +xrr++wxrrwwx+x++xxx+xwsrrrwrw+x++wxsrwww - - xxs xsxr+w+w+wwrwrs++rrsw+wr++.rsw3r:s *++ PARTNERS PROP CONDITIONS 10-YEAR FREQUENCY, 24 HOUR DURATION SCS TYPE II DISTRIBUTION 5 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 5 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 300 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0055 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL 0.08 HOURS TOTAL TIME BASE 24.92 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT JP MULTI-PLAN OPTION NPLAN 1 NUMBER OF PLANS JR MULTI-RATIO OPTION RATIOS OF PRECIPITATION 5.38 8.00 PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES` TIME TO PEAK IN HOURS RATIOS APPLIED TO PRECIPITATION OPERATION STATION AREA PLAN RATIO 1 RATIO 2 5.38 8.00 HYDROGRAPH AT BSN 1 0.08 1 FLOW 131. 223. TIME 12.25 12.25 ROUTED TO ROUTE 0.08 1 FLOW 66. 142. TIME 12.58 12.50 ** PEAK STAGES IN FEET 1 STAGE 146.40 147.16 TIME 12.58 12.50 *** NORMAL END OF HEC-1 *** in / F' W N 10 O O 0 N n N N n / 1-h F,- Q1 F-' ft H- F-j cn r-? ao r ? r m N U? N .a pd w In OD In -l in m in u, u, N N N r r F F' H F+ H W N H 10 m ?J Ch ?P N F' 0 H ro H IFJ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . W W W N N N N ON & H co & O to ?I OD N 4P N J '1 to to O Ln ?P W N OD J m m J O ?P m O N tn 0D P .P tn O Li] H $b 0 0 0 0 0 0 0 0 0 N 0 0 0 0 0 101 0 101 0 oi l I W W W N N N ? J ?P N m * J O ?P H ISN O ?P to 0 1 W n to m F+ N N O 01 OO l0 W m W N F ro r -] ON 0) m m In gyp. W N w W m & H m (n m a? 10 n ? m Ch m 0) n a m F O ro w o m 11b. r m u, O . 0 0 0 0 0 0 0 ?''? N cr M O r, P N H F 10 r to 10 O a% o o o o L1] F P F' p OD . 0 . 0 . 0 0 N N N O . W N N %0 to & ? H 0 m m w in '1 m 00 '1 M Ln m r J L H N N F-' O OD O 0 W N 0 :c O H 4 to r 0 L-1 H K tti H hi ro Z n cl K :0 m W ~ N N F? N N !1 cn w H Ln o m w 0. w t- tr] OO m :a. F' :a U1 ?t .P o C to H N H LXI H °z c? W n N H H %D O ?I N cn ?P w m H aD 0 IQ z C ?P m OD n ro m x H H t? 2 r C C4 w N in to 1 CURRENT DATE: 03-15-1999 FILE DATE: 03-08-1999 CURRENT TIME: 12:17:47 FILE NAME: PARTACCE -------------------------------------------------------------------------------- -------------------------- FHWA CULVERT ANALYSIS --- -------------------- -------------------------- HY-8, VERSION 4.1 ----------------- ------ ---------------------------------- C SITE DATA CULVERT SHAPE, MATERIAL, INLET U -------------------------- ----------------------------------------------- L INLET OUTLET CULVERT ?. BARRELS ?. V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET # (FT) (FT) (FT) f MATERIAL (FT) (FT) n TYPE ?------------------------ ----------------------------------------------- 1 142.90 142.80 80.00 2 CSP 4.00 4.00 .024 CONVENTIONAL 2 3 C 5 ? I 6 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- FILE: PARTACCE CULVERT HEADWATER ELEVATION (FT) DATE: 03-08-1999 DISCHARGE 1 2 3 4 5- 6 ROADWAY 0 144.40 0.00 0.00 0.00 0.00 0.00 147.00 18 144.61 0.00 0.00 0.00 0.00 0.00 .147.10 36 145.04 0.00 0.00 0.00 0.00 0.00 147.15 54 145.48 0.00 0.00 0.00 0.00 0.00 147.20 72 147.21 0.00 0.00 0.00 0.00 0.00 147.24 89 147.43 0.00 0.00 0.00 0.00 0.00 147.28 108 147.73 0.00 0.00 0.00 0.00 0.00 147.32 126 148.06 0.00 0.00 0.00 0.00 0.00 147.35 144 148.45 0.00 0.00 0.00 0.00 0.00 147.39 162 148.89 0.00 0.00 0.00 0.00 0.00 147.42 180 149.38 0.00 0.00 0.00 0.00 0.00 147.45 180 149.38 0.00 0.00 0.00 0.00 0.00 0.00 The above ------------- Q and.HW ---------- are for ------- a point above --------------- the roadway. ----------------- --------- --------- 2 - CURRENT DATE: 03-15-1999 FILE DATE: 03-08-1999 CURRENT TIME: 12:17:47 FILE NAME: PARTACCE -------------------------------------------------------------------------------- PERFORMANCE CURVE FOR CULVERT # 1 2 ( 4 BY 4 ) CSP. --------------------------------------------------------------------------------- DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft) -------------------------------------------------------------------------------- 0 144.40 0.00 1.50 '0-NF 0.00 0.00 0.00 0.00 0.00 1.60 18 144.61 1.34 1.71 3-Mlt 1.57 0.86 1.92 1.60 0.00 1.60 36 145.04 1.86 2.14 3-M2t 2.36 1.24 3.83 1.60 0.00 1.60 54 145.48 2.32 2.58 3-M2t 3.21 1.53 5.75 1.60 0.00 1.60 72 147.21 2.74 4.31 6-FFn 4.00 1.78 2.86 4.00 0.00 1.60 89 147.43 3.13 4.53 6-FFn 4.00 2.00 3.54 4.00 0.00 1.60 . 108 147.73 3.55 4.83 6--FFn 4.00 2.20 4.30 4.00 0.00 1.60 126 148.06 3.96 5.16 6-FFn 4.00 2.39 5.01 4.00 0.00 1.60 144 148.45 4.39 5.55 6-FFn 4.00 2.56 5.73 4.00 0.00 1.60 162 148.89 4.86 5.99 6-FFn 4.00 2.72 6.45 4.00 0.00 1.60 180 149.38 5.36 6.48 6-FFn 4.00 2.87 7.16 4.00 0.00 1.60 -------------------------------------------------------------------------------- E1. inlet face invert 142.90 ft E1. outlet invert 142.80 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft -------------------------------------------------------------------------------- ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION (FT) 0.00 INLET ELEVATION (FT) 142.90 OUTLET STATION (FT) 80.00 OUTLET ELEVATION (FT) 142.80 NUMBER OF BARRELS 2 SLOPE (V-FT/H-FT) 0.0012 CULVERT LENGTH ALONG SLOPE (FT) 80.00 ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 4.00 FT BARREL MATERIAL CORRUGATED STEEL BARREL MANNING'S N 0.024 INLET TYPE CONVENTIONAL INLET EDGE AND WALL THIN EDGE PROJECTING INLET DEPRESSION NONE 3 CURRENT DATE 03-15-1999 FILE DATE: 03-08-1999 CURRENT TIME: 12:17:47 FILENAME: PARTACCE -------------------------------------------------------------------------------- -------------------------- TAILWATER ------ -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- CONSTANT WATER SURFACE ELEVATION 144.40 -------------------------------------------------------------------------------- ------------------------- ROADWAY OVERTOPPING DATA -------------------------- -------------------------------------------------------------------------------- ROADWAY SURFACE. PAVED EMBANKMENT TOP WIDTH (FT) 20.00 CREST LENGTH (FT) 200.00 OVERTOPPING CREST ELEVATION (FT) 147.00 -------------------------------------------------------------------------------- 4. w FILE DATE: 03-05-1999 CURRENT DATE: 03-15-1999 FILE NAME: BARREL CURRENT TIME: 12:20:08 ----- -------- ----- -------------- ------------------------- ----- ----FHWA CULVERT ------ ANALYSIS ------------ --------------. ----------------------- ----- - -- HY-8, VERSION 4.1 ---- ------_----- ------- -------------- --- ---------------- -------- ------------------------- CULVERT SHAPE, MATERIAL, INLET --- C I SITE DATA ---------- ------------- ---------- U f-------- BARRELS I L INLET OUTLET CULVERT SPAN RISE MANNIN G INLET SHAPE V ( ELEV. ELEV. LENGTH (FT) (FT) n TYPE # (FT) (FT) MATERIAL (FT) ----- ------------- -------------- ------------------- ------- ?- 00 2 2.00 .013 CONVENTIONAL 1 ? 143.00 142.90 3 RCP 50.00 i . I 2 I 3 f 4 I I 5 ? I ------ I-6-i------------------ ------------------ ----------- ------------- --------- ---------- ----------- --------- DATE: 03-05-1999 ------------- FILE: BARREL SPRY OF CULVERT FLOWS (CFS) 5 6 ROADWAY ITR ELEV (FT) TOTAL 1 2 3 4 0 0 0 p 0 1 143.00 0 0 0 0 ° 0 O l 0 18 144.74 18 0 p 0 0 0 1 p 145.45 36 36 0 0 p 0 0 0 1 146.41 54 0 54 0 0 0 0 0 1 148.86 72 72 0 p p 0 0 1 0 150.00 90 90 0 0 0 0 p 0 1 151.44 108 108 0 0 0 0 p 0 1 153.10 126 126 0 0 p 0 0 0 1 155.04 144 0 144 0 ° 0 0 0 1 157.23 162 162 0 0 0 0 p 0 1 67 180 159 180 0 0 p 0 OVERTOPPING . 200.00 258 ---- ----------------- 258 0 ---- ------------- 0 ----------- ------------- ----- ------------ ---- ---------------- ----------------- ---- -------------- -------------- ----------- FILE: BAR FILE: BAR ------------- REL REL ----------------- DATE: 03-05-1999 DATE: 03-05 SUMMARY OF ITERATIVE SOLUTION ERRORS TOTAL FLOW ? FLOW HEAD HEAD FLOW(CFS), ERROR(CFS) ERROR ELEV(FT) ERROR(FT) 0 0.00 143.00 0.00 0 18 0 0.00 144.74 0.00 36 0 0.00 145.45 0.00 54 0 0.00 146.41 0.00 72 72 0 0.00 148.86 0.00 90 0 0.00 150.00 0.00 108 ° 0.00 151.44 0.00 126 0 0.00 153.10 0.00 144 0 0.00 155.04 0.00 0 0.00 157.23 0.00 180 0 0.00• 159.67 0.00 --------- -------------------- ------------- <2> TOLERANCE (?) = 0.000 <1> TOLERANCE (FT) -------------------- = 0.010 ----------------- ----------- -------------- -------------- ----- 2 CURRENT DATE: 03-15-1999 FILE DATE: 03-05-1999 CURRENT TIME: 12:20:08 FILE NAME: BARREL . -------------------------------------------------------------------------------- PERFORMANCE CURVE FOR CULVERT # 1 - 3 ( 2 BY 2 ) RCP --------------------------------------------------------------------------------- DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) , (ft) .(fps) (ft) --------------------------------------------------------------------- 0 143.00 0.00 0.00 0-NF 0.00 0.00 0.00 0..00 0.00 0.10 18 144.74 1.22 1.74 3-Mlt 1.11 0.86 2.10 1.71 0.00 1.71 36 145.45 1.82 2.45 4-FFt 2.00 1.24 3.82 2.00 0.00 2.14 54 146.41 2.42 3.41 4-FFt 2.00 1.52 5.73 2.00 0.00 2.58 72 148.86 3.22 5.86 4-FFt 2.00 1.72 7.64 2.00 0.00 4.31 90 150.00 4.27 7.00 4-FFt 2.00 1.90 9.55 2.00 0.00 4.53 108 151.44 5.56 8.44 4-FFt 2.00 2.00 11.46 2.00 0.00 4.83 126 153.10 7.06 10.10 4-FFt 2.00 2.00 13.37 2.00 0.00 5.16 144 155.04 8.81 12.04 4-FFt 2.00 2.00 15.28 2.00 0.00 5.55 162 157.23 10.94 14.23 4-FFt 2.00 2.00 17.19 2.00 0.00 5.99 180 159.67 13.82 16.67 4-FFt 2.00 2.00 19.10 2.00 0.00 6.48 -------------------------------------------------------------------------------- E1. inlet face invert 143.00 ft El. outlet invert 142.90 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft -------------------------------------------------------------------------------- ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION (FT) 0.00 INLET ELEVATION (FT) 143.00 OUTLET STATION (FT) 50.00 OUTLET ELEVATION (FT) 142.90 NUMBER OF BARRELS 3 SLOPE (V-FT/H-FT) 0.0020 CULVERT LENGTH ALONG SLOPE (FT) 50.00 ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 2.00 FT BARREL MATERIAL CONCRETE BARREL MANNING'S N 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED END PROJECTION INLET DEPRESSION NONE TAILWATER RATING CURVE FLOW(CFS) W.S.E.(FT) DEPTH (FT) 0 143.00 .10 0 1S 144.61 1.71 36 145.04 2. 54 145.48 2.58 58 72 147.21 4.31 90 147.43 4.53 108 147.73 4.83 126 148.06 5.16 144 148.45 5.55 162 148.89 5.99 180 149.38 6.48 -------------------- ------------ -------- --------- ---------------------------- ------------ DATA ----------------- ------- ROADWAY OVERTOPPING _______- _______ -------------------------- PAVED ROADWAY SURFACE 30.00 EMBANKMENT TOP WIDTH (FT) 200.00 CREST LENGTH (FT) 200.00 nvRRTOPPING CREST ELEVATION (FT) }. ?SS?MES TAWWATEiZ .**RRR*#**#x*#x##r#####r#r###*####rx* # U.S. ARMY CORPS OF ENGINEERS # # # HYDROLOGIC ENGINEERING CENTER'- r FLOOD HYDROGRAPH PACKAGE (HEC-1) # # 609 SECOND STREET MAY 1991 R DAVIS, CALIFORNIA 9561. #.. r VERSION 4.0.1E * • (916) 551-1748 # Lahey F77L-EM/32 version 5.01 Dodson & Associates, Inc. x*#*xx#####r##x###rw##xr#x###*#*#.##**#* 2UN DATE 03/18/99 TIME 11:57:40 X'. X XXXXXXX XXXXX XX X X X X X X X XX X X XXXXXXX XXXX X XXXXX X X. X X X X X X X X XXX X X XXXXXXX XXXXX HECIGS, HECIDB, AND HECIKW. THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC AGE FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE- D 7 THE DEFINITIONS OF VARIABLES -RTIMP- AND ANGE- HAVE ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEEP 81. THIS I STAGE FREQUENCY,VERSION ION, THE DEFINITION OF -AMSKK- SINGLE EVENT DAMAGE ?'CU? NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE DSS ION :READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRAT KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 1 2 3 4 5 6 7 8 9 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 45 46 HEC-1 INPUT PAGE `1 ID....... I....... 2....... 3....... 4....... 5....... 6.......7.... .8.......9.. 10 * ASSUMES TAILWATER ON RISER SYSTEM *DIAGRAM ID PARTNERS ID PROP CONDITIONS 10-YEAR FREQUENCY, 24 HOUR DURATION ID SCS TYPE II DISTRIBUTION IT 5 300 IO 5 JR PREC 5.38 8 KK BSN 1 KM HYDROGRAPH FROM SUBBASIN 1 BA 0.0795 PB 1 IN 6 PC 0.0 .00101 .00202 .00305 .00408 ..00513 .00618 .00725 .00832 .00941 PC .01050 .01161 .01272 .01385 .01498 .01613 .01728 .01845 .01962 .02081 PC .022 ..02321 .02442 .02565 .02688 .02813 .02938 .03065 .03192 .03321 PC .03450 .03581 .03712 .03845 .03978 .04113 .04248 .04385 .04522 .04661 PC .048 .04941 .05084 .05229 .05376 .05525 .05676 .05829 .05984 .06141 PC .063 .06461 .06624 .06789 .06956 .07125 .07296 .07469 .07644 .07821 PC .08 .08181 .08364 .08549 .08736 .08925 ..09116 .09309 .09504 .09701 PC .099 .10101 .10304 .10509 .10716 .10925 .11136 .11349 .11564 .11781 PC .12 .12225 .12460 .12705 .12960 .13225 .13S .13785 .14080 .14385 PC .147 .1502 .15340 .1566 .1598 .163 .16628 .16972 .17332 .17708 PC .181 .18512 .18948 .19408 .19892 .204 .2094 .2152 .2214 .228 PC .235 .24268 .25132 .26092 .27148 .283 .30684 .35436 .43079 .56786 PC .663 .68196 .69864. .71304 .72516 .735 .74344 .75136 .75876 .76564 PC .772 .77796 .78364 .78904 .79416 .799 .8036 .808 .8122 .8162 PC .82 .82367 .82726 .83079 .83424 .83763 .84094 .84419 .84736 .85047 PC .85350 .85647 .85936 .86219 .86494 .86763 .87024 .87279 .87526 .87767 PC .88 .88229 .88455 .88679 .889. .89119 .89335 .89549 .8976 .89969 PC .90175 .90379 .9058 ..90779 .90975 .91169 .9136 .91549 .91735 .91919 PC .921 .92279 .92455 .92629 .928 .92969 .93135 .93299 .9346 .93619 PC .93775 .93929 .9408 .94229 .94375 .94519 .9466 .94799 ..94935 .95069 PC .952 .9533 .95459 .95588 .95716 .95844 .95971 ,96098 .96224 .9635 PC .96475 .966 .96724 .96848 .96971 .97094 .97216 .97338 .97459 .9758 PC .977 .9782 .97939 .98058 .98176 .98294 .98411 .98528 .98644 .98760 PC .98875 .9899 .99104 .99218 .99331 .99444 .99556 .99668 .99779 .9989 PC 1.0 LS 81 UD 0.345 * 10'x4' CONCRETE RISER BOX WITH TRIPLE 24" RCP'S FOR BARRELS KK ROUTE KM ROUTE THROUGH PROPOSED DETENTION POND RS 1 ELEV 144 SA 1.03 1.28 1.88 2.74 3.65 4 SE 143 144 145 146 147 148 SQ 0 0 1.2 6.3 45 56 98 168 257 SE 143 144 145 145.5 146 146.5 147 147.5 148 ZZ ###w#f rff rwwwwwf wrrwwxfr#xrxxxxxwwwwr#wxw # r + FLOOD HYDROGRAPH PACKAGE (HEC-1) + * MAY 1991 * VERSION 4.0.1E + Lahey F77L-EM/32 version 5.01 + Dodson & Associates, Inc. * RUN DATE 03/18/99 TIME 11:57:40 xf xf xx,tf##wwxxxxfxwfwwf wwww?wffffffff xxxx *+**+*+*rrr**+***w+**+r*r*#*fr#?r•ar wrfr * U. S. ARMY CORPS OF ENGINEERS « * HYDROLOGIC ENGINEERING CENTER + * 609 SECOND STREET.'` w •. DAVIS, CALIFORNIA;.55616 + (916) 551-1748 w ffrw?x,trrrrr«wwx rf x#x«.#xxfi«wxxf rrwr«f« PARTNERS PROP CONDITIONS 10-YEAR FREQUENCY, 24 HOUR DURATION SCS TYPE II DISTRIBUTION 5 10 OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 5 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 300 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0055 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL 0.08 HOURS TOTAL TIME BASE 24.92 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT JP MULTI-PLAN OPTION NPLAN 1 NUMBER OF PLANS JR MULTI-RATIO OPTION RATIOS OF PRECIPITATION 5.38 8.00 PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS .FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES . TIME TO PEAK IN HOURS RATIOS APPLIED TO PRECIPITATION OPERATION STATION. AREA PLAN RATIO 1 RATIO 2 5.38 8.00 HYDROGRAPH AT BSN 1 0.08 1 FLOW 131. 223. TIME 12.25 12.25 ROUTED TO ROUTE 0.08 1 FLOW 56. 135. TIME 12.67 12.50 **.PEAK STAGES IN FEET *• 1 STAGE 146.49 147.26 TIME 12.67 12.50 **• NORMAL END OF HEC-1 *** v ?KM& ? MEMO ? TELEPHONE ENGINEERS ? HELD REPORT ? CONFERENCE PLANNERS SURVEYORS DATE: g?Q°1 rr TIME: AUTHOR: ~? (,,vGy Eraa,? PROJECT: Rwr wt?-? C ct? ?'? CLIENT: PROD. NO. SUBJECT: „ I OF No ? ?? 1Z M?" • M ? 12 1 17. 7.04 r w -s5 .w 7A Mf' .oo eff S. S o ? q 1 51 c t •S cI= lff o 1 Z 4S ?.n? o0 300 - 35 Ll La .s T, o $ej / l ?. t 1. 51 , tk S Anti-flotation Block Displacement: ht= 3 ft. structure = 10'x 4' Rectangular Riser cf = area"ht 120.0 cf safety facto 1.25 150.0 cf Weight required: 150.0 cf 62.4 Ibs/cf 9360.0 Ibs needed Block dimensions: 1.5' depth 6.0' width 12.5' length 112.5 cf Weight provided: 112.5 cf 85 Ibs/cf - concrete submerged 9562.5 Ibs provided Page 1 m V m m ?o Li -a W z ? c m N Cl) g CL. I n rt D ? CJ1 N ,. 0 E D Y N N :3 n O C7 O CA CL o M 3 om 0 , o n m CA 3 ,NV ?v?? m? CDC-M ? a0 0 m G O Z az IV ^ -AD o > m (A 0) n 4 o -0 G oc n ii o c . m cu v a Z n n -^ o o w 0 m v n vr ? m CL (D 3 0) _ cn o - p 3 3 o ? 0 M r- oo CD 'i m - o 0 0 0 m o0 0 c z C.n ? W -t o ? ? < 4 - lk m CD ?9mmo;u m N om, m20<zm Cl) 0o v o m 0 v? U) r N Tl??o-? z z 2 o CL CD 3? C/) m Ix I I I I N '0 , ? , , N Cl) • ' - • • DATE DESIGN PHASE 0 3/19/99 PRELIM PROJECT NAME PROJECT NO CONSTR Partners Equity Pond 1319-0001.OR REVISION LOCATION BY RECORD Smithfield, NC GML OTHER CHECKED BY (SPECIFY) MVZ Storm Outlet Structure FES No.= Outfall Channel Q10/Qfull = 0.26 Pipe Dia= 72 in = (3) x 24" Dia. VNfull = 0.83 Slope = 0.0025 fUft V = 6.23 fps Q10 = 56.00 cfs Qfull = 212.07 cfs Vfull = 7.50 fps From Fig. 8.06.b.1: Zone = 3 From Fig. 8.06.b.2: D50 = 10 in DMAx = 15 i n Cl Ri = 1 prap ass Apron Thickness = 22.5 in Apron Length = 48.0 ft Apron Width = 3xDia = 18 ft s:\1319\0001 \calcs\OUTLET.xIs LATEST PRINTING: 3/18/99 12:48 PM PAGE 1 OF 1 '07/08/99 12:18 McKIN & CREED/RL -!-?? RANCH WOOD PRO. Z002 Project Name: 1?AZC, Q G20 121 G¢nu? Project Number- Responsible Party:.SoKN :S.kA%CgoSS _Jp- Phone Number. 91q'434" 3652 And Tide Address.-? D. BO I( 1x.44, SIC. rrNf11;LD N.C. 2 15T 1. Inspect monthly, or after every runoff-producing rainfall event, whichever is more frequent: A. Remove debris from the trash rack. B. Check and dear the; orifice of any obstructions. C. Check the pond side slopes; remove trash, repair eroded areas before the next rainfall event. D. Check the vegetated filter for sediment accumulation, erosion !and proper operation. Repair as necessary:. ll. Quarterly A. Inspect the collection system (.e. catch basins, piping, grassed swales) for proper functioning. Clear accumulated trash from catch basin grates and catch basin bottoms, and check piping forobstructions. B. Check pond inlet po6ds for undercutting, replace riprap, and repair broken pipes. C. Reseed grassed swales, including the vegetated filter if applicable, twice a year as necessary. Repair eroded areas immediately. ill. Every 6 months A. Remove accumulated, sediment from the bottom of the outlet structure. B. Check the pond depth at various points in the pond. If depth is reduced to three feet, sediment will be removed to at least original depth of four feet. 1&07/08/99 12:18 $9192338031 i POND MAINTENANCE REQUIREMENTS (continued) PAGE 2 IV. General A. Mow the side slopes, not including normally submerged vegetated shelf, according to the season. Mawmum grass height wilt be 6': B- Cattails, and other indigenous wetland plants are encouraged along the pond perimeter, however, they must be removed when they cover the entire surface area of the pond. C. The orifice is designed to draw. down the pond in. 2-5 days. If draw down is not accomplished in that time, the system may be clogged- The. source of the clogging must be found and eliminated. D. All components of the detention pond system must be kept in good woridng order- POND MAINTENANCE REQUIREMENTS(CoFifinued) PARTNERS EQUITY GROUP hereby acknowledges that it is the financially responsible party for maintenance of this detention pond and will perform the maintenance as outlined above as part of the Certification of Compliance with Stormwater Regulations received for this project. PARTNERS EQUITY GROUP A North Carolina General Partnership BY: SIX S PARTNERS, 5_A orth arol' a neral Partnership S. oss, Jr. eneral Partner BY: INDUSTRIAL DRIVE PARTNERS A North Carolina General Partnership Riles . E erring Managing Partner NORTH CAROLINA JOHNSTON COUNTRY I, Jean M. Coe, a Notary Public of the County and State aforesaid, certify that JOHN S. SHALLCROSS, JR., General Partner of SIX S PARTNERS, a North Carolina general partnership, personally appeared before me this day and acknowledged the due execution of the foregoing instrument on behalf of the partnership. Witness my hand and official stamp or seal this the 12 ' day of.•J ]; 4",i-', .x' My Commission Expires: ?o Z S?L 6 a O • • "'; PUBLIC ;? c,c?: NORTH CAROLINA ,',????? yvVM•' ,, JOHNSON C +m! I, a Notary Public of the County and State aforesa' ce i y tat MI S G. FLEMING, Managing Partner of INDUSTRIAL DRIVE PARTNER a North Carolina general partnership, personally appeared before this day and acknowledged'the due execution of the foregoing instrument on behalf of the partnership. Witness my hand and official stamp or seal, this the/z day of July, 1999. • ?1?. W. N ar Pu 1C ??,• ••°°ya...o2%0 °11 % My Commission Expires: /o J'Lov c7 • "o?• PUBLIC acs J. • '° % ?''.yiy••••.°°....•••' ?l '01th NC01161o. t",lAts NJ 1 !4« WATM (V rrrwr rrr#wrfrwrwwrwr#wwrwfwwr+#+rrwrwwrwf ?r r * FLOOD HYDROGRAPH PACKAGE (HEC-1) • * MAY 1991 • * VERSION 4.0.1E • Lahey F77L-EM/32 version 5.01 * Dodson & Associates, Inc. • * RUN DATE 07/11/00 TIME 14:25:21 wwrf#+wwr#w#rwwwwwww+r+ff::r##?rr?wrww#wr ' +wr#rrrrwrrrrwww##rw#w+rrrww#wr•+wrrw#r r r * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET + • DAVIS, CALIFORNIA 95616 + * (916) 551-1748 # rwff###frfwwwrrl+f#rrrwr#ww•wrrw lwr wf#? x x xxxxx xx xx xxx x x x x x x xx x x. x x x xxxx xxx xxxx x xx xxx x x x x x x x x x x x x x x XXXX2 = xx xxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECiKW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE 1 LINE ID. ...... 1.. ..... 2. ...... 3....... 4.. ..... 5. ...... 6 ....... 7 ....... 8 ....... 9 ...... 10 * ASSUMES NO TAILWATER ON RISER SYSTEM *DIAGRAM 1 ID PARTNERS 2 ID PROP CONDITIONS 10-YEAR FREQUENCY, 24 HOUR DURATION 3 ID SCS TYPE II DISTRIBUTION 4 IT 5 300 5 IO 5 6 JR PREC 5.38 8 7 KK BSN 1 8 KM HYDROGRAPH FROM SUBBASIN 1 9 BA 0.0795 10 PB 1 11 IN 6 12 PC 0.0 .00101 .00202 .00305 .00408 .00513 .00618 .00725 .00832 .00941 13 PC .01050 .01161 .01272 .01385 .01498 .01613 .01728 .01845 .01962 .02081 14 PC .022 .02321 .02442 .02565 .02688 .02813 .02938 .03065 .03192 .03321 15 PC .03450 .03581 .03712 .03845 .03978 .04113 .04248 .04385 .04522 .04661 16 PC .048 .04941 .05084 .05229 .05376 .05525 .05676 .05829 .05984 .06141 17 PC .063 .06461 .06624 .06789 .06956 .07125 .07296 .07469 .07644 .07821 18 PC .08 .08181 .08364 .08549 .08736 .08925 .09116 .09309 .09504 .09701 19 PC .099 .10101 .10304 .10509 .10716 .10925 .11136 .11349 .11564 .11781 20 PC .12 .12225 .12460 .12705 .12960 .13225 .135 .13785 .14080 .14385 21 PC .147 .1502 .15340 .1566 .1598 .163 .16628 .16972 .17332 .17708 22 PC .181 .18512 .18948 .19408 .19892 .204 .2094 .2152 .2214 .228 23 PC .235 .24268 .25132 .26092 .27148 .283 .30684 .35436 .43079 .56786 24 PC .663 .68196 .69864 .71304 .72516 .735 .74344 .75136 .75876 .76564 25 PC .772 .77796 .78364 .78904 .79416 .799 .8036 .808 .8122 .8162 26 PC .82 .82367 .82726 .83079 .83424 .83763 .84094 .84419 .84736 .85047 27 PC .85350 .85647 .85936 .86219 .86494 .86763 .87024 .87279 .87526 .87767 28 PC .88 .88229 .88455 .88679 .889 .89119 .89335 .89549 .8976 .89969 29 PC .90175 .90379 .9058 .90779 .90975 .91169 .9136 .91549 .91735 .91919 30 PC .921 .92279 .92455 .92629 .928 .92969 .93135 .93299 .9346 .93619 31 PC .93775 .93929 .9408 .94229 .94375 .94519 .9466 .94799 .94935 .95069 32 PC .952 .9533 .95459 .95588 .95716 .95844 .95971 .96098 .96224 .9635 33 PC .96475 .966 .96724 .96848 .96971 .97094 .97216 .97338 .97459 .9758 34 PC .977 .9782 .97939 .98058 .98176 .98294 .98411 .98528 .98644 .98760 35 PC .98875 .9899 .99104 .99218 .99331 .99444 .99556 .99668 .99779 .9989 36 PC 1.0 37 LS 88 38 UD 0.345 * 1 0'x4' CONCRETE RISER BOX WITH TRIPLE 24" RCP'S FOR BARRELS 39 KK ROUTE 40 KM ROUTE THROUGH PROPOSED DETENTION POND 41 RS 1 ELEV 144 42 SA 1.03 1.28 1.88 2.74 3.65 4 43 SE 143 144 145 146 147 148 44 SQ 0 0 1.2 6.3 45.6 71 117 195 290 45 SE 143 144 145 145.5 146 146.5 147 147.5 148 46 ZZ SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW 7 BSN 1 V V 39 ROUTE (***) RUNOFF ALSO COMPUTED AT THIS LOCATION *y ? wrr++wwrrrrrrw+w++ww r+ww+rrw+wwww+,e+wwwrw - +w+ +wwr+wrrr+ww+wrwwwwwr+rr++w*wr+ww w+w * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1991 * * HYDROLOGIC ENGINEERING CENTER * VERSION 4.0.1E * * 609 SECOND STREET * Lahey F77L-EM/32 version 5.01 * *. DAVIS, CALIFORNIA 95616 * Dodson & Associates, Inc. * * (916) 551-1748 * RUN DATE 07/11/00 TIME 14:25:21 +ww+wwr++r+wwwwww+++++rr++ww+rwrrr++rwwwr - w+r+wr+rw+++r+t+w ww:r+wwwwr,rwwrwrwtr wrr PARTNERS PROP CONDITIONS 10-YEAR FREQUENCY, 24 HOUR DURATION SCS TYPE II DISTRIBUTION 5 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 5 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NO 300 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0055 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL 0.08 HOURS TOTAL TIME BASE 24.92 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT JP MULTI-PLAN OPTION NPLAN 1 NUMBER OF PLANS JR MULTI-RATIO OPTION RATIOS OF PRECIPITATION 5.38 8.00 PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES TIME TO PEAK IN HOURS RATIOS APPLIED TO PRECIPITATION OPERATION STATION AREA PLAN RATIO 1 RATIO 2 5:38 8.00 HYDROGRAPH AT BSN 1 0.08 1 FLOW 155. 248. TIME 12.25 12.25 ROUTED TO ROUTE 0.08 1 FLOW 89. 167. TIME 12.50 12.50 ** PEAK STAGES IN FEET •* 1 STAGE 146.69 147.32 TIME 12.50 12.50 *** NORMAL END OF HEC-1 ***