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Home My WebLink AboutDrainage Report February 2003DRAINAGE REPORT SEVENTH DAY ADVENTIST CHURCH 1350 EARL RUDDER FREEWAY 5.0 ACRES COLLEGE STATION, BRAZOS COUNTY, TEXAS FEBRUARY, 2003 CERTIFICATION I hereby certify that this report and accompanying drainage plan for the drainage design was prepared by me in accordance with the provisions of the Cities Drainage Policy and Design Standards for the owners thereof. ester, P.E. ~ ·7· 3 Registered Professional Engineer No. 69104 State ofTexas SEVENTH DAY ADVENTIST CHURCH DRAINAGE REPORT SEVENTH DAY ADVENTIST CHURCH 1350 EARL RUDDER FREEWAY COLLEGESTATION,BRAZOSCOUNTY, TEXAS FEBRUARY, 2003 INTRODUCTION: The proposed development is located along the west side of the Earl Rudder Freeway approximately 1200 feet north of University Oaks Drive and the tract is approximately 5 acres in size. The proposed improvements include pavement, drainage and utility improvements for the Seventh Day Adventist Church of College Station. The site consists of numerous trees and the terrain slopes in a southwesterly direction toward Glenhaven Drive at approximately 1 percent. The latest Federal Emergency Management Agency (FEMA) Flood Insurance Rate Maps ( 48041 CO 142C) shows that no portion of the site is in the regulatory 100-year flood plain. The site is zoned R-1 and R-5 and is being developed by Dr. Bill Davis, Seventh Day Adventist Church, 1218 Ettie Street, Bryan, TX 77803, 775-7362. EXISTING DRAINAGE BASIN DESCRIPTION: The drainage boundary for the site is Richard Carter Park to the north, Earl Rudder Freeway to the east, Cat Hollow Subdivision to the west and Dominik Drive to the south. Stonn runoff from the site drains in three directions; Area A, 1.38 acres sheet flows northeast to the TXDOT right-of-way and discharges into a existing grate inlet and a 24" RCP stonn sewer with a slope of 0.64%. Tiris area is in Basin Reference No. 6 and flows through box culverts under the TXDOT right-of-way (Earl Rudder Freeway) and through an open ditch on the west side of Earl Rudder to Carters Creek. Area B, 0.97 acres sheet flows west and then south along a ditch in the TXDOT right-of-way, and Area C, 1.95 acres sheet flows southeast towards Dominik Drive. Areas B and C flow to the Carters Grove Tnbutary, Basin Reference No. 6A. See attached graphic, "DRAINAGE AREA MAP EXISTING CONDITIONS". PROPOSED DRAINAGE: The proposed grading of the site will route the storm water runoff in the same three directions. The area of Area A will be increased to 1.45 acres which will increase the runoff by 2.71 cfs. The capacity of the existing TXDOT grate inlet and the storm drain line was analyiz.ed SEVENTH DAY ADVENTIST CHURCH-PAGE I OF 6pages and both have sufficient capacity to accept the increase in flow generated by the improvements. The area of Area B will be decreased to 0.83 acres but runoff will increase the by 1.58 cfs. The open ditch along the frontage road that this area flows to was evaluated and has sufficient capacity to accept the increase in flow generated by the improvements. The area of Area C will decrease to 1. 72 acres and will be routed through the proposed detention basin. The runoff will be captured in the driveways and routed to the detention basin where it will be metered out to predevelopment conditions. Area C is routed through the detention basin and the additional impervious area generated by Area B is routed through the basin and maintained to predevelopment conditions. The detention basin outfall structure will connect to an existing 18" RCP storm drain line at the southeastern comer of the tract. The detention basin will maintain to predevelopment conditions the 2-100 year storm events. The basin was evaluated and modeled using the Haestad Methods "Pond Pack" computer program. Energy dissipation is considered and maintained with concrete and rock riprap at outfalls. The Rational Method was used to determine the peak storm water discharges for predevelopment and post development conditions. STORM WATER POLLUTION CONTROL PLAN: A SWPCP was prepared and the sediment from the construction activities will be maintained on the site with the use of silt fencing and this is shown in the construction plans. CONCLUSION: This project is in compliance with the City's Storm Water Design Standards. SEVENTII DAY ADVENTIST CHURCH -PAGE 2 Of 6 pages DRAINAGE REPORT CHECK LIST Location: o Surrounding development: To the north is Richard Carter Park, to the west is Cat Hollow Subdivision a single family residential development, to the south is Dominik Drive with single-family residential homes and to the east is Earl Rudder Freeway. o Local streets, drainage systems shown The development will connect to the frontage road along Earl Rudder Freeway. The drainage system, existing and proposed are shown on the included graphics, "DRAINAGE AREA MAP EXISTING AND PROPOSED CONDITIONS". No portion of the site is in the 100-year flood plain. The runoff, existing and proposed will follow in the same general drainage pathways. Drainage Basins o Secondary system flow patterns and impact of development on existing system: Two areas will flow to TXDOT right-of-way. Area C will be captured and routed through a detention basin. The basin will discharge into an existing 18" RCP at the southwest comer of the tract and then into an existing storm sewer system along Glenhaven Drive. Design Criteria o There are no deviations from standard being requested. o Discussion of site constraints and capacities (streets, existing structures, etc.): Area A's existing grate inlet and RCP drain line in the TXDOT row is sized to accept the increase generated by the improvements as well as the open ditch along the frontage road. The existing 18" RCP that the detention basin will discharge into was evaluated and has sufficient capacity to accept the discharge from the improvements. o Discussion of any applicable previous drainage studies and how this plan will affect it: None that I am aware of. Hydrologic Criteria o Rainfall/runoff calculation method described and calculations provided The time of concentration method used is from the "URBAN HYDROLOGY FOR SMALL WATERSHEDS" USDA, Soil Conservation Service, Technical Release 55, June 1986. Chapter Three, "Time of Concentration and Travel Time". The rational method was used to determine the amount of runoff. o Detention discharge/storage calculation method/calculations The detention basin was designed using the Haestad Methods "Pond Pack" computer program. o Storm recurrence interval used 2-100 year storm for all analysis. o Discussion of other drainage facility design criteria used if not referenced in Standards Standard design criteria was met or exceeded for all proposed improvements. Hydraulic Criteria o Identify detention/retention outlet and routing The basin will discharge into an existing 18" RCP that has sufficient capacity. o Discussion of other drainage facility design criteria used not referenced in standards SEVENTH DAY ADVENTIST CHURCH -PAGE 3 OF 6 pages Standard design criteria was met or exceeded for all proposed improvements. Drainaee Facility Design o Discuss drainage patterns/flow (pre vs. post) Please see attached graphics. o Are they draining water onto another property owner? -If so, is it where the water flowed before? and is it not more than what flowed there before? and no faster than it flowed before? Under existing conditions sheetflow from the tract flows to the lots along Dominik Drive and the CathoUow Subdivision residential section. The proposed improvements will reduce the runoff to the lots. o Discuss detention pond design (side slope, low flow channels, outlet works, freeboard, emergency spillway) Side slopes are 4:1 maximum, a low flow channel ("V") flume is provided in the basin, rock riprap and concrete aprons are provided as energy dissipaters, there is a 0.8 foot freeboard the basin will detain up to the 100 year storm, larger storms will be released through the opening in the top of the outfall structure that is a grate inlet. o Discuss Maintenance access and responsibilities The Owner will provide maintenance. Conclusions o Verify compliance with DPDS (signed and sealed certification) Standard design criteria was met or exceeded for all proposed improvements and the development permit application was submitted to the Planning Division. Explain effectiveness of improvements with regard to controlling discharges of 5-100 year storm by a) Detaining The improvements should decrease the sheet flow to the residential lots along Dominik Drive and the Cat Hollow Subdivision. b) Accommodation runoff in existing/proposed easements or ROW discharging into primary system Discharge increases are small enough that they will stay within the existing secondary systems. c.) Combination of a & b Appendices _ o References (all criteria and technical information used) The rational method was used for hydrologic determinations (Haestad Methods Quick TR-55) and Manning's formula was used for hydraulic determinations (Haestad Methods Pond Pack) Hydrologic computations o Land use assumptions for adjacent property Predevelopment was based on a coefficient of 0.3 and post-development was based on 0.90 for all pavement, sidewalk and buildings. Weighted coefficients are based on determinations of actual pervious versus impervious. SEVEl'ITH DAY ADVEl'ITIST CHURCH -PAGE 4 OF 6 P9SCS o Minor/major storm runoff at specific points The outfalls are provided with concrete pads and splash walls to decrease the energy generated by the flows. a Hydrographs at critical points Peak flow is used for this project. Hydraulic computations a Culvert capacities (headwater and tail water assumptions) The capacity of the existing TXDOT culvert was evaluated using the Haestad Method FlowMaster program and is included for review. The existing TXDOT grate was evaluated using the grate inlet formula in the DPDS. The existing open ditch along the frontage road was evaluated using the Haestad Method FlowMaster program and is included for review. The existing 18" RCP pipe at the southwest comer of the tract was evaluated using the Haestad Methods StormCad program and is included for review. o Open channel design NA a Detention area/volume capacity/outlet capacity The effect of the detention basin on a given flood is determined by routing the flood hydrograph through the basin using the inflow hydrograph the pond characteristics and determining the outflow hydrograph. The pond characteristics are normally prescribed as stage-storage and stage-discharge (outfall) relationships. The stage represents the elevation of water surface in the pond measured from a horizontal datum and the storage is the volume of water in the pond. The stage-discharge relationship is governed by the hydraulics of the outlet structure. The basin was designed using level pool reservoir routing continuity principle equation S/t=I-0, where S=storage volume, t= time, !=inflow rate and O=outflow rate. The basin will maintain the predevelopment runoff conditions for all of the storm events In an attempt to maintain pre development outfall rates the Haestad Methods program "Pond-2" routes multiple storms through theoretical detention basins to determine storage volume and elevations. The input consists of hydrographs, elevation-vs-storage and outfall structure geometry. Hydrographs are det~rmined using the Rational Method by input of the weighted coefficients as determined from the College Station Drainage Manual, intensity in inches per hour determined from the 1-D-F curves for this area and the acreage of the drainage area. The elevation- vs-storage rating curve is determined by the "Conic Method" to compute the incremental volume between pond contours and summed to create a volume rating table of cumulative pond volumes. The outfall structure input is based on the geometry of a rectangular weir with coefficients taken from Brater and King, "Handbook of Hydraulics". To determine storage volumes the program creates trapezoidal shaped hydrographs for all storm durations by using a duration (Td) and the corresponding peak Q. See attachment "Graphical Summary for Maximum Required Storage" Td is determined by the evaluating storage volumes at varying time increments to determine which time gives the largest storage volume. See SEVENTH DAY ADVENTIST CHURCH -PAGES OF 6 pages attachment "Summary for Single Storm Frequency". From the hydrographs the storage volume is determined by overlaying the trapezoidal hydrograph with the outflow hydrograph that pealG at the allowable pre development outflow rate. o Attached Drawings The detail maps and drawings for this project are included in this drainage report. o Location map with drainage patterns See item above o Drainage Plan with to po (existing and proposed with arrow if needed) See item above TXDOT Permit Checklist A TXDOT permit is required. o The permit applications have been prepared and submitted for review. SEVENTif DAY ADVENTIST CHURCH -PAGE 6 OF 6 pages February 27, 2003 Hester Engineering Company Civil Engineering Services 7607 Eastmark Drive, Suite 253-B College Station, TX 77840 979-693-1100 emai I: in h_~~ tcr1 {/J_i_(~_5_U.~r=c 11 _ _gL CQJJl Carol Cotter, Staff Engineer College Station Development Services Department P.O. Box 9960 College Station, TX 77842 Re: Seventh Day Adventist Church Drainage Report Supplement Dear Carol, Storm water runoff in Basin Reference No. 6 flows north through a TXDOT storm sewer system to Carters Creek_ The 100 year storm frequency capacity of this conveyance system was evaluated using post-development conditions with runoff coefficient of 0.3 for pervious and 0.9 for impervious. Information about the TXDOT storm water system was obtained from the construction plans of Earl Rudder Freeway and the attached graphic is a College Station digital topographic map and is to scale. Each culvert was evaluated flowing full with an "n" factor of 0.13 for concrete. Tailwater from the Carters Creek floodplain is substantially below the flowline of the lowest pipe and does not affect the conveyance system. From the analysis each culvert in Basin Reference No. 6 has the capacity to accept the increase in storm water runoff (100 year storm frequency) generated by the improvements, please see the attached graphic. Storm water runoff in Basin Reference No. 6A flows in two directions. One area flows south into an existing open ditch along the TXDOT right-of-way. The increase in runoff for the post development 100 year storm frequency is 2.3 cfs_ The existing TXDOT ditch was evaluated and has sufficient capacity to accept the increase in runoff The second area is routed through the detention basin and is maintained to predevelopment conditions. The detention basin is designed to maintain to predevelopment conditions all increases in runoff generated by areas in Basin Reference No. 6A per the College Station Drainage Policy and Design Standards_ questions please contact me. Quick TR-55 Ver.5.46 Executed: 14:17:40 S/N:1803000009 02-17-2003 TXDOT STRUCTURE 101 30"@0.4% PST DEVELOPMENT CONDITIONS 7.60 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 5.52 2 .08 Tc (min) Wtd. 'C' 26.60 0 .464 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd. 'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.464 7.224 Total acres 7.60 Peak Q (cfs) 25.49 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Diameter Results Depth Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent-Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope TXDOT STRUCTURE NO. 101 Worksheet for Circular Channel c:\haestad\fmw\sdac. fm2 TXDOT Culvert Analysis Circular Channel Manning's Formula Full Flow Capacity 0.013 0.004000 Mt 30.00 in 30.0 in 25.94 cfs 4.91 ft2 7.85 ft 0.00 ft 1.74 ft 100.0D 0.00582~.Mt 5.28 ft/s 0.43 ft FULL ft FULL 27.90 cfs 25.94 cf s 0.004000 Mt 02/17/03 02:11:55PM Haestad Methods, Inc. 37 Brookside Road wateroury, CT 06708 (203) 755-1666 FJowMaster v5.13 Page 1 of1 Quick TR-55 Ver.5.46 Executed: 14:00:26 S/N:l803000009 02-17-2003 TXDOT STRUCTURE 102 24"@0.4% PST DEVELOPMENT CONDITIONS 4.02 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 2.86 1.16 Tc (min) Wtd. 'C' 25.60 0.473 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd. 'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.473 7.384 Total acres 4 .02 Peak Q (cf s) 14.04 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Diameter Results Depth Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope TXDOT STRUCTURE NO. 102 Worksheet for Circular Channel c:\haestad\fmw\sdac.fm2 TXDOT Culvert Analysis Circular Channel Manning's Fonnula Full Flow Capacity 0.013 0.004000 ft/ft 24.00 in 24.0 14.31 3.14 6.28 0.00 1.36 in cfs ft2 ft ft ft 100.00 0.006130 ft/ft 4.55 fVs 0.32 ft FULL ft FULL 15.39 cfs 14.31 cfs 0.004000 ft/ft ~4 l f e 0 I 4 C'fo J f\'"= t:'" o, ~ t1Jtt, ftDw ar~' *i ~ t4.~\Cf 02/17/03 02."05:65 PM Haestad Methods, Inc. 37 Brookside Road waterbury, CT 06708 (203) 765-1666 AowMaster v5.13 Page 1of1 AREA A ANALYSIS OF THE EXISTING TXDOT GRATE INLET AND 24" STORM DRAIN LINE IN EARL RUDDER FREEWAY SEVENTH DAY ADVENTIST CHURCH -DRAINAGE REPORT Existing TXDOT 24" Storm Sewer Pipe Worksheet for Circular Channel Project Description Project File c:\haestad\fmw\sdac.fm2 Worksheet TX.DOT Culvert Analysis Flow Element Circular Channel Method Manning's Fonnula Solve For Full Flow Capacity Input Data Mannings Coefficient Channel Slope Diameter Results Depth Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope 0.013 0.006400 ft/ft 24.00 in 24.0 in 18.10 cfs 3.14 ft2 6.28 ft 0.00 ft 1.53 ft 100.00 0.007332 ft/ft 5.76 ft/s 0.52 ft FULL ft FULL 19.47 cfs 18.10 cf s 0.006400 ft/ft ~ ~l '»'t . 'fZL.-P 4cpf ~e ~>~o fuu_ Ft..ow o,~.r.c: ~ <QI" fos.1 u \( (2c p @ o. ,4~~ t c:;, ls el o CFS l~~f>EG To rzcp c 1-,1 ( CFS Vt~ ~F':fCl~V't C~/.,>C ('l""<.\ To . ,..,- \ '0 c. re AS~ L '() ti.ow ff2o W'. TH t. I tr-.f''2-o v {:'. ~-GY\. °t1 . 01123/03 09:52:03AM Haestad Methods, Inc. 37 Brookside Road waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1of1 Seventh Day Adventist Church GRATE INLET CAPACITY Existing TXDOT Grate Inlet DEPTH OPEN OF WATER AREA AREA (FT.) (SQ. IN.) (SQ.Ff.) 921 6.40 0.10 0.20 0.30 0.40 0.50 0.60 0.70 Q (CFS) 9.75 13.79 16.89 19.50 21.80 23.88 25.79 TOP OF GRATE ELEVATION 294.75 294.9 295.0 295.1 295.2 295.3 295.4 295.5 Q=4.82 Ag yl/2 J ~I"~ ~'rAG E, ~l>D EXISTING TOP OF PAVEMENT IS AT ELEV. 296.20 WHICH IS 1.45 ABOVE THE GRATE INLET 'Pa~· 0£.v CL~ p V>" ~ T Q\oo :::. '1_,7'j CFS P~~1 purt._.(~p~t ~lao :. S. C.,o CFS ' f()C~~ ~s~~ (h .h:i IS 'L ,( ( ' ~ CF~ .. ~lST Tl(DOT lNL!i {-hd.j Sof"FtC1 ~ C~.z3C J~ fo JS..c.c~pt iZu. lY\Cr-eA~~ (n l=cow ~IN; T ~ 'PP.D F~ t If<\ p 8<:...o vf rn ~~ S . P1010007.jpg (640x480x16M jpeg) AREAB FRONTAGE ROAD DITCH ANALYSIS SEVENTH DAY ADVENTIST CHURCH -DRAINAGE REPORT tflr;~ f3 Frontage Road Ditch Sta. 10+00 Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\haestad\fmw\sdac. fm2 Frontage Road Ditch Sta. 10+00 Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.020000 tuft Elevation range: 294.00 ft to 295.98 ft. Station (ft) Elevation (ft) 0.00 295.98 26.00· 294.92 26.00 295.14 37.37 79.08 Discharge Results 294.00 294.42 4.37 cfs Start Station 0.00 26.00 End Station 26.00 79.08 Roughness 0.018 0.040 Wtd. Mannings Coefficient 0.040 Water Surface Elevation 294.25 ft Tl:-tls s t?:"C Tl ON Ls Flow Area 3.35 ft2 l...oG1> 'C~ /.:vT E~'O q- Wetted Perimeter 27.07 ft Top Width 27.06 ft llM.Pf°V ~ SW~ ~OT llo So\J10-<;:JF ~0 ~ ClZ.l\JE:wA.1. Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. 0212.7/03 10:04:33 Nit 0.25 ft 294.21 ft 0.049537 tuft 1.30 ft/s 0.03 ft 294.27 ft 0.65 Tt-\lS S'e-C .. TtON wt>.S ~Seo Tc::i ~w T~ l~oit.~~c ()f_fJTW-M.-0N ~ ~ ~ 'S~E ~ ~-cc,-. 4 .~1-'Z.t\::::. 1--.~C..f-S Haestad Methods, Inc. 37 Brookside Road Wsterbury, CT 06708 (203) 75>1666 FlowMaster v5.13 Page 1of1 Project Description Project File Worksheet Flow Element Method Solve For Constant Data Channel Slope Input Data Fronta~ Dit Sta.10+00 Rating Table for Irregular Channel c:\haestad\fmw\sdac. fm2 Frontage Road Ditch Sta. 10+00 Irregular Channel Manning's Formula Water Elevation 0.020000 tuft Minimum Maximum Increment Discharge 1.00 5.00 0.20 cfs Rating Table Water Surface Discharge Wtd. Mannings Elevation Velocity (cfs) Coefficient (ft) (ft/s) 1.00 0.040 294.14 0.90 1.20 0.040 294.15 0.94 <R~( 1.40 0.040 294.16 0.98 1.60 0.040 294.17 1.01 '2,ll C.PS 1.80 0.040 294.18 1.05 ~2.00 0.040 294.18 1.07 ----------2.20 0.040 294.19 1.10 2.40 0.040 294.20 1.12 2.60 0.040 294.20 1.15 2.80 0.040 294.21 1.17 3.00 0.040 294.22 1.19 3.20 0.040 294.22 1.21 3.40 0.040 294.23 1.23 3.60 0.040 294.23 1.24 P~1 3.80 0.040 294.23 1.26 ~l~C> 4.00 0.040 294.24 1.28 4 '?:> 7 (.~~ 4.~0 -0.040 294.24 1.29 -------~ 4.40 0.040 294.25 1.31 4.60 0.040 294.25 1.32 4.80 0.040 294.26 1.34 5.00 0.040 294.26 1.35 M<r..A ('? LA:o..k S()~C6 \2~V. 8'AN G-e ~W) R>G +o PST. l.q'4,zs -'2-qlf, If] I 2 -t-{{) -o~ 1 f\Greet~ 02127/03 10:05:41 AM Haestad Methods, Inc. 37 Brookside Road waterbuiy, CT 06708 (203) 755-1666 AowMaster v5.13 Page 1 of1 Frontage Road Ditch Sta. 10+00 Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method c:\haestad\fmw\sdac. fm2 Frontage Road Ditch Sta. 10+00 Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 296. n ·' 295. 8- 295. 6 295. 4 ' ·. ' \ '· ' 0.040 0.020000 ft/ft 294.25 ft 4.37 cfs /fi'lo1 / ',{ \ lJ ']; f;;I:;;:, ~ f2o_ ,.....295. ~ -2 'I\'( {)...;VL-f';J f2,-1--0 c .Q 295. ..... ro > Q) w 294. 294. 0 8 6 ~tVt rty;0c::;-- \\ \ Nb PD_ \ Vb ~T De' ./ _ 4 'Dl ~PW ()[? Lubl \ l ~ '7' ~ 294. 2 \ -.--\_ v---v----294. 82-_&'> ..---- 294.0 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 02/Z1/03 10:06:20AM Station (ft) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 AowMaster vS.13 Page 1 of1 CAPACITY ANALYSIS OF EXISTING 18" RCP DRAIN PIPE AT SOUTHWEST CORNER OF TRACT THAT THE DETENTION BASIN WILL DISCHARGE INTO SEVENTH DAY ADVENTIST CHURCH -DRAINAGE REPORT G..ENl-IA VEN DRIVE _'2,;,c 11 0-1 P-4 f7Gp X-INLET Title: Seventh Day Adventist Church d:\haestad\stmc\sdac.stm 01/24/03 01 :12:53 PM J-4 J-3 Scenario: Base SEVENTHDAYADVENTISTCHURCH CFFSITE STCRM DRAIN LINE JANUARY, 2003 EXISTING 18" RCP P-2 EXISTING 18" RCP STCRM DRAIN LINE HESTER ENGINEERING COMPANY J-1 C> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 CHURCH SITE J-1 PROPOSED 18" RCP Project Engineer: MICHAEL G. HESTER StormCADv4.1.1 (4.2014] Page 1 of 1 Label Upstream )ownstrearr Upstream Node Node Inlet Area (acres) P-1 1-1 J-1 1.69 P-2 J-1 J-3 NIA P-3 J-3 J-4 NIA P-4 J-4 0-1 NIA lltle: Seventh Day Adventist Church d:\haestad\strnc\sdac.strn 01124/03 01:15:38 PM llpstrearr Inlet CA (acres) 0.51 NIA NIA NIA Scenario: Base Pipe Report System Total Length ~onstructec Section Full Upstream Downstrearr Hydraulk Hydraulic Intensity System (ft) Slope Size Capacity Invert Invert Grade Grade (in/hr) Flow (ft/ft) (cfs) Elevation Elevation Line In Line Out (cfs) (ft) (ft) (ft) (ft) 7.35 3.76 102.75 0.005061 18 inch 7.47 285.00 284.48 285.80 285.72 7.26 3.71 340.12 0.018670 18 Inch 14.35 284.48 278.13 285.22 279.35 7.01 3.58 93.35 0.012105 18 Inch 11.56 278.13 277.00 278.85 278.81 6.94 3.55 12.00 0.015833 18 inch 13.22 277.00 276.81 278.31 278.31 HESTER ENGINEERING COMPANY CC> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Velocify Out (ft/s) 2.41 2.41 2.03 2.01 System '=low Time (min) 25.80 26.34 28.03 28.53 Project Engineer. MICHAEL G. HESTER StormCAD v4.1.1 [4.2014] Page 1of1 PRE-DEVELOPMENT CONDITIONS SEVENlH DAY ADVENTIST CHURCH -DRAINAGE REPORT S/N:1803000009 Quick TR-55 Ver.5.46 Executed: 11:39:02 01-24-2003 c:\pondpack\hydrow\SDAC.TCT SEVENTH DAY ADVENTIST CHURCH TIME OF CONCENTRATION AREA A TO TXDOT INLET Tt COMPUTATIONS FOR: PRE DEVELOP SHEET FLOW (Applicable to Tc only) Segment ID Surf ace description Manning's roughness coeff., n Flow length, L (total < or = 300) Two-yr 24-hr rainfall, P2 Land slope, s 0.8 . 007 * (n*L) T = 0.5 0.4 P2 * s SHALLOW CONCENTRATED FLOW Segment ID Surface (paved or unpaved)? Flow length, L Watercourse slope, s 0.5 Avg.V = Csf * (s) where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T = L I (3600*V) CHANNEL FLOW Segment ID Cross Sectional Flow Area, a Wetted perimeter, Pw Hydraulic radius, r = a/Pw Channel slope, s Manning's roughness coeff., n 2/3 1/2 1.49 * r * s v n Flow length, L T = L I (3600*V) A OVERLAND ft in ft/ft hrs ft ft/ft ft/s hrs sq.ft ft ft ft/ft ft/s ft hrs 0.1500 300.0 4.500 0.0120 0.41 B Unpaved 525.0 0.0100 1.6135 0.09 0.00 0.00 0.000 0.0000 0.0000 0.0000 0 0.00 = 0 .. 41 = 0.09 = 0.00 ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: TOTAL TIME (hrs) 0.50 Quick TR-55 Ver.5.46 Executed: 11:49:08 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH PREDEVELOPMENT CONDITIONS AREA A * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PREDEV. Runoff 'C' 0.300 Area acres 1.38 Tc (min) Wtd. 'C' 30.00 0.300 RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 3.500 Total acres 1.38 Peak Q (cfs) 1.45 Quick TR-55 Ver.5.46 Executed: 11:49:08 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH PREDEVELOPMENT CONDITIONS AREA A * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PREDEV . Runoff 'C' 0.300 Area acres 1.38 Tc (min) Wtd. 'C' 30.00 0.300 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 4.330 Total acres 1.38 Peak Q (cfs) 1.79 Quick TR-55 Ver.5.46 Executed: 11:49:08 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH PREDEVELOPMENT CONDITIONS AREA A * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PREDEV. Runoff 'C' 0.300 Area acres 1.38 Tc (min) Wtd. •c• 30.00 0.300 RETURN FREQUENCY = 10 years 'C 1 adjustment, k = 1 Adj. 'C' = Wtd.1 C 1 x 1 ========================= ======== Adj. I 'C' in/hr 0.300 4.940 Total acres 1.38 Peak Q (cf s) 2.05 Quick TR-55 Ver.5.46 Executed: 11:49:08 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH PREDEVELOPMENT CONDITIONS AREA A * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PREDEV. Runoff 'C' 0.300 Area acres 1.38 Tc (min) Wtd. 'C' 30.00 0.300 RETURN FREQUENCY = 25 years ~C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 5.670 Total acres 1.38 Peak Q (cfs) 2.35 Quick TR-55 Ver.5.46 Executed: 11:49:08 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH PREDEVELOPMENT CONDITIONS AREA A * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PREDEV. Runoff 'C' 0.300 Area acres 1. 38 Tc (min) Wtd. 'C' 30.00 0.300 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd. 'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 6.750 Total acres 1. 38 Peak Q (cfs) 2.79 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 11:43:10 01-24-2003 c:\pondpack\hydrow\SDAC.TCT SEVENTH DAY ADVENTIST CHURCH TIME OF CONCENTRATION AREA B TO TXDOT FRONTAGE ROAD DITCH Tt COMPUTATIONS FOR: PRE DEVELOP SHEET FLOW (Applicable to Tc only) Segment ID Surf ace description Manning's roughness coeff., n Flow length, L (total < or = 300) Two-yr 24-hr rainfall, P2 Land slope, s 0.8 .007 * (n*L) T = 0.5 0.4 P2 * s SHALLOW CONCENTRATED FLOW Segment ID Surface (paved or unpaved)? Flow length, L Watercourse slope, s 0.5 Avg.V = Csf * (s) where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T = L I (3600*V) CHANNEL FLOW Segment ID Cross Sectional Flow Area, a Wetted perimeter, Pw Hydraulic radius, r = a/Pw Channel slope, s Manning's roughness coeff., n 2/3 1/2 1.49 * r * s v = -------------------- n Flow length, L T = L I (3600*V) A OVERLAND ft in ft/ft hrs 0.1500 300.0 4.500 0.0120 0.41 B Unpaved ft 230.0 ft/ft 0.0110 ft/s hrs sq.ft ft ft ft/ft ft/s ft hrs 1.6922 0.04 0.00 0.00 0.000 0.0000 0.0000 0.0000 0 0.00 = 0.41 = 0.04 = 0.00 ....................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . TOTAL TIME (hrs) 0.44 Quick TR-55 Ver.5.46 Executed: 11:50:00 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH PREDEVELOPMENT CONDITIONS AREA B * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PREDEV. Runoff 'C' 0.300 Area acres 0.97 Tc (min) Wtd. 'C' 26.40 0.300 RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 3.760 Total acres 0.97 Peak Q (cfs) 1.09 Quick TR-55 Ver.5.46 Executed: 11:50:00 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH PREDEVELOPMENT CONDITIONS AREA B * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PREDEV. Runoff 'C' 0.300 Area acres 0.97 Tc (min) Wtd. 'C' 26.40 0.300 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd. 'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 4.676 Total acres 0.97 Peak Q (cfs) 1.36 Quick TR-55 Ver.5.46 Executed: 11:50:00 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH PREDEVELOPMENT CONDITIONS AREA B * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PREDEV. Runoff 'C' 0.300 Area acres 0.97 Tc (min) Wtd. 'C' 26 .40 0.300 RETURN FREQUENCY = 10 years ~C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 5.322 Total acres 0.97 Peak Q (cfs) 1.55 Quick TR-55 Ver.5.46 Executed: 11:50:00 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH PREDEVELOPMENT CONDITIONS AREA B * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PREDEV. Runoff 'C' 0.300 Area acres 0.97 Tc (min) Wtd. 'C' 26.40 0.300 RETURN FREQUENCY = 25 'C' adjustment, k = 1 Adj. 'C' = Wtd .'C' x 1 ========================= Adj. 'C' 0.300 I in/hr 6.108 Total acres 0.97 years ---------------- Peak Q (cfs) 1.78 Quick TR-55 Ver.5.46 Executed: 11:50:00 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH PREDEVELOPMENT CONDITIONS AREA B * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 100 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 years --------------------------------------------------======== Subarea Descr. PREDEV. Runoff 'C' 0.300 Area acres 0.97 Tc (min) Wtd. 'C' 26.40 0.300 Adj. I 'C' in/hr 0.300 7.256 Total acres 0.97 Peak Q (cfs) 2.11 S/N:1803000009 Quick TR-55 Ver.5.46 Executed: 11:45:44 01-24-2003 c:\pondpack\hydrow\SDAC.TCT SEVENTH DAY ADVENTIST CHURCH TIME OF CONCENTRATION AREA C TO BASIN OUTFALL Tt COMPUTATIONS FOR: PRE DEVELOP SHEET FLOW (Applicable to Tc only) Segment ID Surf ace description Manning's roughness coeff., n Flow length, L (total < or = 300) Two-yr 24-hr rainfall, P2 Land slope, s 0.8 . 007 * (n*L) T = -------------- 0.5 0.4 P2 * s SHALLOW CONCENTRATED FLOW Segment ID Surface (paved or unpaved)? Flow length, L Watercourse slope, s 0.5 Avg.V = Csf * (s) where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T = L I (3600*V) CHANNEL FLOW Segment ID Cross Sectional Flow Area, a Wetted perimeter, Pw Hydraulic radius, r = a/Pw Channel slope, s Manning's roughness coeff., n 2/3 1/2 1.49 * r * s v = -------------------- n Flow length, L T = L I (3600*V) A OVERLAND ft in ft/ft hrs ft ft/ft ft/s hrs sq.ft ft ft ft/ft ft/s ft hrs 0.1500 300.0 4.500 0.0120 0.41 B Unpaved 614.0 0.0150 1.9761 0.09 0.00 0.00 0.000 0.0000 0.0000 0.0000 0 0.00 = 0.41 = 0.09 = 0.00 ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: TOTAL TIME (hrs) 0.49 Quick TR-55 Ver.5.46 Executed: 11:51:57 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH PREDEVELOPMENT CONDITIONS AREA C * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PREDEV. Runoff 'C' 0.300 Area acres 1.95 Tc (min) Wtd. 'C' 29.40 0.300 RETURN FREQUENCY = 2 years ~C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 3.500 Total acres 1.95 Peak Q (cfs) 2.05 Quick TR-55 Ver.5.46 Executed: 11:51:57 S/N :l803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH PREDEVELOPMENT CONDITIONS AREA C * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PREDEV . Runoff 'C' 0.300 Area acres 1. 95 Tc (min) Wtd. 'C' 29.40 0.300 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0 .300 4.384 Total acres 1. 95 Peak Q (cf s) 2.56 Quick TR-55 Ver.5.46 Executed: 11:51:57 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH PREDEVELOPMENT CONDITIONS AREA C * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PREDEV. Runoff 'C' 0.300 Area acres 1. 95 Tc (min) Wtd. 'C' 29.40 0.300 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd. 'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 5.000 Total acres 1. 95 Peak Q (cf s) 2.93 Quick TR-55 Ver.5.46 Executed: 11:51 :57 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH PREDEVELOPMENT CONDITIONS AREA C * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PREDEV. Runoff 'C' 0.300 Area acres 1. 95 Tc (min) Wtd. 'C' 29.40 0.300 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0 .300 5.742 Total acres 1. 95 Peak Q (cfs) 3.36 Quick TR-55 Ver.5.46 Executed: 11:51:57 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH PREDEVELOPMENT CONDITIONS AREA C * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PREDEV. Runoff 'C' 0.300 Area acres 1. 95 Tc (min) Wtd. 'C' 29.40 0.300 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ------------------------------------------------------------------Adj. I 'C' in/hr 0.300 6.828 Total acres 1.95 Peak Q (cfs) 3.99 POST-DEVELOPMENT CONDITIONS SEVENTH DAY ADVENTIST CHUROI -DRAINAGE REPORT Quick TR-55 Ver.5.46 Executed: 11:55:58 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH POSTDEVELOPMENT CONDITIONS AREA A * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = •c• adjustment factor for each return frequency RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Subarea Descr. Runoff 'C' Area acres PERVIOUS 0.300 0.96 IMPERVIOUS 0.900 0.49 Tc (min) Wtd . 'C' 24 .60 0.503 Adj. I 'C' in/hr 0.503 3.940 Total acres 1.45 Peak Q (cfs) 2 .87 Quick TR-55 Ver.5.46 Executed: 11:55:58 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH POSTDEVELOPMENT CONDITIONS AREA A * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Subarea Descr. Runoff 'C' Area acres PERVIOUS 0.300 0.96 IMPERVIOUS 0.900 0.49 Tc (min) Wtd. 'C' 24.60 0.503 Adj. I 'C' in/hr 0.503 4.874 Total acres 1.45 Peak Q (cf s) 3.55 Quick TR-55 Ver.5.46 Executed: 11 :55:58 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH POSTDEVELOPMENT CONDITIONS AREA A * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' Area acres PERVIOUS 0 .300 0.96 IMPERVIOUS 0.900 0.49 Tc (min) Wtd . 'C' 24.60 0.503 RETURN FREQUENCY = 10 years 'c• adjustment, k = 1 Adj . 'C' = Wtd .'C' x 1 ========================= ======== Adj. I 'C' in/hr 0 .503 5.542 Total acres 1.45 Peak Q (cfs) 4.04 Quick TR-55 Ver.5.46 Executed: 11:55:58 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH POSTDEVELOPMENT CONDITIONS AREA A * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' Area acres PERVIOUS 0.300 0.96 IMPERVIOUS 0.900 0.49 Tc (min) Wtd. 'C' 24 .60 0.503 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.503 6.360 Total acres 1.45 Peak Q (cfs) 4.64 Quick TR-55 Ver.5.46 Executed: 11:55:58 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH POSTDEVELOPMENT CONDITIONS AREA A * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' Area acres PERVIOUS 0.300 0.96 IMPERVIOUS 0.900 0.49 Tc (min) Wtd. 'C' 24.60 0.503 RETURN FREQUENCY = 100 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= Adj. I 'C' in/hr 0.503 7.548 Total acres 1.45 years ---------------- Peak Q (cfs) 5.50 Quick TR-55 Ver.5 .46 Executed: 11:59:54 S/N:l803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH POSTDEVELOPMENT CONDITIONS AREA B * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 2 years 'c• adjustment, k = 1 Adj . 'C' = Wtd.'C' x 1 ========================= ======== Subarea Descr. Runoff 'C' Area acres PERVIOUS 0 .300 0.62 IMPERVIOUS 0 .900 0 .21 Tc (min) Wtd. 'C' 10.00 0.452 Adj. I 'C' in/hr 0.452 6.300 Total acres 0.83 Peak Q (cfs) 2 .36 Quick TR-55 Ver.5.46 Executed: 11:59:54 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH POSTDEVELOPMENT CONDITIONS AREA B * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' Area acres PERVIOUS 0.300 0.62 IMPERVIOUS 0.900 0.21 Tc (min) Wtd. 'C' 10 .00 0.452 RETURN FREQUENCY = 5 ~C' adjustment, k = 1 Adj. 'C' = Wtd .'C' x 1 --------------------------------------------------Adj. I 'C' in/hr 0.452 7.690 Total acres 0.83 years ======== Peak Q (cfs) 2.88 Quick TR-55 Ver.5.46 Executed: 11:59:54 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH POSTDEVELOPMENT CONDITIONS AREA B * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' Area acres PERVIOUS 0.300 0.62 IMPERVIOUS 0.900 0.21 Tc (min) Wtd. . 'C' 10. 00 0 .452 RETURN FREQUENCY = 10 years 'C 1 adjustment, k = 1 Adj. 'C' = Wtd. 'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.452 8.630 Total acres 0.83 Peak Q (cfs) 3.24 Quick TR-55 Ver.5.46 Executed: 11:59:54 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH POSTDEVELOPMENT CONDITIONS AREA B * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' Area acres PERVIOUS 0 .300 0.62 IMPERVIOUS 0.900 0.21 Tc (min) Wtd. 'C' 10.00 0.452 RETURN FREQUENCY = 25 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ===============~====~==== Adj. I 'C' in/hr 0.452 9.860 Total acres 0.83 years ---------------- Peak Q (cf s) 3.70 Quick TR-55 Ver.5.46 Executed: 11:59:54 S/N:1803000009 01-24-2003 SEVENTH DAY ADVENTIST CHRUCH POSTDEVBLOPMENT CONDITIONS AREA B * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' Area acres PERVIOUS 0.300 0.62 IMPERVIOUS 0.900 0.21 Tc (min) Wtd . 'C' 10.00 0.452 RETURN FREQUENCY = 100 'C' adjustment, k = 1 Adj. 'C' = Wtd . 'C' x 1 =================-======= Adj. I 'C' in/hr 0. 452 11. 640 Total acres 0.83 years ---------------- Peak Q (cf s) 4.37 Quick TR-55 Ver.5.46 Executed: 09:36:18 S/N:1803000009 02 -06-2003 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Sununary for Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg. SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN ********************************************************************** * RETURN FREQUENCY: 2 yr Allowable Outflow: 2.05 cfs * * 'C' Adjustment: 1.000 Required Storage: 3,586 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 3.15 cfs Inflow .HYD stored: SD2-PST .HYD * ********************************************************************** I Td = 40 minutes I /-------Approx. Duration for Max. Storage ------/ . x 0 x x x x 0 TC= 24.60 I = 3.940 Q = 4.28 . I . minutes in/hr cf s Required Storage 3,586 cu.ft. xxxxxxxxxxxxxxxxxx 0 0 0 NOT TO SCALE ============ Return Freq: 2 yr C adj.factor: 1.00 Area (ac) : 1. 72 weightea ·c: 0.63 Adjusted C: 0.63 Td= I = Q = x 40 minutes 2.900 in/hr 3.15 cfs o Q= 2.05 cfs x (Allow.Outflow) x x 48.59 minutes Quick TR-55 Ver.5.46 Executed: 09:36:18 S/N:1803000009 02-06-2003 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Sununary for Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg. SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN ********************************************************************** * RETURN FREQUENCY: 5 yr Allowable Outflow: 2.56 cfs * * 'C' Adjustment: 1.000 Required Storage: 4,464 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 3.80 cfs Inflow .HYD stored: SD5-PST .HYD * ********************************************************************** I Td = 42 minutes I /-------Approx. Duration for Max. Storage ------/ . x 0 x x x . I . I I x x 0 TC= I = Q = x xx 0 24.60 minutes 4.874 in/hr 5.29 cf s Required Storage 4,464 cu.ft. xx x xx x xxxxxxx x 0 0 NOT TO SCALE ============ Return Freq: 5 yr C adj.factor: 1.00 Area (ac) : 1. 72 Weighted C: 0.63 Adjusted C: 0.63 Td= 42 minutes I = 3.500 in/hr Q = 3.80 cf s x o Q= 2.56 cfs x (Allow.Outflow) x x 50.03 minutes Quick TR-55 Ver.5.46 Executed: 09:36:18 S/N:1803000009 02-06-2003 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Sunnnary for Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg. SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN ********************************************************************** * RETURN FREQUENCY: 10 yr Allowable Outflow: 2.93 cfs * * 'C' Adjustment: 1.000 Required Storage: 5,154 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 4 .'12 cfs Inflow .HYD stored: SDlO-PST.HYD * ********************************************************************** I Td = 46 minutes I /-------Approx. Duration for Max. Storage ------/ . x 0 x x x x 0 TC= I = . Q = . I . 24.60 5.542 6.02 minutes in/hr cf s Required Storage 5,154 cu.ft. xxxxxxxxxxxxxxxxxx 0 0 0 NOT TO SCALE ============ Return Freq: 10 yr C adj.factor: 1.00 Area (ac) : 1. 72 0.63 0.63 Weighted C: Adjusted C: Td= I = Q = x 46 minutes 3.790 in/hr 4.12 cfs o Q= 2.93 cfs x (Allow.Outflow) x x 53.09 minutes Quick TR-55 Ver.5.46 Executed: 09:36:18 S/N:l803000009 02-06-2003 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Sununary for Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg. SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN ********************************************************************** * RETURN FREQUENCY: 25 yr Allowable Outflow: 3.36 cfs * * 'C' Adjustment: 1.000 Required Storage: 5,982 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 4.68 cfs Inflow .HYD stored: SD25-PST.HYD * ********************************************************************** I Td = 47 minutes I /-------Approx . Duration for Max. Storage ------/ . x 0 x x x x 0 TC= I = . Q = . I . 24.60 6.360 6.91 minutes in/hr cf s Required Storage 5,982 cu.ft. xxxxxxxxxxxxxxxxxx 0 0 0 NOT TO SCALE ============ Return Freq: 25 yr C adj.factor: 1.00 Area (ac) : 1.72 0.63 0.63 Weighted C: Adjusted C: Td= I = Q::: x 47 minutes 4.310 in/hr 4.68 cfs o Q= 3.36 cfs x (Allow.Outflow) x x 53.94 minutes Quick TR-55 Ver.5.46 Executed: 09:36:18 S/N:1803000009 02-06-2003 F L 0 w c f s MODIFIED RATIONAL METHOD Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at inflow recession leg. SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN ********************************************************************** * RETURN FREQUENCY: 100 yr Allowable Outflow: 3.99 cfs * * 'C' Adjustment: 1.000 Required Storage: 7,219 cu.ft. * *--------------------------------------------------------------------* * Peak Inflow: 5.19 cfs Inflow .HYD stored: SDlOO-PS.HYD * ********************************************************************** I Td = 53 minutes I /-------Approx. Duration for Max. Storage ------/ . x 0 x x x x 0 Tc= I = . Q = . I . I 24.60 7.548 8.20 minutes in/hr cf s Required Storage 7,219 cu.ft. xxxxxxxxxxxxxxxxxx 0 0 0 NOT TO SCALE ============ Return Freq: 100 yr C adj.factor: 1.00 Area (ac) : Weighted C: Adjusted C: 1. 72 0.63 0.63 Td= 53 minutes I = 4.780 in/hr Q = 5.19 cfs x o Q= 3.99 cfs x (Allow.Outflow) x x 58.69 minutes Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 09:36:18 02-06-2003 SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN **** Modified Rational Hydrograph ***** Weighted C = 0.631 Area= 1.720 acres Tc= 24.60 minutes Adjusted C = 0.631 Td= 40 .00 min. I= 2.90 in/hr RETURN FREQUENCY: 2 year storm Output file: SD2-PST .HYD Adj.factor= 1.00 Time Hours Time on HYDROGRAPH FOR MAXIMUM STORAGE For the 2 Year Storm Time increment = 0.017 Hours left represents time for first Q Qp= 3.15 cfs in each row. ----------------------------------------------------------------------- 0.010 0.08 0.20 0.33 0.46 0.59 0.72 0.84 0.127 0.97 1.10 1.23 1.36 1.49 1.61 1.74 0.243 1.87 2.00 2.13 2.25 2.38 2.51 2.64 0.360 2.77 2.89 3.02 3.15 3 .15 3.15 3.15 0.477 3.15 3.15 3.15 3.15 3.15 3.15 3.15 0.593 3.15 3.15 3.15 3 .15 3.15 3.07 2 .94 0.710 2.82 2.69 2 .56 2.43 2.30 2.18 2.05 0.827 1.92 1. 79 1. 66 1.54 1.41 1.28 1.15 0.943 1. 02 0.90 0.77 0.64 0.51 0.38 0.26 1.060 0 .13 0.00 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 09:36:18 02-06-2003 SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN **** Modified Rational Hydrograph ***** Weighted C = 0.631 Area= 1.720 acres Tc = 24.60 minutes Adjusted C = 0.631 Td= 42.00 min. I= 3.50 in/hr RETURN FREQUENCY: 5 year storm Output file: SD5-PST .HYD Adj.factor= 1.00 HYDROGRAPH FOR MAXIMUM STORAGE For the 5 Year Storm Time Time increment = 0.017 Hours Hours Time on left represents time for first Q Qp= 3.80 cfs in each row. ----------------------------------------------------------------------- 0.010 0.09 0.25 0.40 0.56 0.71 0.87 1. 02 0.127 1.17 1.33 1.48 1.64 1.79 1. 95 2.10 0.243 2.26 2.41 2.56 2.72 2.87 3.03 3.18 0.360 3.34 3.49 3.65 3.80 3.80 3.80 3.80 0.477 3.80 3.80 3.80 3.80 3.80 3.80 3.80 0.593 3.80 3.80 3.80 3.80 3.80 3.80 3.80 0.710 3.71 3.55 3.40 3.24 3.09 2.94 2.78 0.827 2.63 2 .47 2.32 2.16 2.01 1. 85 1.70 0.943 1.55 1.39 1. 24 1. 08 0.93 0.77 0.62 1. 060 0.46 0.31 0.15 0.00 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 09:36:18 02-06-2003 **** SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN Modified Rational Hydrograph ***** Weighted C = 0.631 Area= 1.720 acres Tc= 24.60 minutes Adjusted C = 0.631 Td= 46.00 min. I= 3.79 in/hr RETURN FREQUENCY: 10 year storm Output file: SDlO-PST.HYD Adj.factor= 1.00 Time Hours Time on HYDROGRAPH FOR MAXIMUM STORAGE For the 10 Year Storm Time increment = 0.017 Hours left represents time for first Q Qp= 4.12 cfs in each row. -----------------------------------------------------------------------0.010 0.10 0.27 0.44 0.60 0.77 0.94 1.10 0.127 1.27 1.44 1.61 1.77 1.94 2.11 2.28 0.243 2 .44 2.61 2.78 2.94 3.11 3.28 3.45 0.360 3.61 3.78 3.95 4.12 4.12 4.12 4.12 0.477 4.12 4.12 4.12 4.12 4.12 4.12 4.12 0.593 4.12 4.12 4.12 4.12 4.12 4.12 4.12 0.710 4.12 4.12 4.12 4.12 4.02 3.85 3.68 0.827 3.51 3.35 3.18 3.01 2.84 2.68 2.51 0.943 2.34 2.18 2.01 1.84 1.67 1.51 1. 34 1.060 1.17 1. 00 0.84 0.67 0.50 0.33 0.17 1.177 0.00 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 09:36:18 02-06-2003 SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN **** Modified Rational Hydrograph ***** Weighted C = 0.631 Area= 1.720 acres Tc = 24.60 minutes Adjusted C = 0.631 Td= 47.00 min. I= 4.31 in/hr RETURN FREQUENCY: 25 year storm Output file: SD25-PST.HYD Adj.factor= 1.00 Time Hours Time on HYDROGRAPH FOR MAXIMUM STORAGE For the 25 Year Storm Time increment = 0.017 Hours left represents time for first Q Qp= 4.68 cfs in each row. ----------------------------------------------------------------------- 0.010 0.11 0.30 0.49 0.68 0.88 1. 07 1.26 0.127 1.45 1.64 1.83 2.02 2.21 2.40 2.59 0.243 2.78 2.97 3.16 3.35 3.54 3.73 3 .92 0.360 4.11 4.30 4.49 4.68 4.68 4.68 4.68 0.477 4.68 4.68 4.68 4.68 4.68 4.68 4.68 0.593 4.68 4.68 4.68 4.68 4.68 4.68 4.68 0.710 4.68 4.68 4.68 4.68 4.68 4.57 4.38 0.827 4.19 4.00 3 .81 3.62 3.42 3.23 3.04 0.943 2.85 2.66 2.47 2.28 2.09 1. 90 1.71 1. 060 1.52 1.33 1.14 0.95 0.76 0.57 0.38 1.177 0.19 0.00 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 09:36:18 02-06-2003 SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN **** Modified Rational Hydrograph ***** Weighted C = 0.631 Area= 1.720 acres Tc= 24.60 minutes Adjusted C = 0.631 Td= 53.00 min. I= 4.78 in/hr RETURN FREQUENCY: 100 year storm Output file: SD100-PS.HYD Adj.factor= 1.00 Time Hours Time on HYDROGRAPH FOR MAXIMUM STORAGE For the 100 Year Storm Time increment = 0.017 Hours left represents time for first Q Qp= 5.19 cfs in each row. -----------------------------------------------------------------------0.010 0.13 0.34 0.55 0 .76 0.97 1.18 1.39 0.127 1.60 1.81 2.03 2.24 2.45 2.66 2.87 0.243 3.08 3.29 3.50 3.71 3.92 4.14 4.35 0.360 4.56 4.77 4.98 5.19 5.19 5.19 5.19 0.477 5.19 5.19 5.19 5.19 5.19 5.19 5.19 0.593 5.19 5.19 5.19 5.19 5.19 5.19 5.19 0.710 5.19 5.19 5.19 5.19 5.19 5.19 5.19 0.827 5.19 5.19 5.19 5.19 5.06 4.85 4.64 0.943 4.43 4.22 4.01 3.80 3.59 3.38 3.17 1.060 2.95 2.74 2.53 2.32 2.11 1. 90 1.69 1.177 1.48 1.27 1.06 0 .84 0.63 0.42 0.21 1.293 0.00 Quick TR-55 Ver.5.46 Executed: 09:36:18 S/N:1803000009 02-06-2003 SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 2 years ~C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Subarea Descr. Runoff 'C' Area acres PERVIOUS 0.300 0.77 IMPERVIOUS 0.900 0.95 Tc (min) Wtd. 'C' 24.60 0.631 Adj. I 'C' in/hr 0.631 3.940 Total acres 1. 72 Peak Q (cf s) 4.28 Quick TR-55 Ver.5.46 Executed: 09:36:18 S/N:1803000009 02-06-2003 SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 5 years ~C' adjustment, k = 1 Adj. 'C' = Wtd. 'C' x 1 ========================= ======== Subarea Descr. Runoff 'C' Area acres PERVIOUS 0.300 0.77 IMPERVIOUS 0.900 0.95 Tc (min) Wtd. 'C' 24.60 0.631 Adj. I 'C' in/hr 0.631 4.874 Total acres 1. 72 Peak Q (cfs) 5.29 Quick TR-55 Ver.5.46 Executed: 09:36:18 S/N:1803000009 02 -06-2003 SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' Area acres PERVIOUS 0.300 0.77 IMPERVIOUS 0.900 0.95 Tc (min) Wtd. 'C' 24.60 0.631 RETURN FREQUENCY = 10 years ~C' adjustment, k = 1 Adj. 'C' = Wtd .'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.631 5.542 Total acres 1. 72 Peak Q (cfs) 6.02 Quick TR-55 Ver.5.46 Executed: 09:36:18 S/N:1803000009 02-06-2003 SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' Area acres PERVIOUS 0.300 0.77 IMPERVIOUS 0.900 0.95 Tc (min) Wtd. 'C' 24.60 0.631 RETURN FREQUENCY = 25 years ~C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.631 6.360 Total acres 1.72 Peak Q (cfs) 6.91 Quick TR-55 Ver.5.46 Executed: 09:36:18 S/N:1803000009 02-06-2003 SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' Area acres PERVIOUS 0.300 0.77 IMPERVIOUS 0.900 0.95 Tc (min) Wtd. 'C' 24.60 0.631 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ------------------------------------------------------------------Adj. I 'C' in/hr 0.631 7.548 Total acres 1.72 Peak Q (cfs) 8.20 Quick TR-55 Ver.5.46 Executed: 09:36:18 S/N:1803000009 02-06-2003 ************************************************************************ ************************************************************************ * * * * * * * MODIFIED RATIONAL METHOD ----Grand Sununary For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assumed to occur at inflow recession leg. SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN Area = 1.72 acres Tc = 24.60 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Frequency (years) 2 5 10 25 100 Adjusted 'C' 0.631 0.631 0.631 0.631 0.631 Duration Intens. Qpeak minutes in/hr cf s 40 2.900 3.15 42 3.500 3.80 46 3.790 4.12 47 4.310 4.68 53 4.780 5.19 Allowable cf s 2.05 2.56 2.93 3.36 3.99 VOLUMES Inflow Storage (cu.ft.) (cu. ft.) 7,559 9,579 11,360 13,199 16,508 3,586 4,464 5,154 5,982 7,219 Quick TR-55 Ver.5.46 Executed: 09:36:18 S/N:1803000009 02-06-2003 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at inflow recession leg. SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN RETURN FREQUENCY: 2 yr 'C' Adjustment = 1.000 Allowable Q = 2.05 cfs Hydrograph file duration= 40.00 minutes Hydrograph file: SD2-PST .HYD Tc = 24.60 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted 'C' 0.631 0.631 Adjusted 'C' 0.631 0.631 Duration Intens. minutes in/hr 25 30 3.940 3.500 Areas acres 1. 72 1. 72 Qpeak cf s 4 .28 3.80 VOLUMES Inf low Storage (cu.ft.) (cu.ft.) 6,316 6,842 3,290 3,484 ************************************************************ Storage Maximum o.631 o.631 4o 2.900 1.72 3.15 I 7,559 3,586 **************************************************************************** 0.631 0.631 0.631 0.631 0.631 0.631 50 60 120 2.500 2.200 1.300 1. 72 1. 72 1. 72 2.71 2.39 1.41 8,145 3,557 8,601 3,398 Qpeak < Qallow Quick TR-55 Ver.5.46 Executed: 09:36:18 S/N:1803000009 02-06-2003 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at inflow recession leg. SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN RETURN FREQUENCY: 5 yr 'C' Adjustment = 1.000 Allowable Q = 2.56 cfs Hydrograph file duration= 42.00 minutes Hydrograph file: SD5-PST .HYD Tc = 24.60 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted 'C' 0.631 0.631 0.631 Adjusted 'C' 0.631 0.631 0.631 Duration Intens. minutes in/hr 25 30 40 4.874 4.330 3.610 Areas acres 1. 72 1. 72 1. 72 Qpeak cf s 5.29 4.70 3.92 VOLUMES Inf low Storage ( cu . ft . ) ( cu . ft . ) 7,813 8,464 9,409 4,034 4,271 4,448 ************************************************************ Storage Maximum o.631 o.631 42 3.500 1.12 3.8o I 9,579 4,464 **************************************************************************** 0.631 0.631 0.631 0.631 0.631 0 .631 50 60 120 3.120 2.750 1. 700 1. 72 1. 72 1. 72 3.39 2.99 1.85 10,165 4,436 10,751 4,254 Qpeak < Qallow Quick TR-55 Ver.5.46 Executed: 09:36:18 S/N:1803000009 02-06-2003 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at inflow recession leg. SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN RETURN FREQUENCY: 10 yr 'C' Adjustment = 1.000 Allowable Q = 2.93 cfs Hydrograph file duration= 46.00 minutes Hydrograph file: SDlO-PST.HYD Tc = 24.60 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted 'C' 0.631 0.631 0.631 Adjusted 'C' 0.631 0.631 0.631 Duration Intens. minutes in/hr 25 30 40 5.542 4.940 4.140 Areas acres 1.72 1. 72 1.72 Qpeak cf s 6.02 5.36 4.50 VOLUMES Inf low Storage ( cu . ft . ) ( cu . ft . ) 8,883 9,657 10,790 4,559 4,857 5,112 ************************************************************ Storage Maximum o.631 o.631 46 3.790 1.12 4.12 I 11,360 5,154 **************************************************************************** 0.631 0.631 0.631 0.631 0.631 0.631 50 60 120 3.590 3.180 2.000 1.72 1.72 1.72 3.90 3.45 2.17 11,696 5,139 12,433 4,996 Qpeak < Qallow Quick TR-55 Ver.5.46 Executed: 09:36:18 S/N:1803000009 02-06-2003 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at inflow recession leg. SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN RETURN FREQUENCY: 25 yr 'C' Adjustment = 1.000 Allowable Q = 3.36 cfs Hydrograph file duration= 47.00 minutes Hydrograph file: SD25-PST.HYD Tc = 24.60 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted 'C' 0.631 0.631 0.631 Adjusted 'C' 0.631 0.631 0.631 Duration Intens. minutes in/hr 25 30 40 6.360 5.670 4.770 Areas acres 1.72 1.72 1.72 Qpeak cf s 6.91 6.16 5.18 VOLUMES Inf low Storage ( cu . ft . ) ( cu . ft . ) 10,195 11,084 12,433 5,235 5,580 5,921 ************************************************************ Storage Maximum o.631 o.631 47 4.310 1.12 4.68 I 13,199 5,902 **************************************************************************** 0.631 0.631 0.631 0.631 0.631 0.631 50 60 120 4.140 3.680 2.300 1.72 1.72 1.72 4.50 4.00 2.50 13,488 5,968 14,387 5,860 Qpeak < Qallow Quick TR-55 Ver.5 .46 Executed: 09:36:18 S/N:1803000009 02-06-2003 MODIFIED RATIONAL METHOD Summary for Single Storm Frequency First peak outflow point assumed to occur at inflow recession leg. SEVENTH DAY ADVENTIST CHRUCH POST DEVELOPMENT CONDITIONS AREA B AND AREA C TO BASIN RETURN FREQUENCY: 100 yr 'C' Adjustment = 1.000 Allowable Q = 3.99 cfs Hydrograph file duration= 53.00 minutes Hydrograph file: SD100-PS.HYD Tc = 24.60 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Weighted 'C' 0.631 0.631 0 .631 0.631 Adjusted 'C' 0.631 0.631 0.631 0.631 Duration Intens. minutes in/hr 25 30 40 50 7.548 6.750 5.690 4.950 Areas acres 1.72 1.72 1.72 1.72 Qpeak cf s 8.20 7.33 6.18 5.38 VOLUMES Inf low Storage (cu.ft.) (cu.ft.) 12,099 13,195 14,830 16,127 6,210 6,659 7,098 7,198 ************************************************************ Storage Maximum o.631 o.631 53 4.700 1.72 5.19 I 16,500 7,219 **************************************************************************** 0.631 0.631 0.631 0.631 60 120 4.410 2.800 1.72 1.72 4.79 I 3.04 17,241 7,115 Qpeak < Qallow BASIN VOLUME SEVENlH DAY ADVENfIST CHURCH -DRAINAGE REPORT POND-2 Version: 5.20 S/N: 1903052002 SEVENTH DAY ADVENTIST CHURCH DETENTION BASIN VOLUMES Elevation (ft) 287.00 288.00 289.00 290.00 CALCULATED DISK FILE: Planimeter Planimeter (sq. in.) 0.00 3,644.00 5,627.00 7,741.00 01-24-2003 12:09:39 c:\pondpack\hydrow\SDAC scale: Area (sq.ft) 0 3,644 5,627 7,741 1 inch = 1 ft. Al+A2+sqr(Al*A2) (sq.ft) 0 3,644 13,799 19,968 .VOL * Volume (cubic-ft) 0 1,215 4,600 6,656 Volume Sum (cubic-ft) 0 1,215 5,814 12,470 2 IA= (sq.rt(Areal) + ((Ei-El)/(E2-El))*(sq.rt(Area2)-sq.rt(Areal))) where: El, E2 Ei Areal,Area2 IA = = = = Closest two elevations with planimeter data Elevation at which to interpolate area Areas computed for El, . E2, re spec ti vely Interpolated area for Ei * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume= (1/3) * (EL2-EL1) * (Areal+ Area2 +sq.rt. (Areal*Area2)) where: ELl, EL2 Areal,Area2 Volume = Lower and upper elevations of the increment = Areas computed for ELl, EL2, respectively = Incremental volume between ELl and EL2 OUTFALL STRUCTURE SEVENTH DAY ADVENTIST CHURCH -DRAINAGE REPORT Outlet Structu re Fi le : SDAC .STR POND-2 Version: 5.20 Date Executed: S/N: 1903052002 Time Executed: ***** Elevation (ft) -------------- 287.00 287.10 287.20 287.30 287.40 287.50 287.60 287 .70 287.80 287.90 288 .0 0 288 .10 288.20 288 .30 288 .40 288.50 288.60 288.70 288.80 288.90 289.00 289.10 289 .20 289.3 0 289 .40 289.50 289 .60 289 .7 0 289 .80 289.90 290 .0 0 **************************** SEVENTH DAY ADVENTIST CHURCH OUTFALL STRUCTURE **************************** COMPOSITE OUTFLOW SUMMARY **** Q (cfs) Contributing Structures ------------------------------- 0.0 1 0.0 1 0 .1 1 0 .2 1 0 .3 1 0.4 1 0 .5 1 0 .6 1 0 .8 1 0 .9 1 1.1 1 1.3 1 1.4 1 1. 6 1 1. 8 1 2.0 1 2.2 1 2.4 1 2.6 1 2.9 1 3.1 1 3 .3 1 3 .6 1 3.8 1 +2 7 .4 1 +2 9.0 1 +2 10.3 1 +2 11.4 1 +2 12.4 1 +2 13.4 1 +2 0.0 Outlet Structure File: SDAC POND-2 Version: 5.20 Date Executed: .STR S/N: 1903052002 Time Executed: **************************** SEVENTH DAY ADVENTIST CHURCH OUTFALL STRUCTURE **************************** Outlet Structure File: c:\pondpack\hydrow\SDAC Planimeter Input File: c:\pondpack\hydrow\SDAC Rating Table Output File: c:\pondpack\hydrow\SDAC .STR .VOL .PND Min. Elev. (ft) = 287 Max. Elev . (ft) = 290 Iner. (ft) = .1 Additional elevations (ft) to be included in table: * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure WEIR-VR TABLE No. 1 2 Q Table -> -> Q Table 1 2 Outflow rating table summary was stored in file: c:\pondpack\hydrow\SDAC .PND Outlet Structure File: SDAC .STR POND-2 Version: 5.20 Date Executed: S/N: 1903052002 Time Executed: **************************** SEVENTH DAY ADVENTIST CHURCH OUTFALL STRUCTURE **************************** >>>>>> Structure No. 1 <<<<<< (Input Data) WEIR-VR Weir -Vertical Rectangular El elev. (ft)? E2 elev. (ft)? Weir coefficient? Weir elev. (ft)? Length (ft)? Contracted/Suppressed 287.00 290.00 3.32 287.00 0.33 (C/S)? S Outlet Structure File: SDAC POND-2 Version: 5.20 Date Executed: .STR S/N: 1903052002 Time Executed: **************************** SEVENTH DAY ADVENTIST CHURCH OUTFALL STRUCTURE **************************** >>>>>> Structure No. 2 <<<<<< (Input Data) TABLE Input your own rating table. El (ft) =289.30 E2 (ft) =290.00 Constant (ft) added to each elevation was: Elev. (ft) 289.3 289.4 289.5 289.6 289.7 289.9 290 299.8 Q (cfs) 0 3.28 4.63 5.68 6.55 8.03 8.67 7.33 Outlet Structure File: SDAC POND -2 Version: 5.20 Date Executed: .STR S/N: 1903052002 Time Executed: **************************** SEVENTH DAY ADVENTIST CHURCH OUTFALL STRUCTURE **************************** Outflow Rating Table for Structure #1 WEIR-VR Weir -Vertical Rectangular ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messages --------------------------------------------- 287.00 0.0 H =0.0 287.10 0.0 H =.1 287.20 0 .1 H =.2 287.30 0.2 H =.3 287.40 0 .3 H =.4 287.50 0 .4 H =.5 287.60 0 .5 H =.6 287.70 0.6 H =.7 287.80 0 .8 H =.8 287.90 0.9 H =.9 288.00 1.1 H =1.0 288.10 1.3 H =1.1 288.20 1.4 H =1.2 288.30 1.6 H =1.3 288.40 1. 8 H =1.4 288.50 2 .0 H =1.5 288.60 2.2 H =1.6 288.70 2.4 H =1.7 288.80 2 .6 H =1.8 288.90 2 .9 H =1.9 289.00 3.1 H =2.0 289.10 3.3 H =2.1 289.20 3.6 H =2.2 289.30 3 .8 H =2.3 289.40 4.1 H =2 .4 289.50 4.3 H =2.5 289.60 4.6 H =2.6 289.70 4.9 H =2.7 289.80 5.1 H =2.8 289.90 5.4 H =2.9 290.00 0.0 E = or > E2=290.00 C = 3.32 L (ft) = .33 H (ft) = Table elev. -Invert elev. ( 287 ft Q (cfs) = C * L * (H**l.5) --Suppressed Weir Outlet Structure File: SDAC .STR POND-2 Version: 5.20 Date Executed: S/N: 1903052002 Time Executed: **************************** SEVENTH DAY ADVENTIST CHURCH OUTFALL STRUCTURE **************************** Outflow Rating Table for Structure #2 TABLE Input your own rating table. Elevation (ft) 287.00 287.10 287.20 287.30 287.40 287.50 287.60 287.70 287.80 287.90 288.00 288.10 288.20 288.30 288.40 288.50 288.60 288.70 288.80 288.90 289.00 289.10 289.20 289.30 289.40 289.50 289.60 289.70 289.80 289.90 290.00 Q (cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.3 4.6 5.7 6.6 7.3 8.0 0.0 Computation Messages E < E1=289.30 E < E1=289.30 E < E1=289.30 E < E1=289.30 E < E1=289.30 E < E1=289.30 E < E1=289.30 E < E1=289.30 E < E1=289.30 E < E1=289.30 E < E1=289.30 E < E1=289.30 E < E1=289.30 E < E1=289.30 E < E1=289.30 E < E1=289.30 E < E1=289.30 E < E1=289.30 E < E1=289 .30 E < E1=289.30 E < E1=289.30 E < E1=289.30 E < E1=289.30 Interpolated from input table E = or > E2=290.00 STORM ROUTING SEVENTH DAY ADVENTIST CHURCH -DRAINAGE REPORT POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 02-07-2003 08:31:24 Page 1 Return Freq: 2 years ********************************** * * * SEVENTH DAY ADVENTIST CHURCH * * STORM ROUTING * * * * * * * ********************************** Inflow Hydrograph: c:\pondpack\hydrow\SD2-PST .HYD Rating Table file: c:\pondpack\hydrow\SDAC .PND ----INITIAL CONDITIONS----Elevation = 287.00 ft Outflow = 0.00 cfs Storage = 0 cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS --------------------------------------------------------ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cfs) -----------------------------------------------------287.00 0.0 0 0.0 0.0 287.10 0.0 1 0.0 0.0 287.20 0.1 10 0.3 0.4 287.30 0.2 33 1.1 1.3 287.40 0.3 78 2.6 2.9 287.50 0.4 152 5.1 5.5 287.60 0.5 262 8.7 9.2 287.70 0.6 417 13.9 14.5 287.80 0.8 622 20.7 21.5 287.90 0.9 886 29.5 30.4 288.00 1.1 1,214 40.5 41. 6 288.10 1.3 1,588 52.9 54.2 288.20 1.4 1,979 66.0 67.4 288.30 1.6 2,389 79.6 81.2 288.40 1. 8 2,818 93.9 95.7 288.50 2.0 3,267 108.9 110.9 288.60 2.2 3,735 124.5 126.7 288.70 2.4 4,223 140.7 143.1 288.80 2.6 4,732 157.7 160.3 288.90 2.9 5,262 175.4 178.3 289.00 3.1 5,814 193.8 196.9 289.10 3.3 6,387 212.8 216.1 289.20 3.6 6,979 232.6 236.2 289.30 3.8 7,592 253.0 256.8 289.40 7.4 8,225 274.1 281.5 289.50 9.0 8,878 295.9 304.9 289.60 10.3 9,553 318.4 328.7 289.70 11.4 10,249 341.6 353.0 289.80 12.4 10,967 365.5 377.9 289.90 13.4 11,708 390.2 403.6 --------------------------------------------------------Time increment ( t) = 0.017 hrs. POND-2 Version: 5.20 8/N: 1903052002 EXECUTED: 02-07-2003 08:31:24 Page 2 Return Freq: 2 years Pond File: c:\pondpack\hydrow\8DAC .PND Inflow Hydrograph: c:\pondpack\hydrow\8D2-P8T .HYD Outflow Hydrograph: c:\pondpack\hydrow\8D2-0UT .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (hrs) 0.010 0.027 0.043 0.060 0.077 0.093 0.110 0.127 0.143 0.160 0.177 0.193 0.210 0.227 0.243 0.260 0.277 0.293 0.310 0.327 0.343 0.360 0.377 0.393 0.410 0.427 0.443 0.460 0.477 0.493 0.510 0.527 0.543 0.560 0.577 0.593 0.610 0.627 0.643 0.660 0.677 0.693 0.710 0.727 0.743 INFLOW (cfs) 0.08 0.20 0.33 0.46 0.59 0.72 0.84 0.97 1.10 1.23 1.36 1.49 1. 61 1. 74 1. 87 2.00 2.13 2 .25 2.38 2.51 2.64 2.77 2.89 3.02 3 .15 3.15 3.15 3 .15 3.15 3.15 3.15 3.15 3.15 3.15 3.15 3.15 3.15 3 .15 3.15 3.15 3.07 2.94 2.82 2.69 2.56 Il+I2 (cf s) 0.3 0.5 0.8 1.1 1.3 1. 6 1. 8 2.1 2.3 2 .6 2.9 3.1 3.4 3.6 3.9 4.1 4 .4 4.6 4.9 5.2 5.4 5.7 5.9 6.2 6.3 6.3 6.3 6.3 6.3 6.3 6.3 6.3 6.3 6.3 6.3 6.3 6.3 6.3 6.3 6.2 6.0 5.8 5.5 5.3 28/t -0 (cfs) 0.0 0.2 0.4 0.8 1.4 2.1 3.0 4.1 5.3 6.7 8.3 10.1 12.1 14.1 16.4 18.7 21. 2 23.9 26.8 29.8 33.0 36.3 39.8 43.4 47.1 50.8 54.5 58.1 61. 6 65.1 68.5 71.8 75.0 78.1 81.1 84.0 86.8 89.6 92.3 94.9 97.4 99.6 101. 5 103.1 104 .5 28/t + 0 (cfs) 0.0 0.3 0.7 1.2 1.9 2.7 3.7 4.8 6.2 7.7 9.3 11.2 13.2 15.4 17.8 20.2 22.8 25.6 28.5 31.7 35.0 38.4 42.0 45.7 49.5 53.4 57.1 60.8 64.4 67.9 71.4 74.8 78.1 81.3 84.4 87.4 90.3 93.1 95.9 98.6 101.2 103.4 105.4 107.0 108.4 OUTFLOW (cfs) 0.00 0.06 0.13 0.19 0.24 0.29 0.33 0.38 0.42 0.46 0 .50 0.54 0.58 0.63 0.69 0.76 0.81 0 .85 0.88 0.92 0.98 1.04 1.11 1.17 1.23 1.29 1. 32 1.35 1.38 1.41 1.46 1.51 1.55 1. 60 1.64 1.68 1. 73 1. 76 1. 80 1. 84 1. 87 1. 90 1. 93 1.95 1.97 ELEVATION (ft) 287.00 287.16 287.23 287.29 287.34 287.39 287.43 287 .48 287.52 287.56 287.60 287.64 287.68 287.71 287.75 287.78 287.81 287.85 287.88 287.91 287.94 287.97 288.00 288.03 288.06 288.09 288.12 288.15 288.18 288.20 288.23 288.25 288.28 288.30 288.32 288.34 288.36 288.38 288.40 288.42 288.44 288.45 288.46 288.47 288.48 POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 02-07-2003 08:31:24 Page 3 Return Freq: 2 years Pond File: c:\pondpack\hydrow\SDAC .PND Inflow Hydrograph: c:\pondpack\hydrow\SD2-PST .HYD Outflow Hydrograph: c:\pondpack\hydrow\SD2-0UT .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (hrs) 0.760 0.777 0.793 0.810 0.827 0.844 0.860 0.877 0.894 0.910 0.927 0.944 0.960 0.977 0.994 1.010 1. 027 1.044 1.060 1. 077 INFLOW (cf s) 2 .43 2.30 2.18 2.05 1.92 1. 79 1.66 1.54 1.41 1.28 1.15 1. 02 0.90 0.77 0.64 0.51 0.38 0.26 0.13 0.00 Il+I2 (cfs) 5.0 4.7 4.5 4.2 4.0 3.7 3.5 3.2 3.0 2.7 2.4 2.2 1. 9 1. 7 1.4 1.2 0.9 0.6 0.4 0.1 28/t -0 (cfs) 105.5 106.2 106.7 106.9 106.9 106.6 106.1 105.3 104.4 103.1 101.7 100.1 98.2 96.2 93.9 91.5 88.9 86.1 83.1 80.0 28/t + 0 (cfs) 109.4 110.2 110.7 110.9 110.9 110.6 110.1 109.3 108.3 107.0 105.6 103.9 102.0 99.9 97.6 95.1 92.4 89.5 86.5 83.3 OUTFLOW (cfs) 1.98 1.99 2.00 2.00 2.00 2.00 1. 99 1. 98 1. 97 1. 95 1. 93 1. 91 1. 88 1. 86 1. 82 1. 79 1. 75 1. 71 1. 67 1 .63 ELEVATION (ft) 288.49 288.50 288.50 288.50 288.50 288.50 288.49 288.49 288.48 288.47 288.47 288.45 288.44 288.43 288.41 288.40 288.38 288.36 288.34 288.31 POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 02-07-2003 08:31:24 Page 4 Return Freq: 2 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\pondpack\hydrow\SDAC .PND Inflow Hydrograph: c:\pondpack\hydrow\SD2-PST .HYD Outflow Hydrograph: c:\pondpack\hydrow\SD2-0UT .HYD Starting Pond W.S . Elevation = 287.00 ft ***** Sununary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 3.15 cfs 2.00 cfs 288.50 ft ***** Sununary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu-ft 3,269 cu-ft 3,269 cu-ft Warning: Inflow hydrograph truncated on left side. POND-2 Version: 5.20 S/N: 1903052002 Pond File : c:\pondpack\hydrow\SDAC Inflow Hydrograph: c:\pondpack\hydrow\SD2-PST Outflow Hydrograph: c:\pondpack\hydrow\SD2-0UT Peak Inf low = Peak Outflow = Peak Elevation = 3 .15 cfs 2.00 cfs 288.50 ft Page 5 Return Freq: 2 years .PND .HYD .HYD EXECUTED: 02 -07 -2003 08:31:24 .28 .3 .32 .33 .35 .37 .38 .4 .42 .44 .45 .47 .49 .5 .52 .54 .55 .57 .59 x * Flow (cfs) 0.0 0.5 1.0 1.5 2 .0 2.5 3.0 3 .5 4.0 4.5 5.0 5.5 . ------1-----1-----1 -----1-----1-----1-----1-----1-----1-----1-----1- TI ME (hrs) File: File: x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x * * * * * * * * * * * * * c:\pondpack\hydr ow\SD2-0UT .HYD c:\pondpack\hydrow\SD2-PST .HYD * * * * * * * * * * * * * * * * * * * * * * * * Qmax = Qmax = 2.0 cfs 3.2 cfs POND -2 Versio n: 5.20 S/N: 1903052002 EXECUTED: 02-07-2003 0 8:31:24 Page 1 Return Fre q: 5 years ********************************** * * * SEVENTH DAY ADVENTIST CHURCH * * STORM ROUTING * * * * * * * ********************************** Inflow Hydrograph: c:\pondpack\hydrow\SD5-PST .HYD Rating Table file: c:\pondpack\hydrow\SDAC .PND ----INITIAL CONDITIONS---- Elevation = 2 87.00 ft Outflow = 0.00 cf s Storage = 0 cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS -------------------------------------------------------- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cf s) (cu-ft) (cfs) (cfs) ----------------------------------------------------- 287.00 0 .0 0 0.0 0.0 287.10 0 .0 1 0.0 0.0 287.20 0.1 1 0 0.3 0.4 287.30 0.2 33 1.1 1.3 287.40 0 .3 78 2.6 2.9 287.50 0 .4 152 5.1 5.5 287.60 0 .5 262 8.7 9.2 287.70 0.6 417 13.9 14.5 287.80 0.8 622 20.7 21.5 287.90 0 .9 886 29.5 30.4 288.00 1.1 1,214 40.5 41.6 288.10 1. 3 1,58 8 52.9 54.2 288.20 1.4 1,979 66.0 67.4 288.30 1. 6 2,389 79.6 81.2 288.40 1. 8 2,818 93.9 95.7 28 8.50 2 .0 3,267 108.9 110.9 288.60 2.2 3,735 124.5 126.7 288.70 2.4 4,223 140.7 143.1 288.80 2.6 4,732 157.7 160.3 288.90 2.9 5,262 175.4 178.3 289.00 3.1 5,814 193.8 196.9 289.10 3.3 6,387 212.8 216.1 289.20 3.6 6,979 232.6 236.2 289.30 3.8 7,592 253.0 256.8 289.40 7.4 8,225 274.1 281.5 289.50 9.0 8,878 295.9 304.9 289.60 10.3 9,553 318 .4 328.7 289.70 11.4 10,249 341.6 353.0 289.80 12.4 10,967 365.5 377.9 289.90 13.4 11,708 390.2 403.6 -------------------------------------------------------- Time i ncrement (t) = 0 .017 hrs. POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 02-07-2003 08:31:24 Page 2 Return Freq: 5 years Pond File: c:\pondpack\hydrow\SDAC .PND Inflow Hydrograph: c:\pondpack\hydrow\SD5-PST .HYD Outflow Hydrograph: c:\pondpack\hydrow\SD5-0UT .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (hrs) 0.010 0.027 0.043 0.060 0.077 0.093 0.110 0.127 0.143 0 .160 0.177 0.193 0.210 0.227 0.243 0.260 0.277 0.293 0.310 0.327 0.343 0.360 0.377 0.393 0.410 0.427 0.443 0.460 0.477 0.493 0.510 0.527 0.543 0.560 0.577 0.593 0.610 0.627 0.643 0.660 0.677 0.693 0.710 0.727 0.743 INFLOW (cfs) 0.09 0.25 0.40 0.56 0.71 0.87 1.02 1.17 1.33 1.48 1.64 1.79 1. 95 2 .10 2.26 2.41 2.56 2.72 2.87 3.03 3.18 3.34 3.49 3.65 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3 .80 3.80 3 .80 3.80 3.80 3.80 3 .80 3.80 3.80 3.80 3.71 3.55 3.40 Il+I2 (cfs) 0.3 0.7 1.0 1.3 1.6 1.9 2.2 2.5 2 .8 3.1 3.4 3.7 4.1 4.4 4.7 5.0 5.3 5.6 5.9 6.2 6.5 6.8 7.1 7.4 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.6 7.5 7.3 6.9 28/t -0 (cfs) 0.0 0.2 0.5 1.1 1. 8 2.8 3.9 5.3 6.8 8.6 10.7 12.9 15.3 17.9 20.6 23.6 26.8 30.3 33.8 37.6 41. 6 45.7 50.0 54.4 59.2 64.0 68.7 73.2 77 .6 81.9 86.1 90.1 94.1 97.9 101.7 105 .3 108.9 112.3 115.7 119.0 122.2 125 .3 128.3 130.9 133 .2 28/t + 0 (cfs) 0.0 0.3 0.8 1.5 2.3 3.4 4.6 6.1 7 .8 9.6 11.8 14.1 16.6 19.4 22.3 25.3 28.6 32.1 35.8 39.7 43.8 48.1 52.5 57.1 61. 9 66.8 71. 6 76.3 80.8 85.2 89.5 93.7 97 .7 101.7 105.5 109.3 112.9 116.5 119.9 123.3 126.6 129.8 132.8 135.5 137.9 OUTFLOW (cfs) 0.00 0.08 0.15 0.21 0.27 0.32 0.37 0.42 0.46 0.51 0.55 0.59 0.66 0.74 0.81 0.84 0.88 0.93 1. 00 1. 07 1.14 1.20 1.27 1.32 1.36 1.40 1.46 1.53 1.59 1. 66 1.71 1.77 1. 83 1.88 1. 93 1. 98 2.03 2.07 2.11 2.16 2.20 2.24 2.27 2.31 2.34 ELEVATION (ft) 287.00 287.18 287 .25 287.31 287.37 287 .42 287.47 287.52 287.56 287.61 287.65 287 .69 287.73 287.77 287.81 287.84 287.88 287.92 287.95 287.98 288.02 288.05 288.09 288.12 288.16 288.20 288.23 288.26 288.30 288.33 288.36 288.39 288.41 288.44 288.46 288.49 288.51 288.54 288.56 288.58 288.60 288.62 288.64 288.65 288.67 ------------------------------------------------------ POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 02-07-2003 08:31:24 Page 3 Return Freq: 5 years Pond File: c:\pondpack\hydrow\SDAC .PND Inflow Hydrograph: c:\pondpack\hydrow\SD5-PST .HYD Outflow Hydrograph: c:\pondpack\hydrow\SD5-0U'f .HYD INFLOW HYDROGRAPH ROU'TING COMPU'TATIONS TIME (hrs) 0.760 0.777 0.793 0.810 0.827 0.844 0.860 0.877 0.894 0.910 0.927 0.944 0.960 0.977 0.994 1. 010 1.027 1.044 1.060 1.077 1.094 1.110 INFLOW (cf s) 3.24 3.09 2.94 2.78 2.63 2.47 2.32 2.16 2.01 1.85 1.70 1.55 1.39 1.24 1.08 0.93 0.77 0.62 0.46 0.31 0.15 0.00 Il+I2 (cfs) 6.6 6.3 6.0 5.7 5.4 5.1 4.8 4.5 4.2 3.9 3.6 3.3 2.9 2.6 2.3 2.0 1.7 1.4 1.1 0.8 0.5 0.2 28/t -0 (cfs) 135.1 136.7 137.9 138.8 139.4 139.7 139.6 139.3 138.7 137.7 136.5 135.1 133.3 131.3 129.1 126.6 123.8 120.9 117.7 114.2 110.6 106.8 28/t + 0 (cfs) 139.8 141.4 142.7 143.6 144.2 144.5 144.5 144.1 143.5 142.5 141.3 139.8 138.0 136 .0 133.7 131.1 128.3 125.2 122.0 118.4 114.7 110.8 OU'f FLOW (cfs) 2.36 2.38 2.39 2.41 2.41 2.42 2.42 2.41 2.40 2.39 2.38 2.36 2.34 2 .31 2.28 2.25 2.22 2.18 2.14 2.10 2.05 2.00 ELEVATION (ft) 288.68 288.69 288.70 288.70 288.71 288.71 288.71 288.71 288.70 288.70 288.69 288.68 288.67 288.66 288.64 288.63 288.61 288.59 288.57 288.55 288.52 288.50 POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 02-07 -2003 08:31:24 Page 4 Return Freq: 5 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\pondpack\hydrow\SDAC .PND Inflow Hydrograph: c:\pondpack\hydrow\SDS-PST .HYD Outflow Hydrograph: c:\pondpack\hydrow\SD5-0UT .HYD Starting Pond W.S. Elevation = 287.00 ft ***** Sunnnary of Peak Outflow and Peak Elevation ***** Pe ak Inf low = Peak Outflow = Peak Elevation = 3.80 cfs 2.42 cfs 288.71 ft ***** Sunnnary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu-ft 4,264 cu-ft 4,264 cu-ft Warning: Inflow hydrograph truncated on left side. .28 .3 .32 .33 .35 .37 .38 .4 .42 .44 .45 .47 .49 .5 .52 .54 .55 .57 .59 x * POND-2 Version: 5.20 S/N: 1903052002 Pond File: c:\pondpack\hydrow\SDAC Inflow Hydrograph: c:\pondpack\hydrow\SD5-PST Outflow Hydrograph: c:\pondpack\hydrow\SD5-0UT Peak Inf low = Peak Outflow = Peak Elevation = 3.80 cfs 2.42 cfs 288.71 ft Page 5 Return Freq: 5 years .PND .HYD .HYD EXECUTED: 02-07-2003 08:31:24 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- TIME (hrs) File: File: x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x * * * * * c:\pondpack\hydrow\SD5-0UT .HYD c:\pondpack\hydrow\SD5-PST .HYD * * * * * * * * * Qmax = Qmax = * * * * * * * * * * * * * * * * * * * * * * * 2.4 cfs 3.8 cfs POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 02-07-2003 08:31:24 Page 1 Return Freq: 10 years ********************************** * * * SEVENTH DAY ADVENTIST CHURCH * * STORM ROUTING * * * * * * * ********************************** Inflow Hydrograph: c:\pondpack\hydrow\SDlO-PST.HYD Rating Table file: c:\pondpack\hydrow\SDAC .PND ----INITIAL CONDITIONS---- Elevation = 287.00 ft Outflow = 0.00 cf s Storage = 0 cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS -------------------------------------------------------- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cf s) ----------------------------------------------------- 287.00 0.0 0 0.0 0.0 287.10 0.0 1 0.0 0.0 287.20 0.1 10 0.3 0.4 287.30 0.2 33 1.1 1. 3 287.40 0.3 78 2.6 2.9 287.50 0.4 152 5.1 5.5 287.60 0.5 262 8.7 9.2 287.70 0.6 417 13.9 14.5 287.80 0.8 622 20.7 21.5 287.90 0.9 886 29.5 30.4 288.00 1.1 1,214 40.5 41. 6 288.10 1.3 1,588 52.9 54.2 288.20 1.4 1,979 66.0 67.4 288.30 1.6 2,389 79.6 81.2 288.40 1. 8 2,818 93.9 95.7 288.50 2.0 3,267 108.9 110.9 288.60 2.2 3,735 124.5 126.7 288.70 2.4 4,223 140.7 143.1 288.80 2.6 4,732 157.7 160.3 288.90 2.9 5,262 175.4 178.3 289.00 3.1 5,814 193.8 196.9 289.10 3.3 6,387 212.8 216.l 289.20 3.6 6,979 232.6 236.2 289.30 3.8 7,592 253.0 256.8 289.40 7.4 8,225 274.1 281.5 289.50 9.0 8,878 295.9 304.9 289.60 10.3 9,553 318.4 328.7 289.70 11.4 10,249 341.6 353.0 289.80 12.4 10,967 365.5 377.9 289.90 13.4 11,708 390.2 403.6 -------------------------------------------------------- Time increment (t) = 0.017 hrs. POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 02-07-2003 08:31:24 Page 2 Return Freq: 10 years Pond File: c:\pondpack\hydrow\SDAC .PND Inflow Hydrograph: c:\pondpack\hydrow\SDlO-PST.HYD Outflow Hydrograph: c:\pondpack\hydrow\SDlO-OUT.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (hrs) 0.010 0.027 0.043 0.060 0.077 0.093 0.110 0.127 0.143 0.160 0.177 0.193 0.210 0.227 0.243 0.260 0.277 0.293 0.310 0.327 0.343 0.360 0.377 0.393 0.410 0.427 0.443 0.460 0.477 0.493 0.510 0.527 0.543 0.560 0.577 0.593 0.610 0.627 0.643 0.660 0.677 0.693 0.710 0.727 0.743 INFLOW (cfs) 0.10 0.27 0.44 0.60 0.77 0.94 1.10 1.27 1.44 1. 61 1. 77 1. 94 2.11 2.28 2.44 2.61 2.78 2.94 3.11 3.28 3 .45 3.61 3.78 3.95 4.12 4.12 4.12 4.12 4.12 4.12 4.12 4.12 4.12 4.12 4.12 4.12 4.12 4.12 4.12 4.12 4.12 4.12 4.12 4.12 4.12 Il+I2 (cfs) 0.4 0.7 1.0 1.4 1. 7 2.0 2.4 2.7 3.1 3.4 3.7 4.1 4.4 4.7 5.1 5.4 5.7 6.1 6 .4 6.7 7.1 7.4 7.7 8.1 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 8.2 28/t -0 (cfs) 0.0 0.2 0.6 1.2 2.0 3.0 4.3 5.8 7.6 9.6 11.8 14.3 16.9 19.7 22.8 26.1 29.6 33.4 37.3 41.4 45.7 50.2 55.0 60.0 65.2 70.5 75.6 80.6 85 .4 90.1 94.7 99.1 103.5 107.7 111.8 115.8 119.7 123.5 127.2 130.8 134.4 137.8 141.2 144.5 147.7 28/t + 0 (cfs) 0.0 0.4 0.9 1.6 2.6 3.7 5.1 6.7 8.5 10.6 12.9 15.5 18.3 21.3 24.4 27.8 31.4 35.3 39.4 43.7 48.1 52.8 57.6 62.7 68.0 73.5 78.7 83.8 88.8 93.6 98.3 102.9 107.4 111.7 115.9 120.0 124.0 127.9 131. 7 135.5 139.1 142.6 146.1 149.5 152.7 OUTFLOW (cfs) 0.00 0.09 0.16 0.22 0.28 0.33 0.39 0.43 0.48 0.53 0.57 0.63 0.71 0.79 0.83 0.87 0.92 0.99 1. 06 1.13 1.20 1.28 1.33 1.36 1.41 1.49 1.56 1. 64 1. 70 1. 77 1. 83 1. 89 1. 95 2.01 2.06 2.12 2.17 2.22 2.26 2.31 2.35 2.39 2.43 2.47 2.51 ELEVATION (ft) 287.00 287.19 287.26 287.32 287.38 287.43 287.49 287.53 287.58 287.63 287.67 287.71 287.75 287.80 287.83 287.87 287.91 287.94 287.98 288.02 288.05 288.09 288.13 288.16 288.20 288.24 288.28 288.32 288.35 288.39 288.42 288.45 288.48 288.51 288.53 288.56 288.58 288.61 288.63 288.65 288.68 288.70 288.72 288.74 288.76 ------------------------------------------------------ POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 02-07-2003 08:31:24 Page 3 Return Freq: 10 years Pond File: c:\pondpack\hydrow\SDAC .PND Inflow Hydrograph: c:\pondpack\hydrow\SDlO-PST.HYD Outflow Hydrograph: c:\pondpack\hydrow\SDlO-OUT.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (hrs) 0.760 0.777 0.793 0.810 0.827 0.844 0.860 0.877 0.894 0.910 0.927 0.944 0.960 0.977 0.994 1.010 1.027 1.044 1. 060 1.077 1. 094 1.110 1.127 1.144 1.160 1.177 INFLOW (cfs) 4.12 4.02 3.85 3.68 3.51 3.35 3.18 3.01 2.84 2.68 2.51 2.34 2.18 2.01 1. 84 1. 67 1. 51 1. 34 1.17 1. 00 0.84 0.67 0.50 0.33 0.17 0 .00 Il+I2 (cfs) 8.2 8.1 7.9 7.5 7.2 6.9 6.5 6.2 5.9 5.5 5.2 4.9 4.5 4.2 3.9 3.5 3.2 2.9 2.5 2.2 1.8 1.5 1.2 0.8 0.5 0.2 2S/t -0 (cfs) 150.9 153.8 156.5 158.7 160.5 161.9 163.0 163.6 164.0 164.0 163.7 163.1 162.2 160.9 159.4 157.7 155.6 153.3 150.7 147.9 144.8 141.4 137.8 133.9 129.8 125.5 2S/t + 0 (cfs) 156.0 159.0 161.7 164.0 165.9 167.3 168.4 169.1 169.5 169.5 169.2 168.5 167.6 166.3 164.8 162.9 160.8 158.5 155.8 152.9 149.7 146.3 142.6 138.6 134.4 130.0 OUTFLOW (cfs) 2.55 2.58 2.62 2.66 2.69 2.72 2.74 2.75 2.75 2.75 2.75 2.74 2.72 2.70 2.67 2.64 2.61 2.58 2.55 2.51 2.48 2.44 2.39 2.34 2.29 2.24 ELEVATION (ft) 288.77 288 .. 79 288.81 288.82 288.83 288.84 288.85 288.85 288.85 288.85 288.85 288.85 288.84 288.83 288.82 288.81 288.80 288.79 288.77 288.76 288.74 288.72 288.70 288.67 288.65 288.62 POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 02-07-2003 08:31:24 Page 4 Return Freq: 10 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\pondpack\hydrow\SDAC .PND Inflow Hydrograph: c:\pondpack\hydrow\SDlO-PST.HYD Outflow Hydrograph: c:\pondpack\hydrow\SDlO-OUT.HYD Starting Pond W.S. Elevation = 287.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 4.12 cfs 2.75 cfs 288.85 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 5,004 cu-ft 5,004 cu-ft Warning: Inflow hydrograph truncated on left side . .28 .3 .32 .33 .35 . 37 .38 .4 .42 .44 .45 .47 .49 .5 .52 .54 .55 .57 .59 x * POND-2 Version: 5.20 S/N : 1903052002 Page 5 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inf low = = Peak Outflow Peak Elevation = Return Freq: 10 years c:\pondpack\hydrow\SDAC .PND c:\pondpack\hydrow\SDlO-PST.HYD c:\pondpack\hydrow\SDlO-OUT.HYD 4.12 cfs 2.75 cfs 288 .85 ft EXECUTED: 02-07-2003 08:31:24 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5 .0 5.5 .------1-----1-----l-----l-----l-----l -----l-----l-----l-----l-----I- TIME (hrs) File: File: x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x * * x c:\pondpack\hydrow\SDlO-OUT.HYD c:\pondpack\hydrow\SDlO-PST.HYD * * * * * * * * * Qmax = Qmax = * * * * * * * * * * * * * * * * * * * * * * * * * * 2.8 cfs 4.1 cfs POND -2 Version: 5.20 S/N: 1903 052002 EXECUTED: 02-07-2003 08:31:24 Page 1 Return Freq: 25 years ********************************** * * * SEVENTH DAY ADVENTI ST CHURCH * * STORM ROUTING * * * * * * * ********************************** Inflow Hydrograph: c:\pondpack\hydrow\SD25-PST.HYD Rating Table file: c:\pondpack\hydrow\SDAC .PND ----INITIAL CONDITIONS---- Elevation = 287.00 ft Outflow = 0 .00 cf s Storage = 0 cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS -------------------------------------------------------- ELEVATION OUTFLOW STORAGE 28/t 2S/t + 0 (ft) (cfs) (cu-ft) (cf s) (cfs) ----------------------------------------------------- 287.00 0.0 0 0.0 0.0 287.10 0.0 1 0.0 0.0 287 .20 0.1 1 0 0.3 0.4 287.30 0.2 33 1.1 1.3 287.40 0.3 78 2.6 2.9 287.50 0.4 152 5.1 5.5 287.60 0.5 262 8 .7 9.2 287.70 0 .6 417 13.9 14.5 287.80 0 .8 622 20.7 21.5 287.90 0 .9 886 29.5 30.4 288.00 1.1 1,214 40.5 41. 6 288 .10 1.3 1,588 52.9 54.2 288.20 1.4 1,979 66 .0 67.4 288.30 1. 6 2,389 79 .6 81.2 288.40 1. 8 2,818 93.9 95.7 288.50 2.0 3,267 108.9 110.9 288.60 2 .2 3,735 124.5 126.7 288.70 2 .4 4,223 140.7 143.1 288.80 2.6 4,732 157.7 160.3 288.90 2.9 5,262 175.4 178.3 289.00 3.1 5,814 193.8 196.9 289.10 3.3 6,387 212.8 216.1 289.20 3.6 6,979 232.6 236.2 289 .30 3.8 7,592 253.0 256.8 289.40 7.4 8,225 274.1 281.5 289.50 9.0 8,8 78 295.9 304.9 289.60 10.3 9,553 318.4 328.7 289.70 11.4 10,249 341. 6 353.0 289.80 12.4 10,967 365.5 377.9 289.90 13.4 11,708 390.2 403.6 -------------------------------------------------------- Time increment (t) = 0.017 hrs. POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 02-07-2003 08:31:24 Page 2 Return Freq: 25 years Pond File: c:\pondpack\hydrow\SDAC .PND Inflow Hydrograph: c:\pondpack\hydrow\SD25-PST.HYD Outflow Hydrograph: c:\pondpack\hydrow\SD25-0UT.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (hrs) 0.010 0.027 0.043 0.060 0.077 0.093 0.110 0.127 0.143 0.160 0.177 0.193 0.210 0.227 0.243 0.260 0.277 0.293 0.310 0.327 0.343 0.360 0.377 0.393 0.410 0 .427 0 .443 0.460 0.477 0.493 0.510 0.527 0.543 0.560 0.577 0.593 0.610 0.627 0.643 0.660 0.677 0.693 0.710 0.727 0.743 INFLOW (cfs) 0.11 0.30 0.49 0.68 0.88 1.07 1 .26 1.45 1. 64 1. 83 2.02 2.21 2.40 2.59 2.78 2 .97 3.16 3.35 3.54 3.73 3 .92 4.11 4.30 4.49 4.68 4.68 4.68 4.68 4.68 4.68 4.68 4.68 4.68 4.68 4.68 4 .68 4.68 4.68 4.68 4.68 4.68 4.68 4.68 4.68 4.68 Il+I2 (cf s) 0.4 0.8 1. 2 1.6 2.0 2.3 2.7 3.1 3.5 3.9 4.2 4.6 5.0 5.4 5.8 6.1 6.5 6.9 7.3 7.7 8.0 8.4 8.8 9.2 9.4 9.4 9.4 9.4 9 .4 9.4 9.4 9.4 9.4 9.4 9.4 9.4 9.4 9.4 9.4 9.4 9.4 9.4 9.4 9.4 28/t -0 (cf s) 0.0 0.2 0.7 1.4 2.3 3.6 5.1 6.9 8.9 11.3 13.9 16.7 19.7 23.1 26.7 30.5 34.7 39.0 43.5 48.3 53.3 58.7 64.3 70.1 76.1 82.2 88.0 93.8 99.3 104.7 110.0 115.2 120.2 125.1 129.8 134.5 139.0 143.5 147.8 152.0 156.2 160.2 164.0 167.7 171.3 28/t + 0 ( cfs) 0.0 0.4 1. 0 1. 8 2.9 4.3 5.9 7.8 10.0 12.4 15.1 18.1 21.3 24.7 28.4 32.4 36.7 41.2 45.9 50.8 56.0 61.4 67.1 73.1 79.3 85.5 91. 5 97.4 103.1 108.7 114.1 119.4 124.5 129.5 134.4 139.2 143.9 148.4 152.8 157.2 161.4 165.5 169.5 173.4 177.1 OUTFLOW ( cfs) 0.00 0.10 0.17 0.23 0.30 0.35 0.41 0.46 0.51 0.56 0.62 0.70 0.79 0.84 0.88 0.94 1.01 1.09 1.17 1.25 1.31 1.35 1.40 1.48 1. 57 1.66 1.74 1.82 1.90 1.97 2.04 2.11 2.17 2.23 2.29 2.35 2.41 2.46 2.51 2.56 2.62 2.69 2.75 2.82 2.88 ELEVATION (ft) 287.00 287.20 287.27 287.33 287.40 287.45 287.51 287.56 287.61 287.66 287.71 287.75 287.80 287.84 287.88 287.92 287.96 288.00 288.03 288.07 288.11 288.15 288.20 288.24 288.29 288.33 288.37 288.41 288.45 288.49 288.52 288.55 288.59 288.62 288.65 288.68 288.70 288.73 288.76 288.78 288.81 288.83 288.85 288.87 288.89 ------------------------------------------------------ POND -2 Version: 5.20 S/N: 1903052002 EXECUTED: 02-07-2003 08:31:24 Page 3 Return Freq: 25 years Pond File: c:\pondpack\hydrow\SDAC .PND Inflow Hydrograph: c:\pondpack\hydrow\SD25-PST.HYD Outflow Hydrograph: c:\pondpack\hydrow\SD25-0UT.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (hrs) 0.760 0.777 0.793 0.810 0.827 0.844 0.860 0.877 0.894 0.910 0.927 0.944 0.960 0.977 0.994 1 .010 1.027 1. 044 1.060 1.077 1.094 1.110 1.127 1.144 1.160 1.177 1.194 INFLOW (cfs) 4.68 4 .68 4.57 4.38 4.19 4.00 3.81 3.62 3.42 3.23 3.04 2 .85 2.66 2.47 2.28 2.09 1. 90 1. 71 1. 52 1. 33 1.14 0.95 0.76 0.57 0 .38 0.19 0 .00 Il+I2 (cfs) 9.4 9.4 9 .3 8.9 8.6 8.2 7 .8 7.4 7.0 6.7 6.3 5.9 5.5 5.1 4.8 4.4 4.0 3.6 3.2 2.9 2.5 2.1 1.7 1.3 1. 0 0.6 0.2 28/t -0 (cfs) 174.8 178.3 181.5 184.4 186.9 188.9 190 .5 191 .7 192.5 192 .9 192.9 192 .6 191. 9 190 .8 189 .4 187.6 185.5 183.1 180.4 177.3 173.9 170.3 166.4 162.3 158.0 153.4 148.5 28/t + 0 (cfs) 180.7 184.2 187.5 190.5 193.0 195.1 196.7 197.9 198.8 199.2 199.2 198 .8 198.1 197.0 195.5 193.7 191.6 189.1 186.3 183.2 179.8 176.0 172.0 167.7 163.3 158.5 153 .6 OUTFLOW (cf s) 2.93 2.96 3.00 3.03 3.06 3.08 3 .10 3.11 3.12 3.12 3.12 3.12 3.11 3.10 3.09 3.07 3.04 3.02 2.99 2.95 2.92 2.86 2 .80 2 .72 2.65 2.58 2.52 ELEVATION (ft) 288.91 288.93 288.95 288.97 288.98 288.99 289.00 289.01 289.01 289.01 289 .01 289.01 289.01 289.00 288.99 288.98 288.97 288.96 288 .94 288.93 288.91 288.89 288.87 288.84 288.82 288.79 288.76 POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 02-07-2003 08:31:24 Page 4 Return Freq: 25 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\pondpack\hydrow\SDAC .PND Inflow Hydrograph: c:\pondpack\hydrow\SD25-PST.HYD Outflow Hydrograph: c:\pondpack\hydrow\SD25-0UT.HYD Starting Pond W.S. Elevation = 287.00 ft ***** Sununary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 4.68 cfs 3.12 cfs 289.01 ft ***** Sununary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu-ft 5,883 cu-ft 5,883 cu-ft Warning: Inflow hydrograph trunca ted on left side. .28 . 3 .32 .33 .35 .37 .38 .4 .42 .44 .45 .47 .49 .5 .52 .54 .55 .57 .59 x * POND-2 Version: 5.20 S/N: 1903052002 Page 5 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inf low = = Peak Outflow Peak Elevation = Return Freq: 25 years c:\pondpack\hydrow\SDAC .PND c:\pondpack\hydrow\SD25-PST.HYD c:\pondpack\hydrow\SD25-0UT.HYD 4.68 cfs 3.12 cfs 289.01 ft EXECUTED: 02-07-2003 08:31:24 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 .------1-----1-----l-----l-----l-----l-----l-----l-----l-----l-----I- TIME (hrs) File: File: x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x c:\pondpack\hydrow\SD25-0UT.HYD c:\pondpack\hydrow\SD25-PST.HYD * * * * * * Qmax = Qmax = * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * 3.1 cfs 4.7 cfs POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 02-07-2003 08:31:24 Page 1 Return Freq: 100 years ********************************** * * * SEVENTH DAY ADVENTIST CHURCH * * STORM ROUTING * * * * * * * ********************************** Inflow Hydrograph: c:\pondpack\hydrow\SDlOO-PS.HYD Rating Table file: c:\pondpack\hydrow\SDAC .PND ----INITIAL CONDITIONS----Elevation = 287.00 ft Outflow = 0.00 cfs Storage = O cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS --------------------------------------------------------ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (cu-ft) (cfs) (cfs) -----------------------------------------------------287.00 0.0 0 0.0 0.0 287.10 0.0 1 0.0 0.0 287.20 0.1 10 0.3 0.4 287.30 0.2 33 1.1 1.3 287.40 0.3 78 2.6 2.9 287.50 0.4 152 5.1 5.5 287.60 0.5 262 8.7 9.2 287.70 0.6 417 13.9 14.5 287.80 0.8 622 20.7 21. 5 287.90 0.9 886 29.5 30.4 288.00 1.1 1,214 40.5 41. 6 288.10 1.3 1,588 52.9 54.2 288.20 1.4 1,979 66.0 67.4 288.30 1. 6 2,389 79.6 81.2 288.40 1. 8 2,818 93.9 95.7 288.50 2.0 3,267 108.9 110.9 288.60 2.2 3,735 124.5 126.7 288.70 2.4 4,223 140.7 143.1 288.80 2.6 4,732 157.7 160.3 288.90 2.9 5,262 175.4 178.3 289.00 3.1 5,814 193.8 196.9 289.10 3.3 6,387 212.8 216.1 289.20 3.6 6,979 232.6 236.2 289.30 3.8 7,592 253.0 256.8 289.40 7.4 8,225 274.1 281.5 289.50 9.0 8,878 295.9 304.9 289.60 10.3 9,553 318.4 328.7 289.70 11.4 10,249 341.6 353.0 289.80 12.4 10,967 365.5 377.9 289.90 13.4 11,708 390.2 403.6 --------------------------------------------------------Time increment (t) = 0.017 hrs. POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 02-07-2003 08:31:24 Page 2 Return Freq: 100 years Pond File: c:\pondpack\hydrow\SDAC .PND Inflow Hydrograph: c:\pondpack\hydrow\SDlOO-PS.HYD Outflow Hydrograph: c:\pondpack\hydrow\SDlOO-OU.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME {hrs) 0.010 0.027 0.043 0.060 0.077 0.093 0.110 0.127 0.143 0.160 0.177 0.193 0.210 0.227 0.243 0.260 0.277 0.293 0.310 0.327 0.343 0.360 0.377 0.393 0.410 0.427 0.443 0.460 0.477 0.493 0.510 0.527 0.543 0.560 0.577 0.593 0.610 0.627 0.643 0.660 0.677 0 .693 0.710 0.727 0.743 INFLOW {cfs) 0.13 0.34 0.55 0.76 0.97 1.18 1.39 1. 60 1. 81 2.03 2.24 2.45 2.66 2.87 3.08 3.29 3.50 3.71 3.92 4.14 4.35 4.56 4.77 4.98 5.19 5.19 5.19 5.19 5.19 5.19 5.19 5.19 5.19 5.19 5.19 5.19 5.19 5.19 5.19 5.19 5.19 5.19 5.19 5.19 5.19 Il+I2 {cfs) 0.5 0.9 1. 3 1.7 2.2 2.6 3.0 3.4 3.8 4.3 4.7 5.1 5.5 6.0 6.4 6.8 7.2 7.6 8.1 8.5 8.9 9.3 9.8 10.2 10.4 10.4 10.4 10.4 10.4 10.4 10.4 10.4 10.4 10.4 10.4 10 .4 10.4 10.4 10.4 10.4 10.4 10.4 10.4 10.4 2S/t -O {cfs) 0.0 0.3 0.8 1. 6 2.7 4.1 5.8 7.8 10.1 12.8 15.7 18.9 22.3 26.1 30.2 34.6 39.2 4 4 .0 49.1 54.5 60.3 66.4 72.6 79.2 85.9 92.7 99 .3 105.7 111. 9 118.0 124.0 129.7 135 .4 140 .9 146.3 151.6 156.7 161.7 166.4 171.1 175.6 180.0 184.3 188.5 192.7 2S/t + 0 {cfs) 0.0 0.5 1.1 2.1 3.3 4.8 6.7 8.8 11.2 14 .0 17.1 20 .4 24.0 27.9 32.1 36.6 41 .3 46.4 51.6 57.2 63.0 69.2 75.7 82.4 89.3 96.3 103.1 109.6 116.1 122.3 128.4 134.3 140.1 145.8 151.3 156.7 162.0 167.l 172.0 176.8 181.4 186.0 190 .4 194.7 198.9 OUTFLOW {cfs) 0.00 0.11 0.18 0.25 0.32 0.38 0.43 0.49 0.54 0.59 0.67 0.77 0.83 0.87 0.93 1. 01 1.10 1.18 1.26 1.32 1. 37 1.43 1. 52 1. 62 1. 71 1. 81 1.90 1. 98 2.07 2.14 2.22 2 .29 2.36 2.43 2 .49 2 .56 2 .63 2.71 2.80 2.88 2.93 2 .98 3 .03 3.08 3.12 ELEVATION {ft) 287.00 287.21 287.28 287.35 287 .42 287.48 287 .53 287.59 287.64 287.69 287.74 287.78 287.83 287.87 287.91 287.96 288.00 288.04 288.08 288 .12 288.17 288.21 288.26 288.31 288.36 288.40 288.45 288.49 288.53 288.57 288.61 288.65 288.68 288.72 288.75 288.78 288.81 288.84 288.87 288.89 288.92 288.94 288.97 288 .99 289.01 POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 02-07-2003 08:31:24 Page 3 Return Freq: 100 years Pond File: c:\pondpack\hydrow\SDAC .PND Inflow Hydrograph: c:\pondpack\hydrow\SDlOO-PS.HYD Outflow Hydrograph: c:\pondpack\hydrow\SDlOO-OU.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME (hrs) 0.760 0.777 0.793 0.810 0.827 0.844 0.860 0.877 0.894 0.910 0.927 0.944 0.960 0.977 0.994 1.010 1.027 1.044 1.060 1.077 1.094 1.110 1.127 1.144 1.160 1.177 1.194 1.210 1.227 1.244 1.260 1.277 1.294 INFLOW (cfs) 5.19 5.19 5.19 5.19 5.19 5.19 5.19 5.19 5.06 4.85 4.64 4.43 4.22 4.01 3.80 3.59 3.38 3.17 2.95 2.74 2.53 2.32 2.11 1.90 1.69 1.48 1.27 1.06 0.84 0.63 0.42 0.21 0.00 Il+I2 (cf s) 10.4 10.4 10.4 10.4 10.4 10.4 10.4 10.4 10.3 9.9 9.5 9.1 8.6 8.2 7.8 7.4 7.0 6.6 6.1 5.7 5.3 4.9 4.4 4.0 3.6 3.2 2.8 2.3 1. 9 1.5 1.1 0.6 0.2 28/t -0 (cfs) 196.7 200.7 204.6 208.4 212.1 215.7 219.2 222.5 225.7 228.4 230.7 232.5 233.8 234.8 235.2 235.3 235.0 234.2 233.0 231.5 229.5 227.2 224.6 221.6 218.4 214.8 210.9 206.7 202.1 197.3 192.1 186.6 180.8 28/t + 0 (cfs) 203.1 207.1 211.1 215.0 218.8 222.5 226.1 229.5 232.8 235.6 237.9 239.7 241.1 242.1 242.6 242.6 242.3 241. 5 240.3 238.7 236.8 234.4 231.7 228.6 225.2 221.5 217.5 213.2 208.6 203.6 198.3 192.7 186.8 OUTFLOW (cfs) 3.16 3.21 3.25 3.29 3.34 3.39 3.45 3.50 3.55 3.59 3.62 3.63 3.65 3.66 3.66 3.66 3.66 3.65 3.64 3.62 3.61 3.57 3.53 3.49 3.44 3.38 3.32 3.27 3.22 3.17 3.11 3.06 2.99 ELEVATION (ft) 289.03 289.05 289.07 289.09 289.11 289.13 289.15 289.17 289.18 289.20 289.21 289.22 289.22 289.23 289.23 289.23 289.23 289.23 289.22 289.21 289.20 289.19 289.18 289.16 289.15 289.13 289.11 289.08 289.06 289.03 289.01 288.98 288.95 POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 02-07-2003 08:31:24 Page 4 Return Freq: 100 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\pondpack\hydrow\SDAC .PND Inflow Hydrograph: c:\pondpack\hydrow\SDlOO-PS.HYD Outflow Hydrograph: c:\pondpack\hydrow\SDlOO-OU.HYD Starting Pond W.S. Elevation= 287.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 5.19 cfs 3.66 cfs 289.23 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = o cu-ft 7,170 cu-ft 7,170 cu-ft Warning: Inflow hydrograph truncated on left side. .28 .3 .32 .33 .35 .37 .38 .4 .42 .44 .45 .47 .49 .5 .52 .54 .55 .57 .59 x * POND-2 Version: 5.20 S/N: 1903052002 Page 5 Pond File : Inflow Hydrograph: Outflow Hydrograph: Peak Inf low = = Peak Outflow Peak Elevation = Return Freq: 100 years c:\pondpack\hydrow\SDAC .PND c:\pondpack\hydrow\SD100-PS.HYD c:\pondpack\hydrow\SDlOO-OU.HYD 5.19 cfs 3.66 cfs 289 .23 ft . EXECUTED: 02-07-2003 08:31:24 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8 .0 9 .0 10.0 11.0 .------1-----1-----1 -----1 -----1-----1-----1-----l-----l-----l-----1- TIME (hrs) File: File: x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * c:\pondpack\hydrow\SDlOO-OU.HYD c:\pondpack\hydrow\SDlOO-PS.HYD Qmax = Qmax = 3.7 cfs 5.2 cfs