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HomeMy WebLinkAbout36 DP Harley Sudivision 500-61 4101 SH 6 SDate: December 27, 2000 To: Amanda Hudec , Accountin"' ,J\ From: Bob Mosley, City Enginee~'" Subject: Completed Infrastructure from Private Development By the attached letter of completion for the Harley Davidson sewer line development, we have accepted the following improvements to the City of College Station infrastructure. Sanitary Sewer: 8-inch PVC sanitary sewer main 922 linear feet SDR-26 (ASTM D-3034) 8-inch PVC sanitary sewer main (ASTM D-2241) 8-inch Ductile Iron Pipe CL. 250or 350 4-foot diameter manholes Subtotal $ 23,815.00 787 linear feet Subtotal $ 22,149.00 250 linear feet Subtotal $ 12,792.00 6 each Subtotal $ 12 ,100.00 The above listed infrastructure totals$ 70 ,781.00. Please note that an additional manhole and manhole marker were added to the Engineer's Cost estimate. c : Natalie Ruiz, Development Coordinator Jerry Jones, Engineering Technician Missy Green, Staff Assistant ( LETTER OF COMPLETION CITY ENGINEER CITY OF COLLEGE STATION COLLEGE STATION, TEXAS Dear Sir: DATE:_,,_L.=o<;'+-/L......_,_~.,,6'---o=o __ RE: c?MPLETION OF 114.11r - .Da wh e ;< Se HCA ,L, n. e... The purpose of our letter is to request that the following listed improvements be approved and accepted as being constructed under city inspection and completed according to plans and specifications as approved and required by the City of College Station, Texas. This approval and acceptance by the City is requested in order that we may finalize any sub - contracts and to affirm their warranty on the work. This approval and acceptance by the City of the improvements listed below does hereby void the letter of guarantee for the listed improvements on the above reference project. The one year warranty is herby affirmed and agreed to by -~~~~l<'.'.~<-·~'2 .... rl'-'------and by their sub-contractors as indicated by signatures below . WORK COMPLETED ' ~ 111 :6--t~ Sew0 ACCEPTANCE & APPROVAL DATE /cJ. / / 5 /c;o I 7 Contractor: n X:.Lp IA Address: / Zt? 2 Gn1-~"'< .£.:/7. c;;//gµ S-z£?Za 1 TX 7?/<'/S Signature: /2..-2/-00 Description Construction Cost Estimate Sewer Line Construction Ha r ley Subdivision College Station, Texas Quantity 8" PVC Pipe -SDR-26 (ASTM 0-3034) _m_ LF 8" PVC Pressure Pipe -(ASTM D-2241) 787 LF 8" Ductile Iron Pipe CL 250 or 350 250 LF Concrete Piers (24 in .) 32 LF Silt Fence 320 LF Pipe Guard 2 EA Manholes < 6 feet depth ~'/ EA Manholes 6 to 8 feet depth 2 EA Manhole T ie-In 1 EA Manhole Markers $~ EA Trench Safety 1960 LF Seeding & Hydromulching 3000 SY Surveying/Layout 1 LS Total I ~ Un it Price Cost $24 .00 I $22, 128.00 $26 .00 $20,462 .00 $30 .00 $7,506 .00 $75 .00 $2,400 .00 $2 .50 $800 .00 $600 .00 $1,200 .00 $1,800 .00 $5,400-06' ?,~ "· <.1 4 $2,000 .00 $4,000 .00 $450.00 $450 .00 $75 .00 ..$376.00 L/S'D :o., $1 .0 0 $1 ,960 .00 $0.50 $1,500.00 $800 .00 $800 .00 ~I l $ 8 ,981.00 I ~7). ll v ------=---~ /Ot s&/00 COLLEGE STATION P. 0 . Box 9960 October 29, 1998 Mr . Michael G. Hester, P .E . Hester Engineering Company 7607 Eastmark Drive, Suite 253-B College Station, TX 77840 Re: Oversize Participation Request Harley-Davidson Site 1101 Te x as Avenue Tel : 409 764 3500 Harley-Davidson Subdivision, Block One, Lot One Dear Mr. Hester: C oll ege Statio n , T X 77 84 2 Tilis is in response to your October 19, 1998, request for Oversized Participation for the above referenced site. In order to process your request, the following additional information is required : • An impact analysis to justify the adequacy of an 8" waterline to serve the site . • A construction cost estimate for an 8" waterline through the Barker Tract. • A construction cost estimate for an 8" waterline through the Luther Jones Tract. • Reason.S why the Harley-Davidson site does not desire to pursue water and sewer reimbursement for the Barker Tract via the Reimbursement for the Extension of Water and Sewer Mains criteria (Chapter 11, Section 3A of the Code of Ordinances). We will be meeting with our legal staff to discuss the options available to Council to aid in construction through monthly payments . Please submit the above requested information by November 18, 1998, for consideration on the D ecember 10, 1998, Council meeting . If you have any questions, please contact me at 764-3750 . Sincerely, J11 )> t~~ J~dre Graduate Engineer Development Services Department cc: Veronica Morgan, P.E., Assistant City Engineer Shirley Volk, Development Coordinator file · Home of Texas A&M Un iversity Description Construction Cost Estimate Sewer Line Construction Harley Subdivision College Station, Texas Quantity 8" PVC Pipe -SDR-26 (ASTM D-3034) 922 LF 8" PVC Pressure Pipe -(ASTM D-2241) 787 LF 8" Ductile Iron Pipe CL 250 or 350 250 LF Concrete Piers (24 in .) 32 LF Silt Fence 320 LF Pipe Guard 2 EA Manholes < 6 feet depth 3 EA Manholes 6 to 8 feet depth 2 EA Manhole Tie -In 1 EA Manhole Markers 5 EA Trench Safety 1960 LF Seeding & Hydromulching 3000 SY Surveying/Layout 1 LS Total Unit Price Cost $24 .00 $22 ,128 .00 $26 .00 $20,462.00 $30 .00 · $7 ,506 .00 $75 .00 $2,400.00 $2 .50 $800 .00 $600 .00 $1 ,200 .00 $1 ,800 .00 $5,400.00 $2 ,000 .00 $4,000 .00 $450 .00 $450.00 $75 .00 $375.00 $1 .00 $1 ,960.00 $0.50 $1 ,500 .00 $800 .00 $800 .00 iss,9s1.oo TEX CON General Con tractors Div. of CDS En terprises, Inc. 1707 Gra ham Rd. • Co ll ege Station , TX 77845 • 409-690 -7711 • Fax: 409-690-9797 September 13 , 2000 Natalie Thomas Ruiz Dev elopment Coordinator 1101 Texas Avenue City of College Station College Station, Texas 77845 Re : Sanitary Sewer Construction Drawings -Harley Subdivision -College Station, Texas Dear Ms . Rui z : Attached are two copies of the revised Sheet 1 of 4 for the sewer line construction drawings for the above referenced project. The drawings were previously approved , but during the platting process it was determined to extend the sewer line across Lot 2 . This drawing reflects this change. Also attached is a revised construction cost estimate. If you have any questions or need additional information, please feel free to give me a call at 690-7711. Sincerely Yours , Joe Schultz, P .E. Ci v il Engineer Attachments cc : Tim Welsh -C .F . Jordan Commercial , L.P . TEX, CON General Contra ctors Div. of CD S Enr erprises, /nc. 1707 Graham Rd. • College Station , TX 77 845 • 409-690-7711 • Fax: 409-690-9797 June 13, 2000 Natalie Thomas Rui z Development Coordinator 1101 Texas Avenue City of College Station College Station, Texas 77845 Re: Sanitary Sewer Construction Drawings -Harley Subdivision -College Station, Texas Dear Ms. Rui z: Attached are 2 copies of the construction drawings for the above referenced project. Platting of the project will be provided by Curtis Strong, R.P.L.S ., vv ith Strong Surveying. If you have any questions or need additional information , please feel free to give me a call at 690-7711. Sincerely Yours, Jo.., Schultz, P .E. Civil Engineer Attachments COLLEGE STATION ENGINEERING STORMWATER DRAINAGE ANALYSIS HARLEY DAVIDSON FACILITY 4101 STATE HWY#6 COLLEGE STATION, TEXAS FOR: RUSS WELCH BY: M. L. HAMMONS, P .E .. 1700 GEORGE BUSH EAST, STE 240 COLLEGE STATION, TEXAS 77840 STORMWATER DRAINAGE ANALYSIS HARLEY DAVIDSON FACILITY CITY OF COLLEGE STATION 4101 STATE HYW#6 COLLEGE STATION, TEXAS I, M. L. Hammons, P .E., as Engineer for site grading and drainage of this development site, by seal and signature , certify that this analysis and the resultant facilities design , to the best of my knowledge and intent , are in compliance with the City of Bryan Storm Drainage Ordinances. TABLE of CONTENTS Page REPORT .............................. 1 Introduction Existing Site Drainage Proposed Site Drainage Drainage Design Criteria Allowable Stormwater Runoff Calculations Post Development Runoff and Pond Routing Detention Pond Volume Summary Conclusions 1 1 2 2 2 4 5 5 6 FIGURES .............................. . Vicinity Map 7 Site Plan 8 Flood Plain Map 9 City Stormwater Management Map 10 Stormwater Hunoff Map 11 Site Grading & Drainage 12 Outlet Structure 13 APPENDIX ·-·A Pre-Development Site Discharge Hydrographs APPENDIX B Post DevelopmenU Off Site Hydrographs APPENDIX C Post DevelopmenU To Pond Hydrographs APPENDIX D ................................. . Detention Pond Hydrographs APPENDIX E ................................. . Reservoir Report 1 PROJECT DRAINAGE RUSS WELCH HARLEY DAVIDSON OWNER: MR. RUSS WELCH SITE ADDRESS : 4101 S. H. #6 SOUTH COLLEGE STATION , TEXAS INTRODUCTION Mr. Russ Welch is owner of a land tract identified by the address above, located in the Harley Subdivision in the City of College Station, Texas. It is a 2.32 acre undeveloped tract that is currently being proposed for development as a Harley Davidson dealership with motorcycle sales and service. The site is located on the East side of State Highway 116 as shown by the site vicinity map and displayed as Figure 1 in this report. It is bounded to the North, East and South by undeveloped grassland ; and to the West by the East access road of State Highway 116 . The tract and the adjacent areas are vegetated with grass and natural shrubs with one significant oak tree that is to be protected and left in place . The proposed site development is displayed as Figure 2 in this report . The object of this study, and the facilities resulting therefrom, is to meet City of College Station drainage criteria by establishing storm water runoff control (w/ post development runoff attenuated to a runoff rate not to exceed the pre-development runoff rate) of rain storm events up to and including the 100 year event. Flow management to prevent erosion or other runoff inflicted damage to adjacent downstream property is also included . EXISTING SITE DRAINAGE The site is not located in, or eminently near, the 100 year flood plain as identified by FIRM map #48041C0205 C of JULY 1992. A section of the flood plain map is shown herein as Figure 3 . According to Figure II - 3 of the Stormwater Management Plan for the City of College Station as presented by the "Drainage Policy and Design Standards", this site is located in the Lick Creek Drainage area , between North Fork Lick Creek and South Fork Lick Creek. See Figure 4 of this report. Curr~nt surface drainage is sheet drainage from the street frontage right-of-way to the back of the tract . All drainage then continues in the same general direction across adjacent property. There I are no flowing streams originating on, or passing through the development tract; nor is there erosion channelization within the property lines PROPOSED SITE DRAINAGE . To achieve the City of College Station, ordinance mandated, stormwater control criteria, this proposed stormwater control design routs a portion of the runoff through a stormwater detention facility. The detention system will impound the inflowing water that is then discharged at a rate that will result in a total site discharge no greater than the pre-development run-off. The pre-development and post-development runoff rates are determined by "lntelisolve-Hydraflow" computer software using the Rational Method of calculation with the hydrograph receding leg time factor-vs-the incline leg time factor of 2:1. The detention pond discharge structure is designed by repeated routing calculations until the outlet orifices and overflow elevations achieve the proper control characteristics and discharge rate . The local 1-0-F curve characteristics are included in the software data. This detention facility is to be constructed with a grass bottom, a concrete pilot channel a properly sized detention pond and properly sized discharge outlet. The discharge control orifice and rip-rap flow channel is designed to transport all attenuated flow to the existing highway tl6 borrow ditch at a point near the southwest comer of the development tract. The detention storage area is designed with capacity to accommodate the 100 year storm event with the lowest point (invert) at 276.3' elevation and overflow (spill) at 278 .0' elevation , which is sufficiently below any critical areas within the development tract, including the building floor elevation of 279.0'. DRAINAGE DESIGN CRITERIA As previously stated, to provide ordinance compliance within this development, the post development stormwater runoff will not exceed the pre-development runoff at any storm frequency. The stormwater drainage pattern at this particular site is designed for part of the tract to drain into the detention pond and part of the tract to drain off site as surface runoff. The runoff pattern is shown by Figure 5 . With the configuration shown, 1.159 acres drain through the detention pond and 1 .161 acres surface drains to adjacent acreage. ALLOWABLE STORMWATER RUNOFF CALCULATIONS Also previously stated, the City of College Station ordinance requires that the developed stormwater runoff rate from a site shall not exceed the pre-development runoff rate . The pre- development runoff rate for this site is determined using the Rational Method with computer aided calculations. Detention Pond Inflow Area : 1.159 ac Composit "C" -factor: 0 .82 Event Intensities : (from local 1-0-F curve) 2 5yr = 7.42 10yr= 8 .16 25yr= 9.59 100yr = 12.18 ALLOWABLE SITE RUNOFF CALCULATIONS : PRE-DEVELOPMENT flow calculations : Calculations are by "lntelisolve-Hydraflow" computer software. Calculations are based on the rational method of calculation with a "C" factor of 0.35 , and are shown by computer printout in Appendix "A". Os= 6.03 cfs 0 10 = 6 .62 cfs 0 2s = 7 .79 cfs Oso = 8 .73 cfs 0 100 = 9 .89 cfs POST DEVELOPMENT flow calculations : Post development, non detention discharges to adjacent tracts . Post development C factors are 0 .35 for natural soil (pervious) and 0 .95 for roof and pavement (impervious). Runoff to adjacent land : (Appendix "B ") (Pervious) Os= 2 .30 010 = 2 .53 0 2s = 2.98 Oso = 3.34 0100 = 3.78 (Impervious) Os = 1.93 010=2.12 0 2s = 2 .50 Oso = 2 .80 0100 = 3 .17 Post development, discharges to detention pond . Post development C factors are 0 .35 for natural soil (pervious) and 0.95 for roof and pavement (impervious). Runoff to Pond : {Appendix "C") (Pervious) Os = 0.63 010 = 0 .70 0 2s = 0 .82 0 50 = 0 .92 0100 = 1.04 3 (Impervious) 05 = 6.45 010 = 7.09 025 = 8 .34 0 50 = 9.35 0100 = 10.58 ACCORDINGLY, DETENTION POND DISCHARGE ALLOWABLES ARE: 0 5 = 6.03(existing) -2.30 -1.93(adjacent) = 1.80 cfs(allowable discharge) 0 10 = 6.62 - 2 .53 -2.12 = 1.97 cfs 0 25 = 7.79 -2.98 -2 .50 = 2 .31 cfs 0 50 = 8 .73 -3 .34 -2.80 = 2.59 cfs 0 100 = 9 .89-3.78-3 .17 = 2.94 cfs POST DEVELOPMENT RUNOFF AND POND ROUTING CALCULATIONS Post development flow rates (Rational Method) have been calculated by computer software previously identified by this report . Drainage area is as indicated on the drainage map and is used along with C factor, Intensity and Area information as input data . Developed drainage area to the detention pond= 50,500sf Note -The impervious I pervious land area values have been measured by computer with cad drawings of the proposed site development. Impervious C factor= 0.95 Pervious C factor= .35 Composit C factor= 0 .82 "I" varies with stonn event frequency and is automatically derived from the 1-D-F curve that has been "input'' into the Hydraflow program. The accuracy of the 1-D-F program data has been checked manually and it matches the intensity values used for pre-development runoff calculations above . DETENTION POND FLOW CHARACTERISTICS: When computer routed through the pond depicted by construction drawing C1 .1, the controlled flow pond discharge values are: Controlled Discharae Rates Allowable Rates 05 = 1. 14 05 = 1. 80 010 = 1.18 010 = 1. 97 025 = 1.24 025 = 2.31 0 50 = 1.28 0 50 = 2.59 0100 = 1.34 0100 = 2 .94 4 • DETENTION POND VOLUME The detention pond has been designed to meet the storage volume requirements for the 100 year stonn event, and to manage meted discharge flow to a stonn event equal to or greater than the 100 year event, into the street borrow ditch without damage to the development tract or adjacent property. The pond configuration plan is submitted as part of the site development drawings as sheet C1 .1, and as presented herein as Figure "116 . The "lntelisolve-Hydraflow" software includes reservoir considerations via calculations of pond phys ical data manually introduced . The pond surface areas -vs -elevations are also manually entered . With such data, the software calculates required pond levels to accommodate the water detained by orifice flow constriction . The surface -vs -elevation data for this pond , at the 100 year stonn even are: Elevation 276.30 277.00 277.50 278.00 278.50 Pond Surface Area O.Osf 3710sf 9540sf 15360sf As shown by the routing hydrograph reports of Appendix "D", the maximum liquid level elevation during the 100 year stonn event is 277 .83. An outlet structure discharge weir (spill) has been set at 278 .00 elevation and pond overflow is at 278.50 elevation . Appendix "E " presents the software produced reservoir report of the pond stage I storage I discharge table. Outlet structure infonnation is included in the reservoir report. A schematic sketch of the outlet structure is also included as Figure #7 . SUMMARY -OUTLET ORIFICE, PONDING LEVEL, WALL HEIGHT .......... Top of Outlet Structure@ 278.75 ' Elevation .......... Top of Pond Embankment@ 278.50 ' Elevation .......... Weir (spill) Discharge@ 278.00 ' Elevation .......... 6" Round Orifice Pond Discharge to Street Borrow Ditch @ 276.30 Invert Elevation .......... Q 5 pond@ 77.52 Elevation .......... 0 10 pond@ 77 .57 Elevation .......... 0 25 pond@ 77.66 Elevation .......... 0 50 pond @ 77 . 7 4 Elevation .......... Q100 pond@ 77 .83 Elevation 5 • CONCLUSIONS: By use of the pond and outlet structure described herein and presented by construction drawings , the stormwater control criteria for the City of College Station have been met or exceeded . 6 FIGURES • • 11 1 m • FIGURE #1 SITE VICINITY MAP • FIGURE#7 OUTLET STRUCTURE • Hydrograph Report Hyd. No. 7 PRE DEV/ SITE Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 100 yrs = 2 .32 ac = 12.18 in/hr = BRAZOS.IDF Hydrograph Discharge Table Time -Outflow (min cfs) 1 0 .99 2 1 .98 3 2 .97 4 3 .96 5 4 .94 6 5.93 7 6 .92 8 7 .91 9 8.90 10 9.89 « 11 9 .39 12 8 .90 13 8 .40 14 7.91 15 7 .42 16 6 .92 17 6 .43 18 5 .93 19 5 .44 20 4 .94 21 4.45 22 3 .96 23 3.46 24 2.97 25 2 .47 26 1.98 27 1.48 28 0 .99 29 0.49 ... End Peak discharge = 9 .89 cfs Time interval = 1 min Runoff coeff. = .35 Time of cone. (Tc) = 10 min Reced . limb factor = 2 Total Volume= 8 ,899 cuft, 0 .20 acft Page 1 Hydrograph Report Page 1 Hyd. No. 7 PRE DEV/ SITE Hydrograph type = Rational Peak discharge = 8 .73 cfs Storm frequency = 50 yrs Time interval = 1 min Drainage area = 2.32 ac Runoff coeff. = .35 Intensity = 10.75 in/hr Time of cone. (Tc) = 10 min 1-D-F Curve = BRAZOS.IDF Reced. limb factor = 2 Total Volume = 7,8fE cult, 0 .18 acft Hydrograph Discharge Table Time -Outflow (min cfs) 1 0 .87 2 1 .75 3 2 .62 4 3 .49 5 4 .37 6 5 .24 7 6 .11 8 6 .99 9 7 .86 10 8 .73 << 11 8 .30 12 7 .86 13 7.42 14 6.99 15 6.55 16 6 .11 17 5 .68 18 5 .24 19 4 .80 20 4 .37 21 3 .93 22 3.49 23 3.06 24 2 .62 25 2 .18 26 1 .75 27 1.31 28 0 .87 29 0 .44 ... End Hydrograph Report Hyd. No. 7 PRE DEV/ SITE Hydrograph type Storm frequency Drainage area Intensity 1-D-F Curve = Rational = 25 yrs = 2 .32 ac = 9.59 in/hr = BRAZOS .IDF Hydrograph Discharge Table Time -Outflow (min cfs) 1 0 .78 2 1.56 3 2.34 4 3 .12 5 3.90 6 4 .67 7 5.45 8 6 .23 9 7 .01 10 7 .79 « 11 7 .40 12 7 .01 13 6.62 14 6.23 15 5 .84 16 5 .45 17 5.06 18 4 .67 19 4 .28 20 3 .90 21 3 .51 22 3 .12 23 2.73 24 2 .34 25 1 .95 26 1 .56 27 1 .17 28 0 .78 29 0 .39 ... End Page 1 Peak discharge = 7 .79 cfs Time interval = 1 min Runoff coeff. = .35 Time of cone. (Tc) = 10 min Reced . limb factor = 2 Total Volume = 7,012 cult, 0 .16 acft Hydrograph Report Page 1 Hyd. No. 7 PRE DEV/ SITE Hydrograph type = Rational Peak discharge = 6.62 cfs ' Storm frequency = 10 yrs Time interval = 1 min Drainage area = 2 .32 ac Runoff coeff. = .35 Intensity = 8.16 in/hr Time of cone. (Tc) = 10 min 1-D-F Curve = BRAZOS .IDF Reced. limb factor = 2 Total Volume= 5 ,961cuft,0 .14acft Hydrograph Discharge Table Time -Outflow (min cfs) 1 0.66 2 1.32 3 1 .99 4 2 .65 5 3 .31 6 3 .97 7 4 .64 8 5 .30 9 5.96 10 6 .62 << 11 6 .29 12 5 .96 13 5.63 14 5.30 15 4 .97 16 4 .64 17 4 .31 18 3.97 19 3.64 20 3 .31 21 2 .98 22 2 .65 23 2 .32 24 1.99 25 1.66 26 1.32 27 0.99 28 0.66 29 0 .33 ... End Hydrograph Report Page 1 Hyd. No. 7 PRE DEV/ SITE Hydrograph type = Rational Peak discharge = 6 .03 cfs Storm frequency = 5 yrs Time interval = 1 min Drainage area = 2.32 ac Runoff coeff. = .35 Intensity = 7.42 in/hr Time of cone. (Tc) = 10 min 1-D-F Curve = BRAZOS.IDF Reced. limb factor = 2 Total Volume = 5,423 cuft, 0.12 acft Hydrograph Discharge Table Time -Outflow (min cfs) 1 0 .60 2 1 .21 3 1.81 4 2.41 5 3 .01 6 3 .62 7 4 .22 8 4.82 9 5 .42 10 6 .03 << 11 5.72 12 5 .42 13 5 .12 14 4 .82 15 4 .52 16 4.22 17 3 .92 18 3 .62 19 3.31 20 3 .01 21 2.71 22 2 .41 23 2.11 24 1 .81 25 1 .51 26 1.21 27 0.90 28 0 .60 29 0.30 ... End - --------------' • • • • I I II • • 8 XION3ddV' Hydrograph Report Page 1 t Hyd. No. 11 POST DEV. I OFF-SITE Hydrograph type = Combine Peak discharge = 6.95 cfs Storm frequency = 100 yrs Time interval = 1 min 1st inflow hyd. No. = 9 2nd inflow hyd. No. = 10 --Total Volume = 6,255 cuft, 0.14 acft Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow t (min) (cfs) (cfs) (cfs) 1 0.38 0.32 0.69 2 0.76 0.63 1.39 3 1.13 0.95 2.08 • 4 1.51 1.27 2.78 5 1.89 1.58 3.47 6 2.27 1.90 4.17 7 2.65 2.22 4.86 8 3.02 2.54 5.56 9 3.40 2.85 6.25 10 3.78 << 3.17 << 6.95 << • 11 3.59 3.01 6.60 12 3.40 2.85 6.25 13 3.21 2.69 5.91 14 3.02 2.54 5.56 15 2.84 2.38 5.21 16 2.65 2.22 4.86 • 17 2.46 2.06 4.52 18 2.27 1.90 4.17 19 2.08 1.74 3.82 20 1.89 1.58 3.47 21 1.70 1.43 3.13 22 1.51 1.27 2.78 23 1.32 1.11 2.43 24 1.13 0.95 2.08 25 0.95 0.79 1.74 26 0.76 0.63 1.39 27 0.57 0.48 1.04 28 0.38 0.32 0.69 29 0.19 0.16 0.35 ... End Hydrograph Report Page 1 Hyd. No. 11 POST DEV. I OFF-SITE I Hydrograph type = Combine Peak discharge = 6.14 cfs Storm frequency = 50 yrs Time interval = 1 min 1st inflow hyd . No. = 9 2nd inflow hyd . No. = 10 Total Volume = 5 ,524 cutt, 0 .13 acft Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (min) (cfs) (cfs) (cfs) 1 0.33 0.28 0.61 2 0 .67 0 .56 1.23 3 1.00 0.84 1 .84 4 1.34 1.12 2.46 5 1.67 1.40 3 .07 6 2.00 1.68 3 .68 7 2 .34 1 .96 4.30 8 2 .67 2.24 4.91 9 3.00 2.52 5.52 10 3.34 << 2.80 << 6.14 << 11 3 .17 2.66 5.83 12 3 .00 2 .52 5 .52 13 2 .84 2.38 5 .22 14 2 .67 2.24 4 .91 15 2.50 2.10 4 .60 16 2 .34 1.96 4.30 • 17 2 .17 1.82 3 .99 18 2 .00 1.68 3 .68 19 1.84 1.54 3 .38 20 1 .67 1 .40 3 .07 21 1.50 1.26 2 .76 22 1 .34 1.12 2.46 23 1.17 0.98 2.15 24 1.00 0 .84 1.84 25 0.83 0.70 1.53 26 0.67 0 .56 1.23 27 0.50 0.42 0.92 28 0 .33 0 .28 0.61 29 0 .17 0.14 0 .31 ... End • I ' • I I Hydrograph Report Hyd. No. 11 POST DEV./ OFF-SITE Hydrograph type Storm frequency 1st inflow hyd . No. = Combine = 25 yrs = 9 Hydrograph Discharge Table Time 1st Inflow + (min) (cfs) 1 0 .30 2 0 .60 3 0 .89 4 1 .19 5 1 .49 6 1.79 7 2.09 8 2 .38 9 2 .68 10 2.98 << 11 2.83 12 2.68 13 2 .53 14 2 .38 15 2.23 16 2 .09 17 1.94 18 1.79 19 1 .64 20 1 .49 21 1 .34 22 1 .19 23 1 .04 24 0 .89 25 0 .74 26 0 .60 27 0 .45 28 0 .30 29 0 .15 ... End Page 1 Peak discharge = 5.48 cfs Time interval = 1 min 2nd inflow hyd . No. = 10 Total Volume = 4 ,929 cuft, 0 .11 acft 2nd Inflow = Outflow (cfs) (cfs) 0.25 0 .55 0 .50 1.10 0.75 1.64 1 .00 2 .19 1 .25 2.74 1.50 3 .29 1 .75 3 .83 2 .00 4 .38 2.25 4.93 2 .50 << 5 .48 << 2.37 5.20 2 .25 4 .93 2.12 4 .65 2 .00 4 .38 1.87 4 .11 1 .75 3.83 1 .62 3 .56 1 .50 3 .29 1 .37 3 .01 1 .25 2 .74 1 .12 2 .46 1 .00 2 .19 0 .87 1 .92 0.75 1 .64 0 .62 1 .37 0 .50 1 .10 0 .37 0 .82 0.25 0.55 0 .12 0 .27 Hydrograph Report Page 1 Hyd. No. 11 POST DEV. I OFF-SITE Hydrograph type = Combine Peak discharge = 4.66 cfs Storm frequency = 10 yrs ) Time interval = 1 min 1st inflow hyd. No. = 9 2nd inflow hyd. No. = 10 Total Volume= 4,100cuft, 0.10acft Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (min) (cfs) (cfs) (cfs) 1 0.25 0.21 0.47 2 0.51 0.42 0.93 3 0.76 0.64 1.40 4 1.01 0.85 1.86 • 5 1.27 1.06 2.33 6 1.52 1.27 2.79 7 1.77 1.49 3.26 8 2.03 1.70 3.72 9 2.28 1.91 4.19 10 2.53 << 2.12 << 4.66 << • 11 2.41 2.02 4.42 12 2.28 1.91 4.19 13 2.15 1.80 3.96 14 2.03 1.70 3.72 15 1.90 1.59 3.49 16 1.77 1.49 3.26 ' 17 1.65 1.38 3.03 18 1.52 1.27 2.79 19 1.39 1.17 2.56 20 1.27 1.06 2.33 21 1.14 0.96 2.10 22 1.01 0.85 1.86 23 0.89 0.74 1.63 • 24 0.76 0.64 1.40 25 0.63 0.53 1.16 26 0.51 0.42 0.93 27 0.38 0.32 0.70 28 0.25 0.21 0.47 29 0.13 0.11 0.23 • . .. End , Hydrograph Report Page 1 Hyd. No. 11 POST DEV. I OFF-SITE !' Hydrograph type = Combine Peak discharge = 4.24 cfs Storm frequency = 5 yrs Time interval = 1 min 1st inflow hyd . No. = 9 2nd inflow hyd . No . = 10 Total Volume= 3,812 cult, 0 .00 acft Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (min) (cfs) (cfs) (cfs) 1 0.23 0 .19 0.42 2 0 .46 0 .39 0.85 3 0.69 0.58 1.27 4 0 .92 0.77 1.69 5 1 .15 0 .97 2 .12 6 1 .38 1 .16 2.54 7 1.61 1.35 2 .96 8 1.84 1.55 3 .39 9 2 .07 1.74 3.81 10 2 .30 << 1 .93 << 4.24 << 11 2 .19 1.84 4 .02 12 2.07 1.74 3.81 13 1.96 1.64 3 .60 14 1.84 1.55 3 .39 15 1.73 1 .45 3 .18 16 1.61 1.35 2.96 • 17 1.50 1.26 2 .75 18 1 .38 1 .16 2 .54 19 1 .27 1 .06 2.33 20 1.15 0 .97 2 .12 21 1.04 0.87 1 .91 22 0 .92 0.77 1.69 23 0 .81 0 .68 1.48 24 0.69 0.58 1 .27 25 0 .58 0.48 1.06 26 0.46 0.39 0.85 27 0.35 0 .29 0.64 28 0 .23 0 .19 0.42 29 0.12 0 .10 0.21 ... End • ............................. ............................. ····························· ............................. . ·.·.·.·.·.·.·.·.·.·.-.·.·.·.-.·.·.·.·.-.·.·.·.·.·.-.-.-.· . ····························· ·.·.·.·.·.·.·.·.·.·.·.·.·.·.-.·.·.·.·.·.·.·.·.·.·.·.·.·.·.· ·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.-.·.·.·.·.·.·.·.·.·.·.·.·.· :-:·:·:·:·:·:·:-:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·: .............................. ····························· .............................. ............................. .............................. ............................. ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: • • • II (..) >< -c z w a.. a.. <C -- • ' ' • Hydrograph Report Hyd. No. 3 POST DEV. TO POND Hydrograph type Storm frequency 1st inflow hyd. No. = Combine = 100 yrs = 1 Hydrograph Discharge Table Time 1st Inflow + (min) (cfs) 1 0.10 2 0.21 3 0.31 4 0.42 5 0.52 6 0.62 7 0.73 8 0.83 9 0.94 10 1.04 << 11 0.99 12 0.94 13 0.88 14 0.83 15 0.78 16 0.73 17 0.68 18 0.62 19 0.57 20 0.52 21 0.47 22 0.42 23 0.36 24 0.31 25 0.26 26 0.21 27 0.16 28 0.10 29 0.05 . .. End Page 1 Peak discharge = 11.62 cfs Time interval = 1 min 2nd inflow hyd. No. = 2 Total Volume= 10,462 cuft, 0.24acft 2nd Inflow = Outflow (cfs) (cfs) 1.06 1.16 2.12 2.32 3.18 3.49 4.23 4.65 5.29 5.81 6.35 6.97 7.41 8.14 8.47 9.30 9.53 10.46 10.58 << 11.62 << 10.06 11.04 9.53 10.46 9.00 9.88 8.47 9.30 7.94 8.72 7.41 8.14 6.88 7.56 6.35 6.97 5.82 6.39 5.29 5.81 4.76 5.23 4.23 4.65 3.70 4.07 3.18 3.49 2.65 2.91 2.12 2.32 1.59 1.74 1.06 1.16 0.53 0.58 • Hydrograph Report Hyd. No. 3 POST DEV. TO POND Hydrograph type Storm frequency 1st inflow hyd . No. = Combine = 50 yrs = 1 Hydrograph Discharge Table Time 1st Inflow + (min) (cfs) 1 0 .09 2 0 .18 3 0.28 4 0 .37 5 0.46 6 0.55 7 0.64 8 0 .73 9 0 .83 10 0 .92 << 11 0 .87 12 0 .83 13 0 .78 14 0 .73 15 0.69 16 0 .64 17 0 .60 18 0 .55 1 9 0 .51 20 0.46 21 0.41 22 0 .37 23 0 .32 24 0.28 25 0 .23 26 0 .18 27 0 .14 28 0.09 29 0.05 ... End Page 1 Peak discharge = 10.27 cfs Time interval = 1 min 2nd inflow hyd . No . = 2 Total Volume = 9 ,23:1 cuft, 0 .21 acft 2nd Inflow = Outflow (cfs) (cfs) 0 .93 1 .03 1 .87 2.05 2.80 3 .08 3 .74 4 .11 4 .67 5 .13 5 .61 6 .16 6 .54 7 .19 7 .48 8.21 8.41 9 .24 9.35 << 10.27 « 8 .88 9 .75 8 .41 9.24 7 .95 8 .73 7.48 8 .21 7.01 7.70 6 .54 7 .19 6 .08 6.67 5 .61 6 .16 5.14 5.65 4 .67 5 .13 4 .21 4 .62 3 .74 4 .11 3 .27 3.59 2 .80 3 .08 2 .34 2 .57 1 .87 2 .05 1 .40 1.54 0 .93 1.03 0.47 0 .51 Hydrograph Report Page 1 Hyd. No. 3 POST DEV. TO POND Hydrograph type = Combine Peak discharge = 9 .1 6 cfs Storm frequency = 25 yrs Time interval = 1 min 1st inflow hyd . No. = 1 2nd inflow hyd. No . = 2 Total Volume = 8 ,244 cuft, 0 .19 acft Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (min) (cfs) (cfs) (cfs) 1 0.08 0 .83 0 .92 2 0 .1 6 1 .67 1.83 3 0 .25 2 .50 2.75 4 0.33 3 .34 3.66 5 0.41 4 .17 4 .58 6 0 .49 5.00 5.50 7 0.57 5 .84 6 .41 8 0.66 6.67 7 .33 9 0.74 7 .51 8 .24 10 0 .82 << 8 .34 << 9 .16 << 11 0 .78 7.92 8 .70 12 0 .74 7 .51 8.24 13 0.70 7 .09 7.79 14 0.66 6 .67 7.33 15 0 .61 6 .26 6 .87 16 0.57 5.84 6.41 17 0 .53 5.42 5.95 18 0 .49 5 .00 5.50 19 0.45 4 .59 5 .04 20 0 .41 4 .17 4.58 21 0 .37 3 .75 4 .12 22 0 .33 3.34 3 .66 23 0 .29 2.92 3 .21 24 0 .25 2.50 2.75 25 0.20 2 .09 2 .29 26 0.16 1 .67 1.83 27 0.12 1.25 1 .37 28 0 .08 0 .83 0 .92 29 0 .04 0.42 0.46 ... End • Hydrograph Report Page 1 Hyd. No. 3 POST DEV. TO POND Hydrograph type = Comb ine Peak discharge = 7 . 79 cfs Storm frequency = 10 yrs Time interval = 1 min 1st inflow hyd. No. = 1 2nd inflow hyd . No. = 2 T otal Volume = 7,CIJ3 cult, 0 .16 acft Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (min) (cfs) (cfs) (cfs) 1 0 .07 0 .71 0 .78 2 0 .14 1 .42 1 .56 3 0.21 2.13 2 .34 4 0 .28 2 .84 3 .11 5 0 .35 3.55 3 .89 6 0.42 4 .25 4.67 7 0 .49 4 .96 5 .45 8 0 .56 5 .67 6 .23 9 0.63 6 .38 7.01 10 0 .70 << 7.09 << 7 .79 « 11 0 .66 6.74 7.40 12 0 .63 6 .38 7 .01 13 0 .59 6 .03 6.62 14 0 .56 5 .67 6 .23 15 0 .52 5 .32 5 .84 16 0 .49 4 .96 5.45 17 0.45 4 .61 5.06 18 0 .42 4.25 4 .67 19 0 .38 3 .90 4.28 20 0.35 3 .55 3 .89 21 0.31 3 .19 3 .50 22 0.28 2 .84 3 .11 23 0 .24 2 .48 2 .73 24 0.21 2 .13 2 .34 25 0 .17 1 .77 1 .95 26 0 .14 1 .42 1 .56 27 0 .10 1 .06 1 .17 28 0 .07 0 .71 0 .78 29 0 .03 0 .35 0 .39 ... End • a Hydrograph Report Hyd. No. 3 POST DEV. TO POND Hydrograph type Storm frequency 1st inflow hyd. No. = Combine = 5 yrs = 1 Hydrograph Discharge Table Time 1st Inflow + (min) (cfs) 1 0.06 2 0.13 3 0.19 4 0.25 5 0.32 6 0.38 7 0.44 8 0.51 9 0.57 10 0.63 << 11 0.60 12 0.57 13 0.54 14 0.51 15 0.48 16 0.44 17 0.41 18 0.38 19 0.35 20 0.32 21 0.29 22 0.25 23 0.22 24 0.19 25 0.16 26 0.13 27 0.10 28 0.06 29 0.03 ... End Page 1 Peak discharge = 7. 08 cfs Time interval = 1 min 2nd inflow hyd. No. = 2 Total Volume= 6,376 cuft, 0.15 acft 2nd Inflow = Outflow (cfs) (cfs) 0.65 0.71 1.29 1.42 1.94 2.13 2.58 2.83 3.23 3.54 3.87 4.25 4.52 4.96 5.16 5.67 5.81 "lf'''.' 6.38 6.45 << 7.08 << 6.13 6.73 5.81 6.38 5.48 6.02 5.16 5.67 4.84 5.31 4.52 4.96 4.19 4.60 3.87 4.25 3.55 3.90 3.23 3.54 2.90 3.19 2.58 2.83 2.26 2.48 1.94 2.13 1.61 1.77 1.29 1.42 0.97 1.06 0.65 0.71 0.32 0.35 I I II • • a x1aN3ddV Hydrograph Report Page 1 Hyd. No~ 4 DETENTION POND Hydrograph type = Reservoir Peak discharge = 1.34 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 3 Reservoir name = DETENTION Max. Elevation = 77.83 ft Mai. Storage = 0.20 acft Storage Indication melllod used. Total Volume= 9,809 cuft, 0.23 acft Hydrograph Discharge Table Time Inflow Elevation Culv.A Culv.B Culv. C Weir A WeirB WeirC Outflow (min) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 5 5.81 76.76 0.29 - -- --0.29 6 6.97 76.95 0.63 - --- -0.63 7 8.14 77.05 0.74 - -- --0.74 8 9.30 77.11 0.81 --- --0.81 9 10.46 77.19 0.88 - ----0.88 10 11.62 << 77.28 0.96 - ---- -0.96 11 11.04 77.37 1.03 - - ---1.03 12 10.46 77.45 1.09 - -- - -1.09 13 9.88 77.52 1.14 -- ---1.14 14 9.30 77.56 1.17 -----1.17 tr 15 8.72 77.60 1.19 --- --1.19 16 8.14 77.63 1.22 - - - --1.22 17 7.56 77.67 1.24 - -- - -1.24 18 6.97 77.69 1.26 - --- -1.26 19 6.39 77.72 1.27 --- - -1.27 20 5.81 77.75 1.29 -- - - -1.29 • 21 5.23 77.77 1.30 - - -- -1.30 22 4.65 77.78 1.31 - - ---1.31 23 4.07 77.80 1.32 - -- --1.32 24 3.49 77.81 1.33 -- -- -1.33 25 2.91 77.82 1.33 - - - - -1.33 26 2.32 77.83 1.34 ---- -1.34 27 1.74 77.83 1.34 -- - --1.34 28 1.16 77.83 « 1.34 --- --1.34 << 29 0.58 77.83 1.34 --- - -1.34 30 0.00 77.82 1.34 - --- -1.34 31 0.00 77.82 1.33 - - - - -1.33 32 0.00 77.81 1.33 - - - - -1.33 33 0.00 77.80 1.32 - -- --1.32 • 34 0.00 77.80 1.32 --- --1.32 35 0.00 77.79 1.32 -- ---1.32 36 0.00 77.78 1.31 -- -- -1.31 37 0.00 77.78 1.31 ---- -1.31 38 0.00 77.77 1.30 -----1.30 39 0.00 77.76 1.30 -----1.30 40 0.00 77.76 1.30 -----1.30 Continues on next page ... DETENTION POND Page 2 Hydrograph Discharge Table Time Inflow Elevation Culv.A Culv.B Culv.C Weir A WeirB WeirC Outflow (min) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 41 0.00 77.75 1.29 -- - - -1.29 42 0.00 77.75 1.29 - - - - -1.29 43 0.00 77.74 1.28 -----1.28 44 0.00 77.73 1.28 ---- -1.28 45 0.00 77.73 1.28 -- - - -1.28 46 0.00 77.72 1.27 - --- -1.27 47 0.00 77.71 1.27 -----1.27 48 0.00 77.71 1.27 - - - - -1.27 49 0.00 77.70 1.26 - - -- -1.26 50 0.00 77.70 1.26 - - ---1.26 51 0.00 77.69 1.25 ---- -1.25 52 0.00 77.68 1.25 - - - --1.25 53 0.00 77.68 1.25 - - - --1.25 54 0.00 77.67 1.24 ---- -1.24 55 0.00 77.66 1.24 ---- -1.24 56 0.00 77.66 1.23 - - - - -1.23 57 0.00 77.65 1.23 - ----1.23 58 0.00 77.65 1.23 - --- -1.23 59 0.00 77.64 1.22 - - - - -1.22 60 0.00 77.63 1.22 - - - - -1.22 61 0.00 77.63 1.21 - --- -1.21 62 0.00 77.62 1.21 - -- --1.21 63 0.00 77.62 1.21 - --- -1.21 • 64 0.00 77.61 1.20 - - - - -1.20 65 0.00 77.60 1.20 - - - - -1.20 66 0.00 77.60 1.20 ---- -1.20 67 0.00 77.59 1.19 - -- - -1.19 68 0.00 77.59 1.19 - --- -1.19 69 0.00 77.58 1.18 -- - - -1.18 • 70 0.00 77.58 1.18 -- - - -1.18 71 0.00 77.57 1.18 --- - -1.18 72 0.00 77.56 1.17 -- - - -1.17 73 0.00 77.56 1.17 -- - - -1.17 74 0.00 77.55 1.16 - -- - -1.16 75 0.00 77.55 1.16 - --- -1.16 76 0.00 77.54 1.16 - - -- -1.16 77 0.00 77.54 1.15 -- -- -1.15 78 0.00 77.53 1.15 ---- -1.15 79 0.00 77.52 1.14 -- - --1.14 80 0.00 77.52 1.14 ---- -1.14 81 0.00 77.51 1.14 - ----1.14 82 0.00 77.51 1.13 - ----1.13 • 83 0.00 77.50 1.13 - ----1.13 84 0.00 77.49 1.12 -----1.12 85 0.00 77.48 1.12 -----1.12 86 0.00 77.47 1.11 -----1.11 87 0.00 77.46 1.10 -----1.10 88 0.00 77.46 1.10 -----1.10 89 0.00 77.45 1.09 -- ---1.09 Continues on next page ... Hydrograph Report Page 1 Hyd. No. 4 DETENTION POND Hydrograph type = Reservoir Peak discharge = 1.28 cfs Storm frequency = 50 yrs Time interval = 1 min Inflow hyd. No. = 3 Reservoir name = DETENTION Max. Elevation = 77.74 ft Max. Storage = 0.18 acft Storage Indication method used. Total Volume= 8,586 cuft, 0.20 acft Hydrograph Discharge Table Time Inflow Elevation Culv.A Culv.B Culv.C Weir A WeirB WeirC Outflow (min) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 5 5.13 76.71 0.14 - -- - -0.14 6 6.16 76.88 0.53 -- - --0.53 7 7.19 77.02 0.71 -- - --0.71 8 8.21 77.08 0.78 - - - --0.78 9 9.24 77.15 0.84 - - ---0.84 10 10.27 << 77.22 0.91 ---- -0.91 11 9.75 77.30 0.98 -- - --0.98 12 9.24 77.38 1.04 - - - --1.04 13 8.73 77.44 1.09 -- - - -1.09 14 8.21 77.50 1.13 - - - - -1.13 ~ 15 7.70 77.54 1.15 - - - - -1.15 16 7.19 77.57 1.17 - - - --1.17 17 6.67 77.60 1.19 - - - --1.19 18 6.16 77.62 1.21 - --- -1.21 19 5.65 77.65 1.23 -----1.23 20 5.13 77.67 1.24 - - - - -1.24 • 21 4.62 77.68 1.25 - ----1.25 22 4.11 77.70 1.26 -----1.26 23 3.59 77.71 1.27 - - -- -1.27 24 3.08 77.72 1.27 --- - -1.27 25 2.57 77.73 1.28 - - - - -1.28 26 2.05 77.73 1.28 - - -- -1.28 27 1.54 77.74 << 1.28 - - -- -1.28 << r4'Stc 28 1.03 77.74 << 1.28 - - - - -1.28 29 0.51 77.73 1.28 --- - -1.28 30 0.00 77.73 1.28 - -- - -1.28 31 0.00 77.72 1.27 ---- -1.27 32 0.00 77.72 1.27 - -- - -1.27 33 0.00 77.71 1.27 -----1.27 • 34 0.00 77.70 1.26 ---- -1.26 35 0.00 77.70 1.26 - -- - -1.26 36 0.00 77.69 1.26 - - -- -1.26 37 0.00 77.69 1.25 - --- -1.25 38 0.00 77.68 1.25 - ----1.25 39 0.00 77.67 1.24 -----1.24 40 0.00 77.67 1.24 - --- -1.24 Continues on next page ... DETENTION POND Page 2 Hydrograph Discharge Table Time Inflow Elevation Culv.A Culv.B Culv.C Weir A WeirB WeirC Outflow (min) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 41 0.00 77.66 1.24 - - ---1.24 42 0.00 77.66 1.23 -- - - -1.23 43 0.00 77.65 1.23 -- - - -1.23 44 0.00 77.64 1.22 - - ---1.22 45 0.00 77.64 1.22 - - - --1.22 46 0.00 77.63 1.22 --- --1.22 47 0.00 77.63 1.21 - - ---1.21 48 0.00 77.62 1.21 - -- - -1.21 49 0.00 77.61 1.20 -- - - -1.20 50 0.00 77.61 1.20 - - ---1.20 51 0.00 77.60 1.20 - - - - -1.20 52 0.00 77.60 1.19 - - - - -1.19 53 0.00 77.59 1.19 ---- -1.19 54 0.00 77.58 1.19 -----1.19 55 0.00 77.58 1.18 - ----1.18 56 0.00 77.57 1.18 - - - --1.18 57 0.00 77.57 1.17 - ----1.17 58 0.00 77.56 1.17 -- - - -1.17 59 0.00 77.56 1.17 --- - -1.17 60 0.00 77.55 1.16 --- --1.16 61 0.00 77.54 1.16 - --- -1.16 62 0.00 77.54 1.15 --- - -1.15 63 0.00 77.53 1.15 - - ---1.15 , 64 0.00 77.53 1.15 -- - - -1.15 65 0.00 77.52 1.14 - - -- -1.14 66 0.00 77.52 1.14 - -- - -1.14 67 0.00 77.51 1.13 - ----1.13 68 0.00 77.50 1.13 --- --1.13 69 0.00 77.50 1.13 ---- -1.13 • 70 0.00 77.49 1.12 - -- - -1.12 71 0.00 77.48 1.11 -- -- -1.11 72 0.00 77.47 1.11 --- --1.11 73 0.00 77.46 1.10 -- - --1.10 74 0.00 77.45 1.09 - -- --1.09 75 0.00 77.44 1.08 ---- -1.08 76 0.00 77.43 1.08 --- --1.08 77 0.00 77.42 1.07 - ----1.07 78 0.00 77.41 1.06 ---- -1.06 79 0.00 77.40 1.06 -- ---1.06 80 0.00 77.40 1.05 - --- -1.05 81 0.00 77.39 1.04 -----1.04 82 0.00 77.38 1.04 --- --1.04 • 83 0.00 77.37 1.03 -----1.03 84 0.00 77.36 1.02 - ----1.02 85 0.00 77.35 1.02 --- --1.02 86 0.00 77.34 1.01 -----1.01 87 0.00 77.33 1.00 -- -- -1.00 88 0.00 77.32 1.00 -----1.00 89 0.00 77.32 0.99 -----0.99 Continues on next page ... ' • Hydrograph Report Hyd. No. 4 DETENTION POND Hydrograph type Storm frequency Inflow hyd . No. Max. Elevation = Reservoir = 25 yrs = 3 = 77.66 ft Storage Indication method used. Hydrograph Discharge Table Time Inflow Elevation Culv.A (min) (cfs) (ft) (cfs) 6 5.50 76 .82 0 .43 7 6 .41 76.99 0 .68 8 7.33 77 .05 0 .75 9 8.24 77 .11 0 .81 10 9 .16 « 77.18 0.87 11 8 .70 77 .25 0 .93 12 8.24 77 .31 0 .99 13 7 .79 77 .37 1.03 14 7 .33 77.43 1 .08 15 6 .87 77.48 1 .11 16 6.41 77 .52 1 .14 17 5 .95 77.54 1 .16 18 5 .50 77.56 1 .17 19 5 .04 77.58 1 .18 20 4 .58 77.60 1 .20 21 4 .12 77 .62 1.21 22 3 .66 77.63 1.22 23 3.21 77 .64 1 .22 24 2.75 77.65 1 .23 25 2.29 77.66 1.23 26 1.83 77.66 1 .24 27 1.37 77 .66 « 1.24 28 0 .92 77 .66 1 .24 29 0 .46 77 .66 1 .23 30 0 .00 77 .65 1 .23 31 0 .00 77 .65 1 .23 32 0.00 77.64 1.22 33 0 .00 77.64 1 .22 34 0 .00 77.63 1 .22 35 0 .00 77.62 1 .21 36 0 .00 77.62 1 .21 37 0 .00 77 .61 1 .20 38 0 .00 77.61 1 .20 39 0 .00 77 .60 1.20 40 0 .00 77.59 1 .19 41 0 .00 77.59 1.19 Page 1 Peak discharge = 1.24 cfs f Time interval = 1 min Reservoir name = DETENTION Max. Storage = 0.16 acft Total Volume = 7 ,sg) cuft, 0 .17 acft Culv.B Culv.C Weir A WeirB WeirC Outflow (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0 .43 0.68 0 .75 0 .81 0 .87 0 .93 0.99 1 .03 1.08 1 .11 1.14 1 .16 1 .17 1 .18 1 .20 1.21 1.22 1.22 1.23 1.23 1.24 1 .24 << 1 .24 1 .23 1.23 1.23 1 .22 1.22 1.22 1.21 1 .21 1 .20 1 .20 1 .20 1 .19 1 .19 Continues on next page ... DETENTION POND Page 2 Hydrograph Discharge Table Time Inflow Elevation Culv.A Culv.B Culv. C Weir A WeirB WeirC Outflow (min) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 42 0.00 77.58 1.18 - -- --1.18 43 0.00 77.58 1.18 -- -- -1.18 44 0.00 77.57 1.18 ---- -1.18 45 0.00 77.57 1.17 - - ---1.17 46 0.00 77.56 1.17 - - -- -1.17 47 0.00 77.55 1.16 - - ---1.16 48 0.00 77.55 1.16 - ----1.16 49 0.00 77.54 1.16 -- -- -1.16 50 0.00 77.54 1.15 - ----1.15 51 0.00 77.53 1.15 - - -- -1.15 52 0.00 77.53 1.14 - -- - -1.14 53 0.00 77.52 1.14 - -- - -1.14 54 0.00 77.51 1.14 - -- - -1.14 55 0.00 77.51 1.13 -- ---1.13 56 0.00 77.50 1.13 -----1.13 57 0.00 77.50 1.12 - -- --1.12 58 0.00 77.49 1.12 - -- --1.12 59 0.00 77.48 1.11 - ----1.11 60 0.00 77.47 1.10 --- - -1.10 61 0.00 77.46 1.10 ---- -1.10 62 0.00 77.45 1.09 --- --1.09 63 0.00 77.44 1.08 ---- -1.08 64 0.00 77.43 1.08 - - -- -1.08 • 65 0.00 77.42 1.07 - -- - -1.07 66 0.00 77.41 1.06 -- - --1.06 67 0.00 77.40 1.06 - -- --1.06 68 0.00 77.39 1.05 -- - --1.05 69 0.00 77.38 1.04 --- - -1.04 70 0.00 77.37 1.04 - -- - -1.04 • 71 0.00 77.37 1.03 -----1.03 72 0.00 77.36 1.02 - ----1.02 73 0.00 77.35 1.01 - --- -1.01 74 0.00 77.34 1.01 -- -- -1.01 75 0.00 77.33 1.00 ---- -1.00 76 0.00 77.32 0.99 - ----0.99 77 0.00 77.31 0.99 ---- -0.99 78 0.00 77.31 0.98 -----0.98 79 0.00 77.30 0.97 - ----0.97 80 0.00 77.29 0.97 -----0.97 81 0.00 77.28 0.96 ---- -0.96 82 0.00 77.27 0.95 --- --0.95 83 0.00 77.26 0.95 - -- --0.95 • 84 0.00 77.26 0.94 -----0.94 85 0.00 77.25 0.93 -----0.93 86 0.00 77.24 0.93 -----0.93 87 0.00 77.23 0.92 -----0.92 88 0.00 77.22 0.91 -----0.91 89 0.00 77.22 0.91 -----0.91 90 0.00 77.21 0.90 -----0.90 Continues on next page ... Hydrograph Report Page 1 Hyd. No. 4 DETENTION POND Hydrograph type = Reservoir Peak discharge = 1.18 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 3 Reservoir name = DETENTION Max. Elevation = 77.57 ft Max. Storage = 0.13 acft Storage Indication method used. Total Volume= 6,355 cult, 0.15 acft Hydrograph Discharge Table Time Inflow Elevation Culv.A Culv.B Culv.C Weir A WeirB WeirC Outflow (min) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 6 4.67 76.75 0.24 -----0.24 7 5.45 76.90 0.56 - ----0.56 8 6.23 77.02 0.71 - ----0.71 9 7.01 77.07 0.76 ---- -0.76 10 7.79 << 77.12 0.82 - - - --0.82 11 7.40 77.18 0.88 - - -- -0.88 12 7.01 77.24 0.92 -----0.92 13 6.62 77.29 0.97 - -- --0.97 14 6.23 77.33 1.00 - - - --1.00 15 5.84 77.38 1.04 ---- -1.04 • 16 5.45 77.42 1.07 - - - --1.07 17 5.06 77.45 1.09 - - -- -1.09 18 4.67 77.49 1.12 ---- -1.12 19 4.28 77.51 1.13 -- ---1.13 20 3.89 77.52 1.14 - - - - -1.14 21 3.50 77.54 1.15 --- --1.15 , 22 3.11 77.55 1.16 - - - - -1.16 23 2.73 77.55 1.17 --- - -1.17 24 2.34 77.56 1.17 - - - - -1.17 25 1.95 77.57 1.17 --- --1.17 26 1.56 77.57 1.17 --- - -1.17 27 1.17 77.57 « 1.18 - - - - -1.18 << 28 0.78 77.57 1.17 --- - -1.17 29 0.39 77.57 1.17 - - - --1.17 30 0.00 77.56 1.17 --- - -1.17 31 0.00 77.56 1.17 - - - --1.17 32 0.00 77.55 1.16 - - - --1.16 33 0.00 77.54 1.16 - ----1.16 34 0.00 77.54 1.15 - - -- -1.15 35 0.00 77.53 1.15 - - ---1.15 36 0.00 77.53 1.15 ---- -1.15 37 0.00 77.52 1.14 -----1.14 38 0.00 77.52 1.14 - - -- -1.14 39 0.00 77.51 1.13 ---- -1.13 40 0.00 77.50 1.13 -----1.13 41 0.00 77.50 1.13 -- -- -1.13 Continues on next page ... DETENTION POND Page 2 Hydrograph Discharge Table Time Inflow Elevation Culv.A Culv.B Culv.C Weir A WeirB WeirC Outflow (min) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 42 0.00 77.49 1.12 - - ---1.12 43 0.00 77.48 1.11 -----1.11 44 0.00 77.47 1.11 - ----1.11 45 0.00 77.46 1.10 --- --1.10 46 0.00 77.45 1.09 -- ---1.09 47 0.00 77.44 1.08 -- - --1.08 48 0.00 77.43 1.08 - -- --1.08 49 0.00 77.42 1.07 - -- --1.07 50 0.00 77.41 1.06 - ----1.06 51 0.00 77.40 1.06 --- --1.06 52 0.00 77.39 1.05 - - -- -1.05 53 0.00 77.39 1.04 -----1.04 54 0.00 77.38 1.04 - -- --1.04 55 0.00 77.37 1.03 -- -- -1.03 56 0.00 77.36 1.02 -- - --1.02 57 0.00 77.35 1.02 - --- -1.02 58 0.00 77.34 1.01 -- - --1.01 59 0.00 77.33 1.00 - - -- -1.00 60 0.00 77.32 1.00 - -- --1.00 61 0.00 77.32 0.99 ---- -0.99 62 0.00 77.31 0.98 -' -- -0.98 63 0.00 77.30 0.98 - - -- -0.98 64 0.00 77.29 0.97 --- --0.97 • 65 0.00 77.28 0.96 - - - - -0.96 66 0.00 77.27 0.95 - - - --0.95 67 0.00 77.27 0.95 -- - - -0.95 68 0.00 77.26 0.94 ---- -0.94 69 0.00 77.25 0.93 -- ---0.93 70 0.00 77.24 0.93 - - ---0.93 , 71 0.00 77.23 0.92 - -- - -0.92 72 0.00 77.23 0.91 - --- -0.91 73 0.00 77.22 0.91 - --- -0.91 74 0.00 77.21 0.90 - -- --0.90 75 0.00 77.20 0.89 ---- -0.89 76 0.00 77.19 0.89 --- --0.89 77 0.00 77.19 0.88 - -- - -0.88 78 0.00 77.18 0.87 --- - -0.87 79 0.00 77.17 0.87 ---- -0.87 80 0.00 77.16 0.86 --- --0.86 81 0.00 77.16 0.85 - ----0.85 82 0.00 77.15 0.85 ---- -0.85 83 0.00 77.14 0.84 -----0.84 84 0.00 77.14 0.83 -- -- -0.83 85 0.00 77.13 0.82 -- ---0.82 86 0.00 77.12 0.82 ---- -0.82 87 0.00 77.11 0.81 ---- -0.81 88 0.00 77.11 0.80 ---- -0.80 89 0.00 77.10 0.80 -- -- -0.80 90 0.00 77.09 0.79 -- -- -0.79 Continues on next page ... Hydrograph Report Page 1 Hyd. No. 4 DETENTION POND Hydrograph type = Reservoir Peak discharge = 1.14 cfs Storm frequency = 5 yrs Time interval = 1 min Inflow hyd. No. = 3 Reservoir name = DETENTION Max. Elevation = 77.52 ft Max. Storage = 0.12 acft SIX>rage Indication method used. Total Volume = 5, 7'12 cuft, 0.13 acft Hydrograph Discharge Table Time Inflow Elevation Culv.A Culv.B Culv.C Weir A WeirB WeirC Outflow (min) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 6 4.25 76.71 0.13 - -- --0.13 7 4.96 76.85 0.48 - -- --0.48 8 5.67 77.00 0.69 -----0.69 9 6.38 77.05 0.74 -- - --0.74 10 7.08 << 77.10 0.79 -- - --0.79 11 6.73 77.15 0.84 -----0.84 12 6.38 77.20 0.89 --- --0.89 13 6.02 77.24 0.93 -- - - -0.93 14 5.67 77.29 0.96 ---- -0.96 15 5.31 77.32 1.00 - - ---1.00 16 4.96 77.36 1.02 --- - -1.02 17 4.60 77.39 1.05 - -- - -1.05 18 4.25 77.42 1.07 ---- -1.07 19 3.90 77.45 1.09 - - - - -1.09 20 3.54 77.47 1.11 - - - --1.11 21 3.19 77.49 1.12 -- - - -1.12 • 22 2.83 77.50 1.13 - - - - -1.13 23 2.48 77.51 1.13 -- - - -1.13 24 2.13 77.52 1.14 - - - - -1.14 25 1.77 77.52 1.14 --- - -1.14 26 1.42 77.52 1.14 - - - - -1.14 27 1.06 77.52 « ! 1.14 - - - --1.14 << 28 0.71 77.52 1.14 -- - - -1.14 29 0.35 77.52 1.14 --- --1.14 30 0.00 77.51 1.14 - -- - -1.14 31 0.00 77.51 1.13 - - ---1.13 32 0.00 77.50 1.13 -- ---1.13 33 0.00 77.49 1.12 ---- - -1.12 34 0.00 77.49 1.12 - -----1.12 35 0.00 77.48 1.11 -----1.11 36 0.00 77.47 1.10 --- - -1.10 37 0.00 77.46 1.10 ---- -1.10 38 0.00 77.45 1.09 -- -- -1.09 39 0.00 77.44 1.08 ---- - -1.08 40 0.00 77.43 1.08 -- -- -1.08 41 0.00 77.42 1.07 -----1.07 Continues on next page ... DETENTION POND Page 2 Hydrograph Discharge Table Time Inflow Elevation Culv.A Culv.B Culv.C Weir A WeirB WeirC Outflow (min) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 42 0.00 77.41 1.06 --- - -1.06 43 0.00 77.40 1.06 - - -- -1.06 44 0.00 77.39 1.05 --- --1.05 45 0.00 77.38 1.04 - - -- -1.04 46 0.00 77.37 1.03 -- -- -1.03 47 0.00 77.37 1.03 - - ---1.03 48 0.00 77.36 1.02 - - ---1.02 49 0.00 77.35 1.01 ---- -1.01 50 0.00 77.34 1.01 -----1.01 51 0.00 77.33 1.00 ---- -1.00 52 0.00 77.32 0.99 -- -- -0.99 53 0.00 77.31 0.99 -----0.99 54 0.00 ·77.30 0.98 - - - --0.98 55 0.00 77.30 0.97 -- -- -0.97 56 0.00 77.29 0.97 - - - --0.97 57 0.00 77.28 0.96 --- - -0.96 58 0.00 77.27 0.95 -- ---0.95 59 0.00 77.26 0.95 - - - - -0.95 60 0.00 77.26 0.94 - -- --0.94 61 0.00 77.25 0.93 - - -- -0.93 62 0.00 77.24 0.93 - - - --0.93 63 0.00 77.23 0.92 --- - -0.92 64 0.00 77.22 0.91 - ----0.91 65 0.00 77.22 0.90 - -- - -0.90 66 0.00 77.21 0.90 - - ---0.90 67 0.00 77.20 0.89 -- ---0.89 68 0.00 77.19 0.88 --- - -0.88 69 0.00 77.18 0.88 - --- -0.88 70 0.00 77.18 0.87 -- ---0.87 • 71 0.00 77.17 0.86 - --- -0.86 72 0.00 77.16 0.86 -----0.86 73 0.00 77.16 0.85 ------0.85 74 0.00 77.15 0.84 -----0.84 75 0.00 77.14 0.84 -- -- -0.84 76 0.00 77.13 0.83 - -- --0.83 77 0.00 77.13 0.82 -- ---0.82 • 78 0.00 77.12 0.82 --- --0.82 79 0.00 77.11 0.81 -- ---0.81 80 0.00 77.11 0.80 -----0.80 81 0.00 77.10 0.80 -----0.80 82 0.00 77.09 0.79 -----0.79 83 0.00 77.08 0.78 -----0.78 84 0.00 77.08 0.77 - --- -0.77 85 0.00 77.07 0.77 -----0.77 86 0.00 77.06 0.76 -----0.76 87 0.00 77.06 0.75 -----0.75 88 0.00 77.05 0.75 ---- -0.75 89 0.00 77.05 0.74 ---- -0.74 90 0.00 77.04 0.73 - ----0.73 Continues on next page ... • • Q cfs 15 10 5 0 0 Hydrograph(s) 3 to 4 ~ \ \ r \ 1 2 3 4 Time (hrs) • I I II • • 3 XION3dd'I Reservoir Report Page 1 Reservoir No. 1 DETENTION Culvert I Orifice Structures Weir Structures [A] [B] [C] [A] [B] [C] Rise (in) = 6.0 0.0 0.0 Crest Len (ft) = 0.0 0.0 0.0 Span (in) = 6.0 0.0 0.0 Crest El. (ft) = 0.00 0.00 0.00 No. Barrels = 1 0 0 Weir Coeff. = 3.00 3.00 3.00 Invert El. (ft) = 76.30 0.00 0.00 Eqn. Exp. = 1.50 1.50 1.50 Length (ft) = 0.0 0.0 0.0 Multi-Stage = No No No Slope(%) = 0.00 0.00 0.00 N-Value = .013 .013 .013 Orif. Coeff. = 0.80 0.60 0.60 Multi-Stage = -No No Tailwater Elevation = 76.70 ft • Note: All outflows have been analyzed under inlet and outlet control. Stage I Storage I Discharge Table , Stage Storage Elevation Culv.A Culv. B Culv.C Weir A WeirB WeirC Discharge (ft) (acft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.0 0.00 76.30 0.00 - - ---0.00 0.1 0.00 76.37 0.00 ---- -0.00 0.1 0.01 76.44 0.00 -- - - -0.00 0.2 0.01 76.51 0.00 - --- -0.00 0.3 0.01 76.58 0.00 -----0.00 0.3 0.02 76.65 0.00 - - - - -0.00 0.4 0.02 76.72 0.16 - --- -0.16 0.5 0.02 76.79 0.38 - - - - -0.38 0.6 0.02 76.86 0.50 - - - - -0.50 0.6 0.03 76.93 0.60 - - ---0.60 • 0.7 0.03 77.00 0.69 - --- -0.69 0.8 0.04 77.05 0.75 - - - - -0.75 0.8 0.05 77.10 0.80 - -- - -0.80 0.9 0.05 77.15 0.85 - --- -0.85 0.9 0.06 77.20 0.89 ---- -0.89 0.9 0.07 77.25 0.93 ---- -0.93 1.0 0.08 77.30 0.98 - - - - -0.98 1.0 0.09 77.35 1.02 -----1.02 1.1 0.09 77.40 1.05 - ----1.05 1.1 0.10 77.45 1.09 - - - - -1.09 1.2 0.11 77.50 1.13 - - ---1.13 1.3 0.12 77.55 1.16 ---- -1.16 1.3 0.14 77.60 1.20 - -- - -1.20 1.4 0.15 77.65 1.23 -- - --1.23 Continues on next page ... DETENTION Page 2 Stage I Storage I Discharge Table Stage Storage Elevation Culv.A Culv.B Culv.C Weir A WeirB WeirC Discharge (ft) (acft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 1.4 0.17 77.70 1.26 - - -- -1.26 1.5 0.18 77.75 1.29 -- - --1.29 1.5 0.19 77.80 1.32 -- - - -1.32 1.5 0.21 77.85 1.35 - - ---1.35 1.6 0.22 77.90 1.38 - - - --1.38 1.6 0.24 77.95 1.41 --- - -1.41 1.7 0.25 78.00 1.44 -- - - -1.44 -----------