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HomeMy WebLinkAbout46 Replat of Henton SubdDRAINAGE REPORT FOR Replat of Henton Subdivision, Lots 1-2, & Replat of Lot 3 Replat of One Lincoln Place, Lot 2 16.82 Acres Richard Carter Survey, A-8 College Station, Brazos County, Texas May 12, 2003 DEVELOPED BY: Sahara Realty Group , Ltd . Mr. David Scamardo 111F.M.2818 Bryan, Texas 77805 (979) 779-7209 PREPARED BY: Kling Engineering & Surveying 4101 Texas Avenue , Suite A Bryan , TX 77802 (979) 846-6212 ., . ... - '·!. •' fl .', !. '_.; ". ,._' ·: • ''I r~ I·' .r· .f ..... ., Drainage Report for Replat of Henton Subdivision, Lots 1-2, & Replat of Lot 3 Replat of One Lincoln Place, Lot 2 16.82 Acres Richard Carter Survey, A-8 College Station, Brazos County, Texas May 12, 2003 GENERAL LOCATION & DESCRIPTION: Henton Subdivision & One Lincoln Place are located approximately 1100 ft east of the intersection of FM 60 -University Dr. and East Tarrow along the south side of University Dr. The site is bounded on the north by University Drive, on the east by One Lincoln Place, Lot 3, Block 1 (Quality Suites Hotel), One Lincoln Place, Lot 1, Block 1 (Cedar Creek Condominiums) and by Two Lincoln Place, on the south by Lincoln Drive, and on the west by the vacant E .L. Putz, 14 .8 Acres tract, Volume 287, Page 821, unplatted (see Appendix 1, "General Location Map") Currently, the replatted Henton Subdivision Lot 3, is developed as a medium density residential development called "The Veranda". The remainder of the subdivision is covered with tall grasses and some brush . The resubdivision is planned to be mixed u se . develo pment . .. ,·.· ... · ... PURPOSE: The purpose of this report is to document the stormwater management for the development of Henton Subdivision Lots 1-3 and One Lincoln Place Lot 2 . This report replaces all previous drainage reports for this site . Proposed development for the lots included in this drainage report are for commercial and residential uses. The planned development of the 16.82 acre resubdivision is expect ed to occur in phases , therefore this report will document the design parameters for plahned development of the entire site . Detention will be provided within a privately maintained, project specific detention pond . Future phases must be hydraulically compatible with this design .. HISTORY OF THE PROJECT: The Replatting of Henton Subdivision Lots 1-3 & One Lincoln Place Lot 2 and subsequent development was initially proposed by the current developer (Sahara Realty Group, Ltd.) in 1998 . At that time, a rep lat consisting of 5. 54 acres and redefining subdivision lots was submitted with a drainage report . The planned development of a restaurant and hotel did not come to fruition and the replat was never filed of record . In 1999, a second report which superceded the 1998 report was submitted and approved . This report documented stormwater runoff management for the entire 16 .82 acre resubdivision and modified the original pond to attenuate for the entire development. . , ·; ·.··'· ,.· ·,1. Henton Subd ivision Lots 1-3 I One Lincoln Pla ce Lot 2 -Drainage Report -Pag e 2 Henton Subdi vision Lot 3 was replatted separately in year 20 0 0 . This 3 .5 acre res idential portion (The Veranda) of the 16 .82 resubdivision is to utilize the project specific detention pond to meet its detention requirement. A drainage report was submitted in March of 2000 for documentation . In November of 2000, it was evident that the residential portion of the resubdivision was g oing to o c cur prior to any commercial development. An amendment to the drainage report for "The Veranda" w as submitted and approved for phased construction of the ultimate detention pond . Due to currently active development plans for a commercial user, a new replat of the subdivision lots is in progress (refer to Appendix 2, "Replat"). To accommodate the commercial user, the original project specific detention pond as designed in 1999 was slightly modified in shape, volume and outlet works. Additionally, the storm sewer system was scaled down due to the uncertainty of defined site development for the remainder of the resubdivision . While drainage areas and drainage patterns for post developed conditions remain unchanged , this report renames drainage areas to be consistent with the current replat and documents the revised pond design . DRAINAGE BASIN: The site is located in the Burton Creek drainage basin, which is the primary drainage system (see Appendix 1 : "General Location Map"). The majorit y of the site drains directl y into an unnamed tributary of Burton Creek with excess runoff entering the channel at or near its origin. The site is not within the 100 year flood hazard area according to the Flood Insurance Rate Map for Brazos County, Texas and Incorporated Areas number 48041C0142 C, Effective date : July 2, 1992, (see Appendix 3 : "Flood Insurance Rate Map"). DRAINAGE DESIGN CRITERIA: Due to the expected increase in stormwater runoff for post development conditions , detention will be provided . The detention pond will be designed to attenuate the 2 year through 100 y ear storm events . Stormwater from "The Veranda" residential development on the replatted Henton Subdi vision Lot 3 is conveyed to the detention pond via overland flow through center drain streets and via an off site grassed swale. Stormwater from the commercial portion of the proposed development will be conveyed to the detention pond via a storm sewer system designed to carry the 100 year storm event for it's contributing areas . The Rational Method was used to calculate peak runoff rates for both pre and post develop ed conditions . The Modified Rational Method was used to estimate required storage volume and to compute hydrographs that were routed through the existing and proposed pond areas. L evel Pool Routing was used to route hydrographs throu g h existing and proposed pond areas with th e appropriate hydraulic equations used to model pond outlet devices . Manning 's Equation was used to determine pipe sizes for the storm sewer system . Henton Subd ivision Lots 1-3 I One Lincoln Place Lot 2 -Dra inage Report -Page 3 DRAINAGE FACILITIES DESIGN: Pre Development Conditions: Project Drainage Areas: Runoff from the site flows to six different immediate discharge points. Five of the six discharge points are to the southeast and combine in the unnamed tributary to Burton Creek just off-site. The remaining area of the site flows to a TXDOT drainage structure crossing FM 60 (University Drive) located approximately 330 east of the Tarrow Drive!University drive intersection . Additional off-site runoff contributes to the flow crossing the project area and entering the tributary. Drainage areas were named based on tract designations defined on the 2003 Rep lat of Lots 1 & 2 Henton Subdivision & Lot 2 One Lincoln Place (see Appendix 4 : "Drainage Area Maps"). The following table summarizes pre developed drainage areas in relation to discharge point. CONTRIBUTES RUN.OFF TO DRAINAGE Private University Cedar Creek Two Lincoln Cedar Creek Condo. Lincoln TOTAL AREA Drive Drive Culvert Condo. Place 36" Culvert Drive AREA (acres) Parking Lot Channel (acres) Replat lot 3r -3 .05 0 .20 -2.58 -5 .83 Replat lot 4r 1.00 -2 .70 -0 .93 -4 .63 Re plat lot 1 r ----2 .29 -2.29 Replat Lot 2r ----0 .56 -0 .56 Henton lot 3 --1.36 0 .25 1.75 0 .13 3.49 Off-Site ----6 .86 -6 .86 TOTAL ACRES: 1 .00 3 .05 4 .26 0 .25 14.97 0 .13 23 .66 Table 1 Hydrologic Analysis: For pre developed conditions, a time of concentration of 10 minutes was used to calculate rainfall intensity for the various storm ev ents . AC-Value of0.35 was used in the Rational Method to calculate excess runoff for all areas with one exception . The area ofReplat Lot 4r which drains to the private access dri ve for Quality Suites Hotel and Cedar Creek Condominiums has a C-value of 0.45 which accounts for the existing impervious area measured to the centerline of the private road . Allowable post developed runoff rates are equal to the pre developed runoff rates for all areas except the Cedar Creek 36" culvert (refer to following discussion) . The followin g table summarizes runoff rates for the 25 year event. Henton Subdivision Lots 1-3 I One Lin co ln Place Lot 2 -Drainage Report -Page 4 25 Year Even t a (c fs) DRAI NAGE Tc C-Value In t ens it y Privat e University Ceda r Two Ce d ar Li n coln TOTA L AREA (min) (in/hr) Drive Dri ve Creek Li ncoln C reek Drive UNO FF Culve rt Condo . Pla ce Cond o. (cfs) Parking C hannel 36" Lot Cul vert Re p lat Lot 3r 10 0 .35 9.86 0.00 10.53 0 .69 0 .00 8 .90 0 .00 20 .12 Re plat Lot 4r 10 • 0 .35 9.86 4 .44 0 .00 9 .32 0.00 3.21 0 .00 16 .97 Re p lat Lot 1 r 10 0.35 9 .86 0.00 0 .00 0 .00 0 .00 7.90 0 .00 7 .90 Replat Lot 2r 10 0 .35 9 .86 0 .00 0 .00 0 .00 0 .00 1.93 0 .00 1.93 Henton Lot 3 10 0 .35 9.86 0.00 0 .00 4 .69 0 .86 6.04 0.45 12.05 Off-Site 10 0 .35 9.86 0.00 0 .00 0 .00 0 .00 23 .68 0 .00 23 .68 I TOTA LS: II 4.44 10.53 14.70 0 .86 51.67 0.45 II 82 .65 • C-Value for the portion of Replat Lot 4r draining to Private Drive = 0.45 Table 2 Refer to Appendix 5, "Hydrologic Calculations" for 2 year through 100 year events . The 36" RCP culvert limits flow entering the unnamed tributary just upstream of the Cedar Creek Condominium development. The existing channel area upstream of the culvert provides storage volume for stormwater to collect in until discharged through the culvert. To determine pre developed discharge rates and thus the allowable post developed discharge rates , the existing system was modeled as a detention area. Three different tailwater conditions were analyzed : free outfall , 1.75' tailwater depth (elevation 300') and 2 .75' tailwater depth (elevation 301'). The following is a list of existing conditions parameters used in the model. Existing Conditions : Channel Volume : 36" RCP Culvert : 0 .984 ac-ft@ elevation 302 60' length @ 0.4% The following table summarizes total discharges from the existing 36" RCP and channel area under pre developed conditions (refer to Appendix 6, "Pond Routing Calculations"). PEAK DISCHARGE RA TE STORM EVENT (CFS) OUTFALL CONDITIONS 2YR 5YR lOYR 25YR SOYR 100 YR NOTAILWATER 19 .37 22 .24 24 .08 26 .49 29.0 4 29.84 TAILWATER (300') 18 .71 2 1.63 23 .77 26 .92 29.03 29 .66 TAILWATER (301') 18.40 2 1.6 1 23.55 26.43 29 .18 30.09 Table 3 Henton Subdivision Lots 1-3 I One Lincoln Place Lot 2 -Dra inage Report -Pa ge 5 Post Development Conditions: Project Drainage Areas: Under post developed conditions, the Cedar Creek Condominium 36" culv ert will be at the outfall of the proposed detention pond . Peak runoff rates w ill be set based on pre development conditions . On-site areas not draining to the 36" cul vert/proposed pond will be allowed to discharge a portion excess stormwater runoff undetained in an amount equal to or less than pre developed rates summarized in Table 2 and Appendix 5 . Detailed post developed drainage areas contributing to the v arious discharge points can no t b e delineated at this time due to the Jack of a detailed site plan. It was necessary to determine an equivalent area by back calculating from an assumed post developed, peak runoff rate (Q post) • To determine an equiv alent drainage area to the proposed detention pond , the following assumptions were made : 1. Average Post D eveloped C-Value = 0 .80 2 . Tc minimum = 10 minutes 3 . Initial area = pre developed area 4 . Q pos t = (0 .8)* i * Areapre • Allowabl e undeta ined runoff w as subtracted from t he Q post for each contributing area Q pos t -Q allow = Q deta in ed (Where Q deta in ed is the post dev eloped runoff entering the pond.) • Q detai ned a mounts were summe d for each drainag e area per storm ev ent. • The Equiv alent Drainag e Area to the pond w a s the n determined as follo ws: Area pos t = (Q detain ed -Q off-s ite) I (0 .8 * intensity i) • Total Area draining to the pond is Area post+ Area off-s ite The "Tota l Area" as c a lcul a t ed abo ve w a s used to de velop runoff hy drographs u s ing th e Modifi ed Ration al Method to route throu g h the d et enti o n facilit y . The follo w ing t a bl e s summa rize this procedure for the 25 year storm e vent. 25 Year Event DRAINAGE AREA Tc C-Value Inten sity Area TOTAL (acres) (min) (in/hr) (ac) QPOST (cfs) Replat Lot 3r 10 0 .80 9.86 5 .83 45 .99 Replat Lot 4r 10 0 .80 9 .86 4 .63 36 .53 Re plat Lot 1 r 10 0 .80 9 .86 2 .29 18 .07 Replat Lot 2r 10 0 .80 9 .86 0 .56 4.42 Henton Lot 3 10 *0 .70 9 .86 3.49 22 .24 Off-Site 10 0 .35 9 .86 6 .86 23 .68 TOTALS: II 23 .66 150 .92 Table 4 • C-Va lues & Run-off rates for Henton Lo t 3 are based on s ite cond it ion s per November 17 , 200 0 Ame ndment to th e Drainage Rep ort fo r "The Veranda" Henton Subd ivis ion Lots 1-3 I One Lincoln Place Lot 2 -Dra inage Report -Page 6 2 5 Year Event QPOST Released I Undetained Run-off (cfs) QPOST n,,.t:iinPn (d~\ DRAINAGE AREA Private ~niversity Cedar Two Lincoln Cedar Creek (acres) Drive Drive Creek Lincoln Drive Condo. 36" Culvert Condo. Place Culvert I Parking Channel Detention Lot Pond Replat Lot 3r 0.00 10 .53 0.69 0.00 0 .00 34 .78 Replat Lot 4r 4.44 0.00 9.32 0.00 0 .00 22 .77 Re plat Lot 1 r 0.00 0.00 0 .00 0.00 0 .00 18 .07 Replat Lot 2r 0.00 0 .00 0.00 0.00 0 .00 4.42 Henton Lot 3 0 .00 0.00 0.54 2.56 2 .62 16.52 Off-Site 0.00 0 .00 0 .00 0.00 0 .00 23 .68 --~~T_O_T_A_L_S_=~~-''·~-4_.4_4~..__1_0._s3~---1_0_.5_5~..__2_.s_6~--~2._62~--''----1-2_0._23~ ...... Tabl e 5 **EQUIVALENT AREA 12.24 ac ***TOTAL AREA 19.10 ac **Equi va lent Area=Sum of Run-o ff co ntributin g to Cedar C ree k 36" cul vert/d etenti on pond di vi d ed by th e pro duct of th e a ss um ed pos t deve loped ave ra ge C-Va lue (0 .8) X th e storm event's intens ity (9.86 in/hr) •** Tota l Area=Equi va lent Area + O ff-Si te area Refer to A pp endix 5, "Hydrologic Calcul ations" for 2 year throu gh 100 year events . D eten t ion Fa ciliti es D es ig n : The p ond was designed so t h at the flow rates discharged from the d etention pond d id not exceed pre -d eveloped fl ow rates d isc ha rged from th e existing 36 " c ul vert . D et e ntion Po nd Characteristics : 1. E levati o n C umul a t ive Vo lu me 298 .6 0 ac-ft 300 .0 0 .32 ac-ft 303 .0 1.168 ac-ft 306 .0 2 .920 ac-ft 307 .0 3 .58 7 ac-ft 2 . Ou tlet Works : 16" dia . c ircul a r orifice -FL=2 9 8.6 1 O' w e ir -Crest E lev = 3 06 .2 3 . Conc rete Pilot Chann e l: 4' botto m w idth I l ' d e pth I 2 : l sid es S lo p e = 1.0% Henton Subdivision Lots 1-3 I One Lincoln Place Lot 2 -Drainage Report -Page 7 The following table compares the pre-developed discharge from the existing 36" culvert and the post-developed discharge from the proposed detention pond . PEAK DISCHARGE RA TE STORM EVENT (CFS) OUTFALL CONDITIONS 2YR 5YR lOYR 25YR 50YR lOOYR NOTAILWATER PRE-DEVELOPED 36" RCP 19.37 22.24 24 .0 8 26.49 29.04 29 .84 POST DEV 'D POND OUTFLOW 16 .82 18.5 19 .6 4 20.89 22 .1 3 22 .63 TAILWATER (300') PRE-DEVELOPED 36" RCP 18 .71 21.63 23 .77 26 .92 29 .03 29.66 POST DEV 'D POND OUTFLOW 15.48 17 .27 18 .47 19 .75 21.03 21 .5 1 TAILWATER (301') PRE-DEVELOPED 36" RCP 18 .40 21.6 1 23 .55 26 .43 29 .18 30 .09 POST DEV 'D POND OUTFLOW 14 .12 16 .06 17 .32 18 .63 19 .97 20 .60 Table 6 The following table summarizes peak water surface elevations for the design pond . MAXIMUMPOND WSEL (Fl) I STORM EVENT OUTFALL CONDITIONS ' 2YR SYR lOYR 2SYR SOYR lOOYR NOTAILWATER POST D E V 'D ROUTING 302 .8 30 3 .5 30 4 . l 304.7 30 5.4 305 .6 5 TAILWATER (300') POST DEV'D ROUTING 303 .0 303 .7 304 .2 304 .9 305 .5 305.8 TAILWATER (301') POST DEV 'D ROUTING 303 .5 304 .2 304 .7 305 .3 306 .0 306.2 Table 7 Street Conveyance The entrance drive , Mortell a Boulevard, is to be a 28' wide (measured to back of curb) valley section through station 4+00 and transition to a 25' wide valley section by approximate station 4+75. Capacity of the 28' wide section is 15.4 cfs at 0.3' depth. Capacity of the 25' wide section is 13 . 7 cfs at 0 .3' depth . It is intended for the majority of the Lots 3 r & 4r to be storm sewered upon development. The streets are not designed to convey all of the post developed lot runoff. Henton Subdivision Lots 1-3 I One Lincoln Place Lot 2 -Drainage Report -Page 8 Storm Sewer The storm sewer system was designed to accommodate the post developed runoff from Henton Subdivision Lots 1 & 2 and One Lincoln Place Lot 2 as well as pre-developed off-site run-off contributing to the pond inflow. The main storm sewer system begins at approximate station 4+00 of the proposed Mortella boulevard and discharges into the detention pond . Two 36 " RCP stub-outs are provided to allow for future storm sewer from lots 3r & 4r to connect to the main 48" line . The following assumptions were made for the design : a) Run-off Coefficient , C =0.80 for Henton Subdivision Lots 1 & 2 , One Lincoln Place Lot 2 =0 .35 for the contributing off-site area b) Only run-off designed to be released to the detention pond w as permitted to enter the storm sewer system . c) All storm sewer flow is directed to the detention pond . d) The run-off entering the storm system (100 yr storm event) is as follows : DRAINAGE AREA (acres) Replat Replat Lot 3r Replat Replat Lot 4r Replat Lot 1 r (73%) Off-Site 59% TOTALS: CONTRIBUTING FLOW (cfs) 41 .05 20.42 15.57 16.49 93.53 Table 8 e) Maximum detention pond tailwater elevation was at 306 .20 . f) The hydraulic grade at each inlet was not to be greater than 0 .30' above the top of the inlet at the 100 year event The storm sewer system was modeled in StormCAD. The results showed that the storm sewer had capacity for the 100 yr storm event with the above assumptions . Appendix 7 : "Storm Sewer Hydraulic Calculations " shows the results from the StormCAD analysis . Inlet Grates Grate #V-5736 Volcan Foundary Grate, having an open area of 4 .8 sf, was selected for use in the inlets . The grate has capacity, at a head of 0 .30', for 11.1 cfs accounting for a 25% decrease for possible blockage . The grates were not designed to handle all of the post developed run-off from the Lots . Henton-Lincoln Subdivision -Drainage Report -Page 9 CONCLUSIONS: The detention pond and storm sewer system comply with the City of College Station Drainage Policy and Design Standards. The detention pond detains through the 100 year storm event and the storm sewer system does not exceed the maximum storage depths for parking and landscaped areas . "I hereby certify that this report for the drainage design of the resubdivison of Henton Subdivision Lots 1 - 3 and the resubdivision of One Lincoln Place Lot 2 was prepared under my supervision in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof." ··:.:: Registered Professional Engineer State of Texas No . 24705 APPENDICES 1) General Location Map 2) Rep lat 3) Flood Insurance Rate Map 4) Drainage Area Maps 5) Hydrologic Calculations 6) Pond Routing Calculations 7) Storm Sewer Hydraulic Calculations 8) Storm Sewer I Detention Pond Plans & Details APPENDIX 1 General Location Map APPENDIX 3 Flood Insurance Rate Map -~ I lllTIOllll f~~~ ~llSDllllCE PIOHAI RM _.1 0D INSURANCE RATE MAP BRAZOS COUNTY, TEXAS AND INCORPORATED AREAS PAKa 142 OF 250 tl&R MAP INDE.X fOlll PANRLS NOT P .. INftD' 2fllllS: ~ !!!!!!! ~ atrfAl. aTT Of 4IDDl1 01•2 CCIJ,1.G1 STA11Cll. an Of 4*:10ll 01•2 ~TtD.UOS .ants 01'2 ..-. • u-: ne tUI 1uPU .--w-_... • .- _... ,.... -.,-..,c m co••uatn 1u•1t• ..-,.... __.. ._ _... -....-• ........ -MAP NUMBER 48041COl42 C 'ING EFFECTIVE DATE: _ ____i JUlY 2. 1992 ZONEX ZONEX JOINS PANEL 0144 APPENDIX 4 Drainage Area Map APPENDIX 5 Hydrologic Calculations INTENSITY CALCULATIONS BRAZOS COUNTY CONSTANTS FOR IDF CURVES FREQ e b d 2 0 .806 65 8 .0 5 0 .785 76 8 .5 10 0 .763 80 8 .5 25 0.754 89 8 .5 50 0 .745 98 8.5 100 0 .730 96 8 .0 INTENSITY=b/(Tc+d)Ae (in/hr) Tc (min) STORM EVENT 2 5 10 25 50 100 PRE 10 6 .33 7.69 8 .63 9 .86 11 .15 11 .64 POST 10 6 .33 7 .69 8 .63 9.86 11.15 11 .64 PRE DEVELOPED CONDITIONS DRAINAGE AREAS CONTRIBUTES RUN-OFF TO c DRAINAGE University Drive Cedar Creek Two Lincoln Cedar Creek TOTAL AREA Forest Drive Condo. Parking Condo. 36" Lincoln Drive AREA (acres) Culvert Lot Place Channel Culvert (acres) Replat Lot Jr -3 .05 0 .20 -2 .58 -5 .83 Replat Lot 4r 1.00 -2 .70 -0.93 -4 .63 Re plat Lot 1 r ----2 .29 -2 .29 Replat Lot 2r ----0 .56 -0 .56 Henton Lot 3 --1 .36 0 .25 1 .75 0 .13 3.49 Off-Site ----6.86 -6.86 TOTALS: 1 .00 3 .05 4 .26 0 .25 14.97 0 .13 23 .66 PRE DEVELOPED CONDITIONS PEAK RUN-OFF CALCULATIONS 2 YEAR STORM EVENT Q (cfs) Intensity University Drive Cedar Creek Two Lincoln Cedar Creek TOTAL DRAINAGE AREA Tc (m in) C -Value Forest Drive Condo. Parking Condo. 36" Lincoln Dri ve RUNOFF (in/hr) Culvert Lot Place Channel Culvert (cfs) Replat Lot 3r 10 0.35 6 .33 0 .00 6 .75 0 .44 0 .00 5.71 0 .00 12 .91 Replat Lot 4r 10 • 0 .35 6 .33 2 .8 5 0 .00 5 .98 0 .00 2 .06 0 .00 10 .88 Replat Lot 1 r 10 0 .35 6 .33 0 .00 0 .00 0 .00 0 .00 5 .07 0 .00 5 .07 Replat Lot 2r 10 0 .35 6.33 0 .00 0 .00 0 .00 0 .00 1.24 0 .00 1.24 Henton Lot 3 10 0 .35 6 .33 0 .00 0 .00 3 .01 0.55 3 .87 0 .29 7.73 Off-Site 10 0 .35 6 .33 0 .00 0 .00 0 .00 0 .00 15.19 0 .00 15 .19 TOTALS : 2 .85 6 .75 9.43 0 .55 33 .15 0 .29 53 .02 • C-Value for the portion of Replat Lot 4r draining to Forest Dnve = 0.45 5 YEAR STO R M EVENT Q (cfs) Intensity University Drive Cedar Creek Two Lincoln Cedar Creek TOTAL DRAINAGE AREA Tc (min) C-Value Forest Drive Condo. Parking Condo . 36" Lincoln Drive RUNO F F (in/hr) Culvert Lot Place Channel Culvert (cfsl Replat Lot 3r 10 0 .35 7.69 0 .00 8.21 0 .54 0.00 6 .95 0 .00 15.70 Replat Lot 4r 10 • 0 .35 7.69 3 .46 0 .00 7.27 0 .00 2.50 0 .00 13.24 Rep lat Lot 1 r 10 0 .35 7.69 0 .00 0 .00 0.00 0 .00 6 .17 0 .00 6 .17 Replat Lot 2r 10 0 .35 7.69 0 .00 0.00 0 .00 0 .00 1.51 0 .00 1.51 Henton Lot 3 10 0 .35 7 .69 0 .00 0 .00 3.66 0 .67 4 .71 0 .35 9 .40 Off-Site 10 0 .35 7 .69 0.00 0 .00 0 .00 0 .00 18.47 0 .00 18.47 TOTALS : 3.46 8 .21 11.47 0 .67 40 .31 0 .35 64.47 • C-Value for the portion of Replat Lot 4r draining to Forest Dnve = 0 .45 10 YE AR ST O RM EVENT Q (cfs) Intensity University Drive Cedar Creek Two Lincoln Cedar Creek TOTAL DRAINAG E AREA Tc (min) C-Value Forest Drive Condo. Parking Condo . 36" Lincoln D rive RUN OFF (in/hr) Culvert Lot Place Channel Culvert (cfsl Replat Lot 3r 10 0 .35 8 .63 0 .00 9 .22 0 .60 0.00 7 .80 0 .00 17.62 Replat Lot 4r 10 • 0 .35 8 .63 3 .89 0 .00 8 .16 0 .00 2 .81 0.00 14 .86 Rep lat Lot 1 r 10 0 .35 8 .63 0 .00 0 .00 0 .00 0 .00 6 .92 0 .00 6 .92 Replat Lot 2r 10 0 .35 8 .63 0 .00 0.00 0 .00 0 .00 1 .69 0.00 1.69 Henton Lot 3 10 0 .35 8 .63 0 .00 0 .00 4 .11 0 .76 5 .29 0 .39 10.55 Off-Site 10 0 .35 8 .63 0 .00 0 .00 0 .00 0 .00 20 .73 0 .00 20 .73 TOTALS : 3 .89 9 .22 12 .87 0 .76 45 .24 0 .39 72 .37 • C-Value for the portion of Replat Lot 4r draining to Forest Dnve = 0.45 PRE DEVELOPED CONDITIONS PEAK RUN-OFF CALCULATIONS 25 YEAR STORM EVENT Q (cfs) DRAINAGE Intensity University Drive Cedar Creek Two Lincoln Cedar Creek TOTAL Tc (min) C-Value Forest Drive Condo. Parking Condo. 36" Lincoln Drive RUNOFF AREA (In/hr) Culvert Lot Place Channel Culvert (cfsl Replat Lot Jr 10 0 .35 9 .86 0 .00 10.53 0 .69 0 .00 8 .90 0 .00 20 .12 Replat Lot 4r 10 • 0 .35 9.86 4.44 0 .00 9 .32 0 .00 3 .21 0 .00 16 .97 Re plat Lot 1 r 10 0 .35 9.86 0 .00 0 .00 0 .00 0 .00 7 .90 0 .00 7.90 Replat Lot 2r 10 0 .35 9 .86 0 .00 0 .00 0 .00 0 .00 1.93 0.00 1.93 Henton Lot J 10 0 .35 9 .86 0 .00 0 .00 4 .6 9 0 .86 6 .04 0.45 12 .05 Off-Site 10 0 .35 9 .86 0 .00 0.00 0 .00 0 .00 23.68 0 .00 23 .68 TOTALS: 4.44 10 .53 14 .70 0 .86 51.67 0.45 82 .65 .. • C-Value for the portion of Replat Lot 4r draining to Forest Dnve = 0.45 50 YEAR STORM EVENT Q (cfs) DRAINAGE Intensity University Drive Cedar Creek Two Lincoln Cedar Creek TOTAL Tc (min) C-Value Forest Drive Condo. Parking Condo. J6" Lincoln Drive RUNOFF AREA (in/hr) Culvert Lot Place Channel Culvert lcfsl Replat Lot Jr 10 0 .35 11 .15 0 .00 11.90 0 .78 0 .00 10 .07 0 .00 22.75 Replat Lot 4r 10 • 0 .35 11 .15 5 .02 0 .00 10 .53 0 .00 3.63 0.00 19 .18 Re plat Lot 1 r 10 0 .35 11 .15 0.00 0 .00 0.00 0 .00 8 .93 0.00 8.93 Repiat Lot 2r 10 0.35 11 .15 0 .00 0.00 0 .00 0 .00 2 .1 8 0.00 2.18 Henton Lot J 10 0 .35 11 .15 0 .00 0 .00 5 .31 0 .98 6 .83 0.51 13 .62 Off-Site 10 0 .35 11 .15 0.00 0 .00 0 .00 0 .00 26 .77 0.00 26.77 TOTALS: 5 .02 11 .90 16 .62 0 .98 58.41 0.51 93.43 • C-Value for the portion of Replat Lot 4r dra ining to Forest Dnve = 0.45 100 YEAR ST ORM EVENT Q (cfs) DRAINAGE Intensity University Drive Cedar Creek Two Lincoln Cedar Creek TOTAL Tc (min) C-Value Forest Drive Condo. Parking Condo. 36" Lincoln Drive RUNOFF AREA (in/hr) Culvert Lot Place Channel Culvert lcfsl Replat Lot Jr 10 0 .35 11 .64 0 .00 12.42 0 .81 0 .00 10.51 0.00 23 .75 Replat Lot 4r 10 • 0 .35 11 .64 5 .24 0 .00 11 .00 0 .00 3.79 0.00 20.03 Re plat Lot 1 r 10 0 .35 11 .64 0 .00 0 .00 0 .00 0 .00 9.33 0.00 9 .33 Replat Lot 2r 10 0.35 11 .64 0 .00 0 .00 0 .00 0 .00 2.28 0.00 2.28 Henton Lot J 10 0 .35 11 .64 0 .00 0 .00 5.54 1.02 7.13 0.53 14 .22 Off-Site 10 0 .35 11 .64 0 .00 0 .00 0 .00 0 .00 27 .95 0.00 27 .95 TOTALS: 5 .24 12.42 17 .35 1.02 60.98 0.53 97 .55 • C-Value for the portion of Replat Lot 4r draining to Forest Dnve = 0.45 ALLOWABLE POST DEVELOPED PEAK RUN-OFF CALCULATIONS QALLOWED (cfs) Storm University Drive Cedar Creek Two Lincoln • Cedar Creek Forest Drive Condo. Parking Condo. 36" Lincoln Drive Event Culvert Lot Place Channel Culvert 2YR 2 .85 6 .75 9.43 0.55 18. 71 0.29 5YR 3.46 8 .21 11.47 0.67 21.63 0.35 10 YR 3 .89 9.22 12.87 0.76 23 .55 0.39 25 YR 4 .44 10.53 14.70 0.86 26.43 0.45 50 YR 5 .02 11.90 16.62 0 .98 29 .18 0.51 100 YR 5 .24 12.42 17.35 1.02 30 .09 0.53 •Allowable discharge rates from the 36" culvert vary for differing tailwater conditions . Values shown are for: Tailwater = 300' for 2 & 5 YR Events Tailwater = 301 ' for 10 thru 100 YR Events TOTAL 38 .58 45 .80 50 .68 57.41 64 .20 66 .65 Job File: H:\ENGINE-l\HENTON\HENTON -2\DRAINAGE\PONDPACK\HENTON03.PPK Rain Dir: C:\HAESTAD\PPK6\UTIL\ JOB TITLE HENTON-LINCOLN SUBDIVISION COLLEGE STATION, BRAZOS COUNTY, TEXAS RICHARD CARTER SURVEY, A-8 DETENTION POND DESIGN FOR ENTIRE 16.82 ACRE DEVELOPMENT APRIL 2003 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 10:22:24 Date: 04-24-2003 Rc--~V~ I A/ pL.-OJ--1 J...t '{ OtoG iA-i '")I-{ Type .... Tc Cales Page 1.01 Name .... TC=l4 File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.PPK Title ... 14 MIN. TIME OF CONCENTRATION ........................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . TIME OF CONCENTRATION CALCULATOR ........................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 MIN. TIME OF CONCENTRATION Segment #1: Tc: User Defined Segment #1 Time: .2333 hrs Total Tc: .2333 hrs S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 10:22:24 Date: 04-24-2003 Type .... Tc Cales Page 1.0 2 Name .... TC=l4 File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.PPK Title ... 14 MIN. TIME OF CONCENTRATION Tc Equations used ... User Defined ====================================================== Tc = Value entered by user Where: Tc = Time of concentration S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 10:22:24 Date: 04-24-2003 Type .... C and Area Page 2.01 Name .... PRE File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.PPK Title ... PRE-DEVELPED AREA TO CEDER CREEK CONDO. 36" CULVERT RATIONAL C COEFFICIENT DATA ......................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . PRE-DEVELPED AREA TO CEDER CREEK CONDO. 36" CULVERT Area Soil/Surface Description C acres GRASS .3500 14.970 WEIGHTED C & TOTAL AREA ---> .3500 14.970 c x Area acres 5.240 5.240 ......................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 10:22:24 Date: 04 -24-2003 Type .... Rational Peak Q's Page 2.02 Name .... PRE File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.PPK SUMMARY OF RATIONAL METHOD PEAK DISCHARGES Q CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq File IDF Curve ---------------------------------- 2 YR 2 BRAZOS.IDQ e = .8060 b 65.0000 d 8.0000 5 YR 5 BRAZOS.IDQ e = .7850 b 76.0000 d 8.5000 10 YR 10 BRAZOS.IDQ e = .7630 b 80.0000 d 8.5000 25 YR 25 BRAZOS. IDQ e = .7540 b 89 .0000 d 8 .5000 50 YR 50 BRAZOS .IDQ e = .7450 b 98.0000 d 8.5000 100 YR 100 BRAZOS . IDQ e = .7300 b 96.0000 d 8.0000 Tc = .2333 h rs ----------------------------- Tag Freq c c adj c I Area I Peak Q (years) factor I final in/hr acres I cf s ------------1-----------------------------1 ---------- 2 YR 2 .350 1. 000 I .350 5.3817 14 .970 I 28.43 5 YR 5 .350 1. 000 I .350 6.5971 14 .970 I 34.85 10 YR 10 .350 1. 000 I .350 7 .4366 14.970 I 39.29 25 YR 25 .350 1. 000 I .350 8.5083 14 .970 I 44.95 50 YR 50 .350 1. 000 I .350 9.6350 14.970 I 50.90 100 YR 100 .350 1. 000 I .350 10.0532 14.970 I 53 .11 ----------------------------- S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 10:22:24 Date: 04-24-2003 Type .... Mod. Rational Grand Surrunary Page 2.03 Name .... PRE File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.PPK ************************************************************************ ************************************************************************ * * * MODIFIED RATIONAL METHOD * * ----Grand Summary For All Storm Frequencies * * * * * * * ************************************************************************ ************************************************************************ Q CiA * Units Conversion; Where Conversion 43560 I (12 * 3600) Area = 14.970 acres Tc = .2333 hrs ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VOLUMES Freq. Adjusted Duration I Qpeak Allowable! Inflow Storage years 'C' hrs in/hr cfs cfs I ac-ft ac-ft ------------------------------------------------------1---------------------2 .350 .2333 5.3817 28.43 19.00 I .548 .182 5 .350 .2333 6.5971 34.85 22.00 I .672 .248 10 .350 .2333 7.4366 39.29 24.00 I .758 .295 25 .350 .2500 8.2339 43.50 26.00 I .899 .366 50 .350 .2667 9.0427 47.77 28.00 I 1.053 .446 100 .350 .2667 9.4345 49.84 29.00 I 1.098 .469 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 10:22:24 Date: 04-24-2003 2 YEAR STORM EVENT DRAINAGE Intensity TOTAL Tc (mi n) C-Value Area AREA (acres) (In/hr) Qpon (cfs) Replat Lot 3r 10 0.80 6.33 5.83 29 .51 Replat Lot 4r 10 0.80 6.33 4.63 23 .43 Replat Lot 1 r 10 0.80 6.33 2.29 11 .59 Replat Lot 2r 10 0.80 6.33 0.56 2.83 Henton Lot 3 10 ·0.10 6.33 3.49 14 .27 Off-Site 10 0.35 6.33 6.86 15 .19 TOTALS : 23 .66 96 .82 OPosr Released I Undetained Run-off (cfs) University Drive Cedar Creek Forest Drive Condo. Parking Culvert Lot 0.00 6.75 0.44 2.85 0.00 5.98 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.35 0 .00 0.00 0.00 2.85 6.75 6.77 Two Lincoln Lincoln Drive Place Channel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 1.64 1.68 0.00 0.00 1.64 1.68 **EQUIVALENT AREA '""'TOTAL AREA • C-Values & Run-off rates for Henton Lot 3 are based on site conditions per November 17 , 2000 Amendment to the Drainage Report for "The Veranda" ClPosT Detained (cfs) Cedar Creek Condo. 36" Culvert I Detention Pond 22 .31 14 .61 11 .59 2.83 10.60 15.19 77.1 3 12 .24 ac 19 .10 ac •• Equivalent Area=Sum of ON -SI TE Run-off contributing to Cedar Creek 36" culvert/detention pond divided by the assumed post dev'd average C-Value (0 .8) X the stonm event's intensity (6 .33 in/h r) •••Total Area=Equiva lent Area+ OFF-SITE area 5 YEAR STORM EVENT DRAINAGE Intensity TOTAL Tc (min) C-Value Area AREA (acres) (In/hr) Qposr (cfs) Repl at Lot 3r 10 0.80 7.69 5.83 35 .88 Re plat Lot 4r 10 0.80 7.69 4.63 28 .49 Re plat Lot 1 r 10 0.80 7.69 2.29 14 .09 Replat Lot 2r 10 0.80 7.69 0.56 3.45 Henton Lot 3 10 ·0.10 7.69 3.49 17 .35 Off-Site 10 0.35 7.69 6.86 18.47 TOTALS : 23 .66 117 .73 Qpogy Released I Undetained Run-on (cfs) University Drive Cedar Creek Forest Drive Condo. Parking Culvert Lot 0.00 8.21 0.54 3.46 0.00 7.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.42 0.00 0.00 0.00 3.46 8.21 8.23 Two Lincoln Lincoln Drive Place Channel 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.99 2.04 0.00 0.00 1.99 2.04 -EQUIVALENT AREA ... TOTAL AREA • C-Values & Run-off rates for Henton Lot 3 are based on site conditions per November 17 , 2000 Amendment to the Drainage Report for "The Veranda " QposT Detained (cts) Cedar Creek Condo. 36" Culvert I Detention Pond 27 .13 17 .76 14 .09 3.45 12 .89 18.47 93 .79 12.24 ac 19.10ac ··Equivalent Area=Sum of Run-off cont ributing to Cedar Creek 36" culvert/detention pond divided by the product of the assumed post dev'd average C-Valu e (0 .8) X the storm event's intensrty (7 .69 in/hr) •••Total Area=Equ ivalent Area+ OFF-SITE area 10 YEAR STORM EVENT DRAINAGE Intensity TOTAL Tc (min) C-Value Area AREA (acres) (In/hr) Qpo sT (cfs) Replat Lot 3r 10 0.80 8.63 5.83 40 .27 Re plat Lot 4r 10 0.80 8.63 4.63 31 .98 Re plat Lot 1 r 10 0.80 8.63 2.29 15 .82 Replat Lot 2r 10 0.80 8.63 0.56 3.87 Henton Lot 3 10 "0.70 8.63 3.49 19 .47 Off-Site 10 0.35 8.63 6.86 20 .73 TOTALS : 23 .66 132 .14 Qposr Released I Undetainea Run-on (cts) University Drive Cedar Creek Forest Drive Condo. Parking Culvert Lot 0.00 9.22 0.60 3.89 0.00 8.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.48 0.00 0.00 0.00 3.89 9.22 9.24 Two Lincoln Lincoln Drive Place Channel 0.00 0.00 0.00 0.00 0.00 0 .00 0.00 0.00 2.24 2.29 0.00 0 .00 2.24 2.29 **EQUIVALENT AREA ... TOTAL AREA • C-Values & Run-off rates for Henton Lot 3 are based on site cond itio ns per November 17 . 2000 Amendment to the Drainage Report for "The Verand a" QposT De ta med l cts) Cedar Creek Condo. 36" Culvert I Detention Pond 30 .45 19 .94 15.82 3.87 14.46 20 .73 105.27 12.24 ac 19.10 ac --Equivalent Area=Sum of Run -off contributing to Cedar Creek 36" culvert/detention pond divided by the product of the assumed post dev'd average C-Value (0 .8) X the storm event's inten sity (8 .63 in/hr) ·--Total Area=Equivalent Area+ OFF-SITE area POST DEVELOPED CONDITIOl'll.:> DRAINAGE CALCULATIONS 25 YEAR STORM EVENT Qposr Released I Undetalned Run-orr 1cfs) DRAINAGE Intensity 1ufAL University Cedar creek Two Lincoln Tc (min) C-Value Area ClPosr Forest Drive Condo. Parking Lincoln Drive AREA (acres) (in/hr) (cfs) Drive Culvert Lot Place Channel Replat Lot 3r 10 0.80 9.86 5.83 45 .99 0.00 10.53 0.69 0.00 0.00 Replat Lot 4r 10 0 .80 9.86 4.63 36 .53 4.44 000 9.32 0.00 0.00 Replat Lot 1 r 10 0 .80 9.86 2.29 18 .07 0.00 0.00 0.00 0.00 0.00 Replat Lot 2r 10 0.80 9.86 o·.56 4.42 0.00 0.00 0.00 0.00 0.00 Henton Lot 3 10 ·0.10 9.86 3.49 22 .24 0.00 0.00 0.54 2.56 2.62 Off-Site 10 0.35 9.86 6.86 23.68 0 .00 0.00 0 .00 0.00 0 .00 TOTALS : 23.66 150.92 4.44 10 .53 10 .55 2.56 2.62 -EQUIVALENT AREA -TOTAL AREA • C·Values & Run-off rates for Henton Lot 3 are based on site conditions per November 17 , 2000 Amendment to the Drainage Repo rt for "The Veranda" .... oar ueuuneo 1crs1 Cedar creek condo. 36" Culvert I Detention Pond 34 .78 22 .77 18.07 4.42 16.52 23 .68 120.23 12 .24 ac 19 .10ac •• Equivalent Area=Sum of Run-off contributing to Cedar Creek 36" culvert/detention pond dMded by the product of th e assumed post deV'd average C-Value (0 .8) X the storm event's intensity (9 .86 in/hr) •••Total Area=Equ iva lent Area+ OFF-SITE area 50 YEAR STORM EVENT ClPosr Released Undetamed Run-on (cts) DRAINAGE Intensity TOIAL University Cedar Creek Two Llncoln Tc (min) C-Value Area Qposr Forest Drive Condo. Parking Lincoln Drive AREA (acres) (in/hr) (cfsl Drive Culvert Lot Place Channel Replat Lot 3r 10 0.80 11 .15 5.83 51 .99 0.00 11 .90 0.78 0.00 0.00 Replat Lot 4r 10 0 .80 11 .15 4.63 41 .29 5.02 0.00 10.53 0.00 0.00 Replat Lot 1 r 10 0 .80 11 .15 2.29 20 .42 0.00 0.00 0.00 0.00 0.00 Replat Lot 2r 10 0.80 11 . 15 0.56 4.99 0.00 000 0.00 0.00 0 .00 Henton Lot 3 10 ·0.10 11 .15 3.49 25 .14 0.00 0.00 0.62 2.89 2.96 Off-Site 10 0.35 11.15 6.86 26 .77 0 .00 0.00 0.00 0.00 0.00 TOTALS : 23 .66 170.60 5.02 11 .90 11 .93 2.89 2.96 -EQUIVALENT AREA -TOTAL AREA • C-Values & Run-off rates for Henton Lot 3 are based on site conditions per November 17 , 2000 Amendment to the Drainage Report for "The Veranda" O,.osr Detained (cts) Cedar Creek Condo. 36" Culvert I Detention Pond 39.31 25 .74 20.42 4.99 18 .67 26 .77 135.91 12.24 ac 19.10 ac •• Equivalent Area=Sum of Run-off contributing to Cedar Creek 36"' culvert/detention pond dMded by the product of the assumed post deV'd average C-Value (0 .8) X the storm event's intensity (1 1. 15 in/hr) ···Total Area=Equ ivalent Area+ OFF-SITE area 100 YEAR STORM EVENT Qp06r Released I Undeta1ned Run-on (cfs) DRAINAGE Intensity TOTAL University Cedar Creek Two Lincoln Tc (min) C-Value Area Qposr Forest Drive Condo. Parking Lincoln Drive AREA (acres) (in/hr) (cfs) Drive Culvert Lot Place Channel Replat Lot 3r 10 0.80 11.64 5.83 54 .29 0.00 12 .42 0.81 0.00 0 .00 Replat Lot 4r 10 0 .80 11 .64 4.63 43 .11 5.24 0.00 11 .00 0.00 0.00 Re plat Lot 1 r 10 0.80 11 .64 2.29 2 1.32 0.00 0.00 0.00 0.00 0.00 Replat Lot 2r 10 0 .80 11 .64 0.56 5.21 0.00 0.00 0.00 0.00 0.00 Henton Lot 3 10 ·0.10 11 .64 3.49 26 .25 0.00 0.00 0.64 3.02 3.09 Off-Site 10 0.35 11 .64 6.86 27 .95 0.00 0.00 0.00 0.00 0.00 TOTALS : 23 .66 178.13 5.24 12 .42 12 .46 3.02 3.09 -EQUIVALENT AREA -TOTAL AREA • C-Values & Run-off rates for Henton Lot 3 are based on site cond itions per November 17 , 2000 Amendment to the Drainage Report for "The Veranda" O,.osr Detained (cfsl Cedar Creek Condo. 36" Culvert I Detention Pond 41 .05 26 .87 21 .32 5.21 19 .50 27 .95 141 .90 12.24 ac 19.10ac ••Equivalent Area=Sum of Run-off contributing to Cedar Creek 36" culvert/detention pond dMded by the product of the assumed post deV'd average C-Value (0.8) X the storm event's intensity (11 .64 in/hr) ···Total Area=Eq uivalent Area+ OFF-SITE area APPENDIX 6 Pond Routing Calculations Job File: H:\ENGINE-l \HENT ON\HENTON -2\DRAI NAGE\PONDPAC K\HENT ON0 3.P PK Rain Dir: .\util\ JOB TITLE HENTON-LINCOLN SUBDIVISION COLLEGE STATION, BRAZOS COUNTY, TEXAS RICHARD CARTER SURVEY, A-8 DETENTION POND DESIGN FOR ENTIRE 16.82 ACRE DEVELOPMENT S/N: HOMOL0132809 Kling Engineering & Survey ing Pond Pack Ver: 8-01-98 (61) Comput e Time : 15 :29:1 9 Date: 0 4 -23-2003 ex_t 5111--(G_ Co~C>t TT0/05 f f22.-6 _ OurPA-'-L-- Type .... Vol: Elev-Area Page 1.01 Name .... PRE File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\HEN TON03.PP K Title ... EXISTING CREEK VOLUME Elevation (ft) 298.25 299 .00 300.00 301.00 302.00 Planimeter (sq.in) Area Al+A2+sqr (Al*A2) (sq. ft) (sq. ft) 0 0 44 44 4879 5386 21039 36050 37867 87132 POND VOLUME EQUATIONS Volume (ac-ft) .000 .000 .041 .276 . 667 Volume Sum (ac-ft) .000 .000 .041 .317 .984 * 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 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 15:29 :1 9 Date: 04-23-2003 Type .... Outlet Input Data Page 2.01 Name .... 36" FREE OUTFALL File .... H:\ENGINE-1\HENTON\HENTON -2\DRAINAGE \PONDPACK\HENTON03.PPK Title ... 36" CULVERT -FREE OUTFALL -NO TAILWATER REQUESTED POND WS ELEVATIONS: Min. Elev.= Increment = Max. Elev.= 298.25 ft .20 ft 302.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <---Reverse Flow Only (DnStream to Upstream) <---> Forward and Reverse Both Allowed Structure No . Outfall El, ft Culvert-Circular ---> TW 298 .25 0 TW SETUP, DS Channel S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 15:29:19 E2, ft 302.000 Date: 04-23-2003 Type .... Outlet Input Data Page 2.02 Name .... 36" FREE OUTFALL File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.PPK Title ... 36" CULVERT -FREE OUTFALL -NO TAILWATER OUTLET STRUCTURE INPUT DATA Structure ID Structure Type Culvert-Circular No. Barrels Barrel Diameter Upstream Invert Dnstream Invert Horiz. Length Barrel Length Barrel Slope OUTLET CONTROL DATA ... Mannings n Ke Kb Kr HW Convergence INLET CONTROL DATA ... Equation form Inlet Control K Inlet Control M Inlet Control c Inlet Control Y Tl ratio (HW/D) T 2 ratio (HW/D) Slope Factor 1 3.0000 298.25 295.87 60.00 60.05 .03967 . 0130 .5000 . 007228 1.0000 .001 1 .009 8 2.0000 .03980 . 6700 1.140 1. 287 -.5 00 ft ft ft ft ft ft/ft (forward entrance loss) (per ft of full flow) (reverse entrance loss ) +/-ft Use unsubmerged inlet control Form 1 equ . below Tl elev. Use submerged inlet con trol Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at Tl & T2 ... At Tl Elev 301.67 ft ---> Flow 42.85 cfs At T2 Elev= 302.11 ft ---> Flow 48.97 cfs S/N: HOMOL 0132809 Kling Engin eering & Surveying Pond Pack Ver : 8-01-98 (61) Compute Time: 15:29:19 Date: 04-23-2003 Type .... Outlet Input Data Page 2 .0 3 Name .... 36" FREE OUTFALL File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.PPK Title ... 36" CULVERT -FREE OUTFALL -NO TAILWATER OUTLET STRUCTURE INPUT DATA = TW Structure ID Structure Type = TW SETUP, DS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES ... Maximum Iterations= 30 Min. TW tolerance .01 ft Max. TW tolerance .01 ft Min. HW tolerance .01 ft Max. HW tolerance .01 ft Min. Q tolerance .10 cfs Max. Q tolerance .10 cfs S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 15:29:19 Date: 04-23-2003 Type .... Composite Rating Curve Page 2.0 4 Name .... 36" FREE OUTFALL File .... H:\ENGINE -1\HENTON\HEN TON-2\DRAINAGE\PONDPACK\HENTON03.PPK Title ... 36" CULVERT -FREE OUTFALL -NO TAILWATER ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev , Total Q Notes Elev. Q ft cfs TW Elev ft Converge Error +/-ft Contributing Structures 298.25 298.45 298.65 298.85 299.05 299.25 299.45 299.65 299.85 300.05 300.25 300.45 300 .65 300.85 301.05 301.25 301.45 301. 65 301.85 302.00 .00 .19 .74 1. 63 2.86 4.39 6. 21 8 .30 10.63 13. 21 15.96 18.92 22.02 25 .25 28 .61 32.04 35.53 39.06 42.60 45.25 Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall None contributing S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8 -01-98 (61) Compute Time: 15:29:1 9 Date: 04-23-20 0 3 Type .... Pond E-V-Q Table Page 3.01 Name .... PRE File .... H:\ENGINE-l\HENTON\HENTON-2 \DRA INAGE \PON DPACK \H ENTON 03 .PPK Title ... MODEL FLOW THROUGH 36" CULVERT W/EXI STI NG CREEK STORAGE LEVEL POOL ROUTING DATA HYG Dir H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK \ Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting ws Elev Starting Volume Starting Outflow Starting Infiltr. HENTON.HYG -POND-IN-PRE 10 YR NONE STORED -PRE OUT 1 0 YR PRE PRE 36" FREE OUTFALL 298. 25 ft .000 ac-ft .00 cfs .00 cfs Starting Total Qout= .00 cfs Time Elevation ft 298.25 298.45 298.65 298.85 299.05 299.25 299.45 299.65 299.85 300.05 300.25 300.45 300.65 300.85 301. 05 301.25 301.45 301. 65 301 .85 302.00 Increment Outflow cf s .00 . 19 .74 1. 63 2.86 4.39 6.21 8.30 10.63 13.21 15.96 18.92 22.02 25.25 28.61 32. 04 35.53 39.06 4 2 .60 45.25 2.00 Storage ac-ft .000 .000 .000 .000 .000 . 002 . 005 . 013 .027 .047 .078 .120 .177 .250 .342 .449 .570 .706 .859 .984 min Area sq.ft 0 3 13 28 96 503 1 23 1 227 8 3644 5418 7 859 10752 14096 17 894 217 6 4 24786 2800 4 31419 35030 37867 Infilt. cf s .00 .00 .00 .00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 .00 .00 . 00 .00 .00 . 00 . 00 . 00 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-0 1-98 ( 61) Compute Time: 15:29:19 Q Total cfs .00 .1 9 .74 1. 63 2.86 4.39 6.21 8.30 10.63 13. 21 15. 96 18.92 22.02 25 .25 28.61 32.04 35 .5 3 39 .06 42.60 45.25 Date: 2S/t + 0 cfs .00 .19 .77 1. 7 3 3 .10 5 .5 4 10 .17 18.01 30 .1 2 47 .60 72.36 106.21 150.60 207 .02 276 .82 357 .7 8 449 .21 551. 72 665.95 759 .7 0 04-23-2003 Type .... Pond Routing Surrunary Page 3 .04 Name .... PRE Tag: 2 YR File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.PPK Title ... MODEL FLOW THROUGH 36" CULVERT W/EXISTING CREEK STORAGE LEVEL POOL ROUTING SUMMARY HYG Dir H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\ Inflow HYG file HENTON.HYG -POND-IN-PRE 2 YR Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting ws Elev Starting Volume Starting Outflow Starting Infiltr. NONE STORED -PRE PRE PRE 36" FREE OUTFALL 298.25 ft .000 ac-ft .00 cfs .00 cfs Starting Total Qout= .00 cf s Time Increment 2.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow Peak Outflow Peak Elevation Peak Storage = MASS BALANCE (ac-ft} + Initial Vol + HYG Vol IN Infiltration HYG Vol OUT Retained Vol 28.43 cfs 19.37 cfs 300.48 ft .128 ac-ft .000 .548 .000 .548 .000 at at OUT 2 YR 14. 00 min 18.00 min Unrouted Vol .000 ac-ft (.000 % of Outflow Vo lume} S/N: HOMOL0132 8 09 Kling Engineering & S ur ve ying Pond Pack Ver: 8-01-98 (61) Compute Time: 15:2 9 :19 Date: 04 -23-2 0 03 Type .... Pond Routing Summary Page 3 .0 6 Name .... PRE Tag: 5 YR File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.PPK Title ... MODEL FLOW THROUGH 36" CULVERT W/EXISTING CREEK STORAGE LEVEL POOL ROUTING SUMMARY HYG Dir H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\ Inflow HYG file HENTON.HYG -POND-IN-PRE 5 YR Outflow HYG file NONE STORED -PRE OUT 5 YR Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting ws Elev Starting Volume Starting Outflow Starting Infiltr. PRE PRE 36" FREE OUTFALL 298.25 ft .000 ac-ft .00 cf s .00 cfs Starting Total Qout== .00 cfs Time Increment 2.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow Peak Outflow Peak Elevation Peak Storage == 34.85 cfs 22.24 cfs 300 .66 ft .182 ac-ft at at 14.00 min 20 .00 min ===================================================== MASS BALANCE (ac-ft) + Initial Vol + HYG Vol IN -Infiltration -HYG Vol OUT -Retained Vol .000 .672 .000 . 672 .000 Unrouted Vol -. 000 ac-ft (. 000 % of Inflow Volume) S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 1 5 :2 9:1 9 Date : 0 4-23-2003 Type .... Pond Routing Summary Page 3 .0 2 Name .... PRE Tag: 10 YR File .... H:\ENGINE-l\HENTON\HENTON-2 \DRAINAGE \PONDP ACK\HENTON03.PPK Title ... MODEL FLOW THROUGH 36" CULVERT W/EXISTING CREEK STORAGE LEVEL POOL ROUTING SUMMARY HYG Dir H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\ Inf low HYG file HENTON.HYG -POND-IN-PRE 10 YR Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting ws Elev Starting Volume Starting Outflow Starting Infiltr. NONE STORED -PRE PRE PRE 36" FREE OUTFALL 298 .25 ft .000 ac-ft .00 cfs .00 cfs Starting Total Qout= .00 cfs Time Increment 2 .00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow Peak Outflow Peak Elevation Peak Storage = MASS BALANCE (ac-ft) + Initial Vol + HYG Vol IN Infiltration HYG Vol OUT Retained Vol 39.29 cfs 24.08 cfs 300.78 ft .222 ac-ft .000 .75 8 .00 0 .75 8 .000 at at OUT 10 YR 14.00 min 20 .00 min Unrouted Vol .00 0 ac-ft (.000 % of Outflow Volume ) S/N: HOMOL0132 809 Kling Engineering & Surveyi ng Pond Pack Ver: 8-01-98 (61) Compute Time: 15:29:19 Date: 04-23 -2003 Type .... Pond Routing Summary Page 3. 05 Name .... PRE Tag: 25 YR File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.PPK Title ... MODEL FLOW THROUGH 36" CULVERT W/EXISTING CREEK STORAGE LEVEL POOL ROUTING SUMMARY HYG Dir H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\ Inflow HYG file HENTON.HYG -POND-IN-PRE 25 YR Outflow HYG file NONE STORED -PRE OU T 25 YR Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting ws Elev Starting Volume Starting Outflow Starting Infiltr. PRE PRE 36" FREE OUTFALL 298 .25 ft .000 ac-ft .00 cf s .00 cf s Starting Total Qout= .00 cf s Time Increment 2.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inf low Peak Outflow Peak Elevation Peak Storage = MASS BALANCE (ac-ft) + Initial Vol + HYG Vol IN Infiltration HYG Vol OUT Retained Vol 43.50 cfs 26.49 cfs 300 .92 ft .282 ac-ft .000 .899 .000 .899 .0 00 at at 14. 00 min 20.00 min Unrouted Vol .000 ac-ft (.000 % of Outflow Volume) S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 15:2 9 :1 9 Date: 04 -23-2003 Type .... Pond Routing Summary Page 3.07 Name .... PRE Tag: 50 YR File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.PPK Title ... MODEL FLOW THROU GH 36 " CULVERT W/EXISTING CREEK STORAGE LEVEL POOL ROUTING SUMMARY HYG Dir H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\ Inflow HYG file HENTON.HYG -POND-IN-PRE 50 YR Outflow HYG file NONE STORED -PRE OUT 50 YR Pond Node Data Pond Volume Data Pond Outl et Data No Infiltra tion INITIAL CONDITIONS Starting ws Elev Starting Volume Starting Outflow Starting Infiltr. PRE PRE 36" FREE OUTFALL 298.25 ft .000 ac-ft .00 cfs .00 cfs Starting Total Qout= .00 cfs Time Increment 2.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow Peak Outflow Peak Elevation Peak Storage = MASS BALANCE (ac-ft) + Initial Vol + HYG Vol IN Infiltration HYG Vo l OUT Retained Vol 47.77 cfs 29.04 cfs 301.08 ft .355 ac-ft .000 1. 053 .000 1.053 .000 at at 14.00 min 22 .00 min Unrouted Vol -.000 ac-ft (.000 % of Inflow Volume) S/N: HOMOL 0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 15:29:19 Date: 04-23-2003 Type .... Pond Routing Surrunary Page 3.03 Name .... PRE Tag: 100 YR File .... H:\ENGINE-l\HENTON \HENT ON-2\DRAINAGE\PONDPACK\HEN TON 03 .PP K Title ... MODEL FLOW THROUGH 36 " CULVERT W/E XISTI NG CREEK ST ORAGE LEVEL POOL ROUTING SUMMARY HYG Dir H:\ENGINE-l\HENTON\HENTON -2\DRAINAGE \PONDPACK\ HENTON.HYG -POND-IN-PRE 100 YR Inflow HYG file Outflow HYG file NONE S TO RED -PRE OUT 10 0 YR Pond Node Data Pond Volume Data Pond Outlet Data No Infi ltra tion INITIAL CON DITIONS Start ing ws Elev Starting Volume Starting Out flow Starting Infiltr. PRE PRE 36" FREE OUTFALL 298.25 ft .000 ac-ft .00 cfs .00 cf s Starting To tal Qout= . 00 cf s Time Increment 2 .00 min INFLOW/OUTFL OW HYDROGRAPH SUMMARY Peak Inf low Peak Outflow Peak Elevation Peak Storage = MASS BALANCE (ac -ft} + Initial Vol + HYG Vol IN Infiltration -HYG Vol OUT -Retained Vol 49 .84 cfs 29 .84 cfs 301.12 ft .379 ac-ft .000 1 .098 .000 1. 098 .000 at at 14.00 min 22 .00 min Unrouted Vol -. 000 ac-ft (. 000 % of Inflow Volume} S/N: HOMO L0132809 Kling Engineering & Surveying Pond Pack Ver: 8-0 1-9 8 (61) Compute Time : 15 :29 :19 Date : 04-23-2003 Type .... Outlet Input Data Page 1. 01 Name .... 36"CULVERT W/TW File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE \PONDPACK\HENTON 03 .ppk Title ... EXISTING 36" CULVERT W/ TAILWATER REQUESTED POND WS ELEVATIONS: Min. Elev.= Increment = Max. Elev.= 298.25 ft .20 ft 302.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Ups tream to DnStream) <---Reverse Flow Only (DnStream to Upstream) <---> Forward and Reverse Both Allowed Structure No. Outfall El, ft Culvert-Circular ---> TW 298 .250 TW SETUP, DS Channel S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 ( 61) Compute Time: 11: 14: 50 E2, ft 302.000 Date: 04-24-2003 EX 1'STt~61 C,oµ o rn 01--fS w I lA-tLv..JA--7B12.. ::: 3CO 2. ::,c'.)j Type .... Outlet Input Data Page 1.02 Name .... 36"CULVERT W/TW File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk Title ... EXISTING 36" CULVERT W/ TAILWATER OUTLET STRUCTURE INPUT DATA Structure ID Structure Type Culvert-Circular Use Use No. Barrels Barrel Diameter Upstream Invert Dnstream Invert Horiz. Length Barrel Length Barrel Slope OUTLET CONTROL DATA ... Mannings n Ke Kb Kr HW Convergence INLET CONTROL DATA ... Equ ation form Inlet Control K Inlet Control M Inlet Control c Inlet Control y Tl ratio (HW/D) T2 ratio (HW/D) Slope Factor unsubmerged inlet control Form submerged inlet control Form 1 3.0000 298.25 295.87 60.00 60.05 .03967 . 0130 .5000 . 007228 1 1 1. 0000 .001 1 .0045 2.0000 .03170 .6900 1. 075 1.177 -.500 equ. equ. ft ft ft ft ft ft/ft (forward entrance loss) (per ft of full flow) (reverse entrance loss) +/-ft below Tl elev. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at Tl & T2 ... At Tl Elev 301.48 ft ---> Flow 42 .85 cfs At T2 Elev= 301.78 ft ---> Flow 48 .9 7 cfs S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 11:14:50 Date: 0 4-2 4-2003 Type .... Composite Rating Curve Page 1. 03 Name .... 36"CULVERT W/TW File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk Title ... EXISTING 36" CULVERT W/ TAILWATER ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .000 (+/-ft) WS Elev, Total Q Notes Elev. Q ft cfs TW Elev ft Converge Error +/-ft Contributing Structures 298.25 298.45 298.65 298.85 299.05 299.25 299.45 299.65 299.85 300.00 300.05 300.25 300.45 300.65 300.85 301.00 301.05 301.25 301. 45 301. 65 301.85 302.00 .00 .19 .74 1. 63 2.85 4.40 6.22 8.30 10.63 12.53 13.20 15.96 18.93 22.02 25.27 27.76 28.60 32.04 35.52 39.04 42.59 45.25 295.87 295.87 295.87 295.87 295.87 295.87 295.87 295.87 295.87 295.87 295.87 295.87 295.87 295.87 295.87 295.87 295.87 295.87 295.87 295.87 295.87 295.87 .000 None contributing .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 11:14:50 Date: 04-24-2003 Type .... Composite Rating Curve Page 1.04 Name .... 36"CULVERT W/TW File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk Title ... EXISTING 36" CULVERT W/ TAILWATER ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .000 (+/-ft) ws Elev, Total Q Notes ------------------------Converge ------------------------- Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures ------------------------------------------------- 298.25 .00 298.25 .000 None contributing 298.45 .19 298.25 .000 298.65 .74 298. 25 .000 298.85 1. 63 298.25 .000 299.05 2.85 298.25 .000 299.25 4.40 298.25 .000 299.45 6.22 298.25 .000 299.65 8.30 298.25 .000 299.85 10.63 298.25 .000 300.00 12.53 298.25 .000 300.05 13.20 298.25 .000 300.25 15.96 298.25 .000 300.45 18.93 298.25 .000 300.65 22.02 298.25 .000 300.85 2 5.27 298.25 .000 301.00 27.76 298.25 .000 301. 05 28.60 298.25 .000 301.25 32.04 298.25 .000 301.45 35.52 298.25 .000 301. 65 39.04 298.25 .000 301.85 42.59 298.25 .000 302.00 45.25 29 8 .2 5 .000 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 11:14:5 0 Date: 0 4-2 4-2003 Type .... Composite Rating Curve Page 1. 05 Name .... 36"CULVERT W/TW File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk Title ... EXISTING 36" CULVERT W/ TAILWATER ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .000 (+/-ft) WS Elev, Total Q Notes Elev. Q ft cfs TW Elev ft Converge Error +/-ft Contributing Structures 298.25 298.45 298.65 298.85 299.05 299.25 299.45 299.65 299.85 300.00 300.05 300.25 300.45 300.65 300.85 301.00 301.05 301.25 301.45 301. 65 301.85 302.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 7.40 15.88 18.93 22.02 25.27 27.76 28.60 32.04 35.52 39.04 42.59 45.25 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 11:14:50 Date: 04-24-2003 Type .... Composite Rating Curve Page 1.0 6 Name .... 36"CULVERT W/TW File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk Title ... EXISTING 36" CULVERT W/ TAILWATER ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .000 (+/-ft) ws Elev, Total Q Notes ------------------------Converge ------------------------- Elev. Q TW Elev Error ft cf s ft +/-ft Contributing Structures ------------------------------------------------- 298 .25 .00 301. 00 .000 298.45 .00 301.00 . 000 298.65 .00 301.00 .000 29 8.85 .00 301.00 .000 299.05 .00 301.00 .000 299.25 .00 301. 00 .000 299.45 .00 301.00 .000 299.65 .00 301.00 .000 299.85 .00 301.00 .000 300.00 .00 301.00 .000 300 .05 .00 301.00 . 000 300.25 .00 301. 00 .0 00 300.45 . 00 301.00 .000 300.65 .00 301. 00 .000 300.85 .00 301. 00 . 000 301.00 .00 301.00 .000 301.05 9.00 301.00 .000 301.25 20.22 301.00 .000 301.45 27.21 301. 00 .000 301. 65 32.80 301.00 .000 301. 85 37.55 301.00 .000 302.00 40.75 301.00 .000 S/N: HOMOL 0132809 Kling Engineering & Surveying Pond Pack Ver: 8-0 1-9 8 ( 61) Compute Time: 11: 14: 50 Date: 04-24-2 003 Type .... E-Q-TW Series Page 2 .01 Name .... 36" RCP W/TW File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\36RCPT-l.EQT Elevat ion -Outflow -Tailwater (ICPR Rating Table) TW Elevs. ---> TW,ft 295.87 HW Elev,ft 298 .2 5 298 .45 298 .65 298.85 299.0 5 299.25 299.45 299.65 299.8 5 300.00 300.0 5 300.25 300 .45 300.65 300.85 301 .00 301.05 301. 25 301.45 301. 65 301.85 302.00 Flow, cfs .00 .19 .74 1. 63 2.85 4 .4 0 6 .22 8.30 10.63 12.53 13.20 15.96 18.93 22.02 25 .27 27.76 28 .60 32.04 35.52 39.04 42.59 45 .25 TW, ft 298.25 Flow, cfs .00 .19 .74 1. 63 2.85 4.40 6.22 8.30 10.63 12.53 13.20 15.96 18.93 22. 02 25.27 2 7 .76 28 . 60 32 .04 35.52 39 .04 42.59 45.25 TW, ft 300.00 Flow, cfs .00 .00 .00 .0 0 .00 .00 .00 .00 .00 .00 7.4 0 15.88 18.9 3 22.02 25 .27 27.76 28.60 32.04 35.52 39.04 42 .59 45.25 TW, ft 301. 00 Fl ow , cfs .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 9.00 20 . 22 27.21 32 .80 37 .5 5 40.75 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 11:13 :03 TW,ft .00 Flow, cfs .00 .00 .00 .00 .00 .00 .0 0 .00 .00 .00 .0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Date: 04-24-2003 Type .... Executive Summary (Nodes} Page 1.01 Name .... PRE -2YR-TW300 Event: 2 YR File .... H:\ENGINE-l\HENTON \HENTON -2\DRAINAGE\PONDPACK \WORK INGl.ppk Storm ... 2 YR Tag: 2 YR NETWORK SUMMARY --NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt} ICPM CALCULATION TOLERANCES Target Convergence= .000 cfs +/- Max. Iterations 35 loops ICPM Time Step .0200 hrs Output Time Step .0200 hrs ICPM Ending Time 4.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cf s ft ----------------------------------------------------- Outfall OUTFALL TW=300 T-E .549 .3200 18. 71 300 .00 PRE-IN-2YR HYG .548 L .2334 28.42 PRE-TW=300 POND .548 .2400 27.62 PRE-TW=300 OUT POND .549 .3200 1 8 . 71 300.44 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 09 :27:38 Date: 04 -24-2003 Type .... Executive Surrunary (Nodes) Page 1.01 Name .... PRE-5YR-TW300 Event: 5 YR File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\WORKINGl.ppk Storm ... 5 YR Tag: 5 YR NETWORK SUMMARY --NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time Node ID Outfall OUTFALL TW=300 PRE-IN-SYR PRE-TW=300 PRE-TW=300 OUT .000 cfs +/- 35 loops .0200 hrs .0200 hrs 4.0000 hrs HYG Vol Type ac-ft ---------- T-E .673 HYG . 672 POND . 672 POND . 673 Qpeak Trun. hrs --------- .3200 L .2334 .2400 .3200 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 09:32:28 - Qpeak Max WSEL cfs ft ----------------- 21. 63 300.00 34.84 33.86 21. 63 300.62 Date: 04-24-2003 Type .... Executive Summary (Nodes) Pag e 1.01 Name .... PRE-10YR-TW300 Event: 10 YR File .... H:\ENGINE-1\HENTON\HENTON-2\D RAIN AGE\PO NDPA CK\WORKING 2 .ppk Storm ... 10 YR Tag: 10 YR NETWORK SUMMARY --NODES (Tru n.= HYG T runcation: Blank=None ; L=Left; R=Rt; LR=Left & Rt) ICPM CALCULATION TOLERANCES Targe t Convergence= Max. Iterations ICPM Time Step Outp u t Time Step ICPM Ending Time Node ID Outfall OUTFALL TW=300 PRE-IN-lOYR PRE-TW=300 PRE-TW=300 OUT .000 cfs +/- 35 loops . 0200 hrs .0200 hrs 4.0000 hrs HYG Vol Type ac-ft ---------- T-E .759 HYG .757 POND .758 POND .759 Qpeak Trun. hrs --------- . 3200 L .2334 .2 400 .3200 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 09 :40:20 Qpeak Ma x WSEL cfs ft ----------------- 23 .77 300.00 39.28 38 .17 23.77 300.76 Date: 04-24-2003 Type .... Executive Summary (Nodes} Page 1.01 Name .... PRE-25YR-TW300 Event: 25 YR File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\WORKING4.ppk Storm ... 25 YR Tag: 25 YR NETWORK SUMMARY --NODES (Trun.= HYG Truncat i on: Blank=None; L=Left; R=Rt; LR=Left & Rt} ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time Node ID Outfall OU T FALL TW=300 PRE-IN-25YR PRE-TW=300 PRE-TW=300 OUT . 000 cfs +/- 35 loops .0200 hrs .0200 hrs 4.0000 hrs HYG Vol Type ac-ft ---------- T-E .900 HYG .898 POND .898 POND .900 Qpeak Trun. hrs --------- .3400 L .2334 .2400 .3400 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 ( 61) Compute Time: 09: 43: 39 Qpeak Max WSEL cfs ft ----------------- 26.92 300.00 43.50 43.29 26.92 300.95 Date: 04-24-2003 Type .... Executive Summary (Nodes) Page 1 .01 Name .... PRE-50YR-TW300 Event: 50 YR File .... H:\ENGINE-1\HENTON \HENTON-2\DRAINAGE\PONDPACK\HEN TON 03 .ppk Storm ... 50 YR Tag: 50 YR NETWORK SUMMARY --NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time Node ID .000 cfs +/- 35 loops .0 200 hrs .0200 hrs 4.0000 hrs HYG Vol Qpeak Type ac-ft Trun. hrs Outfall OUTFALL TW=300 T-E 1.053 .3600 PRE-IN-50YR HYG 1.051 L .2334 PRE-TW=300 POND 1.052 .2400 PRE-TW=300 OUT POND 1.053 .3600 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 09:53:03 Qpeak cfs 29.03 47.77 47.77 29. 03 Max WSEL ft 300.00 301.08 Date: 04-24-2003 Type .... Executive Summary (Nodes} Page 1.01 Name .... PRE-100YR-TW300 Event: 100 YR File .... H:\ENGINE-1\HENTON\HENTON -2 \DRAINAGE\PONDPACK\HENTON0 3.ppk Storm ... 100 YR Tag: 100 YR NETWORK SUMMARY --NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt} ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time Node ID .000 cfs +/- 35 loops .0200 hrs .0200 hrs 4 .0000 hrs HYG Vol Qpeak Type ac-ft Trun. hrs Outfall OUTFALL TW=300 T-E 1 .099 .3600 PRE-IN-lOOYR HYG 1.097 L .2334 PRE-TW=300 POND 1.098 .2400 PRE-TW=300 OUT POND 1.099 .3600 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 11:13:03 Qpeak cfs 29.66 49.84 49.84 29.66 Max WSEL ft 300.00 301. 11 Date: 04 -24-2003 Type .... Executive Summary (Nodes) Page 1.01 Name .... PRE-2YR-TW301 Event: 2 YR File .... H:\ENGINE-l\HENTON\HENTON -2\DRAINAGE\PONDPACK\WORKINGl.ppk Storm ... 2 YR Tag: 2 YR NETWORK SUMMARY --NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) Outfall S/N: Pond ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time Node ID .000 cfs +/- 35 loops .0200 hrs .0200 hrs 4.0000 hrs HYG Vol Type ac-ft Qpe ak Trun. hrs ------------------------------------ OUTFALL TW=301 T-E .550 R .3200 PRE-IN-2YR HYG .548 L .2334 PRE-TW=301 POND .548 .2 40 0 PRE-TW=301 OUT POND .550 R . 3200 HOMOL0132809 Kling Engineering & Surveying Pack Ver: 8-01-98 (61) Compute Time: 09 :55:05 Qpeak Max WSEL cfs ft ----------------- 18.40 301.00 28.42 2 7.62 18.40 301.22 Date: 04-24-2003 Type .... Executive Summary (Nodes) Page 1.01 Name .... PRE-5YR-TW301 Event: 5 YR File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\WORKINGl.ppk Storm ... 5 YR Tag: 5 YR NETWORK SUMMARY --NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) ICPM CALCULATION TOLERANCES Target Convergence= .000 cfs +/- Max. Iterations 35 loops ICPM Time Step .0200 hrs Output Time Step .0200 hrs ICPM Ending Time 4.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ----------------------------------------------------- Outfall OUTFALL TW=301 T-E .673 R .3200 21. 61 301.00 PRE-IN-SYR HYG . 672 L .2334 34.84 PRE-TW=301 POND . 672 .2400 33.86 PRE-TW=301 OUT POND . 673 R .3200 21.61 301.29 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 09:57:17 Date: 04-24-2003 Type .... Executive Summary (Nodes) Page 1.01 Name .... PRE-10YR-TW301 Event: 10 YR File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.PPK Storm ... 1 0 YR Tag: 10 YR NETWORK SUMMARY --NODES (Trun .= HYG Truncation: Blank=None; L=Left ; R=Rt; LR=Left & Rt} Outfa l l S/N: Pond ICPM CAL CULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time S t ep Output Time Step ICPM Ending Time Node ID .000 cfs +/- 35 loops .0200 hrs .0200 hrs 4.0000 hrs HYG Vol Type ac-ft Qpeak Trun. hrs ------------------------------------ OUTFALL TW=301 T-E .759 R .3200 PRE-IN-1 OYR HYG .7 57 L .2334 PRE-TW=301 POND .758 .2400 PRE-TW=301 OUT POND .75 9 R .3200 HOMOL0132809 Kling Engineering & Surveying Pack Ver: 8-01-98 (61) Compute Time: 10:04 :59 Qpeak Max WSEL cfs ft ----------------- 23.55 301.00 39.28 38.17 23.55 301.35 Date: 04-24-2003 Type .... Executive Summary {Nodes) Page 1.01 Name .... PRE-25YR-TW301 Event: 25 YR File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk Storm ... 25 YR Tag: 25 YR NETWORK SUMMARY --NODES {Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) ICPM CALCULATION TOLERANCES Target Convergence= .000 cfs +/- Max. Iterations 35 loops ICPM Time Step .0200 hrs Output Time Step . 0200 hrs ICPM Ending Time 4.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ----------------------------------------------------- Outfall OUTFALL TW=301 T-E .900 R .3400 26.43 301.00 PRE-IN-25YR HYG .898 L .2334 43.50 PRE-TW=301 POND .898 .2400 43.29 PRE-TW=301 OUT POND .900 R .3400 26. 43 301.43 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 10:09:52 Date: 04-24-2003 Type .... Executive Summary (Nodes) Page 1.01 Name .... PRE-50YR-TW301 Event: 50 YR File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03 .pp k Storm ... 50 YR Tag: 50 YR NETWORK SUMMARY --NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) Outfall S/N: Pond ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time Node ID .000 cfs +/- 35 loops .0200 hrs .0200 hrs 4.0000 hrs HYG Vol Type ac-ft Qpeak Trun. hrs ------------------------------------ OUTFALL TW=301 T-E 1. 054 R .3600 PRE-IN-50YR HYG 1. 051 L .2334 PRE-TW=301 POND 1.052 .2400 PRE-TW=301 OUT POND 1. 054 R .3600 HOMOL0132809 Kling Engineering & Surveying Pack Ver: 8-01-98 (61) Compute Time: 10:11:37 Qpeak Max WSEL cfs ft ----------------- 29.18 301.00 47.77 47.77 29.18 301.52 Date: 04-24-2003 Type .... Executive Summary (Nodes} Page 1.01 Name .... PRE-100YR-TW301 Event: 100 YR File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk Storm ... 100 YR Tag: 100 YR NETWORK SUMMARY --NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt} ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time Node ID .000 cfs +/- 35 loops .0200 hrs .0200 hrs 4.0000 hrs HYG Vol Qpeak Type ac-ft Trun. hrs Outfall OUTFALL TW=301 T-E 1.099 R .3600 PRE-IN-lOOYR HYG 1.097 L .2334 PRE-TW=301 POND 1.098 .2400 PRE-TW=301 OUT POND 1.099 R .3600 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 10:13:33 Qpeak cfs 30.09 49.84 49.84 30.09 Max WSEL ft 301.00 301.55 Date: 04-24-2003 Job File: H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk Rain Dir: C:\HAESTAD\PPK6\UTIL\ JOB TITLE HENTON-LINCOLN SUBDIVISION COLLEGE STATION, BRAZOS COUNTY, TEXAS RICHARD CARTER SURVEY, A-8 DETENTION POND DESIGN FOR ENTIRE 16.82 ACRE DEVELOPMENT APRIL 2003 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 15:40:51 Date: 04-24-2003 Typ e .... Vol: Elev-Area Page 1. 01 Name .... POND FINAL Fil e .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON 0 3.ppk Tit l e ... 2003 POND FINAL El e vation (ft) 2 98.60 2 99.00 3 00.00 3 01. 00 3 02.00 3 03.00 3 04.00 3 05.00 3 06.00 3 07.00 Planimeter (sq.in) Area Al+A2+sqr(Al*A2) (sq . ft) (sq. ft) 0 0 238 238 300 2 4085 16153 2 6119 21290 55987 22937 66325 24561 71233 26275 76240 28108 81559 30005 8 7154 POND VOLUME EQUATIONS Volume (ac -ft) .000 .001 .031 .200 .428 .508 .545 .583 . 624 .667 Volume Sum (ac-ft ) .000 .001 .032 .232 .660 1. 168 1. 713 2 .296 2 .920 3 .587 * Incremental volume computed by the Conic Method for Re s e rvoir Volumes . Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt. (Areal*Area2)) where: ELl, EL2 Area 1, Area2 Volume = Lower and upper elevations of the increment Areas computed for ELl, EL2, resp e ctivel y = Incremental volume between ELl and EL 2 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 15:4 0 :51 Date: 04-24-200 3 Type .... Outlet Input Data Page 1.01 Name .... OUTLET FINAL File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON.ppk REQUESTED POND WS ELEVATIONS: Min. Elev.= Increment = Max. Elev.= 298.60 ft . 20 ft 307.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <---Reverse Flow Only (DnStream to Upstream) <---> Forward and Reverse Both Allowed Structure Weir-Rectangular Orifice-Circular TW SETUP, DS Channel No. ---> ---> Outfall TW TW El, ft 306 .200 298.600 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 15:03:29 E2, ft 307.000 307.000 Date: 05-09-2003 Type .... Outlet Input Data Pag e 1.02 Name .... OUTLET FINAL File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON.ppk OUTLET STRUCTURE INPUT DATA Structure ID Structure Type # of Openings Crest Elev. Weir Length Weir Coeff. Weir-Rectangular 1 306.20 ft 10.00 ft 3.330000 Weir TW effects (Use adjustment equation} Structure ID Structure Type # of Openings Invert Elev. Diameter Orifice Coe ff. Structure ID Structure Type Orifice-Circular = TW 1 298.60 ft 1. 3333 ft .800 = TW SETUP, DS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES ... Maximum Iterations= 30 Min. TW tolerance .01 ft Max. TW tolerance .01 ft Min. HW tolerance .01 ft Max. HW tolerance .01 ft Min. Q tolerance .10 cfs Max. Q tolerance .10 cfs S/N: HOMOL013 2 809 Kling Engineering & Surveying Pond Pa ck Ver: 8-01-9 8 (61) Compute Time: 15:03:29 Dat e : 05-09-2003 Type .... Individual Outlet Curves Page 1. 04 Name .... OUTLET FINAL File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON.ppk RATING TABLE FOR ONE OUTLET TYPE Structure ID (Weir-Rectangular) Upstream DNstream ID (Pond Water Surface) ID = TW (Pond Outfall) WS Elev,Device Q Tail Water Notes WS Elev. ft 305.40 305.60 305.80 306.00 306.20 306.40 306.60 306.80 307.00 Q cf s .00 .00 .00 .00 .00 2 .97 8.36 15.29 23.45 TW Elev Converge ft +/-ft Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Computation Messages HW & TW below Inv.El.=306.200 HW & TW below Inv.El.=306.200 HW & TW below Inv.El.=306.200 HW & TW below Inv.El.=306.200 H=.00; Htw=.00; Qfree=.00 ; H=.20; Htw=.00; Qfree=2.97; H=.40; Htw=.00; Qfree=8.36; H=.60; Htw=.00; Qfree=15.29; H=.80; Htw=.00; Qfree=23.45; S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 15:03:29 Date: 05-09-2003 Type .... Individual Outlet Cur ve s Page 1.05 Name .... OUTLET FINAL File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON.ppk RATING TABLE FOR ONE OUTLET TYPE Structure ID (Orifice-Circular) Upstream ID (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Ele v ,Devi ce Q Tail Water Notes WS Elev. Q TW Elev Converge ft cfs ft +/-ft Computation Messages 298.60 .0 0 Free Outfall Upstream HW & DNstream TW <Inv.El 298.80 .15 Free Outfall CRIT.DEPTH CONTROL Vh= .05lft Der= .14 8ft CRIT.DEPTH 299.00 CRIT.DEPTH 299.20 CRIT.DEPTH 299.40 CRIT.DEPTH 299 .60 CRIT.DEPTH 299.80 CRIT.DEPTH 300.00 300.20 300.40 300.60 300.80 301. 00 301. 20 301.40 301. 60 301.80 302.00 302.20 302. 4 0 302.60 302.80 303.00 303.20 303.40 303.60 303.80 304.00 304.20 304.40 304.60 304.80 305.00 305 .20 .6 0 1. 29 2.19 3.26 4.46 7.67 8 .66 9.54 10.35 11. 09 11. 80 12.46 13.09 13.69 14.26 14.81 15.35 15.86 16.36 16.84 17.31 17. 77 18.22 18.65 19 .08 19.49 19.90 20 .30 20.69 21. 08 21. 45 21. 82 Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Fre e Outfall Free Outfall Free Outfall Free Outfall Fre e Outfall Free Outfall Fre e Outfall Free Outfall CRIT.DEPTH CONTROL Vh= .1 04ft Der= .295ft CRIT .DEPTH CONTROL Vh= .16 0ft Der= .439ft CRIT .DEPTH CONTROL Vh= .220ft Der= .5 80ft CRIT.DEPTH CONTROL Vh= .2 86ft Der= .714ft CRIT.DEPTH CONTROL Vh= .3 60ft Der= .840ft H =. 73 H =.93 H =l. 13 H =l. 33 H =l. 53 H =l. 7 3 H =l. 93 H =2 .1 3 H =2 .33 H =2 .53 H =2 .7 3 H =2 .93 H =3. 13 H =3.33 H =3 .53 H =3.73 H =3.93 H =4. 13 H =4.33 H =4.53 H =4.73 H =4.93 H =5 .13 H =5.33 H =5.53 H =5.73 H =5.93 S/N : HOMOL0132809 Kling Engin eering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time : 15:03:29 Date : 05-09-2003 Type .... Individual Outlet Curves Page 1.06 Name .... OUTLET FINAL File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON.ppk RATING TABLE FOR ONE OUTLET TYPE Structure ID (Orifice-Circular) Upstream ID (Pond Water Surface) DNstream ID = TW (Pond Outfall) ws Elev, Device Q Tail Water Notes ---------------------------------------------------------ws Elev. Q TW Elev Converge ft cfs ft +/-ft Computation Messages ------------------------------------------------- 305.40 22.19 Free Outfall H =6 .13 305.60 22.55 Free Outfall H =6.33 305.80 22.90 Free Outfall H =6.53 306.00 23.25 Free Outfall H =6. 73 306.20 23.59 Free Outfall H =6. 93 306.40 23.93 Free Outfall H =7.13 306.60 24.26 Free Outfall H =7.33 306.80 24.59 Free Outfall H =7.53 307.00 24.92 Free Outfall H =7.73 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 15:03:29 Date: 05-0 9 -2 003 Type .... Composite Rating Curve Page 1.07 Name .... OUTLET FINAL File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON.ppk ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes Elev. Q ft cfs TW Elev ft Converge Error +/-ft Contributing Structures 298.60 298.80 299.00 299.20 299.40 299.60 299.80 300.00 300.20 300.40 300.60 300.80 301.00 301.20 301.40 301. 60 301.80 302.00 302 .20 302.40 302.60 302.80 303.00 303.20 303.40 303.60 303.80 304.00 304.20 304.40 304.60 304.80 305.00 305.20 305.40 305 .60 305.80 306.00 306.20 306. 40 .00 .15 .60 1. 29 2 .1 9 3. 26 4.46 7.67 8.66 9 .54 10.35 11. 09 11. 80 12.46 13.09 13.69 14. 26 14.81 15.35 15. 86 16.36 16.84 17.31 17.77 18.22 18.65 19.08 19.49 19.90 20.30 20.69 21. 08 21. 45 21. 82 22.19 22.55 22.90 23.25 23.59 26 .90 Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfa ll Free Outfall Free Outfall Free Outfa ll Free Outfall Free Outfal l Free Outfall Free Outfall Free Outfall Free Outfall Free Outfa ll Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Ou tfall Free Outfa ll Free Outfall Free Outfal l Free Outfal l Free Outfal l Free Outfall Free Outfal l Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall None contributi ng S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 15:03:2 9 Date: 0 5-09 -20 03 Type .... Composite Rating Curve Page 1 .08 Name .... OUTLET FINAL File .... H:\ENGINE -l\HENTON\HENTON-2\DRAINAGE \PONDPA CK\HENT ON.p p k ***** COMPOSITE OUTFLOW SUMMAR Y **** WS Elev, Total Q Notes Elev. Q ft cf s TW Elev ft Converge Error +/-ft Contributing Stru c tures -------- 306.60 306.80 307.00 ------- 3 2 . 62 39.88 48.36 Free Outfall Free Outfall Free Outfall S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 15:03:29 Dat e : 0 5 -09-2003 Type .... Pond Routing Summary Page 3.05 Name .... POST-HYG-1-FREE Tag: 2 YR File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk LEVEL POOL ROUTING SUMMARY HYG Dir H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\ Inflow HYG file HENTON.HYG -HYG-1-FREE 2 YR Outflow HYG file NONE STORED -POST-HYG-1-FROUT 2 YR Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting ws Elev Starting Volume Starting Outflow Starting Infiltr. POND FINAL POND FINAL OUTLET FINAL 298.60 ft .000 ac-ft . 00 cf s .00 cfs Starting Total Qout= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = 4 7. 72 cfs 16. 82 cfs 302.79 ft 1.058 ac-ft at at .18 66 hrs .5266 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol + HYG Vol IN Infiltration HYG Vol OUT Retained Vol .000 1. 642 .000 1. 642 .000 Unrouted Vol -.000 ac-ft (.000 % of Inflow Volume) WARNING: Infl ow hydrograph truncated on left side. S/N: HOM OL0132809 Kl i ng Engineering & Surveying Pond Pa ck Ver : 8-01-98 (61) Compute Time: 15:40:51 Date: 04 -24-2003 Type .... Pond Routing Summary Page 3.07 Name .... POST-HYG-1-FREE Tag: 5 YR File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk LEVEL POOL ROUTING SUMMARY HYG Dir H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\ Inflow HYG file Outflow HYG file HENTON.HYG -HYG-1-FREE 5 YR NONE STORED -POST-HYG-1-FROUT 5 YR Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting ws Elev Starting Volume Starting Outflow Starting Infiltr. POND FINAL POND FINAL OUTLET FINAL 298.60 ft .000 ac-ft .00 cf s .00 cfs Starting Total Qout= .00 cfs Time Increment . 0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inf low Peak Outflow Peak Elevation Peak Storage = MASS BALANCE (ac-ft) + Initial Vol + HYG Vol IN Infiltration HYG Vol OUT Retained Vol 54.32 cfs 18.50 cfs 303.53 ft 1.452 ac-ft .000 2.169 .000 2 .1 69 .000 at at .1866 hrs .5866 hrs Unrouted Vol -.000 ac-ft (.00 0 % of Inflow Vo lume) WARNING: Inflow hydrograph truncated on le f t side . S/N: HOMOL0132809 Kling Engineering & Sur ve ying Pond Pack Ver: 8-01 -98 (61) Co mpute Time : 15 :4 0 :51 Da t e : 0 4 -2 4 -2003 Type .... Pond Routing Sununary Page 3.03 Name .... POST-HYG-1 -FREE Tag: 10 YR File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk LEVEL POOL ROUTING SUMMARY HYG Dir H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\ Inflow HYG file HENTON.HYG -HYG-1-FREE 10 YR Outflow HYG file NONE STORED -POST-HYG-1-FROUT 10 YR Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting ws Elev Starting Volume Starting Outflow Starting Infiltr. POND FINAL POND FINAL OUTLET FINAL 298.60 ft .000 ac-ft .00 cf s .00 cfs Starting Total Qout= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inf low Peak Outflow Peak Elevation Peak Storage = MASS BALANCE (ac-ft) + Initial Vol + HYG Vol IN Infiltration HYG Vol OUT Retained Vol 58.39 cfs 19.64 cfs 304.07 ft 1. 752 ac-ft .000 2 .573 .000 2 .573 .000 at at .1866 hrs .6466 hrs Unrout ed Vol .000 ac-ft (.000 % of Outflow Vo lume) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0132809 Kl i ng Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 15:4 0 :51 Date : 04 -24 -2003 Type .... Pond Routing Surrunary Page 3.06 Name .... POST-HYG-1-FREE Tag: 25 YR File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK \H ENTON03.ppk LEVEL POOL ROUTING SUMMARY HYG Dir H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\ Inflow HYG file HENTON.HYG -HYG-1-FREE 25 YR Outflow HYG file NONE STORED -POST-HYG-1-FROUT 25 YR Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS POND FINAL POND FINAL OUTLET FINAL ---------------------------------- Starting ws Elev 298 .6 0 ft Starting Volume .000 ac-ft Starting Outflow .00 cfs Starting Infiltr. .00 cfs Starting Total Qout= .00 cfs Time Increment .0 200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Ele vation Peak Storage = MASS BALANCE (ac-ft} + Initial Vol + HYG Vol IN Infiltration HYG Vol OUT Retained Vol 64. 76 cfs 20.89 cfs 304 .7 0 f t 2 . 119 ac-ft . 000 3.034 .000 3 .034 .000 at at .1866 hrs .6866 hrs Unrouted Vol .000 a c -ft (.00 0 % of Outfl ow Vo lume} WARNING: Inflow h ydrograph truncated on left side. S/N: HOMOL0132809 Kling Engineering & Surveyi ng Pond Pack Ver: 8-01-98 (61) Compute Time : 15 :4 0 :51 Date: 04-24-2003 Type .... Pond Routing Sununary Page 3 .0 8 Name .... POST-HYG-1-FREE Tag: 50 YR File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk LEVEL POOL ROUTING SU!v1MARY HYG Dir H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\ Inflow HYG file Outflow HYG file HENTON.HYG -HYG-1-FREE 50 YR NONE STORED -POST-HYG-1-FROUT 50 YR Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting ws Elev Starting Volume Starting Outflow Starting Infil tr. POND FINAL POND FINAL OU T LET FINAL 298.60 ft .000 ac -f t .00 cfs .00 cf s Starting Total Qout= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = MASS BALANCE (ac-ft ) + Initial Vol + HYG Vol IN Infiltration -HYG Vol OUT Retained Vol 71. 27 cfs 22.13 cfs 305.37 ft 2.521 ac-ft .000 3 .53 2 .000 3.532 .000 at at .18 66 hrs .7 066 hrs Unrouted Vol .000 ac-ft (.000 % of Outflow Volume) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver : 8-01-98 (61) Compute Time: 15:4 0 :51 Date : 04-24-2003 Type .... Pond Routing Surrunary Page 3.04 Name .... POST-HYG-1-FREE Tag: 100 YR File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk LEVEL POOL ROUTING SUMMARY HYG Dir H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\ Inflow HYG file HENTON.HYG -HYG-1-FREE 100 YR Outflow HYG file NONE STORED -POST-HYG-1-FROUT 100 YR Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDIT ION S Starting ws Elev Starting Volume Starting Outflow Starting Infiltr. POND FINAL POND FINAL OUTLET FINAL 298 .60 ft .000 ac-ft .00 cf s .00 cfs Starting Total Qout= .00 cf s Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SU.MMARY Peak Inf low Peak Outflow Peak Elevation Peak Storage = MASS BALANCE (ac -ft) + Initial Vol + HYG Vol IN Infiltration -HYG Vol OUT Retained Vol 72.14 cfs 22 .63 cfs 305.65 ft 2 .695 ac-ft .000 3.775 .000 3 .77 5 .000 at at .1866 hrs .7466 hrs Unrouted Vol -. 000 ac-ft (. 000 % of Inflow Volume) WARNING: Inflow h ydrog raph truncated on l eft side. S/N: HOMOL013 2809 Kling Engin eer ing & Surveying Pond Pack Ver : 8-01-98 (61) Compute Time: 15:40:51 Date: 04-24-2003 Type .... Outlet Input Data Page 1.01 Name .... OUTLET FNL W/TW File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON.ppk REQUESTED POND WS ELEVAT IONS: Min . Elev.= Increment = Max . Elev.= 298 .60 ft .20 ft 307.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <---Reverse Flow Only (DnStream to Upstream) <---> Forward and Reverse Both Allowed Structure Weir-Rectangular Orifice-Circular TW SETUP, DS Channel No. ---> ---> Outfall TW TW El , ft 306 .200 298.600 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 15:41:15 E2, ft 307.000 307.000 Date: 05-09-2003 Type .... Outlet Input Dat a Page 1.02 Name .... OUTLET FNL W/TW File .... H:\ENGINE-1\HENTON\HENTON -2\DRAINAGE\PONDPACK\HENTON.pp k OUTLET STRUCTURE INPUT DATA Structure ID Structure Type # of Openings Crest Elev. Weir Length Weir Coeff. Weir-Rectangular 1 306.20 ft 10.00 ft 3.330000 Weir TW effects (Use adjustment e q uati o n ) Structure ID Structure T y pe # of Openings Invert Elev. Diameter Orifice Coeff. Orifice -Circular 1 298.60 ft 1. 3333 ft .800 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 15:41:15 Dat e : 0 5-09 -2003 Type .... Composite Rating Curve Page 1.03 Name .... OUTLET FNL W/TW File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON.ppk ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .000 (+/-ft} WS Elev, Total Q Notes ------------------------Converge Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures ------------------------------------------------------298.60 .00 298.60 .000 None contributing 298.80 .15 298.60 .000 299.00 .60 298.60 .000 299.20 1. 29 298.60 .000 299.40 2.19 298.60 .000 299.60 3.26 298.60 .000 299.80 4.46 298.60 .000 300.00 7.67 298.60 .000 300.20 8.66 298.60 .000 300.40 9.54 298.60 .000 300.60 10.35 298.60 .000 300.80 11. 09 298.60 .000 301.00 11. 80 298.60 .000 301.20 12.46 298.60 .000 301.40 13.09 298.60 .000 301. 60 13.69 298.60 .000 301.80 14 .26 298.60 .000 302.00 14.81 298.60 .000 302.20 15.35 298.60 .000 302.40 15.86 298.60 .000 302.60 16.36 298.60 .000 302.80 16.84 298.60 .000 303.00 17.31 298.60 .000 303.20 17.77 298.60 .000 303.40 18.22 298.60 .000 303.60 18.65 298.60 .000 303.80 19.08 298.60 .000 304.00 19.49 298.60 .000 304.20 19.90 298.60 .000 304.40 20.30 298.60 .000 304.60 20.69 298.60 .000 304.80 21. 08 298.60 .000 305.00 21. 45 298.60 .000 305.20 21. 82 298.60 .000 305.40 22.19 298.60 .000 305.60 22.55 298.60 .000 305.80 22.90 298.60 .000 306.00 23.25 298.60 .000 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 15:41:15 Date: 05-09-2003 Type .... Composite Rat i ng Curve Page 1. 0 4 Name .... OUTLET FNL W/TW File .... H:\ENGINE-l\HENTON\HENTON -2\DRAINAGE\PONDPACK\HENTON.ppk ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .000 (+/-ft) WS Elev, Total Q Notes Elev. Q ft cfs TW Elev ft Converge Error +/-ft Contributing Structures -------- 306.20 306.40 306.60 306.80 307.00 ------- 23.59 26. 90 32.62 39.88 48.36 298.60 298.60 298.60 298.60 298.60 .000 .000 .000 .000 .000 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 15:41:15 Date: 05-09-2 00 3 Type .... Composite Rating Curve Page 1 .05 Name .... OUTLET FNL W/TW File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON.ppk ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .000 (+/-ft) WS Elev, Total Q Notes Elev. Q ft cfs TW Elev ft Converge Error +/-ft Contributing Structures 298.60 298.80 299.00 299.20 299.40 299.60 299.80 300.00 300.20 300.40 300 .60 300 .80 301 .0 0 301.20 301 .40 301 .60 301.80 302 .00 302 .20 302 .40 302.60 302.80 303.00 303.20 303.40 303.60 303.80 304.00 304.20 304.40 304.60 304.80 305.00 305.20 305.40 305.60 305.80 306 .00 .00 .00 .00 .00 .00 .00 .00 .00 4 .01 5.67 6 .94 8.01 8.96 9.82 10.60 11. 33 1 2.02 12.67 13.29 13.88 14.45 14.99 15.52 16.03 16.52 17 .00 17 .47 17. 92 18.36 18.79 19.22 19.63 20.03 20.43 20.82 21. 20 21. 58 21. 95 300.00 300 .00 300.00 300.00 300 .00 300.00 300 .00 300 .00 300 .00 300 .00 300 .00 300.00 300 .00 300 .00 300 .00 300 .00 300.00 300 .00 300 .00 300 .00 300.00 300 .00 300 .00 300.00 300 .00 300 .00 300 .00 300 .00 300 .00 300.00 300 .00 300.00 300.00 300 .00 300 .00 300.00 300.00 300.00 .000 .000 .000 .000 .00 0 .000 .000 .000 .000 . 000 .000 .000 . 000 . 000 .000 .000 .000 .000 . 000 . 000 .000 . 000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .0 00 .000 S/N: HOMOL013 2809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 15:41 :15 Date: 05-09-2003 Type .... Composite Rat i ng Curve Page 1 .06 Name .... OUTLET FNL W/TW File .... H:\ENGINE-1\HENTON\HENTON -2 \DRAINAGE\PONDPACK\HENT ON.ppk ***** COMP OSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .000 (+/-ft} WS Elev, Total Q Notes Elev. Q ft cfs TW Ele v ft Converge Error +/-ft Contributing Structures 306.20 306.40 306.60 306.80 307.00 22.31 25.63 31. 38 38.66 47.15 300.0 0 300.00 300.0 0 300.00 30 0 .00 .000 .000 .000 .0 00 .000 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8 -01-9 8 (6 1 ) Compute Time: 15:41:15 Date: 0 5-09 -20 0 3 Type .... Composite Rating Curve Page 1. 07 Name .... OUTLET FNL W/TW File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON.ppk ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .000 (+/-ft} WS Elev, Total Q Notes Elev. Q ft cfs TW Elev ft Converge Error +/-ft Contributing Structures 298.60 298.80 299.00 299.20 299.40 299.60 299.80 300.00 300.20 300.40 300.60 300.80 301.00 301.20 301.40 301. 60 301.80 302.00 302.20 302.40 302.60 302.80 303.00 303.20 303.40 303.60 303.80 304.00 304.20 304.40 304.60 304.80 305.00 305.20 305.40 305.60 305.80 306.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 4.01 5.67 6.94 8.01 8.96 9.82 10.60 11. 33 12.02 12.67 13. 29 13.88 14.45 14.99 15.52 16.03 16.52 17. 00 17.47 17.92 18.36 18.79 19.22 19.63 20.03 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 301.00 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 15:41:15 Date: 05-09-2003 Type .... Composite Rating Curve Page 1.08 Name .... OUTLET FNL W/TW File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON.ppk ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .00 0 (+/-ft) WS Elev, Total Q Notes Elev. Q ft cfs TW Elev ft Converge Error +/-ft Contributing Structures --------------- 306.20 20.43 301.00 .000 306.40 23.79 301.00 .000 306.60 29.56 301.00 .000 306.80 36.87 301. 00 .000 307.00 45.39 301. 00 .000 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 ( 61) Compute Time : 15: 41: 15 Date: 05-09-2003 Type .... E-Q-TW Series Page 1.01 Name .... OUTLET FINAL-TW File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\OUTLTFNL.EQT Elevation -Outflow -Tailwater (ICPR Rating Table) TW Elevs. ---> TW,ft 298.60 HW Elev,ft 298.60 298.80 299.00 299.20 299.40 299.60 299.80 300.00 300.20 300.40 300.60 300.80 301. 00 301. 20 301.40 301.60 301.80 302.00 302.20 302.40 302.60 302.80 303.00 303.20 303.40 303.60 303.80 304.00 304.20 304.40 304.60 304.80 305.00 305.20 305.40 305.60 305.80 306.00 306.20 306.40 306.60 306.80 307.00 Flow, cfs . 00 . 15 .60 1. 29 2.19 3.27 4.46 7. 67 8.66 9.54 10.35 11.10 11. 80 12.46 13.09 13.69 14.26 14.81 15.35 15.86 16.36 16.84 17.31 17.77 18.22 18.65 19.08 19.49 19.90 20.30 20. 69 21. 08 21. 45 21. 83 22.19 22.55 22.90 23.25 23.59 26. 90 32. 62 39.88 48.36 TW,ft 300.00 Flow, cfs .00 .00 .00 .00 .00 .00 .00 .00 4.01 5.67 6.94 8.01 8.96 9.81 10.60 11. 33 12.02 12. 67 13. 29 13.88 14.45 14.99 15.52 16.03 16.52 17.00 17.47 17.92 18.36 18.79 19.22 19.63 20.03 20.43 20.82 21. 20 21. 58 21. 95 22.31 25.63 31. 38 38.66 47.15 TW, ft 301.00 Flow, cfs .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 4.01 5.67 6.94 8.01 8.96 9.81 10.60 11. 33 12.02 12. 67 13.29 13.88 14.45 14.99 15.52 16.03 16.52 17.00 17.47 17. 92 18.36 18.79 19.22 19.63 20.03 20.43 23.79 29.56 36.87 45.39 TW,ft .00 Flow, cfs .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 16:03:39 TW,ft .00 Flow, cfs .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Date: 05-09-2003 Typ e .... Executive Summary (Nodes) Page 1.01 Name .... PST-HG1-2YR300 Event: 2 YR Fil e .... H:\ENGINE-l\HENTON\HENTON -2\DRAINAGE\PONDPACK\WORKING4 .ppk Storm ... 2 YR Tag: 2 YR NETWORK SUMMARY --NODES (Trun.= HYG Trun ca tion: Blank=None; L=Left; R=Rt; LR=Left & Rt) Outfal l ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time Node ID ----------------- OUTFALL TW=3 00 PONDFNL-TW300 PONDFNL-TW3000UT PST-HG1-2YR .000 cfs +/- 35 loops .0200 hrs .0200 hrs 4.0000 hrs HYG Vol Type ac-ft ---------- T-E 1.6 69 POND 1.669 POND 1. 669 HYG 1. 668 Qpeak Trun. hrs --------- .5400 .1 800 .54 00 L .166 7 S/N : HOMOL 0 132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 1 6 :42:00 Qpeak Max WSEL cf s ft ----------------- 15.48 300.00 46.59 15.48 302.98 46 .5 9 Date: 04-24-2003 Type .... Executive Summary (Nodes) Page 1.01 Name .... PST-HG1-5YR300 Event: 5 YR File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk Storm ... 5 YR Tag: 5 YR NETWORK SUMMARY --NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) Outfall ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time Node ID ----------------- OUTFALL TW=300 PONDFNL-TW 300 PONDFNL-TW3000UT PST-HG1-5YR .000 cfs +/- 35 loops .0200 hrs .0200 hrs 4.0000 hrs HYG Vol Type ac-ft ---------- T-E 2.200 POND 2.200 POND 2 .20 0 HYG 2 .19 8 Qpeak Trun. hrs --------- . 6200 .1800 . 6200 L .1 667 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compu te Time: 16:48:08 Qpeak Max WSEL cfs ft ----------------- 17.27 300.00 53 .21 17.27 303.71 53.21 Date: 04-24-20 0 3 Type .... Executive Summary (Nodes) Page 1.01 Name .... PST-HG1-10YR300 Event: 10 YR File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk Storm ... 10 YR Tag: 10 YR NETWORK SUMMARY --NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt ; LR=Left & Rt) ICPM CALCULATION TOLERANCES Target Convergence= .000 cf s +/- Ma x . Iterations 35 loops ICPM Time Step .0200 hrs Output Time Step .0200 hrs ICPM Ending Time 4.0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft ----------------------------------------------------- Outfall OUTFALL TW=300 T-E 2.603 .6600 18.47 300.00 PONDFNL-TW300 POND 2.603 .1800 57.31 PONDFNL-TW3000UT POND 2 . 603 .6600 18.47 304.2 5 PST-HGl-lOYR HYG 2.603 L .1667 57.31 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 16:50:10 Date: 04-24-2003 Type .... Executive Summary (Nodes) Page 1.01 Name .... PST-HG1-25YR300 Event: 25 YR File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk Storm ... 25 YR Tag: 25 YR NETWORK SUMMARY --NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) Outfall ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time Node ID ----------------- OUTFALL TW=300 PONDFNL-TW300 PONDFNL-TW3000UT PST-HG1-25YR .000 cfs +/- 35 loops .0200 hrs .0200 hrs 4.0000 hrs HYG Vol Type ac-ft ---------- T-E 3.032 POND 3.033 POND 3.032 HYG 3.033 Qpeak Trun. hrs --------- .6800 .1800 .6800 L .1667 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 16:53:22 Qpeak Max WSEL cfs ft ----------------- 19.75 300.00 64.76 19.75 304.86 64.76 Date: 04-24-2003 Type .... Executive Summary (Nodes) Page 1.01 Name .... PST-HG1-50YR300 Event: 50 yr File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk Storm ... 50 Tag: 50 NETWORK SUMMARY --NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) Outfall ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time Node ID ----------------- OUTFALL TW=300 PONDFNL-TW300 PONDFNL-TW3000UT PST-HGl-SOYR .000 cfs +/- 35 loops .0200 hrs .0200 hrs 4.0000 hrs HYG Vol Type ac-ft ---------- T-E 3.530 POND 3.530 POND 3.530 HYG 3.530 Qpeak Trun. hrs --------- . 7200 .1800 . 7200 L .1667 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 16:59:34 Qpeak cfs 21. 03 71. 27 21. 03 71. 27 Max WSEL ft 300.00 305.51 Date: 04-24-2003 Type .... Executive Summary (Nodes ) Page 1.01 Name .... PST-HG1-100YR300 Event: 100 YR File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.PPK Storm ... 100 YR Tag: 100 YR NETWORK SUMMARY --NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) Outfall ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time Node ID ----------------- OUTFALL TW=300 PONDFNL-TW300 PONDFNL-TW3000UT PST -HG l-lOOYR . 000 cfs +/- 35 loops .0200 hrs . 0200 hrs 4. 0000 hrs HYG Vol Type ac-ft ---------- T-E 3.734 POND 3.734 POND 3.734 HYG 3.734 Qpea k Trun. hrs --------- .7400 .1 800 .74 00 L .1 667 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01 -98 (61) Compute Time: 17:04:00 Qpeak Max WSEL cf s ft ----------------- 21.51 300.00 73.31 21. 51 305 .77 73.31 Date: 04-24-2003 Type .... Executive Summary (Nodes) Page 1.01 Name .... PST-HG1-2YR30 1 Event: 2 YR File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON 03.pp k Storm ... 2 YR Tag: 2 YR NETWORK SUMMARY --NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) Outfall ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time Node ID ----------------- OUTFALL TW=301 PONDFNL-TW301 PONDFNL-TW3010UT PST-HG1-2YR .000 cfs +/- 35 loops .0200 hrs . 0200 hrs 4.0000 hrs HYG Vol Type ac-ft ---------- T-E 1. 669 POND 1. 669 POND 1. 669 HYG 1. 668 Qpeak Trun. hrs --------- .5400 .1800 .54 00 L .16 67 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 17:07:23 Qpeak Max WSEL cfs ft ----------------- 14.12 301.00 46.59 14 .12 303.49 46.59 Date: 04-24-2003 Type .... Executive Summary (Nodes) Page 1.01 Name .... PST-HG1-5YR301 Event: 5 YR File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk Storm ... 5 YR Tag: 5 YR NETWORK SUMMARY --NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) Outfall ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time Node ID ----------------- OUTFALL TW=301 PONDFNL-TW301 PONDFNL-TW3010UT PST-HG1 -5YR .000 cfs +/- 35 loops .0200 hrs .0200 hrs 4.0000 hrs HYG Vol Type ac-ft ---------- T-E 2.199 POND 2.200 POND 2.199 HYG 2.198 Qpeak Trun. hrs --------- R .6200 .1800 R . 6200 L .1667 S/N: HOMOL0132809 Kling Engineering & Su rveying Pond Pack Ver: 8-01-9 8 (61) Compute Time : 17:10:3 6 Qpeak Max WSEL cfs ft ----------------- 16.06 301.00 53.21 16.06 304.2 1 53.21 Dat e : 0 4-24-2003 Type .... Executive Summary (Nodes) Page 1.01 Name .... PST-HG1-10YR301 Event: 10 YR File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk Storm ... 10 YR Tag: 10 YR NETWORK SUMMARY --NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) Outfall ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time Node ID ----------------- OUTFALL TW=301 PONDFNL-TW301 PONDFNL-TW3010UT PST-HGl-lOYR .00 0 cfs +/- 35 loops .0200 hrs .0200 hrs 4.0000 hrs HYG Vol Type ac-ft ---------- T-E 2.602 POND 2.603 POND 2.602 HYG 2.603 Qpeak Trun. hrs --------- R . 6600 .1800 R . 6600 L . 1667 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 17:20:13 Qpeak Max WSEL cfs ft ----------------- 17.32 301.00 57.31 17.32 304.74 57.31 Date: 04-24-2003 Type .... Executive Summary (Nodes} Page 1.01 Name .... PST-HG1-25YR301 Event: 25 YR File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk Storm ... 25 YR Tag: 25 YR NETWORK SUMMARY --NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt ; LR=Left & Rt} Outfall ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time Node ID ----------------- OUTFALL TW=301 PONDFNL-TW301 PONDFNL-TW3010UT PST-HG1-25YR . 000 cfs +/- 35 loops .0200 hrs .0200 hrs 4.0000 hrs HYG Vol Type ac-ft ---------- T-E 3.030 POND 3.033 POND 3.030 HYG 3.033 Qpeak Trun. hrs --------- R .6800 .1800 R .6800 L .1 667 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver : 8-01-98 (61) Compute Time: 17:22:47 Qpeak Max WSEL cf s ft ----------------- 18.63 301.00 64.76 18.63 305.32 64. 76 Date: 04-24-2003 Type .... Executive Summary (Nodes) Page 1.01 Name .... PST-HG1-50YR301 Event: 50 yr File .... H:\ENGINE-1\HENTON\HENTON-2\DRAINAGE\PONDPACK\WORKINGl.PPK Storm ... 50 Tag: 50 NETWORK SUMMARY --NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt ; LR=Left & Rt) Outfall ICPM CALCULATION TOLERANCES Targ et Convergence= Ma x. Iterations ICPM Time Step Ou tput Time Step ICPM Ending Time Node ID ----------------- OUTFALL TW=301 PONDFNL-TW301 PONDFNL-TW3010UT PST-HG1-50YR .000 cfs +/- 35 loops .0200 hrs .0 200 hrs 5.0000 hrs HYG Vol Type ac-ft ---------- T-E 3.530 POND 3.530 POND 3.530 HYG 3.530 Qpeak Trun. hrs --------- R .7200 .1800 R . 7200 L .1667 S/N : HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 17:28:52 Qpeak Ma x WSEL cfs ft ----------------- 19.97 301.00 71.27 19.97 305.9 7 71. 27 Date: 04-24-200 3 Type .... Executive Summary {Nodes) Page 1.01 Name .... PST-HG1-100YR301 Event: 100 YR File .... H:\ENGINE-l\HENTON\HENTON-2\DRAINAGE\PONDPACK\HENTON03.ppk Storm ... 100 YR Tag: 100 YR NETWORK SUMMARY --NODES {Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) Outfall ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time Node ID ----------------- OUTFALL TW=301 PONDFNL-TW301 PONDFNL-TW3 0 lOUT PST-HGl-lOOYR .000 cfs +/- 35 loops .0200 hrs .0200 hrs 5.0000 hrs HYG Vol Type ac-ft ---------- T-E 3.733 POND 3.734 POND 3.733 HYG 3.734 Qpeak Trun. hrs --------- R .7400 .1800 R .7400 L .1667 S/N: HOMOL0132809 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 09:11:44 Qpeak Max WSEL cfs ft ----------------- 20.60 301.00 73.31 20.60 306.21 73.31 Date: 04-28-2003 APPENDIX 7 Storm Sewer Hydraulic Calculations Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Depth Left Side Slope Right Side Slope Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritica l. 25' B-B PVMT Worksheet for Triangular Channe l h:\engineering projects\henton\henton lincoln re -design 2003\drainage\project1 .fm2 25' 8-8 PVMT Triangular Channel Manning's Formula Discharge 0 .013 0 .013900 ft/ft 0.30 ft 40 .000000 H : V 40.000000 H : V 13 .69 cfs 3.60 ft2 24 .01 ft 24.00 ft 0 .37 ft 0 .004309 ft/ft 3 .80 ft/s 0.22 ft 0 .52 ft 1.73 05/12/03 07 :30 :39 A M Ha est a d M e thods , In c. 37 Bro o k s id e Roa d W a t e rbury, C T 06708 (203) 7 55 -1 666 FlowMaste r v5 .12 Page 1 of1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Depth Left Side Slope Right Side Slope Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 28' B-B PVMT Worksheet for Triangular Channel h :\engineering projects\henton\henton lincoln re -design 2003\drainage\project 1 .fm2 28' 8-8 PVMT Triangular Channel Manning's Formula Discharge 0.013 0 .013900 tuft 0 .30 ft 45 .000000 H : V 45 .000000 H : V 15.41 cfs 4 .05 ft2 27.01 ft 27.00 ft 0 .37 ft 0.004309 tuft 3 .80 tus 0 .22 ft 0 .52 ft 1.73 05/12/03 07 :30:49 A M Haestad M e thod s, Inc . 37 Brookside Road W aterbury , CT 06708 (203) 755-1666 F lowMaster v5 .12 Page 1 of 1 FLOW TO STORM SEWER % OF AREA CONTRIBUTING RUNOFF RESULTING Q100 PEAK (cfs) DRAINAGE Stonn Sewer AREA Inlet 1 Inlet 2 Inlet 3 POND Total Inlet 1 Inlet 2 Inlet 3 Sub Total POND Total Replat Lot Jr 89 11 -100 36.53 4.52 0.00 41.05 0.00 41 .05 Replat Lot 4r 59 17 -24 100 15.86 4.57 0.00 20.42 6.45 26.87 Replat Lot 1 r -15 58 27 100 0.00 3.20 12.37 15.57 5.76 21.32 Replat Lot 2r ---100 100 0.00 0.00 0.00 0 .00 5 .21 5.21 Henton Lot 3 -----0.00 0.00 0.00 0.00 0.00 0.00 Off-Site 16 10 33 7 66 4.47 2.79 9.22 16.49 1.96 18.44 IUIALS: 56.86 15.08 21 .59 93.52 19.38 112.90 Pipe Upstrean >ownstrean Section Upstrean )ownstrean Node Node Size Ground Ground ~levatior Elevation (ft) (ft) P-1 1-1 1-2 481nch 309.53 308.88 P-2 1-2 1-3 48 Inch 308.88 306.90 P-3 1-3 Outlet 481nc~ 306.90 307.50 Project T itle: HENTON LINCOLN SUBDIVISIONS untitled .stm Upstrean >ownstrean Rim Rim Elevatlor Elevation (ft) (ft) 309.53 308 .88 308.88 306.90 306.90 307.50 Storm Sewer Analysis Upstrean )ownstrean length :Onstructec Roughne~ ~pacit) l:>iachargE Upstrean Invert Invert (ft) Slope (cfs) (cfs) Velocity Elevatior Elevation (Ml) (ft/s) (ft) (ft) 302.40 301 .58 103.00 0 .007961 0 .013 128.16 56.86 4 .52 301 .48 300.42 145.00 0.007310 0.013 122.81 71 .94 5 .72 300.42 300.32 5 .00 0.019800 0 .013 202.11 93.53 7 .44 KLING ENGINEERING 05/12/03 11 :43:19 AM <!;> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 )ownstrear Upstrean l>ownstrean Upstrearr Velocity HGL HGL Energy (ft/s) (ft) (ft) Grade (ft) 4 .52 307.43 307.27 307.75 5 .72 307.02 306.65 307.52 7 .44 306.22 306.20 307.08 Project Engineer: KLING ENGINEERING StormCAD v1 .0 Page 1 of 1 ~<7~5o ft Outlet Rim :3 Sump • bnn 'l?,. ----I/ Inlet: 1-3 n.;11 , <tJVV ,'7V I{ Sump: 300.42 ft 0+00 L---- 0+50 Project Title : HENTON LINCOLN SUBDIVISIONS untitle d.stm \ \ \ n : -I let I 2 ""' . tUO .uu JI Sump 301 .48 ft -~ \~ 1 +50 Station ft Pipe: P-2 Up Invert: 301.48 ft Dn Invert: 300.42 ft Length : 145.00 ft Size : 48 inch KLING ENGINEERING Inlet: 1-1 Rim: 309.53 It "----· '>n'> An,. ,\ \ :\ \ 2+00 \ 2+50 Pi p e : P-1 Up Invert: 302.40 ft Dn Invert: 301 .58 ft Length : 103.00 ft Size : 48 inch 310.00 309.00 308.00 307.00 306.00 305.00 304.00 303.00 302.00 301 .00 300.00 3+00 Elevation ft 05/12/03 11 :42 :48 AM (!;) Haestad Methods. Inc. 37 Brookside Road Waterbury . CT 06708 USA (203) 755-1666 Project Engineer: KLING ENGINEERING StormCAD v1 .0 Page 1 of 1 APPENDIX 8 Storm Sewer I Detention Pond Plans & Details ~ I 0 <--15 ~ 03 KLING ENGINEERING & SURVEYING Consulting Engineers • Land Surveyors 6~Wi4 g 4101 Texas Avenue, Suite A Bryan, Texas 77802 Tel. 979/846-6212 Fax 979/846-8252 TO: City of College Station -Development Services DATE: PROJECT NO.: 10/15/03 P.O . Box 4234 Bryan, Texas 77805 PROJECT NAME: Henton Lincoln I Gardens@ Univer. ATTENTION: Carol Cotter WE TRANSMIT: 0 Under Separate Cover ./Enclosed VIA: OMail ./ Messenger 0 Federal Express 0 Lone Star Overnight OUPS D Speci .W.Courier 0 Picked Up By Your Office NO. .. REFERENCE: THE FOLLOWING : 0 Prints 0 Copies 0 Originals 0 Plat 0 Field Notes ./Plans 0 Report 0 Estimate 0 Cut Sheets 0 Computer Printout D File 0 Contract 0 Other -Invoice DESCRIPTION 3 Revised Plan Sheets SS 1 1 Copies of Field Changes 1 Revision Memo Revisions to Infrastructure FOR: ./ Your Review & Approval 0 Your Review & Comment ./ Your Review & Distribution 0 Your Review , Revision & Return 0 Your Signature & Return ./Your File and/or Use 0 As Requested By : 0 Please Acknowledge Receipt of Enclosures 0 Please Return Enclosures To 0 Copies Of This Letter Of Transmittal Sent To : If Enclosures Are Not As Noted Please Notify Us At Once . Si?-2- KLING ENGINEERING & SURVEYING Consulting Engineers • Land Surveyors 4101 Texas Avenue, Suite A Bryan, Texas 77802 B.J. Kling, P.E., R.P.L .S . S.M. Kling, R.P.L.S. October 14, 2003 Memo: Telephone 979/846-6212 Fax 979 / 846-8252 To: City of College Station Development Services, Engineering c/o Caro.IC~ From: Fred Pa ~ Post Office Box 4234 Bryan, Texas 77805 Re: Lots 1 & 2 Henton Subdivision I Lot 2R One Lincoln Place and The Gardens at University Infrastructure Improvements Revisions The accompanying plan sheet( s) show field revisions and additional sanitary sewer infrastructure for the above mentioned project. Please review for acceptability as soon as possible . As the project is under construction, your prompt attention to this matter will be greatly appreciated . The following is a summary of the changes : The Gardens at University Sheet SS1 -8" SS Line 'A': Raise SSMH tops due to change in pavement section. Omission of west most sanitary sewer stub-out at sta 1 +89.82 . Addition of SSMH & 8" sanitary sewer stub- out west at sta 1 +50 .00 . Additional field changes that have already been made are as follows: Henton I Lincoln Subdivisions Sheet W2 -8" Waterline 'B': Sta 2+43.44 change location of 8" Cross & Appurt . To Sta 2+39 .07 to accommodate Hilton Homewood Suites Site Plan. Add 8" Gate Valve for future lot 3R connection . Add blowoff valve at Hilton side stub-out. Sheet SS2 -6" SS Line 'A': Sta 7+58.46 revise flowline of stub-out into existing SSMH to 293.90', revise slope of stub-out to 1.7%, revise horizontal alignment to avoid conflict with existing underground electric vault & conduit bank. The Gardens at University Sheet ST1 /ST2 -36" Storm : Sta 4+08.47 revise flowline of east RCP stubout to 304 .19', flowline of end (@ 38 If) revised to 304.42'. Page 1 of 2 Also accompanying this memo are project documentation for the abovementioned changes which include the following : Written Clarification #1 : Change Order #1: Field Change #1: Change Order #2: Change Order #3 : 07/04/03 07/29/03 08/05/03 08/14/03 10/06/03 We will be documenting all changes and revisions on the as-built set of plans to be turned in to the City. Page 2 of 2