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HomeMy WebLinkAbout53 DP Crescent Pointe Ph 2 08-34C!TY O F C OLLEGE STAT ION Planning & Dewlopmmt &rvius SITE LEGAL DESCRIPTION: Crescent Pointe Phase 2 Block 1 Lots 1 R-3R & 1 OR DATE OF ISSUE: June 25, 2008 OWNER: DEVELOPMENT PERMIT PERMIT NO. 08-34 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE ADDRESS: Crescent Pointe Pkwy. DRAINAGE BASIN: Carter's Creek VALID FOR 12 MONTHS CONTRACTOR: Crescent Pointe Holdings, Inc. (c/o Emanuel Glockzin) 4500 Carter Creek Pkwy, Ste. 101 Bryan, Texas 77802 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: Full Development Permit All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5 .E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited. The disposal of any waste material such as , but not limited to, paint, oil, solvents , asphalt, concrete, mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited. *** TCEQ PHASE II RULES IN EFFECT*** Permit for storm sewer construction only! The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City, State and Federal requirements. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition , placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. /oate KLING ENGINEERING & SURVEYING Consulting Engineers • Land Surveyors 4101 Texas Avenue, Suite A Post Office Box 4234 Bryan, Texas 77802 Bryan, Texas 77805 B.J. Kling, P.E.-Inactive, R.P.L.S. S.M. Kling, R.P.L.S. Date: June 2 , 2008 To: City of College Station Telephone 979/846-6212 Fax 979 I 846-8252 Planning and Development Services, Engineering Erika Bridges From: Fred Paine, P.E~ Re: Crescent Pointe Lots 1R-3R & IOR , Block 1, Phase 2 -Public Storm Sewer Response to City Comments 1 Engineering 1. Provided with this submittal 2 . Previously provided , revisions submitted via email 3. Waterline "pot-holed" and Storm Sewer line revised to provide 8" clearance from outside of waterline pipe to outside of storm sewer pipe at crossing. 8" minimum clearance specified on plan sheet per City Engineer. 4. Revised pipe material of pipe run crossing future driveway area. 5. Curb inlets appear to be in a cut. Top of curb elevations shown are based on Jones & Carter elevations for Lots IR & 2R site development communicated by Diane Lorden , P .E. Proposed ground profile added. 6. Any detail not consistent with current B/CS details will be identified in the Letter of Acknowledgment. 7. B/CS Standard Details concrete strength notes call for a 3000 psi-28 day strength, we require 4000 psi-28 day strength for concrete structures (refer to note #3 on sheet ST-2). Since this deviates from the B/CS note, I will identify in the Letter of Acknowledgment. 8. Please refer to Table 5 of the Amendment to the Drainage Report. As indicated , the I-8 HGL is 293.6 at the 100 year event. If the junction box is converted to an inlet , due to the existing Crescent Pointe Parkway road elevations , the proposed inlet entrance elevation may be as low as 291.8. This means the water would come out of the inlet and drain immediately into Crescent Pointe Parkway. The actual water surface will not reach the computed HGL or even top of curb elevation prior to proceeding down Crescent Pointe Parkway to the existing low point at the 4'X3' RCB (please refer to paragraph 1 on page 6 of the Amendment to the Drainage Report). KLING ENGINEERING & SURVEYING Consulting Engineers • Land Surveyors 4101 Texas Avenue, Suite A Post Office Box 4234 Bryan, Texas 77802 Bryan, Texas 77805 Telephone 979/846-6212 Fax 979/846-8252 B.J. Kling, P.E.-Inactive, R.P.L.S. S.M. Kling, R.P.L.S. Date: June 2, 2008 To : City of College Station Planning & Development Services College Station , TX 77842 Re: Letter of Acknowledging City Standards Crescent Pointe Phase 2 , Lots 1R-3R & lOR , Block 1 Public Storm Sewer Dear Ms . Cotter: The purpose of this letter is to acknowledge that the construction plans for storm sewer for the above-mentioned project, to the best of my knowledge , do not deviate from the B/CS Design Guideline Manual. I also acknowledge , to the best of my knowledge, that the details provided in the construction plans are in accordance with the Bryan/College Station Standard Details. Any alternate design or construction methodology that was used is listed below: 1. Concrete strength for storm sewer inlet and junction boxes: City specification & detail notes indicate 3000 psi-28 day strength; plans require 4000 psi @ 28 days . 2 . Storm Sewer Junction Box: Plan detail deviates from B/CS detail D 1-02 . Concrete strength note omitted in lieu of plan note #3 requiring 4000 psi-28 day strength concrete. Manhole cover and frame note revised to match B/CS detail D2-04 for manhole ring & cover. 3. Curb Inlet with Extension: Plan detail deviates from B/CS detail D 1-00 . 5 ft inlet extensions are approximately 1.5' tall rather than the full box depth. Sincerely, ?--JQ_ Fred Paine, P .E. ENGINEERING COMMENTS NO. 1 ~lease submit Letter of Acknowledgement. :U ~ublic Utility Easements for the public storm sewer must be submitted prior to plan _ ;approval. W Please provide at least 12-inches of clearance between the outside of the storm sewer pipe v ~nd the water pipe per City Engineer. V' }he storm sewer pipe should be RCP under pavement areas subjected to vehicular oadings . Please show finished ground elevations. The curb inlets appear to be buried. 6. )'lease use our current standard details or provide a letter stating how your details vary. V Please add the standard concrete strength notes that are shown in our standard details . 8. What happens to the 100-yr HGL when 1-8 becomes an inlet? Does the flow still stay within the right-of-way? What is the flow path? Reviewed by: Erika Bridges/ Carol Cotter Date: 5/28/08 ENGINEER'S ESTIMATE OF CONSTR UCTION COSTS CRESCENT POINTE PHASE 2 -BLOCK 1 PUBLIC STORM SEWER MAY09, 20 08 ITEM I EST. I I NO. QTY. UNIT ITEM DESCRIPTION & PRICE IN WORDS I UNIT PRICE I TOTAL PR ICE IN FIGURES IN FIGURES STORM SEWER LINE: 1 458 LF Furnish and Install 24" Watertight, ADS N-12 Storm Sewer $60 .00 $27,480 .00 complete and in place for Dollars and Cents per linear foot. (Structural Backfill) 2 1 EA Furnish and Install 5'x4' Reinforced Concrete Recessed Curb $4,500.00 $4,500.00 In let w/ 2-5' extensions (1 either side) complete and in place for Dollars and Cents each . 3 1 EA Furnish and Install 5'x4' Reinforced Concrete Recessed Curb $4 ,500 .00 $4 ,500.00 Inlet w/ 2-5' extensions (on same side) complete and in place for Dollars and Cents each . 4 2 EA Furnish and Install 4'x4' Reinforced Concrete Junction Box $3,800 .00 $7 ,600.00 complete and in place for Dollars and Cents each . 5 1 EA Furnish and Install 5'x4' Reinforced Concrete Junction Box $3 ,800 .00 $3 ,800.00 complete and in place for Dollars and Cents each. 6 1 LS Lower Existing Verizon Lines (Approximately 200 If) $2 ,500 .00 $2,500 .00 for Dollars and Cents ton . 7 1 LS Furnish and Install Silt Fence for Eros ion Control , to include all $1,000.00 $1,000 .00 necessary maintenance and removal complete and in place for Dollars and Cents lump sum 8 1 LS Revegetation to include all necessary maintenance, watering $1 ,000 .00 $1 ,000 .00 and guarantee of growth & coverage complete and in place for Dollars and Cents lump sum - ,..1EOF7"~ r::,'fo. •••••••• S UBTOTAL: $52,380.00 .. * .. •• • (IT EMS 1-8) ... . .. .............•.•. ~;. V? 10% CO NT ING ENCY: $5,238.00 I ALFRED A. PAINE ~rw~;J.~ ~~ 'I GRAND TOTAL: $57,618.00 / ' ~ • •' ~I(; • ' )1 It -~~~ ~ ~--a Za:6 ~ /~' . ' :CAUTION : EXISTING;' FIBER OPTIC &: PHONE LINES JOO 298 206 294 292 290 288 286 284 282 LOT IOfl, """' ' -........ '-.... - ---_/ / I== 0.112" ; 8 ! ~~.!!~~i ~·;~1§ I ~"vrv;x.u 24" HOPE I ""' ·.l JOO 298 ___ _J 296 294 292 - 290 -· -·-~~;; :=..:=.,~ -~r:o:r,:==.;:nc J 282 ___ _J •r-::J n '. ._PROPOSED 24" HOPE I ~ ~ _ l I •-,, .~~~ .J m;1 ~ JOO TllE S£AL APl'£AAINC OH tHS OOCIJMO« WAS Al/THORIZ!O B'I' 298 AlfR£D A. PAM:, P.E. 11 7221, ~/09/2009 296 294 292 290 288 286 284 282 .. ~ .. ~jl SCAl..[: 1"•20' CRAWN B'I': NtP APf'ff(1y'[l)B'I': Slilk MTE: O!l/O!l/09 Flt.l&TOI™ SEWER Pl.AN ST-1 OF 2 ENGINEERING COMMENTS NO. 1 1. Please submit Letter of Acknowledgement. 2. Public Utility Easements for the public storm sewer must be submitted prior to plan approval. 3. Please provide at least 12-inches of clearance between the outside of the storm sewer pipe and the water pipe per City Engineer. 4 . The storm sewer pipe should be RCP under pavement areas subjected to vehicular loadings . 5 . Please show finished ground elevations . The curb inlets appear to be buried. 6 . Please use our current standard details or provide a letter stating how your details vary . 7 . Please add the standard concrete strength notes that are shown in our standard details . 8. What happens to the 100-yr HGL when 1-8 becomes an inlet? Does the flow still stay within the right-of-way? What is the flow path? Reviewed by : Erika Bridges/ Carol Cotter Date : 5128108 AMENDMENT TO THE DRAINAGE REPORTS FOR Crescent Pointe Subdivision Common Area 'D' & Common Area 'F' Common Area 'D' Report: Lots 1 R-3R & Common Area D, Block 1, Crescent Pointe Phase 2 Common Area 'F' Report: Lot 3R, Block 2 Crescent Pointe Phase Two & An Additional 14.9 Acres of Block 2 of Crescent Pointe J. W. Scott Survey, A-49 College Station, Brazos County, Texas May 21, 2008 DEVELOPED BY: Crescent Pointe Holdings , Inc . Emanuel Glockzin, Jr., President 4500 Carter Creek Parkway , Suite 101 Bryan, Texas 77802 PREPARED BY: Kling Engineering & Surveying 4101 S. Texas Avenue , Suite A Bryan , TX 77802 (979) 846-6212 KLING ENGINEERING & SURVEYING Consulting Engineers • Land Surveyors 4101 Texas Avenue, Suite A Bryan, Texas 77802 Post Office Box 4234 Bryan, Texas 77805 B.J. Kling, P.E.(lnactive), R.P.L.S. S.M. Kling, R.P.L.S. Date : May 21 , 2008 To: City of College Station Development Engineering From: Fred Paine, P .E. ~ Telephone 979/846-6212 Fax 979 I 846-8252 Re: Crescent Pointe Subdivision Common Area 'D' & Common Area 'F' Amendment to the Drainage Reports for: Lots 1R-3R (now Lots lR-lOR) & Common Area D, Block 1, Crescent Pointe Phase 2 AND Lot 3R, Block 2, Crescent Pointe Phase 2 and An Additional 14.9 Acres of Block 2 of Crescent Pointe Purpose: The purpose of this Drainage Report Amendment is: 1. to document design of a public storm sewer system that will serve Lots 1 R-3R, a portion of Lot 9R & all of Lot 1 OR , Block 1, Phase 2 ; 2 . to document revised Block 1, Phase 2 runoff conditions and Common Area D detention analysis ; 3 . to document the revised Block 1 runoffs affect on Common Area F and demonstrate total runoff at most down stream point is equal to or less than pre-developed runoff rates . The lots in Block 1, Phase 2 have been replatted since the original report for Common Area 'D ' was issued. This report will refer to the lot designations according to the most recent replat. Post Development Conditions: Revised Project Drainage Areas: Common Area 'D': Drainage areas DA-3A and DA-3B have been revised as follows: . 3A has been reduced to exclude all of Lots 1 R-3R , a portion of Lot 9R & all of Lot 1 OR . 3B has been increased by the same area. 3C & 3REL have not changed. The increased area added to drainage area 3B will enter the newly designed public storm sewer and be conveyed via the existing storm sewer in Crescent Point Parkway to the outfall of Common Area D (termed Point of Evaluation #1 -P.O.E. #1). This portion of Block 1, Phase 2 will not be detained in Common Area D but rather in Common Area F . pg 1 of 7 Common Area 'F': Drainage areas have not been revised fro_m the original report or report amendment #1 with respect to contributing areas downstream (generall y south & west) of Crescent Pointe Parkway. The final runoffhydrograph from Comi:non Area D incorporating the above mentioned changes will be routed thro u gh detention facility in Common Area F_. Pre developed versus full development conditions for both contributing drainage areas wi ll be compared at the existing outfall of Common Area F (termed Point of Evaluation #2 -P.0.E. #2). Refer to the attached Drainage Area Map in Appendix 1 for graphic. The following tab le summarizes post developed drainage areas , associated land cover and the respective Rational runoff coefficient "C". DRAINAGE AREA DEV . IMPERVIOUS CHANNEL / UNDEVELOPED TOTAL AREA (acres) AREAS AREAS POND AREAS (a cres) (C=0 .77) IC=0 .90\ IC=0 .90\ IC=0.42\ DA-3A-POST 8 .54 -1.00 -9 .55 DA-3B-POST 6.43 1.71 -. 8 .14 DA-3C-POST . 0.59 . . 0 .59 n.11..·un:1 .PnsT Q'l . . . () Q'l COMMON AREA 15.80 2.30 1.00 . 19 .11 'D' SUBTOTAL DA-4A-POST 26 .27 . 2 .07 . 28 .34 DA-4B-POST . 0 .04 . 0 .59 0 .63 COMMON AREA 26 .27 0 .04 2 .07 0.59 28 .97 'F' SUBTOTAL TOTAL ACRES : 42 .07 2.34 3 .07 0.59 48 .08 Table 1 DA-3A drains to the Common Area D detention faci lity. DA-3B drains to the storm sewer system upstream of the 4'x3' box culvert crossing Crescent Pointe Parkway. DA-3C-POST drains into the inlet at the downstream end of the 4'x3' box cu lvert (P.O.E. #1). The resultant hydrograph at P.O .E. #1 is then routed through the Common Area F detention facility with the post developed runoff from DA-4A. Drainage area DA-4B is added after the detention pond routing just upstream of the TAMU 48" cmp culvert (P.O.E. #2). Prop ose d D raina2e Improvemen ts: Storm Sewer Design: The proposed storm sewer design consists of two recessed curb inlets , three junction boxes and approximately 560 lf of 24" ADS N-12 watertight pipe. The curb inlets are 2' recessed curb inlets with two 5' extensions . The gutter depression wi ll be 4". The new storm sewer system will connect to the existing storm sewer system within Crescent Pointe Parkway. The design event for Crescent Pointe Parkway and it's associated storm sewer was the 10 year event (refer to Pledger/Kalkomy Drainage Plan in Appendix 1 for reference). Likewise the 10 year event was pg 2 of 7 the design event for this new portion of the system. The following assumptions were made for the system design: 1. The same dev elopment assumptions made in the original two reports for Common Area D & Common Area F still apply (Due to the lack of final site plans for the Project Area, the assumption that maximum impervious lot coverage could not exceed 80% was made. The remaining 20% of the lot area is assumed to be landscaped or grassed). 2. Lot IR: 20% of the impervious lot area is storm sewered and directly connected to the new system. The lot will be graded such that all post developed runoff is directed to the proposed storm sewer inlet (storm node I-9) 3. Inlets serving Lots IR & 2R: assumed to be inlets on grade, 3% roadway cross slope assumed, 1 % longitudinal roadway slope assumed 4. Lot 2R: 20% of the impervious lot area is stonn sewered and directly connected to the new system. The lot will be graded such that all post developed runoff is directed to the proposed storm sewer inlet (storm node I-10) 5. Lot 3R: Runoff from the lot must be storm sewered and enter the system downstream of the proposed junction box installed at station 1 +76.25 (storm node J-2 in the storm sewer model -refer to Construction Plans in Appendix 2 & Hydraulic Calculations in Appendix 3). 6. Lot 1 OR: Runoff from the lot must be storm sewered and enter the existing system at the common lot line between lot lOR & 9R (approximate stonn node I-3 in the storm sewer model). 7. Lot 9R: 1.3 acres out of the total 1.94 acre lot must be storm sewered and enter the existing system via the inlet located at the lower 1/3 portion of the tract (storm node I-4 in the storm sewer model). The remaining 0.64 acres is to drain to the detention facility in Common Area D . 8. The remaining lot areas in Crescent Point Phase 2 , Block 1 will drain to the detention facility in Common Area D with the exception of areas allowed to be released per the original report . Using the methodology contained in the B/CS Unified Stormwater Design Guidelines, inlet sizing calculations were done for the proposed inlets I-9 & I-10. Carryover flow was computed using the TXDOT equation for carryover. The following table summarizes the inlet calculations. (Refer to Appendix 3 "Hydraulic Calculations" for computation). 1-9 / 1-10 10 YR 25YR 100 YR GUTTER FLOW (CFS) 5.9 / 5 .8 6 .9 / 6.6 8 .5 / 7.8 GUTTER DEPTH (FT) 0 .35 / .035 0.37 I .037 0.39 / 0 .39 WATER SPREAD (FT) 11 .7/11 .7 12.3 / 12 .3 13.1/13.1 LENGTH CALCULATED (FT) 17.7 / 17 .5 19.2 / 18 .8 21.4 / 20 .6 LENGTH PROVIDED (FT) 15 .0 / 15 .0 15.0 / 15.0 15 .0 / 15 .0 CARRYOVER FLOW (CFS) 0 .2 0 I 0.17 0.46 / 0.37 0.97 I 0 .75 Table 2 pg 3 of 7 Inlet 9 is the inlet closest to Crescent Pointe Parkway. As shown there is a small amount of carryo v er for each of the storm events which will enter the roadway. This carryover flow howev er, is significantly less than the pre-dev eloped conditions flow entering the roadway (14 .6 cfs at the 10 year event -refer to Pledger/Kalkomy Drainage Plan DA-2 in Appendix 1 for reference) Both the proposed and existing portions of the storm sewer system were modeled together. Existing inlet entrance elevations were field verified and closely matched the design information for Crescent Pointe Parkway. Flowlines for existing storm sewer pipes were taken from the design information. For all inlet boxes , the model uses the inl et entrance elevation as the "rim elevation" of the inlet. This is done to check against the hydraulic grade line (HGL) and determine at what storm event the HGL leaves the inlet. The storm sewer system was designed for the 10 year event and the HGL for the 25 year event is contained within the system without backing up into the street. The 100 year storm event comes out of the inlets , however, is contained within the R.O .W., as required in the City of College Station Drainage Policy (refer to Appendix 3 "Hydraulic Calculations -Storm Sewer"). The following tables summarize the storm sewer design & analysis for the 10 year, 25 year and 100 year events. 10 YR Event PIPE US INLET us DS SIZE ENTRANCE US HGL Q VELOC ITY PIPE NOD E NODE US FL DS FL (IN) ELEV . E LEV (CFS) (FPS) P-1 1-1 1-2 286.75 286 .53 18 290.39 288 .25 2 .77 1.57 P-2 1-2 1-3 285 .33 283.82 30 290 .50 287.72 30.44 6 .74 P-3 1-3 1-4 283 .32 282.37 36 286 .60 285.52 39 .39 5 .87 P-4 1-4 1-5 282 .27 281 .31 36 285 .50 284 .52 47 .92 10.08 P-5 1-5 1-6 281 .21 280 .76 4'X3' 285 .20 282 .91 50.28 5 .87 P-6 1-6 OUTLET 280 .66 280 .50 4'X3' 286 .14 282.45 24.42 8.96 P-7 1-7 1-5 283 .26 282 .31 24 286 .60 283 .72 1.80 1.00 P-8 J-1 1-2 288 .10 287 .90 24 292 .60 289 .97 24 .51 8 .41 P-9 1-8 J-1 288.40 288.20 24 291 .80 290 .77 24 .55 7.81 P-10 J-2 1-8 289 .70 288 .50 24 295 .00 291 .73 13 .89 4.42 P-11 1-9 J-2 291.30 289 .80 24 295 .72 292 .65 14.12 4.49 P-12 1-10 1-9 293 .00 291.40 24 297 .17 293 .96 7 .28 2.51 Table 3 The B/CS Unified Stormwater Design Guidelines suggest that, at the design event, the HGL be at least 0.5' below the inlet entrance elevation . As shown in the above table, the HGL is approximately 1' or lower than the inlet opening elevation. pg 4 of 7 25 YR Event PIPE US INLET us DS SIZE ENTRANCE US HGL Q VELOCITY PIPE NOD E NOD E US FL DS FL (IN) ELEV. ELEV (CFS) (FPS) P-1 1-1 1-2 286 .75 286 .53 18 290 .39 289 .59 3.17 1.79 P-2 1-2 1-3 285.33 283.82 30 290 .50 288 .92 34 .90 7 .11 P-3 1-3 1-4 283 .32 282 .37 36 286 .60 286.02 45.29 6.43 P-4 1-4 1-5 282 .27 281 .3 1 36 285 .50 284 .68 55 .12 10.40 P-5 1-5 1-6 281.21 280 .76 4'X3' 285 .20 283 .08 57 .85 6 .13 P-6 1-6 OUTLET 280 .66 280 .50 4'X3' 286 .14 282 .63 62 .63 9.32 P-7 1-7 1-5 283.26 282 .31 24 286 .60 283 .76 2 .05 0 .93 P-8 J-1 1-2 288.10 287 .90 24 292.60 290 .15 28.10 9.33 P-9 1-8 J-1 288.40 288 .20 24 291.80 291 .17 28 .14 8 .96 P-10 J-2 1-8 289.70 288 .50 24 295 .00 292.42 15.88 5.05 P-11 1-9 J-2 291 .30 289 .80 24 295 .72 293 .35 16.15 5 .14 P-12 1-10 1-9 293 .00 291 .40 24 297 .17 294 .03 8 .31 2 .65 Table 4 100 YR Event PIPE US INLET us DS SIZE ENTRANCE US HGL Q VELOCITY PIPE NODE NODE US FL DS FL (IN) ELEV . ELEV (CFS) (FPS) P-1 1-1 1-2 286 .75 286 .53 18 290 .39 291 .80 3 .74 2 .11 P-2 1-2 1-3 285.33 283 .82 30 290 .50 290.87 41 .17 8 .39 P-3 1-3 1-4 283.32 282.37 36 286.60 286 .89 53 .67 7 .59 P-4 1-4 1-5 282.27 281 .31 36 285.50 284 .86 65.48 9 .99 P-5 1-5 1-6 281.21 280 .76 4'X3' 285 .20 283 .30 68.73 6.46 P-6 1-6 OUTLET 280.66 280 .50 4'X3' 286.14 282.87 74.42 9 .77 P-7 1-7 1-5 283.26 282 .31 24 286.60 283 .85 2.42 0.89 P-8 J-1 1-2 288 .10 287 .90 24 292 .60 292 .21 33 .14 10 .55 P-9 1-8 J-1 288.40 288 .20 24 291 .80 293 .61 33 .18 10 .56 P-10 J-2 1-8 289 .70 288 .50 24 295 .00 295 .35 18 .67 5 .94 P-1 1 1-9 J-2 291 .30 289 .80 24 295 .72 296.64 18.95 6.03 P-12 1-10 1-9 293 .00 291.40 24 297 .17 297.38 9 .81 3 .12 Table 5 As shown in the above Tab le 5, at the 100 year event, the HGL exceeds the entrance elevation for several inlet s. The flow bypassing the inlets due to carryover and backflow continues in Crescent Pointe Parkway to the existing low at the 4'x3' RCB . Refer to Appendix 3 for table ofresults , graphical representation of HGL, and of pipe/node lo cation . pg 5 of 7 The roadway capacity to accommodate thi s bypas s flo w was checked using Manning's Equation. To determine an estimated flow rate , the 25 year flow rate for the storm sewer system was subtracted from the 100 year flow rate at pipe run number 4 The difference in flowrates was as sumed to be the flow in the roadway. The estimated flow in the roadway at the 100 year event is 10.4 cfs . Utilizing the minimum plan grade of Crescent Pointe Parkway of 0 .50 %, this flow generates a depth of approximately 0.44' with a top width of approximately 16.3'. The flow is not anticipated to reach the top of curb (refer to Appendix 3 for summary of computation). Runoff & Detention Analysis: As mentioned previously, no change in the detention pond configurations were made. The following table summarizes results of ultimate development storm water routing through Common Area D and F. PEAK DISCHARGE RATE STORM EVENT (CFS) 2YR 10 YR 25YR 100 YR DA-3A-PST 47.7 65 .1 74 .3 87 .7 DA-3A-PST Inflow 44.6 60 .9 69.5 82 .0 DA-3A-PST Outfall / WSEL 22 .2 I 285.69 29 .1 I 286 .29 31 .6 / 286 .59 35 .3 / 287 .0 DA-38-PST 41.4 56 .5 64 .5 76 .2 DA-3A-INL-PST Inflow 55 .1 70 .9 77 .5 87.8 DA-3A-INL-PST Outfall/ WSEL 52.8 / 285 .0 66 .9 I 285 .59 73 .7 / 285 .86 82 .2 / 286.4 DA-3C-POST 3.4 4 .7 5 .32 6 .3 Block 1 Outfall (P .O .E. #1) 55.5 71 .3 78 .7 88.1 DA-4A-POST 139.6 190.6 217.6 256 .8 DA-4A-POST Inflow 189 .1 254.3 287 .7 342.4 DA-4A-POST Outfall / WSEL 48 .3 / 277 .53 54 . 7 I 278 .61 57 .6 I 279 .14 61.4 I 279 .90 DA-48-POST 1.8 2.4 2 .8 3.3 DA-48-POST Inflow 48 .8 55.2 58 .2 62 .0 Project Outfall (P .O .E . #2) I 48 .5 I 271 .23 54 .9 / 271.6 1 57 .8 I 271 . 79 61.9 /271.14 WSEL Ta ble 6 Summary results of the routing calculations can be found in Appendix 4 , contained on the attached CD . Additionally, the following table amends Tab le 10 of the original report for Common Area F . It shows there are no adverse affects from revising the contributing runoff from Block 1. PEAK DISCHARGE RATE (CFS) STORM EVENT TO TEXAS A&M PROPERTY (P.O.E . #2) 2YR 10 YR 25YR 100 YR Pre Developed 76 103 118 139 Post Developed 48 55 58 62 % Attenuation II 158 187 203 224 pg 6 of 7 Conclusions: The proposed and existing storm sewer systems were designed based on a 10 year rainfall event. It is important that the design assumptions for the storm sewer are met during individual site/lot development. Under post developed conditions , both portions of the system function per design . The 100 year event is contained within the Crescent Point Parkway right of way. The increased runo ff contributing from Block 1 of Crescent Pointe due to the Lots 1R-3R, a portion of Lot 9R & all of Lot IOR, Block 1, Phase 2 bypassing the detention pond in Common Area 'D' doe s not adversely affect the 4'x3' RCB crossing structure at P .O.E. #1. The HGL remains below the structures associated inlet entrance elevations for all storm events. Additionally, the changed runoff conditions from Block 1 does not adversely affect the attenuation pro vi ded by the Common Area 'F ' detention pond. The overall runoff rate leaving the site at P .O.E. #2 remains significantly reduced from pre de veloped conditions. There was no change in the calculated runoff rate at P .O.E . #2. "I hereby ce1iify that this report amendment for the drainage & detention design of: Lots 1R-3R (now Lots lR-lOR) & Common Area D, Block l, Crescent Pointe Phase 2 and Lot 3R, Block 2, Crescent Pointe Phase 2 and An Additional 14.9 Acres of Block 2 of Crescent Pointe 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." Alfred A. Paine, P.E . Licensed Professional Engineer State of Texas No. 97221 pg 7 of 7 APPENDIX 1 Drainage Area Maps INLET CALCULATIONS Crescent Pointe Subdivision Phase 2, Block 1 Proposed Inlet 1-10 (Inlet on Grade) Depth Spread Gutter Flow: (cfs) (ft) (ft) Q10 5 .76 0 .35 11 . 7 Q25 6 .58 0 .37 12 .3 Q100 7.77 0 .39 13.1 In let on Grade : Gutter Depression: 10 yr 25 yr Eo : 0 .39 Eo : 0 .38 Se : 0.09 Se: 0.09 Lx : 17.48 Lx : 18.81 Carryover Flow : Intercepted Flow : 10 yr Qco: 0 .17 5 .59 cfs 25 yr Qco: 0 .37 6 .21 cfs 100 yr Qco : 0 .75 7.02 cfs Proposed Inlet 1-9 (Inlet on Grade) (Inc ludes C/O from 1-11) Depth Spread Gutter Flow: (cfs) (ft) (ft) Q10 5.93 0 .35 11 .7 Q25 6 .95 0 .37 12.3 0100 8 .52 0 .39 13 .1 Inlet on Grade: Gutter Depression : 10 yr 25 yr Eo: 0 .39 Eo : 0 .38 Se : 0 .09 Se: 0.09 Lx : 17 .70 Lx : 19.25 Carryover Flow : Intercepted Flow : 10 yr Qco : 0.20 5.73 cf s 25 yr Qco : 0.46 6.49 cf s 100 yr Qco : 0.97 7.54 cf s (assume 20 % of lot is building w/downspouts) connected to storm sewer) Lot 2R DA i C (ac) (in/hr) (ave) 1 .0 3 8.63 0.81 80% 0 .824 9 .86 11 .64 0 .33 Width of Depressed Gutter : 2 100 yr Eo : 0.36 Se : 0.09 Lx : 80% 0 .33 100 yr Eo : Se : Lx : 20 .61 Li=15 ft (assume 20% of lot is building w/downspouts) connected to storm sewer) Lot 1 R DA (ac) i c (in/hr) (ave) 1.03 8.63 0.81 0.824 9.86 11.64 Width of Depressed Gutter : 2 0 .36 0 .09 21.42 Li=15 ft Block 1 (10 yr Event) -Pipe Report Pipe Upstrean i>ownstrear ID ischargE Length ..,onstructe1 !S ection Section Roughnes ~apacit\ lJpstrear1 bownstrear lupstrean i>o wnstrear ltJpstrean Do wnstrear Node Node (cfs) (ft) Slope S ize Material (cfs) Invert Invert Rim R im HGL HGL (fUft) Elevatior Elevation Elevatior Elevation (ft) (ft) (ft) (ft) (ft) (ft) P-7 1-7 1-5 1 .80 95.50 0.009948 24 inct Concret 0 .013 22.56 283.26 282.31 286.60 285.20 283 .72 283 .42 P-1~ 1-10 1-9 7.28 155.85 0 .010266 24 inct Concret 0 .013 22 .92 293.00 29 1.40 297 .17 295.72 293 .96 293.14 P-11 1-9 J-2 14.12 136 .20 0.011013 24 inct Concret 0 .013 23 .74 291.30 289 .80 295 .72 295 .00 292 .65 291 .91 P-10 J-2 1-8 13.89 128 .10 0.009368 24 inct Concret 0 .013 21.89 289 .70 288 .50 295 .00 291 .80 291 .73 291 .25 P-9 1-8 J-1 24.55 17.18 0 .011641 24 inct Concret 0.013 24.41 288.40 288 .20 291 .80 292 .60 290 .77 290 .57 P-8 J-1 1-2 24.51 21 .66 0 .009234 24 inct Concret 0 .013 21 .74 288 .10 287 .90 292 .60 290.50 289 .97 289.65 P-1 1-1 1-2 2 .77 45.00 0.004889 18 inct Concret 0.013 7 .34 286 .75 286 .53 290 .39 290 .50 288.25 288.21 P-2 1-2 1-3 30.44 341 .15 0 .004426 30 inct Concret 0 .013 27 .29 285 .33 283 .82 290 .50 286.60 287 .72 285.99 P-3 1-3 1-4 39 .39 191 .00 0 .004974 36 inct Concret 0.013 47.04 283.32 282 .37 286 .60 285.50 285.52 285.07 P-4 1-4 1-5 47.92 95 .50 0 .010052 36 inct Concret 0 .013 66 .87 282 .27 281.31 285 .50 285.20 284.52 283.22 P-5 1-5 1-6 50.28 45.00 0 .010000 4 x 3 ft Concret 0.013 123.77 281 .21 280.76 285 .20 286 .14 282 .91 282 .90 P-6 1-6 Outlet 54.42 12.50 0 .012800 4 x 3 ft Concret 0 .013 140.03 280.66 280.50 286.14 286 .00 282.45 282 .02 Project Title: CRESCENT POINTE PARKWAY ANALYSIS h:\ ... \block 1 \drainage\storm sewer\cppstorm .stm KLING ENGINEERING 05/20/08 04 :33 :36 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (20 3 ) 75 5-1666 lilownstrean Velocity (ft/s) 1.00 2.51 4.49 4.42 7.81 8.41 1 .57 6 .74 5 .87 10 .08 5.87 8 .96 Project Engineer: KLING ENGINEERING StormCAD v1 .0 Page 1 of 1 Block 1 (25 yr Event) -Pipe Report Pipe IJpstreari Downstrear i:lischargE Length ~onstructe S ection Section ~oughnes : ~apacity 1Jpstrear1 Downstrear ltlpstrea n Downstrear tJpstreari Downstrea rl Node Node (cfs ) (ft) Slope S ize Material (cfs) Invert Invert Rim Rim HGL HGL (tuft) Elevatior Elevat ion Elevatior Elevation (ft ) (ft ) (ft) (ft ) (ft) (ft) P-7 1-7 1-5 2 .05 95 .50 0 .009948 24 inct Concret 0 .01 3 22.56 283 .26 282.31 286.60 285.20 28 3 .76 283 .64 P-1:e 1-10 1-9 8 .31 155 .85 0.010266 24 inct Concret 0 .013 22 .92 293.00 291 .40 297.17 295 .72 294.03 293 .68 P-11 1-9 J-2 16.1 5 136 .20 0 .011013 24 inct Concret 0 .013 23 .74 291.30 289.80 295 .7 2 295 .00 29 3 .3 5 2 92 .66 P-1C J-2 1-8 15.88 12 8 .10 0 .009368 24 inct Concret 0 .01 3 2 1.89 289 .70 288.50 295.00 29 1.80 2 92.42 291.79 P-9 1-8 J-1 2 8 .14 17.18 0 .011641 24 inct Concre t 0.01 3 24 .4 1 288.40 288 .20 291 .80 292 .60 2 91.17 290.90 P-8 J-1 1-2 28.10 21 .66 0 .009234 24 inct Concret 0.013 21 .74 288 .1 0 287 .90 292 .60 290 .50 290 .15 289 .7 3 P-1 1-1 1-2 3 .17 45.00 0.004889 18 inct Concret 0 .013 7.34 286 .7 5 286 .53 290 .39 290 .50 289.59 289 .55 P-2 1-2 1-3 34.90 341 .15 0.004426 30 inct Concret 0.013 27 .29 285.33 283.82 290 .50 286.60 288.92 286.45 P-3 1-3 1-4 45 .29 191 .00 0 .004974 36 inct Concret 0 .013 47.04 283.32 282.37 286.60 285.50 286.0 2 2 85 .32 P-4 1-4 1-5 55 .12 95.50 0 .010052 36 inct Concret 0.013 66 .87 282.27 281.31 285.50 285 .20 284.68 283.42 P-5 1-5 1-6 57 .85 45.00 0 .010000 4 x 3 ft Concret 0.013 123.77 281.21 280 .76 285.20 286 .14 283.08 283.12 P-6 1-6 Outlet 62.63 12 .50 0.012800 4 x 3 ft Concret 0 .013 140.03 280 .66 280.50 286 .14 286 .00 282 .63 282 .18 Project Title : CRESCENT POINTE PARKWAY ANALYSIS KLING E NGINEER ING h :\ ... \block 1 \drainage\storm sewer\cppstorm.stm 0 512 010 8 04:32:09 PM © Haestad Methods , Inc . 37 Brooks id e Road W aterbury , CT 06708 U SA (203) 75 5-1666 lil ownstrearr Velocity (fUs ) 0 .93 2 .65 5 .14 5.05 8 .96 9 .33 1.79 7.1 1 6.43 10.40 6 .13 9 .32 Project Engi nee r: K LI N G EN GINEERING StormCAD v1 .0 Page 1 of 1 Block 1 (100 yr Event) -Pipe Report Pipe ~pstrearl l:>ownstrear li>ischarge Length Gonstructe1 !section Section Roughnes ta pa cit) Upstrean Downstrear ~pstrean bownstrear til ownstrean Node Node (cfs) (ft) Slope Size Material (cfs) Invert Invert HGL HGL Velocity (fUft) Elevatior Elevation (ft) (ft) (fUs) (ft) (ft) P-7 1-7 1-5 2.42 95.50 0 .009948 24 inct Concret 0 .013 22 .56 283 .26 282 .31 283.85 283.93 0 .89 P-1:< 1-10 1-9 9 .81 155.85 0.010266 24 inct Concret 0 .013 22 .92 293.00 291.40 297.38 297.09 3.12 P-11 1-9 J -2 18.95 136.20 0 .011013 24 inct Concret 0.013 23 .74 291 .30 289 .80 296.64 295.68 6 .03 P-1( J-2 1-8 18.67 128 .10 0.009368 24 inct Concret 0 .013 21 .89 289 .70 288 .50 295 .35 294.48 5 .94 P-9 1-8 J-1 33 .18 17.18 0 .011641 24 inct Concret 0.013 24.41 288.40 288.2 0 293 .61 293 .24 10.56 P-8 J-1 1-2 33.14 21 .66 0 .009234 24 inct Concret 0.013 21 .74 288.10 287 .90 292 .21 291 .74 10.55 P-1 1-1 1-2 3 .74 45.00 0.004889 18 inct Concret 0 .0 13 7 .34 286.75 286.53 291 .80 291 .74 2.11 P-2 1-2 1-3 41 .17 341 .15 0 .004426 30 inct Concret 0 .013 27.29 285.33 283 .82 290 .87 287.43 8.39 P-3 1-3 1-4 53 .67 191 .00 0 .004974 36 inct Concret 0 .013 47.04 283.32 282.37 286 .89 285.65 7 .59 P-4 1-4 1-5 65.48 95 .50 0.010052 36 inct Concret 0 .013 66.87 282 .27 281 .31 284.86 283.93 9.99 P-5 1-5 1-6 68.73 45.00 0 .010000 4 x 3 ft Concret 0 .013 123.77 281.21 280 .76 283 .30 283.42 6.46 P-6 1-6 Outlet 74.42 12.50 0 .012800 4 x 3 ft Concret 0 .013 140.03 280.66 280 .50 282 .87 282.40 9 .77 Project Title : CRESCENT POINTE PARKWAY ANALYSIS h :\ ... ldrainagels53j9w-ml 1 xb7n7-blcppstorm.stm KLING ENGINEERI NG 05/20/08 04:30:26 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: KLING ENGINEERING StormCAD v1 .0 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Da ta 100 Year Estimated Flow in Roadway Wo rksheet fo r Triangul ar Chann e l h :\ei61rv -4\c0ywav -7\p90orf-w\b qy2d 7-5\dra inage\s5 3j 9w -m\gu tter. fm2 CRESCENT POINTE PKWY Triangular Channel Manning's Formula Channel Depth Mann i ngs Coefficient 0.013 Channe l Slope Left Side Slope Right Side Slope Discharlile Results Depth Flow A rea Wetted Perimeter Top W idt h Critical Depth Crit ical S lope Veloc ity Velocity Head Specific Energy Froude Number Flow is supercritica l. 0 5/20/08 04:28:27 PM 0.005000 ft/ft 0.000000 H : V 37 .000000 H : V 10.40 cfs 0.44 ft 3 .59 ft2 16 .75 ft 16 .30 ft 0.46 ft 0.004180 ft/ft 2.90 ft/s 0.13 ft 0.57 ft 1.09 Haestad Methods, In c. 37 B rookside Road Waterbury, CT 06708 (203 ) 7 55-1666 FlowMaster v5.12 P age 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data 100 Year Estimated Flow in Roadway Cross Section for Triangular Channel h :\ei 61rv-4\cOywav-7\p90orf-w\bq y2d7 -5\drai nage\s53j9w-m\gutter. fm2 CRESCENT POINTE PKWY Triangular Channe l Manning's Formula Channel Depth Mannings Coefficient Channe l Slope 0 .013 0 .005000 fUft Depth Left Side Slope Right Side Slope Discharge 05/20/08 04:28:42 PM 0.44 ft 0 .000000 H : V 37 .000000 H : V 10.40 cfs 3 Haestad Methods, Inc. 37 Brookside Road W a terbury, CT 06708 (2 03) 755-1666 :::r0.44 ft ~~ H 1 NTS FlowMaster v5 .12 Page 1 of 1 APPENDIX 4 Detention Hydrologic & Routing Calculations APPENDICES 1) Drainage Area Maps 2) Construction Plans 3) Storm Sewer Hydrologic & Hydraulic Calculations 4) Detention Hydrologic & Routing Calculations AMENDMENT TO THE DRAINAGE REPORTS FOR Crescent Pointe Subdivision Common Area 'D' & Common Area 'F' Common Area 'D' Report: Lots 1 R-3R & Common Area D, Block 1, Crescent Pointe Phase 2 Common Area 'F ' Report: Lot JR, Block 2 Crescent Pointe Phase Two & An Additional 14.9 Acres of Block 2 of Crescent Pointe J. W. Scott Survey, A-49 College Station, Brazos County, Texas May 21 , 2008 Revised: June 10, 2008 DEVELOPED BY: Crescent Pointe Holdings , Inc. Emanuel Glockzin, Jr., President 4500 Carter Creek Parkway , Suite 101 Bryan , Texas 77802 PREPARED BY: Kling Engineering & Surveying 4101 S . Texas Avenue , Suite A Bryan , TX 77802 (979) 846 -6212 ()1'3Y, o~ll?>IOK /()~ KLING ENGINEERING & SURVEYING " Consulting Engineers • Land Surveyors 4101 Texas Avenue, Suite A Post Office Box 4234 Bryan, Texas 77802 Bryan, Texas 77805 B.J. Kling, P.E.(Inactive), R.P.L.S. S.M. Kling, R.P.L.S. Date: May 21 , 2008 Rev ised : Jun e 10 , 2008 To: City of College Station Development Engineering From : Fred Paine, P.E. Telephone 979/846-6212 Fax 979 I 846-8252 Re: Crescent Pointe Subdivision Common Area 'D' & Common Area 'F' Amendment to the Drainage Reports for: Lots 1R-3R (now Lots lR-lOR) & Common Area D, Block 1, Crescent Pointe Phase 2 AND Lot 3R, Block 2, Crescent Pointe Phase 2 and An Additional 14.9 Acres of Block 2 of Crescent Pointe Purpose: The purpose of this Drainage Report Amendment is: 1. to document design of a public storm sewer system that will serve Lots 1 R-3R , a portion of Lot 9R & all of Lot 1 OR , Block 1, Phase 2; 2. to document revised Block 1, Phase 2 runoff conditions and Common Area D detention analysis ; 3. to document the revised Block 1 runoffs affect on Common Area F and demonstrate total runoff at most down stream point is equal to or less than pre-developed runoff rates . The lots in Block 1, Phase 2 have been replatted since the original report for Common Area 'D ' was issued. This report will refer to the lot designations according to the most recent replat. Post Development Conditions: Revised Project Drainage Areas: Common Area 'D ': Drainage areas DA-3A and DA-3B have been revi sed as follows: 3A has been reduced to exclude all of Lots 1R-3R, a portion of Lot 9R & all of Lot lOR . 3B has been increased by the same area. 3C & 3REL have not changed. The increased area added to drainage area 3B will enter the newly designed public storm sewer and be conveyed via the existing storm sewer in Crescent Point Parkway to the outfall of Common Area D (termed Point of Evaluation #1 -P.O.E. #1). This portion of Block 1, Phase 2 will not be detained in Common Area D but rather in Common Area F. pg 1 of 7 Common Area 'F': Drainage areas have not been revised from the original report or report amendment #1 with respect to contributing areas downstream (generally south & west) of Crescent Pointe Parkway. The final runoffhydrograph from Common Area D incorporating the abo ve mentioned changes will be routed through detention facility in Common Area F . Pre developed versus full development conditions for both contributing drainage areas will be compared at the existing outfall of Common Area F (termed Point of Evaluation #2 -P.O.E. #2). Refer to the attached Drainage Area Map in Appendix 1 for graphic. The following table summarizes post developed drainage areas , associated land cover and the respective Rational runoff coefficient "C". DRAINAGE AREA DEV. IMPERVluU::; CHANNE L/ UND EVELOPED TOTAL AREA (acres) AREAS AREAS POND AREAS (acres) (C=0 .77) (C=0 .90) (C=0 .90 ) (C=0.42) DA-3A-POST 8 .54 -1.00 -9 .55 DA-3B-POST 6.43 1.71 . -8 .14 DA-3C-POST -0 .59 -. 0.59 nA.::IREI -POST R".\ --. OR".\ COMMON AREA 15.80 2 .30 1 .00 . 19 .11 'D' SUBTOTAL DA-4A-POST 26 .27 -2.07 -28.34 DA-4B-POST -0.04 -0 .59 0.63 COMMON AREA 26.27 0 .04 2 .07 0 .59 28 .97 'F' SUBTOTAL TOTAL ACRES: 42.07 2.34 3 .07 0 .59 48 .08 Table I DA-3A drains to the Common Area D detention faci lity. DA-3B drains to the storm sewer system upstream of the 4'x3' box culvert crossing Crescent Pointe Parkway. DA-3C-POST drain s into the inlet at the downstream end of the 4'x3' box culvert (P.O .E. #1). The resultant hydrograph at P.O.E. #1 is then routed through the Common Area F detention facility with the post developed runoff from DA-4A. Drainage area DA-4B is add ed after the detention pond routing just upstream of the TAMU 48" cmp culvert (P.O.E . #2). Proposed Draina2e Improvements: Storm Sewer Design: The propo sed storm sewer design consists of two recessed curb inlets , three junction box es and approximately 560 lf of 24" ADS N-12 watertight pipe. The curb inlets are 2' recessed curb inlets with two 5' extensions . The gutter depression will be 4". The new storm sewer system will connect to the existing storm sewer system within Crescent Pointe Parkway. The design event for Crescent Pointe Parkway and it's associated storm sewer was the 10 year event (refer to Pledger/Kalkomy Drainage Plan in Appendix 1 for reference). Likewise the 10 year event was pg 2 of 7 ' the design event for this new portion of the system. The following assumption s were made for the system design: 1. The same development assumptions made in the original two reports for Common Area D & Common Area F still apply (Due to the lack of final site plans for the Project Area, the assumption that maximum impervious lot coverage could not exceed 80% was made. The remaining 20 % of the lot area is assumed to be landscaped or grassed). 2. Lot lR: 20% of the impervious lot area is storm sewered and directly connected to the new system. The lot will be graded such that all post developed runoff is directed to the proposed storm sewer inlet (storm node I-9) 3. Inlets serving Lots lR & 2R: assumed to be inlets on grade , 3% roadway cross slope assumed, 1 % longitudinal roadway slope assumed 4. Lot 2R: 20% of the impervious lot area is storm sewered and directly connected to the new system . The lot will be graded such that all post developed runoff is directed to the proposed storm sewer inlet (storm node I-10) 5. Lot 3R: Runoff from the lot must be storm sewered and enter the system downstream of the proposed junction box installed at station 1 +76.25 (storm node J-2 in the storm sewer model -refer to Construction Plans in Appendix 2 & Hydraulic Calculations in Appendix 3). 6. Lot 1 OR: Runoff from the lot must be storm sewered and enter the existing system at the common lot line between lot lOR & 9R (approximate storm node I-3 in the storm sewer model). 7 . Lot 9R: 1.3 acres out of the total 1.94 acre lot must be storm sewered and enter the existing system via the inlet located at the lower 1/3 portion of the tract (storm node 1-4 in the storm sewer model). The remaining 0 .64 acres is to drain to the detention facility in Common Area D. 8. The remaining lot areas in Crescent Point Phase 2, Block 1 will drain to the detention facility in Common Area D with the exception of areas allowed to be released per the original report. Using the methodology contained in the B/CS Unified Stormwater Design Guidelines, inlet sizing calculations were done for the proposed inlets I-9 & I-10. Carryover flow was computed using the TXDOT equation for carryover. The following tab le summarizes the inlet calculations . (Refer to Appendix 3 "Hydraulic Calculations" for computation). l-9 / l-10 10 YR 25YR 100 YR GUTTER FLOW (CFS) 5.9 / 5.8 6 .9 I 6.6 8 .5 I 7.8 GUTTER DEPTH (FT) 0 .35 / .035 0 .37 I .037 0.39 I 0.39 WATER SPREAD (FT) 11 .7 I 11 .7 12 .3 I 12 .3 13 .1I13.1 LENGTH CALCULATED (FT) 17 .7/17.5 19.2/18 .8 21.4 I 20 .6 LENGTH PROVIDED (FT) 15 .0/15.0 15 .0 I 15 .0 15 .0 I 15 .0 CARRYOVER FLOW (CFS) 0.20 I 0 .17 0.46 / 0.37 0.97 I 0.75 Tab le 2 pg 3 of 7 Inlet 9 is the inlet closest to Crescent Pointe Parkway . As shown there is a small amount of carryover for each of the storm events which will enter the roadway . This carryover flow however, is significantly less than the pre-developed conditions flow entering the roadway (14 .6 cfs at the 10 year event -refer to Pledger/Kalkomy Drainage Plan DA-2 in Appendix 1 for reference) Both the proposed and existing portions of the storm sewer system were modeled together. Existing inlet entrance elevations were field verified and closely matched the design information for Crescent Pointe Parkway . Flowlines for existing storm sewer pipes were taken from the design information. For all inlet boxes , the model uses the inlet entrance elevation as the "rim elevation" of the inlet. This is done to check against the hydraulic grade line (HGL) and determine at what storm event the HGL leaves the inlet. The storm sewer system was designed for the I 0 year event and the HGL for the 25 year event is contained within the system without backing up into the street. The 100 year storm event comes out of the inlets , however, is contained within the R .O .W ., as required in the City of College Station Drainage Policy (refer to Appendix 3 "Hydraulic Calculations -Storm Sewer"). The following tables summarize the storm sewer design & anal ysis for the 10 year, 25 year and 100 year events. 10 YR Event PIPE US INLET us OS SIZE ENTRANCE US HGL Q VELOCITY PIPE NODE NODE US FL OS FL (IN) ELEV. ELEV (CFS) (FPS) P·1 1-1 1-2 286 .75 286 .53 18 290 .39 288.25 2 .77 1.57 P·2 1-2 1-3 285 .33 283.82 30 290 .50 287 .72 30 .44 6 .74 p.3 1-3 1-4 283 .32 282.37 36 286.60 285.52 39 .39 5.87 P-4 1-4 1-5 282 .27 281 .31 36 285 .50 284 .52 47 .92 10 .08 p.5 1-5 1-6 281 .21 280.76 4'X3 ' 285.20 282 .91 50 .28 5.87 P-6 1-6 OUTLET 280 .66 280.50 4'X3' 286 .14 282.45 54 .42 8 .96 p.7 1-7 1-5 283.26 282 .31 24 286 .60 283 .72 1 .80 1.00 P-8 J -1 1-2 288 .30 288 .20 24 292 .60 290.34 24.52 8 .41 p.g 1-8 J-1 288 .50 288.40 24 292 .10 291 .09 24 .55 7 .81 P-10 J-2 1-8 289 .90 288 .60 24 295.00 292 .05 13 .89 4 .42 P-11 1-9 J-2 291 .40 290 .00 24 295 .72 292 .75 14 .12 4 .49 P-12 1-10 1-9 293.10 291 .50 24 297 .17 294 .06 7.28 2 .51 Table 3 The B /CS Unified Stormwater Design Guidelines suggest that, at the design event, the HGL be at least 0.5' below the inlet entrance elevation. As shown in the above table, the HGL is approximately 1' or lower than the inlet opening elevation. pg 4 of 7 l 25 YR Event PIPE US INLET us OS SIZE ENTRANCE US HGL Q VELOCITY PIPE NODE NODE US FL OS FL (IN) ELEV. ELEV (CFS) (FPS) P-1 1-1 1-2 286 .75 286 .53 18 290 .39 289 .59 3.17 1.79 P-2 1-2 1-3 285 .33 283.82 30 290.50 288 .92 34 .90 7.11 P-3 1-3 1-4 283 .32 282 .37 36 286 .60 286 .02 45.29 6.43 P-4 1-4 1-5 282.27 281 .31 36 285.50 284 .68 55.12 10.40 P-5 1-5 1-6 281 .21 280 .76 4'X3' 285.20 283.08 57.85 6.13 P-6 1-6 OUTLET 280.66 280 .50 4'X3' 286 .14 282 .63 62 .63 9 .32 P-7 1-7 1-5 283.26 282 .31 24 286.60 283 .76 2.05 0.93 P-8 J-1 1-2 288 .30 288 .20 24 292 .60 290 .46 28.10 9 .33 P-9 1-8 J-1 288.50 288.40 24 292 .10 291.46 28 .14 8.96 P-10 J-2 1-8 289 .90 288.60 24 295 .00 292 .71 15.88 5.05 P-11 1-9 J-2 291.40 290.00 24 295 .72 293 .64 16 .15 5.14 P-12 1-10 1-9 293.10 291.50 24 297.17 294 .13 8 .31 2.65 Table 4 100 YR Event PIPE US INLET us OS SIZE ENTRANCE US HGL Q VELOCITY PIPE NODE NODE US FL OS FL (IN) ELEV. ELEV (CFS) (FPS) P-1 1-1 1-2 286 .75 286.53 18 290.39 291 .80 3.74 2 .11 P-2 1-2 1-3 285.33 283 .82 30 290 .50 290 .87 41 .17 8.39 P-3 1-3 1-4 283 .32 282.37 36 286 .60 286 .89 53 .67 7.59 P-4 1-4 1-5 282.27 281.31 36 285 .50 284 .86 65.48 9 .99 P-5 1-5 1-6 281.21 280.76 4'X3' 285.20 283.30 68 .73 6.46 P-6 1-6 OUTLET 280 .66 280 .50 4'X3' 286 .14 282.87 74.42 9.77 P-7 1-7 1-5 283 .26 282 .31 24 286.60 283 .85 2.42 0 .89 P-8 J-1 1-2 288 .30 288 .20 24 292.60 292 .2 1 33 .14 10 .55 P-9 1-8 J-1 288 .50 288.40 24 292 .10 293 .61 33 .18 10 .56 P-10 J-2 1-8 289.90 288 .60 24 295 .00 295 .35 18.67 5.94 P-11 1-9 J-2 291.40 290 .00 24 295 .72 296 .64 18.95 6.03 P-12 1-10 1-9 293.10 291.50 24 297.17 297.38 9 .81 3 .12 Table 5 As shown in the above Table 5, at the 100 year event , the HGL exceeds the entrance elevation for several inlets . The flow bypassing the inlets due to carryover and backflow continues in Crescent Pointe Parkway to the existing low at the 4'x3' RCB. Refer to Appendix 3 for table ofresults, graphical representation ofHGL, and of pipe/node location. pg 5 of 7 The roadway capacity to accommodate this bypass flo w was ch ecked using Manning 's Equation . To det ermine an estimated flo w rate, the 25 year flow rate for the storm sewer sys tem was subtracted from the 100 year flow rate at pipe run number 4 Th e difference in flowrates was assumed to b e the flow in the roadway. The estimated flow in the roadway at the 10 0 year event is 10.4 cfs. Utilizing the minimum plan grade of Crescent Pointe Parkway of 0 .50 %, this flow generates a depth of approximately 0.44' with a top width of approximately 16.3 '. The flow is not anticipated to reach the top of curb (refer to Appendix 3 for summary of computation). Runoff & Detention Analys is : As mentioned previous ly, no change in the detention pond configurations were made. The following table summarizes results of ultimate development storm water routing through Common Area D and F. PEAK DISCHARGE RATE STORM EVENT (CFS) 2YR 10 YR 25YR 100 YR DA-3A-PST 47 .7 65 .1 74 .3 87 .7 DA-3A-PST Inflow 44 .6 60 .9 69 .5 82 .0 DA-3A-PST Outfall / WSEL 22.2 I 285 .69 29 .1 I 286 .29 31 .6 / 286 .59 35 .3 / 287 .0 DA-38-PST 41.4 56 .5 64 .5 76 .2 DA-3A-INL-PST Inflow 55 .1 70 .9 77 .5 87 .8 DA-3A-INL-PST Outfall / WSEL 52 .8 / 285 .0 66 .9 / 285 .59 73 .7 / 285 .86 82 .2 / 286.4 DA-3C-POST 3.4 4 .7 5.32 6 .3 Block 1 Outfall (P .O.E. #1) 55 .5 71 .3 78 .7 88 .1 DA-4A-POST 139 .6 190 .6 217.6 256 .8 DA-4A-POST Inflow 189 .1 254 .3 287.7 342.4 DA-4A-POST Outfall / WSEL 48.3 I 277.53 54 .7 / 278.61 57 .6 / 279 .14 61.4 / 279 .90 DA-48-POST 1.8 2.4 2.8 3.3 DA-48-POST Inflow 48 .8 55 .2 58 .2 62 .0 Project Outfall (P .O.E . #2) I 48.5 I 271.23 54 .9 I 271 .61 57 .8 /271 .79 61 .9 / 271 .14 WSEL Table 6 Summary results of the routing calculations can be found in Appendix 4, contained on the attached CD. Additionall y , the following tabl e amends Table 10 of the original report for Common Area F. It shows there are no adverse affects from revising the contributing runoff from Block 1. PEAK DISCHARGE RATE (CFS) STORM EVENT TO TEXAS A&M PROPERTY P.O.E . #2 2YR 10 YR 25YR 100 YR Pre Developed 76 103 118 139 Post Develo ed 48 55 58 62 % Attenuation II 158 187 203 224 pg 6 of 7 • # i Conclusions: The proposed and existing storm sewer systems were designed based on a 10 year rainfall event. It is important that the design assumptions for the storm sewer are met during individual site/lot development. Under post developed conditions , both portions of the system function per design . The 100 year event is contained within the Crescent Point Parkway right of way. The increased runoff contributing from Block 1 of Crescent Pointe due to the Lots 1R-3R, a portion of Lot 9R & all of Lot lOR, Block 1, Phase 2 bypassing the detention pond in Common Area 'D ' does not adversely affect the 4'x3' RCB crossing structure at P.O .E . #1. The HGL remains below the structures associated inlet entrance elevations for all storm events. Additionally, the changed runoff conditions from Block 1 does not adversely affect the attenuation provided by the Common Area 'F ' detention pond. The overall runoff rate leaving the site at P.O.E . #2 remains significantly reduced from pre developed conditions. There was no change in the calculated runoff rate at P.O.E . #2 . "I hereby certify that this report amendment for the drainage & detention design of: Lots 1R-3R (now Lots lR-lOR) & Common Area D, Block l, Crescent Pointe Phase 2 and Lot 3R, Block 2, Crescent Pointe Phase 2 and An Additional 14.9 Acres of Block 2 of Crescent Pointe 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." Alfred A. Paine, P.E. Licensed Professional Engineer State of Texas No. 97221 pg 7 of 7 APPENDICES 1) Drainage Area Maps 2) Construction Plans 3) Storm Sewer Hydrologic & Hydraulic Calculations 4) Detention Hydrologic & Routing Calculations APPENDIX 1 Drainage Area Maps , 'INLET CALCULATIONS Crescent Pointe Subdivision Phase 2, Block 1 Proposed Inlet 1-10 (Inlet on Grade) Depth Spread Gutter Flow : (cfs) (ft) (ft) Q10 5 .76 0 .35 11.7 Q25 6 .58 0.37 12.3 Q100 7 .77 0 .39 13.1 Inlet on Grade : Gutter Depression : 10 yr 25 yr Eo: 0.39 Eo: 0.38 Se : 0 .09 Se: 0 .09 Lx : 17.48 Lx : 18 .81 Carryover Flow : Intercepted Flow: 10 yr Qco : 0.17 5 .59 cf s 25 yr Qco: 0 .37 6 .21 cf s 100 yr Qco : 0 .75 7 .02 cfs Proposed Inlet 1-9 (Inlet on Grade) (Inc ludes C/O from 1-11) Depth Spread Gutter Flow : (cfs) (ft) (ft) Q10 5.93 0.35 11 .7 Q25 6 .95 0 .37 12 .3 Q100 8.52 0 .39 13.1 Inlet on Grade : Gutter Depression: 10 yr 25 yr Eo : 0.39 Eo : 0.38 Se: 0.09 Se: 0.09 Lx : 17 .70 Lx: 19.25 Carryover Flow: Intercepted Flow: 10 yr Qco: 0 .20 5.73 cf s 25 yr Qco : 0.46 6.49 cf s 100 yr Qco : 0 .97 7.54 cfs 80% 0.33 100 yr Eo: Se: Lx: 80% 0 .33 100 yr Eo : Se: Lx: (assume 20% of lot is building w/downspouts) connected to storm sewer) Lot 2R DA (ac) i c (in/hr) (ave) 1.03 8 .63 0.81 0 .824 9 .86 11 .64 Width of Depressed Gutter: 0.36 0 .09 20 .61 Li=15 ft 2 (assume 20% of lot is building w/downspouts) connected to storm sewer) Lot 1 R DA (ac) i c (in/hr) (ave) 1.03 8.63 0 .81 0 .824 9 .86 11 .64 Width of Depressed Gutter: 2 0 .36 0 .09 21.42 Li=15 ft Block 1 (10 yr Event) -Pipe Report Pipe Upstrean ~ownstrean DischargE Length ~onstructe ~ection Section ~oughnes Capacit~ Jpstrean Downstrear b.Jpstrean ~ownstrean ltJpstrean Downstrearl Node Node (cfs) (ft) Slope Size Material (cfs) Invert Invert Rim Rim HGL HGL (ft/ft) Elevatior Elevation Elevatior El evation (ft) (ft) (ft) (ft) (ft) (ft) P-7 1-7 1-5 1 .80 95.50 0 .009948 24 incr Concret 0 .013 22 .56 283.26 282.31 286 .60 285.20 283 .72 283 .42 P-1:< 1-10 1-9 7.28 155.85 0.010266 24 incr Concret 0.013 22.92 293.10 291 .50 297 .17 295.72 294.06 293.24 P-11 1-9 J-2 14.12 136.20 0 .010279 24incr Concret 0.013 22.93 291.40 290.00 295 .72 295 .00 292.75 292.23 P-1C J-2 1-8 13.89 128 .10 0.010148 24 incr Concret 0 .013 22 .79 289 .90 288 .60 295.00 292.10 292 .05 291 .57 P-9 1-8 J-1 24 .55 16.00 0 .006250 24incr Concret 0 .013 17.88 288 .50 288.40 292 .10 292.60 291 .09 290.91 P-8 J-1 1-2 24.52 21 .66 0 .004617 24incr Concret 0 .013 15.37 288 .30 288.20 292 .60 290 .50 290 .34 289.95 P-1 1-1 1-2 2 .77 45.00 0 .004889 18 incr Concret 0.013 7 .34 286 .75 286 .53 290 .39 290.50 288.25 288.21 P-2 1-2 1-3 30.44 341.15 0 .004426 30 incr Concret 0.013 27.29 285 .33 283.82 290 .50 286.60 287.72 285.99 P-3 1-3 1-4 39 .39 191 .00 0 .004974 36 incr Concret 0 .013 47.04 283 .32 282 .37 286 .60 285.50 285.52 285 .07 P-4 1-4 1-5 47.93 95.50 0 .010052 36 incr Concret 0.013 66.87 282 .27 281 .31 285.50 285.20 284.52 283 .22 P-5 1-5 1-6 50.28 45.00 0 .010000 4 x 3 ft Concret 0 .013 123.77 281.21 280.76 285 .20 286 .14 282.91 282.90 P-6 1-6 Outlet 54.42 12.50 0 .012800 4 x 3 ft Concret 0 .013 140.03 280.66 280.50 286 .14 286 .00 282.45 282.02 Project Title : CRESCENT POINTE PARKWAY ANALYSIS h:\ ... \block 1 \drainage\storm sewer\cppstrev .stm KLING ENGINEERING 06/10/08 02:2 0 :12 PM © Haestad Method s , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 ~ownstrearr Velocity (ft/s) 1.00 2.51 4.49 4.42 7 .81 8.41 1.57 6 .74 5 .87 10.08 5 .87 8 .96 -. Proj ect Engineer : KLING ENGINEERING StormCAD v1 .0 Pa ge 1 of 1 +00 Inlet: 1-4 Rim: 285.50 ft Sump: 282.27 Pipe : P-4 Up Inve rt: 282.2 7 ft On Invert: 28 1 .312 11.oo Length: 95.50 ft Size: 36 inch Pipe: P -5 ~~ I~~~~: ~~Hi n §fz~~t~:x4gRo ft Pipe : P-6 Up Inve rt: 280.66 ft On Inve rt : 280 .50 ft §fJ'el1t~)f~O ft Inlet: 1-3 Rim : 286.60 ft Sump: 283.32 ft · Pipe : P -3 Up Invert: 283.32 ft On Invert: 282 .37 ft Length: 191 .00 ft Size: 36 inc h 4+00 Project Title: CRESCENT POINTE PARKWAY ANALYSIS Pipe: P-2 8R lg~~~~ ~gg :~~ ~ L~ngth : :}41 .15 ft S ize: 30 inch G+OO Station ft h :\ ... \block 1\drainage\storm sewer\cppstrev.stm KLING ENGINEERING P ipe: P-9 Pipe : P -10 Up Invert: 289.90 ft On Invert: 288.60 ft Length: 128.10 ft Size: 24 inch 8+00 Up Invert: 288.50 ft On Invert: 288.40 ft L ength: 16.00 ft Size: 24 inch P ipe: P-8 Up Invert: 288.30 ft On Inve rt: 288.20 ft Length: 2 1 .66 ft S ize: 24 inc h 06/10/08 02:17:15 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 10+00 Elevation ft Project Engineer: KLING ENGINEERING StormCAD v1 .0 Page 1 of 1 Block 1 (25 yr Event) -Pipe Report Pipe Upstreati bownstrear Oischarge Length :onstructec lsection Section ~oughnes Node Node (cfs) (ft) Slope S ize Material (fVft) P-7 1-7 1-5 2.05 95.50 0 .009948 24 inct Concret 0 .013 P-1~ 1-10 1-9 8 .31 155 .85 0.010266 24 ind Concret 0.013 P-1 1 1-9 J-2 16.15 136 .20 0 .010279 24 ind Concret 0.013 P-1C J-2 1-8 15.88 128.10 0.010148 24 ind Concret 0.013 P-9 1-8 J-1 28.14 16.00 0 .006250 24 ind Concret 0 .013 P-8 J-1 1-2 28.10 21 .66 0 .004617 24 ind Concret 0.013 P-1 1-1 1-2 3 .17 45 .00 0.004889 18 ind Concret 0.013 P-2 1-2 1-3 34.90 341 .15 0 .004426 30 ind Concret 0.013 P-3 1-3 1-4 45 .29 191 .00 0 .004974 36 ind Concret 0.013 P-4 1-4 1-5 55 .13 95 .50 0.010052 36 ind Concret 0.013 P-5 1-5 1-6 57.86 45.00 0 .010000 4 x 3 ft Concret 0 .013 P-6 1-6 Outlet 62.63 12.50 0 .012800 4 x 3 ft Concret 0.013 Project Title: CRESCENT POINTE PARKWAY ANALYSIS h :\ ... \block 1\drainage\storm sewer\cppstrev.stm 06/10/08 02:2 0:30 PM © Haestad Methods , Inc. Capacit} Upstreati Downstrean b.Jpstrear1 i>ownstrear l.Jpstreati bownstrearl (cfs) Invert Invert Rim Rim HGL HGL Elevatior Elevation l::levatior Elevation (ft) (ft) (ft) (ft) (ft) (ft) 22.56 283.26 282.31 286 .60 285.20 283.76 283.64 22 .92 293.10 291 .50 297.17 295.72 294.13 293.97 22.93 291.40 290 .00 295 .72 295.00 293.64 292 .95 22.79 289.90 288.60 295.00 292.10 292.71 292 .08 17.88 288.50 288.40 292.10 292 .60 291.46 291 .21 15.37 288.30 288.20 292.60 290.50 290.46 290 .03 7 .34 286.75 286.53 290.39 290.50 289 .59 289.55 27.29 285.33 283.82 290.50 286 .60 288 .92 286.45 47.04 283.32 282 .37 286 .60 285 .50 286.02 285.32 66.87 282.27 281 .31 285 .50 285.20 284.68 283.42 123.77 281 .21 280 .76 285 .20 286.14 283.08 283.12 140.03 280.66 280.50 286.14 286.00 282.63 282.18 KLING ENGINEERING 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 ~ownstrean Velocity (fVs) 0 .93 2 .65 5.14 5 .05 8 .96 9 .33 1.79 7 .11 6.43 10.40 6.13 9 .32 Project Engineer: KLING ENGINEERING StormCAD v1 .0 Page 1 of 1 P ipe: P -4 Up Invert: 282.27 ft On Inve rt: 281 .3 1211.00 §r;,.11 t% ~~e:ri° ft ~iC1~~e~: 281 .2 1 ft On Invert: 280.7 6 ft ~fz~~t~:x4g.go ft Pipe: P-6 Up Invert: 280.66 ft O n Invert: 280 .50 ft §fz"~t~:x1lRO ft In let: 1-3 Rim: 286.60 ft Sump: 283.32 ft Pipe: P-3 U p Invert: 283.32 ft 4+00 On Invert: 2 82 .37 ft §?,;:'Jlt% 1~~1100 ft Project Title: CRESCENT POINTE PARK WAY ANALYS IS Inlet: 1-9 Inlet: 1-10 Rim: 297 .17 ft Sump: 293.00 ft Junc tion: 8-2 Rim: 295. Oft Sump: 28 .90 ft Rim: 295.72 ft Sump: 291.40 ft 298.00 Pipe: P -10 Up Inve rt: 289.90 ft O n Invert: 288.60 ft Length: 128.10 ft Size: 24 inch Pipe : P -9 8R l~~~~: ~~:~ n §f,;:'el1t2~ 1~e:i0 ll+oo Pipe : P-8 Up Inve rt: 288.30 ft On Inve rt: 288.20 ft Length : 2 1 .66 ft Size: 24 inch Pipe : P -11 Up Inve rt: 29 1.40 ft On Inve rt : 290.00 ft Length: 136.20 ft Size: 24 Inch 10+00 Pipe: P-1 2 Up Inve rt : 293.10 ft On Invert: 291 .50 ft L ength: 155.85 ft Size : 24 inch 296.00 294 .00 292.00 . 290.00 288.00 286.00 284 .00 282 .00 280.00 12+00 Elevation ft h:\ ... \b lo ck 1\d rainage\storm sewer\cppstrev.stm KLING ENGINEERING 06/10/08 02:15:53 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 U S A (203) 755-1666 Project Engineer: KLING ENGINEERING StormCAD v1 .0 Page 1 of 1 Block 1 (100 yr Event) -Pipe Report Pipe Jpstreari bownstrear 5:>ischarge Length :::onstructe• ISection Section ~oughnes Capacit) Jpstreari Downstrean b.Jpstrean Downstrear1 ~ownstrearr Node Node (cfs) (ft) Slope Size Material (cfs) Invert Invert HGL HGL Velocity (fUft) Elevatior Elevation (ft) (ft ) (fUs) (ft) (ft) P-7 1-7 1-5 2.42 95.50 0 .009948 24 inc~ Concret 0 .013 22 .56 283 .26 282 .31 283.85 283 .93 0 .89 P-12 1-10 1-9 9 .81 155.85 0 .010266 24 inc~ Concret 0 .013 22 .92 293.10 291 .50 297.38 297 .09 3.12 P-11 1-9 J-2 18.95 136.20 0 .010279 24 ind Concret 0.013 22.93 291.40 290.00 296 .64 295.68 6.03 P-10 J-2 1-8 18.67 128.10 0 .010148 24 ind Concret 0 .013 22 .79 289.90 288.60 295 .35 294.48 5 .94 P-9 1-8 J-1 33.18 17.18 0 .005821 24 ind Concret 0 .013 17.26 288.50 288.40 293.61 293.24 10 .56 P-8 J-1 1-2 33.1 4 21 .66 0 .004617 24 ind Concret 0 .013 15 .37 288.30 288.20 292 .21 291 .74 10.55 P-1 1-1 1-2 3.74 45.00 0 .004889 18 ind Concret 0 .013 7.34 286 .75 286 .53 291 .80 291 .74 2 .11 P-2 1-2 1-3 41.17 341.15 0 .004426 30 ind Concret 0 .013 27.29 285.33 283.82 290.87 287.43 8.39 P-3 1-3 1-4 53 .67 191 .00 0 .004974 36 ind Concret 0 .013 47.04 283.32 282 .37 286.89 285.65 7 .59 P-4 1-4 1-5 65.48 95.50 0 .010052 36 ind Concret 0 .013 66.87 282.27 281 .31 284.86 283 .93 9 .99 P-5 1-5 1-6 68.73 45.00 0 .010000 4 x 3 ft Concret 0.013 123.77 281.21 280 .76 283.30 283 .42 6.46 P-6 1-6 Outlet 74.42 12 .50 0 .012800 4 x 3 ft Concret 0.013 140.03 280.66 280 .50 282.87 282.40 9 .77 Project Title : CRESCENT POINTE PARKWAY ANALYSIS h :\ ... \drainage\storm sewer\100 yr\cppstrev.stm KLING ENGINEERING 06/10/08 02 :44 :54 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA (203 ) 755-1666 Project Engineer: KLING ENGINEERING StormCAD v1 .0 Page 1 of 1 Pipe : P -4 Up Invert: 282 .2 7 ft Dn Inve rt: 281 .3 1!-IOO L e n g th: 95.5 0 ft Size: 36 inc h Pip e : P -5 U p Inve rt: 281 .2 1 ft Dn Inve rt: 280. 76 ft L e ngth : 45.00 ft S ize: 4 x 3 ft Pipe: P-6 Up Invert: 2 8 0 .6 6 ft Dn Inve rt : 2 8 0 .50 ft ~f~.,!l t~ x1l ffo ft Inle t: 1-3 Rim: 2 87 .4 3 ft S ump: 283.32 Pipe: P-3 Up Invert: 2 83.32 ft Dn Inve rt: 282 .37 ft Length: 1 9 1 .00 ft Size: 36 inc h 4 +00 P roject Title: CRESCENT POINTE PARKWAY ANALYSIS 0iCTA~e~ 285.33 rt Dn Inv ert: 2 83.8 2 ft ~fz~t% :rn,\115 ft 6 +00 S ta ti o n ft Pipe: P-10 8R :~~~~: m :~8 n L e n g th : 128.10 ft Size: 24 inch P ipe : P-9 Up Inve rt: 2 88.50 ft Dn Invert: 288.4 0 ft L e ngth: 17.1 8 ft Size: 2 4 inc h · 8 +00 Pipe: P-8 8R I~~~~ ~gg ~8 n L e n g th: 2 1 .66 ft Size: 2 4 in c h Inle t: 1-9 Rim: 297 .55 ft S ump: 291 .4 0 ft Pipe : P -11 . Up Invert: 291 .4 0 ft Dn Invert : 290.00 ft Len g th: 136.20 ft S ize: 2 4 Inch · 10+00 h :\ ... \drainage\storm sewer\100 yr\cppstrev.stm KLING ENGINEERING 0 6 /10/08 02:44 :16 PM © Haestad Methods, Inc. 3 7 Brookside Road Waterbury, CT 06708 USA (2 0 3 ) 7 55-1666 Inlet: 1-10 Rim : 298.00 ft S ump : 293.1 0 ft Pipe: P -12 Up Inve rt: 293. 1 O ft Dn Invert : 291 .50 ft L e n g th: 155.85 ft S ize: 2 4 inch 298.00 296.00 294 .00 292.00 290.00 288.00 286.00 284 .00 282.00 280.00 1 2+00 El evation ft Project Engineer: KLING ENGINEERING StormCAD v1 .0 Page 1 o f 1 .. ' Project Description Project File Worksheet Flow Eleme nt Method Solve For Input Data 100 Year Estimated Flow in Roadway Worksheet for Triangular Channel h :\ei61rv -4\cOywav -7\p90orf-w\bq y 2d7 -5\dra ina ge\s53j 9w-m\gutter. fm2 CRESCENT POINTE PKWY Triangular Channel Manning's Formula Channel Depth Mannings Coefficien t 0 .013 Channel Slope 0 .005000 fUft Left Side Slope 0 .000000 H: V Right Side Slope 37 .000000 H : V Dischar~e 10.40 cfs Results Depth 0.44 ft Flow Area 3.59 ft2 Wetted Perimeter 16 .75 ft Top Width 16.30 ft Critical Depth 0.46 ft Critical Slope 0 .004180 ft/ft Veloc ity 2 .90 ft/s Ve locity Head 0 .13 ft Specific Ene rgy 0.57 ft Froude Number 1.09 Flow is supercritica l. 05/20/08 04:28:27 P M Haestad M et hods, In c . 3 7 B rooks ide R oad W ate r bury, CT 06708 (203) 755-1666 FlowMaster v5 .12 Page 1 of 1 " . Project Descri ption Project File Worksheet Flow Element Method Solve For Section Da ta 100 Year Estimated Flow in Roadway Cross Section for T riangular Channel h : \e i6 I rv-4 \cOywav -7\p90orf-w\bqy2d 7-5\d ra i nage \s53j 9w-m \gutter. fm2 CRESCENT POINTE PKWY T riangular Channel Manning 's Formula Channel Depth Mannings Coefficient Channel Slope Depth 0 .013 0 .005000 ft/ft 0.44 ft Left Side Slope Right Side Slope Discharge 0 .000000 H: V 37 .000000 H : V 10.40 cfs :::::r 0 .44 ft 05/20/08 04:28:42 PM Haestad M ethods , Inc. 3 7 B rookside Road W aterbury, CT 06708 (203) 755-1666 ~~ H 1 NTS FlowMaste r v5 .12 Page 1 of 1 APPENDIX 4 Detention Hydrologic & Routing Calculations Table of Contents i Table of Contents ********************** MASTER SUMMARY ********************** Watershed ....... Master Network Summary ............. 1 .01 *************** NETWORK SUMMARIES (DETAILED) *************** Watershed ....... 2 Executive Summary (Nodes) . . . . . . . . . . 2 .01 S/N : Po n dPack Ver : Compute Time : Date : [j Type .... Master Network Summary Page 1.01 Name .... Wate r shed File .... H :\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA D2 -R2 .PPW MASTER DESIGN STORM SUMMARY Hydrograph Queue Only Network ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time .000 cfs +/- 35 loops .0222 hrs .0222 hrs 5 .0000 hrs MASTER NETWORK SUMMARY SCS Unit Hydrograph Method Hydrograph File Import Option Used For 3 node(s) (*Node=Outfall ; +Node=Diversion ;) (Trun= HYG Truncation : Blank=None ; L=Left ; R=Rt ; LR=Left&Rt) Return HYG Vol Qpeak Qpeak Node ID Type Event ac -ft Trun hrs cfs -------------------------------------------- DA -3A -INL -PST POND 2 1 .227 .1776 55 .0 8 DA -3A-INL-PSTOUT POND 2 1 .227 .1998 52 .79 DA -3A -POST2 HYG 2 .658 L .1668 47 .69 DA -3A -PST POND 2 . 657 .1776 44 .60 DA -3A -PST OUT POND 2 . 657 . 2664 22 .21 DA-3B-POST2 HYG 2 .571 L .1668 41 .39 DA -3C-POST2 HYG 2 . 047 L .1668 3 . 41 *DA3 -0UTFALL2 JCT 2 1 .274 .1998 55 .52 S/N : PondPack Ver : Compute Time : Date : Max Max WSEL Pond Storage ft ac -ft -------------------- 285.05 .003 285.69 .305 ,. ' 0 Type .... Executive Summary (Nodes) Name .... Watershed File .... H:\Engineering Projects\CRESCENT Page 2.01 Event : 2 yr POINTE\DRAINAGE\DETENTI ON AREA 3\COMMON AREA D 2008 -05-REVISION\COMMON AREA D2 -R2 .PPW Storm ... 2 Tag : 2 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 .000 cfs +/- 35 loops .0222 hrs .0222 hrs 5 .0000 hrs Node ID Type DA -3A -INL -PST POND DA -3A-IN L-PSTOUT POND DA -3A -POST2 HYG DA -3A -PST POND DA -3A -PST OUT POND DA -3B -POST2 HYG DA -3C -POST2 HYG HYG Vol Qpeak ac-ft Trun . hrs 1.227 1 .227 .658 L . 657 . 657 .571 L .047 L Outfall DA3 -0UTFALL2 JCT 1. 274 .1776 .1998 .1668 .1776 . 2664 .1668 .1668 .1998 S/N : PondPack Ver : Compute Time : D Appendix A Index of Starting Page Numbers for ID Names -----w Watershed ... 1 .01, 2 .01 S/N : PondPack Ver : Compute Time : 0 Qpeak cfs 55 .08 52 .79 47 .69 44.60 22 .21 41. 39 3 . 41 55 .52 Date : Date : Max WSEL ft 285 .05 285.69 A-1 Table of Contents i Table of Contents ********************** MASTER SUMMARY ********************** Watershed ....... Master Network Summary ............. 1 .01 *************** NETWORK SUMMARIES (DETAILED) *************** Watershed ....... 10 Executive Summary (Nodes) . . . . . . . . . . 2 . 01 S/N : PondPack Ver : Compute Time : Date : c Type .... Master Network Summary Page 1.01 Name .... Watershed File .... H :\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008 -05-REVISION\COMMON AREA Dl0 -R2 .PPW MASTER DESIGN STORM SUMMARY Hydrograph Queue Only Netwo r k ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time .000 cfs +/- 35 loops .0222 hrs .0222 hrs 5 .0000 hrs MASTER NETWORK SUMMARY SCS Unit Hydrograph Method Hydrograph File Import Option Used For 3 node(s) (*Node=Outfall ; +Node=Diversion ;) (Trun= HYG Truncation : Blank=None ; L=Left ; R=Rt ; LR=Left&Rt) Return HYG Vol Qpeak Qpeak Node ID Type Event ac -ft Trun hrs cfs -------------------------------------------- DA -3A-INL -PST POND 10 1 . 674 .1554 70 .93 DA -3A -INL -PSTOUT POND 10 1 . 674 . 1776 66 .92 DA -3A -POST10 HYG 10 .898 L . 1668 65 . 09 DA -3A -PST POND 10 . 896 .1776 60 .87 DA -3A -PST OUT POND 10 .896 .3108 29 .08 DA -3B -POST10 HYG 10 .779 L .1668 56 . 49 DA -3C-POST10 HYG 10 . 064 L .1668 4 .66 *DA3-0UTFALL10 JCT 10 1 .738 .177 6 71. 27 S/N: PondPack Ver : Compute Time : Date : Max Max WSEL Pond Storage ft ac -ft -------------------- 285 .59 .004 286 .29 . 482 ' . 0 Ty pe .... Ex ecu t ive Summary (Nodes) Page 2 .01 Name .... Watershed File .... H:\Engineering Projects\CRESCENT Event : 10 yr POINTE\DRAI NAGE\DETENTION AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA D10 -R2 .PPW Storm ... 10 Tag : 10 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 .000 cfs +/- 35 loop s .0222 hrs .0222 hrs 5 .0000 hrs Node ID Type DA -3A -INL -PST POND DA -3A -INL -PSTOUT POND DA -3A -POST10 HYG DA-3A -PS T POND DA -3A -PST OUT POND DA -3B -POST10 HYG DA-3C -POST10 HYG HYG Vol ac -f t ---------- 1 . 674 1 . 674 .898 .896 .896 .779 . 064 Qpeak Trun . hrs --------- .1554 .1776 L . 1668 .1776 .3108 L . 1668 L . 1668 Out f all DA3 -0UTFALL10 JCT 1 .738 .1776 S/N : PondPack Ver : Compute Time : 0 Appendix A Index of Starting Page Numbers for ID Names -----w Watershed ... 1 .01 , 2 .01 S/N: PondPack Ver : Compute Time : 0 Qpeak Max WSEL cf s ft ----------------- 70 .93 66 .92 285 .59 65.09 60 .87 29 .08 286 .29 56 . 4 9 4 .66 71 .27 Date : A-1 Date : '. Table of Contents i Table of Contents ********************** MASTER SUMMARY ********************** Watershed ....... Master Network Summary . . . . . . . . . . . . . 1 .01 *************** NETWORK SUMMARIES (DETAILED) *************** Watershed ....... 25 Executive Summary (Nodes) . . . . . . . . . . 2 . 01 S/N : PondPack Ver : Compute Time : Date : D Type .... Master Network Summary Page 1.01 Name .... Watershed File .... H:\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008-05-REVISION\COMMON AREA D25-R2.PPW MASTER DESIGN STORM SUMMARY Hydrograph Queue Only Network ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time .000 cfs +/- 35 loops .0222 hrs .0222 hrs 5.0000 hrs MASTER NETWORK SUMMARY SCS Unit Hydrograph Method Hydrograph File Import Option Used For 3 node(s) (*Node=Outfall; +Node=Diversion ;) (Trun= HYG Truncation : Blank=None ; L=Left; R=Rt; LR=Left&Rt) Return HYG Vol Qpeak Qpeak Node ID Type Event ac-ft Trun hrs cfs -------------------------------------------- DA -3A -INL-PST POND 25 1. 912 .1776 77.47 DA -3A -INL-PSTOUT POND 25 1. 912 .1776 73. 72 DA-3A-POST25 HYG 25 1. 025 L .1668 74 .34 DA-3A-PST POND 25 1.024 .1776 69 .52 DA-3A -PST OUT POND 25 1. 024 .3108 31 .60 DA-3B -POST25 HYG 25 .890 L . 1668 64 .52 DA -3C -POST25 HYG 25 .073 L .1668 5 .32 *DA3 -0UTFALL25 JCT 25 1. 985 .1776 78 .69 S/N : PondPack Ver : Compute Time : Date : Max Max WSEL Pond Storage ft ac-ft -------------------- 285 .86 .004 286 .59 .590 t ' 0 Ty pe .... Executive Summa r y (N odes) Page 2 .01 Na me .... Wate r she d File .... H:\E n gineering Projects\CRESCENT Eve n t : 25 yr POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA D25 -R2.PPW Sto r m ... 25 Tag : 25 NETWORK SUMMARY --NODES (Trun .= HYG Truncation : Bl ank=None ; L=Left ; R=Rt ; LR=Left & Rt) ICPM CALCU LATION TOLERA NCES Out f al l S/N : Target Conve r gence= Ma x. Iterations ICPM Time Step Output T ime Step ICPM Endi n g T ime Node ID ----------------- DA -3A -INL-PST DA -3A -I NL-PSTOUT DA -3A -POST25 DA -3A -PST DA -3A -PST OUT DA -3B -POST25 DA -3C -POS T25 DA3 -0UTFALL25 PondPack Ver : 0 .000 cfs +/- 35 loops .0222 hrs .0222 hrs 5 .0000 hrs HYG Vol Type ac -ft ---------- PO ND 1 .9 1 2 POND 1 .9 1 2 HYG 1.025 PO ND 1.02 4 POND 1 .024 HYG .890 HYG .073 JCT 1 .985 Qpeak Trun . hrs --------- .1776 .1776 L .1668 .1776 .3 1 08 L .1668 L .1668 .1776 Compute Time : Qpeak Max WSEL cfs ft ----------------- 77 . 4 7 73 . 72 285 .86 74 .3 4 69 .52 31. 60 286 .59 64 .52 5 .32 78 .69 Date : \ . D Table of Contents i S/N : Table of Contents ********************** MASTER SUMMARY ********************** Watershed ....... Master Network Summary ............. 1 .01 *************** NETWORK SUMMARIES (DETAILED) *************** Watershed ....... 100 Executive Summary (Nodes ) 2 .01 *********************** POND VOLUMES *********************** DA-3A-INL-PST ... Vol : Elev-Area 3 .01 DA -3A-PST ....... Vol : Elev-Area 3 .02 ******************** OUTLET STRUCTURES ********************* DA-3A -PST ....... Outlet Input Data ................. . Composite Rating Curve ............ . DA3 -EXISTING .... Outlet Input Data ................. . Composite Rating Curve ............ . 4.01 4.04 4 .20 4 .23 PondPack Ver: Compute Time: Date : Type .... Master Network Summary Page 1.01 Name .... Watershed File .... H:\Engineering Projects\CRESCENT POINTE\DRAINAGE \DETENTION AREA 3\COMMON AREA D 2008 -05-REVISION\COMMON AREA D100-R2 .PPW MASTER DESIGN STORM SUMMARY Hydrograph Queue Only Network ICPM CALCULATION TOLERANCES Target Convergence= Max. Iterations ICPM Time Step Output Time Step ICPM Ending Time .000 cfs +/- 35 loops .0222 hrs .0222 hrs 5 .0000 hrs MASTER NETWORK SUMMARY SCS Unit Hydrograph Method Hydrograph File Import Option Used For 3 n o de (s ) (*Node=Outfall ; +Node=Diversion ;) (Trun= HYG Truncation : Blank=None ; L=Left; R=Rt ; LR=Left&Rt ) Return HYG Vol Qpeak Qpeak Node ID Type Event ac -ft Trun hrs cf s -------------------------------------------- DA -3A-INL-PST POND 100 2.257 .1554 87 .85 Max Max WSEL Pond Storage ft ac-ft -------------------- ,. DA -3A -INL-PSTOUT POND 100 2.257 .1776 82 .25 286 .38 .007 DA -3A -POST100 HYG 100 1.210 L .1668 87 .74 DA -3A -PST POND 100 1 .208 .1776 82 .05 DA -3A -PST OUT POND 100 1 .208 .3330 35 . 26 287 .03 .755 DA -3B -POST100 HYG 100 1. 050 L .1668 76 . 15 DA -3C -POST100 HYG 100 .087 L . 1668 6 .28 *DA3 -0UTFALL100 JCT 100 2.343 .1776 88 .12 S/N : PondPack Ver : Compute Time: Date : D Type .... Executive Summary (Nodes ) Page 2 .01 Name .... Wate r shed File .... H :\Engineering Projects\CRESCENT Eve nt: 100 yr POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA D100 -R2 .PPW Storm ... 100 Tag : 100 NETWORK SUMMARY --NODES (Trun .= HYG Truncation : Blank=None ; L=Left ; R=Rt ; LR=Left & Rt) ICPM CALC UL ATION TOLERANCES Target Convergence= Max . Iterations ICPM Time Step Output Time Step ICPM Ending Time Node ID ----------------- DA -3A -INL-PST DA -3A -INL-PSTOUT DA -3A-POST100 DA -3A -PST DA -3A -PST OUT DA -3B-POST100 DA -3C -POST100 Outfall DA3 -0UTFALL100 S/N: PondPack Ver : D Type .... Vol : Elev-Area Name .... DA -3A -INL -PST .000 cfs +/- 35 loops .0222 hrs .0222 hrs 5 .0000 hrs HYG Vol Type ac -ft ---------- POND 2 .257 POND 2 .257 HYG 1. 210 POND 1. 208 POND 1. 208 HYG 1 .050 HYG .087 JCT 2 .343 Qpeak Trun . hrs --------- .1554 .1776 L .1668 . 1776 .3330 L .1668 L .1668 .1776 Compute Time: Qpeak cfs 87 .85 82.25 87 .74 82 .05 35 .26 76 .15 6 .28 88 .12 Date : Max WSEL ft 286 .38 287 .03 Page 3 .01 File .... H:\En gineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA D100 -R2.PPW Elevation (ft ) 281 .98 282 .00 282 .36 283 .00 284 .00 285 .00 286 .00 286 .25 287 .00 288 .00 Planimeter (sq .in) Area Al+A2+sqr(Al*A2 ) (sq . ft) (sq . ft) 25 0 25 75 25 75 53 114 53 159 53 159 53 159 53 159 1841 2206 5310 10278 POND VOLUME EQUATIONS Volume (ac-ft) .000 .000 .000 .001 .001 .001 .001 .000 . 013 .079 Vo l ume Sum (ac -ft ) .000 .000 .000 .001 .002 .003 .004 .005 . 017 .096 '•' D * Incremental volume computed by the Conic Method for Reservoir Volumes . Volume= (1/3) * (EL2-EL1) * (Areal + Area2 + sq .rt . (Areal*Area2)) S/N : where: ELl , EL2 Areal ,Area2 Volume PondPack Ver : Type .... Vol : Elev-Area Name .... DA -3A -PST = Lower and upper elevations of the increment Areas computed for ELl , EL2 , respectively = Incremental volume between ELl and EL2 Compute Time : Date : Page 3.02 File .... H:\Engineering Projects\CRESCENT POINTE \DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA Dl00-R2 .PPW D Elevation (ft ) 283 .00 284 .00 285.00 286 .00 287.00 288.00 289 .00 Planimeter (sq .in) Area Al+A2+sqr(Al*A2 ) (sq . ft) (sq . ft) 0 0 3096 3096 7625 15580 1 2906 30451 18934 47472 21823 61084 24812 69905 POND VOLUME EQUATIONS Volume ( ac-ft) .000 .024 .119 .233 . 363 . 4 67 .535 Volume Sum (ac-ft) .000 .024 .143 .376 .739 1. 207 1 .742 * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume= (1/3) * (EL2-EL1) * (Areal+ Area2 +sq .rt. (Areal *Are a2)) S/N : where: ELl , EL2 Areal ,Area2 Volume PondPack Ver : = Lower and upper elevations of the increment Areas computed for ELl , EL2 , respectively = Incremental volume between ELl and EL2 Compute Time: Date : Type .... Outlet Input Data Page 4 .01 Name .... DA-3A -PST File .... H:\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTI ON AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA Dl00 -R2.PPW D REQUESTED POND WS ELEVATIONS : Min. Elev.= Increment = Max . Elev.= 283 .00 ft .50 ft 289 .00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <---Reverse Flow Only (DnStream to Upstream ) <---> Forward and Reverse Both Allowed Structure No. Culvert -Circular CO Weir-Rectangular WO TW SETUP , DS Channel S/N : PondPack Ver : Type .... Outlet Input Data Name .... DA -3A -PST <---> <---> Outfall TW TW Compute Time: El , ft 283 .000 288.500 E2 , ft 289 .000 289.000 Date : Page 4 .02 " Fi le .... H:\Eng ineering P r ojects\CRESCEN T POINTE\DRAI NA GE\DETE NTI ON AREA 3\COMMON AREA D 2008 -05 -REVISIO N\COMMON AR EA Dl 00 -R2 .PPW D OUTLET STRUCTURE INPUT DATA = co Structure ID Structure Ty pe = Culve r t -Circular No. Barrels Barrel Diameter Upstream Invert Dnstream Inve r t Horiz . Length Barrel Length Barrel Slope OUTLET CON TRO L DATA ... Mannings n Ke Kb Kr HW Converge n ce INLET CONTROL DATA ... Equation for m Inlet Contro l K Inlet Control M Inlet Control c Inlet Control Y Tl ratio (H W/D) T2 ratio (H W/D) Slope Factor 1 2 .5000 283 .00 282 .56 75 .00 75 .00 .00587 . 0130 .5000 .009217 1 .0000 .001 1 .0098 2 .0000 .03980 . 6700 1 .157 1 .304 -.500 ft ft ft ft ft ft/ft (forwa r d entrance loss) (per ft of full flo w) (reverse e n trance loss) +/-ft Use unsubmerged inlet control Form 1 equ . below Tl elev . Use subme r ged inlet control Form 1 equ . above T2 elev . I n transition zone b e twee n unsubmerged and i nterpolate between flows at Tl & T2 ... At Tl Elev 285 .89 ft ---> Flow At T2 Elev= 286 .26 ft ---> Flow= S/N : Po n dPack Ver : Compute Time : Ty pe .... Out l et Input Data Name .... DA -3 A-PST submerged inlet con trol , 27 .16 cfs 31 .05 cfs Date : Pa ge 4 .03 File .... H:\Engineering Projects\CRESCENT POINTE\DRAI NAGE\DETEN TI ON AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA Dl00 -R2 .PPW D OUTLET STRUC TURE INPUT DATA S/N : PondPack Ver : Structure ID Structure T yp e # of Openings Crest Elev . Weir Length Weir Coeff . Weir TW effects Type .... Composite Rating Curve Nam e .... DA -3 A-PST = WO = We i r -Rectangular 1 288 .50 ft 47 .00 ft 3 .000000 (Use adjustment equation) Compute Time : Date : Page 4 .04 File .... H:\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D ... 2008 -05 -REVISION\COMMON AREA Dl00 -R2 .PPW D ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .000 (+/-ft) WS Elev , Total Q Notes E l ev. Q ft cf s TW Elev ft Converge Error +/-ft Contributing Structures 283 .00 283 .48 283 .50 283 .98 284 .00 284 .48 284 .50 28 4 .98 285 .00 285 .48 285 .50 285 .98 286 .00 286 . 48 286 .50 286 .98 287 .00 287 .48 287.50 287 .98 288 .00 288.50 289 .00 S/N : .00 .99 1. 03 3 .77 3 .91 8 .20 8 .29 13 .76 13 .97 20 .07 20 .30 26 . 87 27 .14 33 .12 33 .31 37 .41 37 .57 4 1. 27 41. 41 44 .78 44 . 92 48 .17 100 .96 PondPack Ver : 281. 98 281. 98 281. 98 281. 98 281. 98 281. 98 281 .98 281 .98 281 .98 281 .98 281 .98 281.98 281.98 281. 98 281 .98 281.98 281 .98 281.98 281. 98 281. 98 281. 98 281. 98 281 .98 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .ODO .000 .000 .000 .000 None contributing co co co co co co co co co co co co co co co co co co co co CO +WO CO +WO Compute Time : Ty pe .... Composite Rating Curve Name .... DA -3A -PST Date : Page 4 .05 File .... H :\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA Dl00 -R2.PPW ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .000 (+/-ft) WS Elev , Total Q Elev . Q ft cfs 283 .00 283 .48 283 .50 283 .98 284 .00 28 4.48 284 .50 284.98 285.00 285 .48 285 .50 285 .98 286 .00 286 .48 286 .50 286 .98 287.00 287 .48 287 .50 287 .98 288 .00 .00 .99 1. 03 3 .77 3 .91 8 .20 8 .29 13 . 76 13 .97 20 .07 20 .30 26 . 87 27 .14 33 .12 33 .31 37 . 41 37 .57 4 1 .27 41 . 41 44 .78 4 4 .92 TW Elev ft 282 .48 282 .48 282 . 4 8 282 .48 282 . 4 8 282.48 282 .48 282 .48 282 .48 282 .48 282 .48 282 . 4 8 282 . 4 8 282.48 282.48 282 .48 282 .48 282 .48 282 .48 282 .48 282 .48 Converge Error +/-ft .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Notes Contributing Structures None contributing co co co co co co co co co co co co co co co co co co co co '·. 288 .50 48.17 282 .48 .000 co +WO 289.00 100 .96 282 .48 .000 co +WO S/N : Pond Pack Ver : Compute Time : Date : 0 Type .... Composite Rating Curve Page 4.06 Name .... DA -3A -PST File .... H :\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA Dl00 -R2 .PPW 0 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 283 .00 283 .48 283 .50 283 .98 284 .00 284 .48 284 .50 284.98 285 .00 285 .48 285 .50 285 .98 286 .00 286 . 48 286 .50 286 .98 287.00 287 .48 287 .50 287 .98 288 .00 288 .50 289 .00 S/N: .00 .99 1. 03 3 .77 3 .91 8 .20 8 .29 13 .76 13 .97 20 .07 20 .30 26 . 87 27 .1 4 33 .1 2 33 .31 37 .41 37 .57 41. 27 41. 4 1 44 .78 44.92 48 .17 100 .96 PondPack Ver : 282 .56 282 .56 282 .56 282 .56 282 .56 282 .56 282 .56 282 .56 282 .56 282 .56 282 .56 282.56 282 .56 282 .56 282 .56 282 .56 282 .56 282 .56 282 .56 282 .56 282.56 282 .56 282 .56 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 None contributing co co co co co co co co co co co co co co co co co co co co CO +WO CO +WO Compute Time : Type .... Composite Rating Curve Name .... DA -3A -PST Date : Page 4 .07 File .... H:\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA Dl00 -R2 .PPW ***** COMPOSITE OUTFLOW SUMMARY **** CUMULAT I VE HGL CONVERGENCE ERROR .000 (+/-ft) WS Elev , Total Q Notes ------------------------Converge ------------------------- Elev . Q TW Elev Error ft cfs ft +/-ft Contributing Structures ------------------------------------------------- 283 .00 .00 282 .98 .000 None contributing 283.48 .99 282 .98 .000 co 283.50 1 .03 282 .98 .000 co 283 .98 3 .77 282 .98 .000 co 284 .00 3 .91 282.98 .000 co 284 .48 8 .20 282 .98 .000 co 284 .50 8 .29 282.98 .000 co 284 .98 13 .76 282 .98 .000 co 285 .00 13 .97 282 .98 .000 co 285 .48 20 .07 282 .98 .000 co 285 .50 20 .30 282 .98 .000 co •,• 285 .98 26.87 282 .98 .000 co 286.00 27 .14 282.98 .000 co 286. 48 33 .12 282.98 .000 co 286 .50 33.31 282 .98 .000 co 286 .98 37.41 282 .98 .000 co 287 .00 37 .57 282 .98 .000 co 287 .48 41. 27 282 .98 .000 co 287 .50 41 . 41 282 .98 .000 co 287 .98 44 .78 282 .98 .000 co 288 .00 44 .92 282 .98 .000 co 288.50 48 .17 282 .98 .000 co +WO 289.00 100 . 96 282 .98 .000 co +WO S/N: PondPack Ver : Compute Time: Date: D Type .... Composite Rating Curve Page 4.08 Name .... DA -3A -PST File .... H:\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA Dl00 -R2 .PPW D ***** 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 283 .00 283.48 283.50 283.98 284 .00 284 .48 284 .50 284 .98 285 .00 285.48 285 .50 285.98 286 .00 286. 48 286 .50 286 . 98 287 .00 287.48 287 .50 287.98 288.00 288.50 289.00 S/N: .00 .99 1.03 3 .77 3 .91 8 .20 8 .29 13 .76 13 .97 20.07 20 .30 26 .87 27.14 33 .12 33.31 37 . 41 37.57 41. 27 41. 41 44 .78 44 .92 48 .17 100 .96 PondPack Ver: 283 .00 283.00 283 .00 283.00 283.00 283 .00 283 .00 283 .00 283.00 283 .00 283 .00 283 .00 283 .00 283 .00 283 .00 283.00 283 .00 283 .00 283 .00 283 .00 283 .00 283 .00 283 .00 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 None contributing co co co co co co co co co co co co co co co co co co co co CO +WO CO +WO Compute Time: Type .... Composite Rating Curve Name .... DA -3A -PST Date : Page 4 .09 File .... H:\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA Dl00 -R2 .PPW ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .000 (+/-ft) WS Elev , Total Q Elev . Q ft cfs 283.00 -1. 01 TW Elev ft 283. 4 8 Notes Converge Error +/-ft Contributing Structures .000 co ,,, 283.48 .00 283 .48 .000 co 283 .50 . 67 283 .4 8 .000 co 283 .98 3 .77 283 .48 .000 co 2 84.00 3 .91 283 .4 8 .000 co 28 4.4 8 8 .20 283 .48 .000 co 284 .50 8 .29 283 .48 .000 co 284 .98 13 . 76 283 .48 .000 co 285 .00 13 . 97 283 . 4 8 .000 co 285 .4 8 20 .07 283 .48 .000 co 285 .50 20 .30 283 .4 8 .000 co 285 .98 26 . 87 283 .48 .000 co 286 .00 27 .1 4 283 .4 8 .000 co 286 . 48 33 .12 283 .48 .000 co 286 .50 33 .3 1 283 .4 8 .000 co 286 .98 37 .4 1 283 .48 .000 co 287 .00 37 .57 283 .4 8 .000 co 287 .48 41. 27 283 .4 8 .000 co 287 .50 41 .4 1 283 .4 8 .000 co 287 .98 4 4.78 283 .4 8 .000 co 288 .00 44.92 283 .4 8 .000 co 288 .50 4 8 .17 283 .4 8 .000 co +WO 289 .00 100 .96 283 .4 8 .000 co +WO S/N : Pond Pack Ver : Compute Time : Date : 0 T yp e .... Composite Rating Curve Page 4 .10 Na me .... DA -3A -PST File .... H :\En gineering Projects\CRESCENT POINTE\DRAI NAGE\DETENTION AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON ARE A Dl00 -R2 .PP W ***** COMPOSITE OUTFLOW SUMMARY **** CUMULAT I VE HGL CONVERGENCE ERROR .000 (+/-ft) WS Elev , Total Q Notes ------------------------Converge ------------------------- Elev . Q TW Elev Error ft c f s ft +/-ft Contributing Structures ------------------------------------------------- 283 .00 -3 .95 283 .98 .000 co 283 .48 -3 .95 283 .98 .000 co 283 .50 -3 .95 283.98 .000 co 283 .98 .00 283 .98 .000 co 28 4.00 1.70 283 .98 .000 co 284 .48 8 .20 283 .98 .000 co 284 .50 8 .29 283 .98 .000 co 284 .98 13 .76 283 .98 .000 co 285 .00 13 .97 283 .98 .000 co 285 .48 20 .07 283.98 .000 co 285 .50 20 .30 283 .98 .000 co 285 .98 26 .87 283 .98 .000 co 286 .00 27 .14 283 .98 .000 co 286 . 48 33 .12 283 .98 .000 co 286 .50 33 .31 283 .98 .000 co 286 .98 37 .41 283 .98 .000 co 287 .00 37 .57 283 .98 .000 co 287 .48 41 .27 283 .98 .000 co 287 .50 41. 41 283 .98 .000 co 287 .98 44 .78 283.98 .000 co 288.00 4 4.92 283 .98 .000 co 288.50 48 .17 283 .98 .000 co +WO 289 .00 100 . 96 283 .98 .000 co +WO S/N : PondPack Ver : Compute Time : Date : 0 Type .... Composite Rating Curve Page 4 .11 Na me .... DA -3 A-PST File .... H :\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008-05 -REVISION\COMMON AREA Dl00 -R2 .PPW ' •• ***** COMPOSITE OUTFLOW SUMMARY **** CUMULA T IVE HGL CONVERGENCE ERROR .000 (+/-ft) WS Elev , Tot al Q Notes ------------------------Converge ------------------------- El ev . Q TW Elev Error ft c f s ft +/-ft Contributing S t ructures ------------------------------------------------- 283 .00 -8 .27 284 .48 .000 co 283 . 4 8 -8 .27 284 .4 8 .000 co 283 .50 -8 .27 284 .4 8 .000 co 283 .98 -8 .27 284 .48 .000 co 284 .00 -8 .26 284 .48 .000 co 284 .48 .00 284 .48 .000 co 284 .50 2 .84 284 .48 .000 co 284 .98 1 4.05 284 .4 8 .000 co 285.00 14.31 284 .48 .000 co 285 .48 20 .07 284 .48 .000 co 285 .50 2 0 .30 284 .4 8 .000 co 285 .98 26 . 76 284 .4 8 .000 co 286 .00 27 .09 284 .4 8 .000 co 286 .48 33 .12 284 .48 .000 co 286 .50 33 .31 284 .4 8 .000 co 286 . 98 37 . 4 1 284 .48 .000 co 287 .00 37 .57 284 .48 .000 co 287 .48 4 1. 27 284 .48 .000 co 287 .50 4 1. 41 284 .48 .000 co 287 .98 44 .78 284 .48 .000 co 288 .00 4 4 .92 284 .48 .000 co 288 .50 4 8 . 1 7 284 .48 .000 co +WO 289 .00 100 .96 284 .48 .000 co +WO S/N : Po n dPack Ve r : Compute T i me : Date : 0 Ty pe .... Com p os i te Rating Curve Pa g e 4.12 Name .... DA -3 A-PST Fil e .... H:\En g i neering Projects\CRESCENT POINTE \DRAINAGE\DETEN TI ON AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA Dl00 -R2 .PPW ***** COMPOSITE OUTFLOW SUMMARY **** CUMUL AT I VE HGL CONVERGENCE ERROR .000 (+/-ft) WS Elev , To t al Q Notes ------------------------Converge ------------------------- Elev . Q TW El ev Error f t c f s ft +/-ft Contributing Structures ------------------------------------------------- 283 .00 -13 .4 5 284 .98 .000 co 283 .48 -13 .4 5 284 .98 .000 co 283 .50 -13 .4 5 284 .98 .000 co 283 .98 -13 .4 5 284 .98 .000 co 284 .00 -13 .4 5 284 .98 .000 co 28 4 .48 -12 .83 284 .98 .000 co 28 4.50 -12 . 68 284 .98 .000 co 28 4.98 .00 284 .98 .000 co 285 .00 3 .64 28 4 .98 .000 co 285 .4 8 18 .4 1 284 .98 .000 co 285 .50 1 8 .78 28 4.98 .000 co 285 .98 2 6.53 284 .98 .000 co 286 .00 26 .8 1 284 .98 .000 co 286 .48 32 .99 284 .98 .000 co 286 .50 33 .21 284 .98 .000 co 286. 98 37 . 41 284 .98 .000 co 287 .00 3 7.57 284 .98 .000 co 287 .48 4 1. 27 284 .98 .000 co 287 .50 4 1. 41 284 .98 .000 co 287 .98 4 4.78 284 .98 .000 co 288 .00 4 4 .92 284 .98 .000 co 288 .50 48 .17 284 .98 .000 co +WO 289 .00 100 . 96 284 .98 .000 co +WO S/N : PondPack Ver : Compute Time : Date : 0 Type .... Composite Rating Curve Page 4 .13 Name .... DA -3A -PST File .... H :\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008 -05-REVISION\COMMON AREA Dl00 -R2 .PPW ***** 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 ------------------------------------------------- 283 .00 -18 .81 285 .4 8 .000 co 283.48 -18 .81 285 .48 .000 co 283.50 -18.81 285.48 .000 co 283 .98 -18 .81 285.48 .000 co 284 .00 -1 8 .81 285.48 .000 co 284 .48 -18 .81 285 .48 .000 co 284.50 -18 .81 285 .48 .000 co 284 .98 -16.00 285 . 4 8 .000 co 285.00 -15 .74 285 . 4 8 .000 co 285.48 .00 285 .48 .000 co 285 .50 3 .83 285 .4 8 .000 co 285 .98 18 .82 285 .4 8 .000 co 286 .00 19 .18 285 .48 .000 co 286 .48 26.60 285. 4 8 .000 co 286.50 26 . 87 285 . 4 8 .000 co 286 .98 32.59 285.48 .000 co 287.00 32 .80 285 .48 .000 co 287.48 37 .62 285 .4 8 .000 co 287 .50 37 .81 285 .48 .000 co 287 .98 42.06 285 .4 8 .000 co 288 .00 42 .22 285 . 4 8 .000 co 288 .50 46.22 285 . 4 8 .000 co +WO 289.00 99 .66 285 .48 .000 co +WO S/N : PondPack Ver : Compute Time : Date : 0 Type .... Composite Rating Curve Page 4 .14 Name .... DA -3A -PST File .... H :\E n gineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA Dl00 -R2 .PPW ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .000 (+/-ft) WS Elev , Total Q Elev . Q ft cf s 283.00 283 .48 283.50 283 .98 284.00 284 .4 8 284 .50 284 .98 285 .00 285 .48 285 .50 285 .98 286 .00 286 .48 -23 .52 -23 .52 -23.52 -23 .52 -23 .52 -23 .52 -23 .52 -22.58 -22 .4 5 -16.98 -16 .64 .00 3 .76 18 .82 TW Elev ft 285.98 285 .98 285.98 285 .98 285 .98 285 .98 285 .98 285 .98 285 .98 285 .98 285 .98 285 .98 285 .98 285 .98 Notes Converge Error +/-ft Contributing Structures .000 co .000 co .000 co .000 co .000 co .000 co .000 co .000 co .000 co .000 co .000 co .000 co .000 co .000 co 286.50 19 .19 285 .98 .000 co 286 .98 26 . 59 285 .98 .000 co 287.00 26. 86 285 .98 .000 co 287.48 32 .58 285 .98 .000 co 287 .50 32.80 285 .98 .000 co 287 .98 37. 63 285 .98 .000 co 288 .00 37.81 285 .98 .000 co 288 .50 42.22 285 .98 .000 co +WO 289 .00 95.97 285 .98 .000 co +WO S/N : PondPack Ver : Compute Time : Date: 0 Type .... Composite Rating Curve Page 4.15 Name .... DA -3A -PST File .... H:\Engineering Projects\CRESCENT POINTE\DRA I NAGE\DETENTION AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA Dl00 -R2 .PPW 0 ***** 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 283 .00 283 .48 283.50 283.98 284 .00 284.48 284 .50 284 .98 285 .00 285 .48 285 .50 285 .98 286.00 286. 48 286 .50 286 .98 287 .00 287 .48 287 .50 287 .98 288 .00 288 .50 289.00 S/N : -27 .85 -27 .85 -27 .85 -27 .85 -27 .85 -27 .85 -27 .85 -27 .61 -27 .54 -23.98 -23 .77 -16.98 -16.64 .00 3 .77 18 .81 19 .19 26 . 60 26 . 85 32 .58 32 .79 37.80 91 .97 PondPack Ver : 286 .48 286 . 48 286 .48 286.48 286 .48 286 .48 286 .48 286 .48 286 . 48 286. 48 286 .48 286.48 286 .48 286 .48 28 6 . 4 8 286 . 48 286 .48 286 .48 286.48 286 .48 286 .48 286 .48 286.48 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 co co co co co co co co co co co co co co co co co co co co co CO +WO CO +WO Compute Time : Type .... Composite Rating Curve Name .... DA -3A-PST Date : Page 4.16 F ile .... H :\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008 -05-REVISION\COMMON AREA D100-R2 .PPW ***** 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 ------------------------------------------------- 283.00 -31 .84 286 .98 .000 co 283 .48 -31.84 286 .98 .000 co 283.50 -31.84 286.98 .000 co 283 .98 -31 .84 286 .98 .000 co ,.,. 284 .00 -31. 84 286 .98 .000 co 28 4.48 -31 .8 4 286 .98 .000 co 284 .50 -31 .84 286.98 .000 co 284 .98 -31. 83 286 .98 .000 co 285 .00 -31. 81 286 .98 .000 co 285 .48 -29 .39 286 .98 .000 co 285 .50 -29 .21 286 .98 .000 co 285 .98 -24 .01 286 .98 .000 co 286 .00 -23 .77 286 .98 .000 co 286 .4 8 -16 .98 286 .98 .000 co 286 .50 -16 .64 286 .98 .000 co 286 .98 .00 286 .98 .000 co 287 .00 3 .82 286 .98 .000 co 287 .48 18 .82 286 .98 .000 co 287 .50 19 .17 286 .98 .000 co 287 .98 26 . 61 286 .98 .000 co 288 .00 26 . 87 286 .98 .000 co 288 .50 32 .79 286 .98 .000 co +WO 289.00 87.55 286 .98 .000 co +WO S/N : PondPack Ver : Compute Time : Date : u Type .... Composite Rating Curve Page 4 .17 Name .... DA -3A -PST File .... H :\Engineering Projects\CRESCENT POINTE\DRA I NAGE\DETE NTION AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA Dl00 -R2 .PPW ***** COMPO S ITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .000 (+/-ft) ws Elev , Tota l Q Notes ------------------------Converge ------------------------- Elev . Q TW Elev Error ft cf s ft +/-ft Contributing Structures ------------------------------------------------- 283.00 -35 .57 287 .48 .000 co 283 .48 -35 .57 287 .48 .000 co 283 .50 -35 .57 287 . 4 8 .000 co 283 .98 -35 .57 287 . 4 8 .000 co 284 .00 -35 .57 287 .48 .000 co 284 .48 -35 .57 287 . 4 8 .000 co 284 .50 -35 .57 287 .48 .000 co 284 .98 -35 .57 287 . 4 8 .000 co 285 .00 -35 .57 287 .48 .000 co 285 .48 -33 .93 287 .4 8 .000 co 285 .50 -33 .77 287 . 4 8 .000 co 285 .98 -29 .4 0 287 . 4 8 .000 co 286 .00 -29 .21 287 . 4 8 .000 co 286 .48 -24 .01 287 . 4 8 .000 co 286 .50 -23 .77 287 .48 .000 co 286 .98 -16 .98 287 .48 .000 co 287 .00 -16 .64 287 .48 .000 co 287 .48 .00 287 .48 .000 co 287 .50 3 . 72 287 .48 .000 co 287 .98 18 .80 287 .48 .000 co 288 .00 19 .17 287 .48 .000 co 288 .50 26 . 86 287 . 4 8 .000 co +WO 289 .00 82 .54 287 . 4 8 .000 co +WO S/N : Po n dPack Ver : Compute Time : Date : 0 Ty pe .... Composite Rating Curve Page 4.18 Name .... DA -3A-PST File .... H :\E n gineering Projec t s\CRESCENT POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA Dl00 -R2.PPW ***** COMPOSITE OUT FLOW 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 ------------------------------------------------- 283 .00 -39.05 287 .98 .000 co 283 .48 -39.05 287.98 .000 co 283 .50 -39.05 287 .98 .000 co 283 .98 -39 .05 287.98 .000 co 284 .00 -39 .05 287.98 .000 co 284 .4 8 -39 .05 287.98 .000 co 284 .50 -39.05 287 .98 .000 co 284 .98 -39.05 287 .98 .000 co 285 .00 -39 .05 287.98 .000 co 285 .48 -37 .93 287.98 .000 co 285 .50 -37 .80 287.98 .000 co 285.98 -33.95 287 .98 .000 co 286 .00 -33.77 287 .98 .000 co 286 . 48 -29 .40 287.98 .000 co 286 .50 -29 .21 287.98 .000 co 286 .98 -24 .01 287 .98 .000 co 287.00 -23.77 287 .98 .000 co 287.48 -16.98 287 .98 .000 co 287 .50 -16.64 287 .98 .000 co 287 .98 .00 287 .98 .000 co 288 .00 3 .68 287 .98 .000 co 288 .50 19 .19 287 .98 .000 co +WO 289.00 76 . 60 287 .98 .000 co +WO S/N : PondPack Ver : Compute Time: Date: 0 Type .... Composite Rating Curve Page 4.19 Name .... DA -3A -PST File .... H:\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008 -05-REVISION\COMMON AREA Dl00-R2.PPW ***** 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 ------------------------------------------------- 283.00 -39.18 288 .00 .000 co 283 .48 -39.18 288.00 .000 co 283 .50 -39 .1 8 288 .00 .000 co 283.98 -39.18 288 .00 .000 co 284 .00 -39.18 288 .00 .000 co 284.48 -39.18 288 .00 .000 co 284.50 -39.18 288.00 .000 co 284.98 -39.18 288.00 .000 co 285 .00 -39.18 288.00 .000 co 285.48 -38 .09 288.00 .000 co 285 .50 -37 . 96 288 .00 .000 co 285 .98 -34 .12 288 .00 .000 co 286 .00 -33.95 288 .00 .000 co 286.48 -29.59 288 .00 .000 co 286.50 -29.40 288 .00 .000 co 286.98 -24.25 288.00 .000 co 287.00 -24.01 288 .00 .000 co 287 .48 -17.31 288.00 .000 co 287 .50 -16 .98 288.00 .000 co 287 .98 -3 .43 288.00 .000 co 288.00 .00 288 .00 .000 co 288.50 18 .82 288.00 .000 co +WO 289.00 76 .35 288.00 .000 co +WO S/N : PondPack Ver : Compute Time : Date : 0 • ',. Type .... Outlet Input Data Page 4 .20 Name .... DA3 -EXISTING File .... H:\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA Dl00-R2.PPW 0 REQUESTED POND WS ELEVATIONS : Min . Elev.= Increment = Max . Elev.= 281. 98 ft .50 ft 288 .00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <---Reverse Flow Only (DnStream to Upstream) <---> Forward and Reverse Both Allowed Structure No. Culvert -Bo x CO Weir-Rectangular WO TW SETUP , DS Channel S/N : PondPack Ver : Type .... Outlet Input Data Name .... DA3 -EX ISTING ---> ---> Outfall TW TW Compute Time: El, ft 281. 980 287.070 E2 , ft 288 .000 288 .000 Date : Page 4.21 File .... H:\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008-05-REVISION\COMMON AREA Dl00 -R2.PPW OUTLET STRUCTURE INPUT DATA = co Structure ID Structure Type = Culvert-Box No . Barrels Barrel Height Barrel Width 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) T2 ratio (HW/D) Slope Factor 1 3.00 4.00 281. 98 281.55 40.50 40.50 .01062 . 0130 .5000 .006049 .5000 .001 1 .0610 .7500 .04230 .8200 1. 238 1. 491 -.500 ft 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 control Form 1 equ . above T2 elev. In transition zone between unsubmerged and submerged inlet control , interpolate between flows at Tl & T2 ... D At Tl Elev At T2 Elev S/N : PondPack Ver : 285 .69 ft ---> Flow 286 .45 ft ---> Flow Compute Time : Type .... Outlet Input Data Name .... DA3 -EXI STING 72.75cfs 83 .14 cfs Date : Page 4 .22 File .... H :\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA Dl00 -R2 .PPW D OUTLET STRUCTURE INPUT DATA Structure ID Structure Type # of Openings Crest Elev . Weir Length Weir Coeff . = WO = Weir -Rectangular 1 287.07 ft 200 .00 ft 3.000000 Weir TW effects (Use adjustment equation ) S/N : PondPack Ver : Structure ID Structure Type = TW = 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 cf s Max. Q tolerance .10 cfs Compute Time : Type .... Composite Rating Curve Name .... DA3 -EXISTING Date : Page 4.23 File .... H:\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 3\COMMON AREA D 2008 -05 -REVISION\COMMON AREA Dl00 -R2 .PPW ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev , Total Q Notes Elev . Q ft cfs 281 .98 282 .48 282 .98 283 .48 283.98 284 .4 8 284 .98 285 .48 285.98 286 .48 286 .98 287 .07 287.48 287 .98 288 .00 .00 3 .47 9 .80 18 .02 27 .72 38.73 50 .93 64 .19 76 .66 83 .66 93 .27 94 .89 259 . 45 630 . 41 647.95 TW Elev ft Converge Error +/-ft 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 Contributing Structures None contributing co co co co co co co co co co CO +WO CO +WO CO +WO CO +WO ' . 0 0 ... S/N: PondPack Ver : Compute Time : Appendix A Index of Starting Page Numbers for ID Names -----D DA -3A -INL -PST ... 3 .01 DA-3A-PST ... 3 .02 , 4.01 , 4.04 DA3-EXISTING ... 4 .20 , 4 .23 -----w ----- Watershed ... 1.01, 2 .01 S/N : PondPack Ver : Compute Time : Date : A-1 Date : ·• 0 .. Table of Conte n ts i Table of Contents *************** NETWORK SUMMARIES (DETAILED) *************** Watershed ....... 2 YR Executive Summary (Nodes) . . . . . . . . . . 1 .01 S/N : PondPack Ver : Compute Time : Date : Type .... Executive Summary (Nodes) Name .... Watershed File .... H:\Engi neering Projects\CRESCENT Page 1.01 Event : 2 YR POINTE\DRAINAGE\DETENT I ON AREA 4\COMMON AREA F 2008-05-REVISION\COMMON AREA F2-R2.PPW Storm ... 2 YR Tag : 2 YR NETWORK SUMMARY --NODES (Trun .= HYG Truncation : Blank=None ; L=Left ; R=Rt ; LR=Left & Rt) ICPM CALCULATION TOLERANCES Outfall S/N : Target Convergence= Max. Iterations ICPM Time Step Output T i me Step ICPM Ending Time Node ID ----------------- DA -3 -PST -2 DA -4A -PST DA -4A -PST OUT DA -4A -PST -2 DA -4B -EXISTING DA -4B -PST DA -4B -PST OUT DA-4B-PST-2 PondPack Ver : 0 .0 00 cfs +/- 35 loops .0200 hrs .02 00 hrs 5 .0000 hrs HYG Vol Type ac -ft ---------- HYG 1. 274 POND 4 .157 POND 4.158 HYG 2 .888 T-E 4 .195 POND 4 .195 POND 4 .1 95 HYG .037 Qpeak Trun . hrs --------- .1998 .1800 .4200 R .1665 .4400 .4000 .4400 .1665 Compute Time : Qpeak Max WSEL cf s ft ----------------- 55 .52 189 .10 48 .32 277 .53 139 .59 48 .51 2 64 . 4 0 48 .80 48 .51 271 .23 1. 79 Date : '. 0 Table of Content s i Table of Contents *************** NETWORK SUMMAR IES (DETAILED) *************** Watershed ....... 10 YR Ex ecutive Summary (Nodes) .......... 1 .01 S/N : PondPack Ver : Compute Time : Date : Type .... Executive Summary (Nodes) Name .... Watershed File .... H:\Engineering Projects\CRESCENT Page 1 .01 Event : 10 YR POINTE\DRAINAGE\DETENTION AREA 4\COMMON AREA F 2008 -05 -REVISION\COMMON AREA Fl0 -R2.PPW Storm ... 10 YR Tag: 10 YR NETWORK SUMMARY --NODES (Trun .= HYG Truncation : Blank=None; L=Left; R=Rt ; LR=Left & Rt) ICPM CALCULATION TOLERANCES Outfall S/N : Target Convergence= Max . Iterations ICPM Time Step Output Time Step ICPM Endi n g Time Node ID ----------------- DA -3 -PST -10 DA -4A -PST DA -4A -PST OUT DA -4A -PST-10 DA-4B-EXISTING DA -4B -P ST DA-4B -PST OUT DA -4B -PST -10 PondPack Ver : 0 .000 cfs +/- 35 loops .0200 hrs .0200 hrs 5 .0000 hrs HYG Vol Type ac -ft ---------- HYG 1.738 POND 5 .674 POND 5 .675 HYG 3 .942 T -E 5 . 725 POND 5. 725 POND 5 . 725 HYG .051 Qpeak Trun . hrs --------- .1776 .1800 .4400 R .1665 .4600 .4200 .4600 .1665 Compute Time : Qpeak Max WSEL cf s ft ----------------- 71. 27 254.32 54 .68 278.61 190.55 54.89 264 .40 55 .22 54 .89 271.61 2 .45 Date : I· .. 0 Table of Contents i Table of Contents *************** NETWORK SUMMARIES (DETAILED) *************** Watershed ....... 25 YR Exe cu ti ve Summary (Nodes) . . . . . . . . . . 1 . 01 S/N: PondPack Ver : Compute Time : Date : Type .... Executive Summary (Nodes) Name .... Watershed File .... H :\Engineering Projects\CRESCENT Page 1.01 Event : 25 YR POINTE\DRAINAGE\DETENTION AREA 4\COMMON AREA F 2008 -05 -REVISION\COMMON AREA F25 -R2 .PPW Storm ... 25 YR Tag : 25 YR NETWORK SUMMARY --NODES (Trun .= HY G Truncation : Blank=None ; L=Left ; R=Rt ; LR=Left & Rt) ICPM CALCU LATION TOLERANCES Outfall S/N : Target Convergence= Max . Iterations ICPM Time Step Output Time Step ICPM Ending Time Node ID ----------------- DA-3 -PST -25 DA -4A -PST DA -4A-PST OUT DA -4A-PST -25 DA -4B -EXISTING DA -4B-PST DA -4B -PST OUT DA -48-PST-25 PondPack Ver : 0 .000 cfs +/- 35 loops .0200 hrs .0200 hrs 5 .0000 hrs HYG Vol Type ac-ft ---------- HYG 1 .985 POND 6.480 POND 6 .481 HYG 4.502 T-E 6.538 POND 6 .538 POND 6 .538 HYG .058 Qpeak Trun . hrs --------- .1776 .1800 .4400 R .1665 . 4 600 .4200 . 4 600 .1665 Compute Time : Qpeak Max WSEL cf s ft ----------------- 78.69 287 .71 57 .58 279 .14 217 .60 57 .82 264 .40 58 .17 57 .82 271 . 79 2.80 Date : ,,, D 198 Ta bl e of Contents i Table of Conte n ts *************** NET WORK SUMMAR I ES (DETAILED) *************** Watershed ....... 100 YR Execu tive Summary (Nodes) . . . . . . . . . . 1. 01 *********************** POND VO LUMES *********************** DA -4A -PST ....... Vol : Elev-Area 2 .0 1 DA -4B -PS T ....... Vol : Elev-Area 2 .02 ******************** OUTL ET STRUCTUR ES ********************* DA -4A -PST ....... Out l et Input Da ta . . . . . . . . . . . . . . . . . . 3 .01 Composite Rating Curve ............. 3 .0 4 DA -4B -EX ISTING .. Ou t le t Input Da ta .................. 3 .16 Composite Rating Curve ............. 3 .19 S/N: PondPack Ver : Compute Time : Date : Na me .... Watershed Fil e .... H:\E n gineering Pro j ects\CRESCENT Event : 100 YR POINTE\DRAINAGE\DETENT I ON AREA 4\COMMON AREA F 2008 -05 -REVISIO N\COMMON AREA F100 -R2 .PP W Storm ... 100 YR Tag : 100 YR NE TWORK SUM MA RY --NODES (Trun .= HYG Truncation : Blank=None ; L=Left ; R=Rt ; LR=Left & Rt) ICPM CALCULATION TOLERANCES Target Co nvergence= Ma x. Ite ra tions I CPM Time Step Output Ti me Step ICPM End i ng Time Node ID ----------------- DA -3 -PST -100 DA -4A -PST DA -4A -PS T OUT DA -4A -PS T-100 .000 cfs +/- 35 loops .0111 hrs . 0111 hrs 5 .0000 hrs HYG Vol Type ac -ft ---------- HYG 2 .3 43 POND 7.657 PO ND 7 .655 HYG 5 .313 Qpeak Qpeak Max WSEL Trun . hrs cf s ft -------------------------- .1776 88 .12 .1665 342 .41 .4551 6 1. 45 279.90 R .1665 25 6 . 82 Outfall DA -4B -EXI STING T-E 7 . 723 .4551 61 .93 2 64 . 4 0 DA -4B -PST PO ND 7 .723 .4218 62 .05 DA -4B -PST OUT POND 7 . 723 .4551 61 .93 271 .14 DA -4B -PS T-100 HYG . 068 .1665 3 .30 S/N : PondPack Ver : Compute Time : Date : D Type .... Vol : Elev-Area Pa ge 2.01 Na me .... DA -4A-PST Fi l e .... H:\E n gineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 4\COMMON AREA F 2008 -05 -REVISIO N\COMMON AREA F100 -R2 .PPW Elevation (ft) Pl animeter (sq . in) Area Al+A2 +sq r (Al*A2) (acres) (acres) Vo l ume (ac -ft) Vol u me Sum (ac -ft) ' i 0 272 . 00 .0000 .0000 .000 .000 273 .00 .0908 .0908 .030 .030 274.00 .3009 .5570 .186 .216 275.00 .5148 1 .2092 .403 . 619 276.00 .7360 1 .8663 . 622 1 .241 277.00 .9538 2 .5277 .843 2 .084 278 .00 1 .1054 3 .0860 1. 029 3 .112 279 .00 1 .2125 3 .4756 1 .159 4 .271 280 .00 1 .3326 3.8162 1 . 272 5 .543 281.00 1. 4 592 4.1863 1 .395 6.938 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes . Volume= (1/3) * (EL2-EL1) * (Areal+ Area2 +sq .rt. (Areal*Area2)) S/N : where : ELl , EL2 Areal ,Area2 Volume PondPack Ver: Type .... Vol : Elev-Area Name .... DA-4B -PST = Lower and upper elevations of the increment Areas computed for ELl , EL2 , respectively = Incremental volume between ELl and EL2 Compute Time : Date : Page 2 .02 File .... H:\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 4\COMMON AREA F 2008 -05 -REVISION\COMMON AREA Fl00-R2.PPW 0 Elevation (ft) 2 67. 29 268 .00 269 .00 270.00 271. 00 272 . 00 273.00 274.00 275.00 276 .00 Planimeter (sq . in) Area Al+A2+sqr(Al*A2) (acres) (acres) .0000 .0000 .0006 .0006 .0027 .0046 .0141 .0231 .0284 .0625 .0446 .1086 .0651 .1636 .0927 .2355 .2979 . 5568 .4884 1 .1678 POND VOLUME EQUATIONS Volume (ac -ft) .000 .000 .002 .008 .021 .036 .055 .078 .186 .389 Volume Sum (ac -ft) .000 .000 . 002 .009 .030 .066 .121 .199 .385 .774 * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume= (1/3) * (EL2 -EL1) * (Areal+ Area2 +sq .rt . (Areal*Area2)) S/N : where: ELl , EL2 Areal ,Area2 Volume PondPack Ver: = Lower and upper elevations of the increment Areas computed for ELl , EL2 , respectively = Incremental volume between ELl and EL2 Compute Time : Date: Type .... Outlet Input Data Page 3.01 Name .... DA-4A-PST File .... H :\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 4\COMMON AREA F 2008 -05 -REVISION\COMMON AREA Fl00-R2.PPW REQUESTED POND WS ELEVATIONS: Min . Elev.= Increment = Max. Elev.= 272. 00 ft 1. 00 ft 281.00 ft ********************************************** 0 OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <---Reverse Flow Only (DnStream to Upstream) <---> Forward and Reverse Both Allowed Structure No . Culvert -Circular CO Weir-Rectangular WO TW SETUP , DS Channel S/N: Po n dPack Ver : Type .... Outlet Input Data Name .... DA-4A-PST <---> <---> Outfall TW TW Compute Time : El , ft 272. 000 280 .000 E2 , ft 281. 000 281 .000 Date : Page 3 .02 File .... H :\Engi n eering Projects\CRESCENT POINTE\DRAINAGE\DETENT I ON AREA 4\COMMON AREA F 2008 -05 -REVISION\COMMON AREA Fl00 -R2 .PPW 0 OU TLET STRUCTURE INPUT DATA = co Structure ID Structure Type = Culvert -Circular No . Barrels Barrel Diameter Up stream In v ert Dn stream Invert Horiz . Length Barrel Length Barrel Slope OUTLET CONTROL DATA ... Mannings n Ke Kb Kr HW Convergence INLET CONTROL DATA ... Equation form I nlet Control K Inlet Control M Inlet Control c Inlet Control Y Tl ratio (HW/D) T2 ratio (HW/D) Slope Factor 1 2 .5000 272 . 00 271 .00 98 .00 98 .01 .01020 . 0130 .5000 .009217 1 .0000 .001 1 .0098 2 .0000 .03980 .6700 1 .155 1 .302 -.500 ft ft ft ft ft ft/ft (forward entrance loss) (per ft of full flo w) (reverse entrance loss) +/-ft Use unsubmerged inlet control Form 1 equ. below Tl elev . Use submerged inlet control Form 1 equ. above T2 elev . In transition zone between unsubmerged and interpolate between flows at Tl & T2 ... At Tl Elev 274 .89 ft ---> Flow At T2 Elev= 275 .25 ft ---> Flow= S/N : PondPack Ver: Compute Time : Type .... Outlet Input Data Name .... DA -4A -PST submerged inlet control , 27 .16 cfs 31 .05 cfs Date : Pa ge 3 .03 File .... H :\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 4\COMMON AREA F 2008 -05 -REVISION\COMMON AREA Fl00 -R2 .PPW OUTLET STRUCTURE INPUT DATA , , .. D S/N : Po n dPack Ver : St r ucture I D Structure Type # of Openings Cr est Elev . Weir Length We ir Coeff . We ir TW effects Ty pe .... Composi t e Rating Cu r ve Na me .... DA -4A-P ST = WO = Weir-Rectangular 1 280 .00 ft 25 .00 ft 3 .000000 (Use adjustment equation ) Compute Time : Date : Page 3 .04 File .... H:\E n gi n eering Projects\CRESC ENT POINTE\DRAI NA GE\D ETENT I ON AREA 4\COMMON AREA F 2008 -05 -REVISION\COMMON AREA Fl 00 -R2 .PPW ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATI VE HGL CO NVE RGENCE ERROR .000 (+/-ft) WS Elev , Total Q Notes ------------------------Converge ------------------------- El ev . Q TW Elev Error ft cfs ft +/-ft Co n tri b uting Structures ------------------------------------------------- 272 . 00 .00 2 67 . 2 9 .000 None contributing 2 72. 29 .28 2 67 . 2 9 .000 co 273.00 3 .91 2 67 . 29 .000 co 2 7 3 .29 6 .31 2 67 . 29 .000 co 2 74.00 13 .92 2 67 . 29 .000 co 2 74.29 17 .53 267 .29 .000 co 275 .00 27 .03 2 67 . 29 .000 co 275.29 30 .9 1 267 .29 .000 co 2 76 .00 37 . 62 267 .29 .000 co 27 7.00 44 .95 267 .29 .000 co 2 78 .00 5 1 .25 267 .29 .000 co 279 .00 56 .85 267 .29 .000 co 2 80 .00 61. 9 4 267 .29 .000 co +WO 28 1 .00 141.05 267 .29 .000 co +WO S/N: Po n dPack Ver : Comp u te Time : Date : D Type .... Composite Rating Curve Page 3 .05 Na me .... DA -4A-PST Fi le .... H:\E ng ineering Projects\CRESCENT POINTE\DRAINAGE\DETE NTI ON AREA 4\COMMON AREA F 2008 -05 -REVISIO N\COMMON AR EA Fl 00 -R2 .P PW ***** COM POSITE OUT FLO W SUMMARY **** CUMULAT I VE HGL CONV ERG ENCE ERROR .000 (+/-ft) WS Elev , Tot a l Q Elev . Q f t cf s 272 .00 2 7 2 .29 2 7 3 .00 273 .29 27 4 .00 27 4 .29 275 .00 27 5 .29 276 .00 277 .00 278 .00 279 .00 .00 .28 3 .9 1 6 .31 13 .92 17 .53 27 .03 30 .91 37 . 62 44 .95 51. 25 56 .85 TW Elev ft 2 68 . 29 2 68 . 29 2 68 . 29 2 68 . 29 2 68 . 29 2 68 . 29 268 .29 2 68 . 29 2 68 . 29 2 68 . 29 268 .29 268 .29 Conve r ge Error +/-ft .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Notes Con t ributing Structures None contributing co co co co co co co co co co co , , 280 .00 61 .94 2 68 . 29 .000 co +WO 281.00 141 .05 2 68 . 29 .000 co +WO S/N : PondPack Ver : Compute Time : Date : 0 Type .... Composite Rating Curve Page 3.06 Name .... DA-4A -PST File .... H:\Eng in eering Projects\CRESCENT POINTE\DRAI NA GE\DETENTION AREA 4\COMMON AREA F 2008 -05 -REVISION\COMMON AREA F l0 0 -R2 .P PW ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIV E HGL CONVERGENCE ERROR .000 (+/-ft) WS Elev , Total Q Notes ------------------------Converge ------------------------- Elev. Q TW Elev Error ft cf s ft +/-ft Contributing Structures ------------------------------------------------- 272 . 00 .00 269.29 .000 None contributing 272 . 29 .28 269 .29 .000 co 273 .00 3 .91 2 69 . 29 .000 co 273 .29 6 .31 2 69 . 2 9 .000 co 27 4 .00 13 . 92 2 69 . 2 9 .000 co 274 .29 17 .53 2 69 . 2 9 .000 co 275 .00 27 .03 2 69 . 2 9 .000 co 275 .29 30 .91 269 .29 .000 co 276 .00 37 .62 269 .29 .000 co 277 .00 44 .95 269 .29 .000 co 278.00 51 .25 269.29 .000 co 279 .00 56 . 85 269.29 .000 co 280 .00 61 . 94 269 .29 .000 co +WO 281.00 141.05 269.29 .000 co +WO S/N : PondPack Ver : Compute Time : Date : 0 Type .... Composite Rating Cu rve Page 3 .07 Name .... DA -4A-PST File .... H:\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENT I ON AREA 4\COMMON AREA F 2008 -05 -REVISION\COMMON AREA Fl00 -R2 .PPW ***** COMPOS ITE 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 ------------------------------------------------- 272 . 00 .00 270 .29 .000 None contributing 272 . 29 .2 8 270.29 .000 co 273 .00 3 .9 1 270 .29 .000 co 273 .29 6 .31 270 .29 .000 co 274 .00 13 . 92 270 .29 .000 co 27 4.29 17 .53 270 .29 .000 co 275 .00 27 .03 270 .2 9 .000 co 275 .29 30 .91 270 .29 .000 co 276 .00 37 .62 270 .29 .000 co 277 .00 44 .95 270 .29 .000 co 278 .00 51 .25 270 .29 .000 co 279 .00 56 .85 270.29 .000 co 280 .00 61 .94 270.29 .000 co +WO 28 1. 00 141.05 270 .29 .000 co +WO S/N : PondPack Ver : Compute Time : Date : 0 Type .... Composite Rating Curve Page 3 .08 Name .... DA-4A -PST File .... H:\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 4\COMMON AREA F 2008 -05 -REVISION\COMMON AREA F100 -R2 .PPW ***** 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 ------------------------------------------------- 272 . 00 .00 271 . 00 .000 None contributing 272 . 29 .28 271 .00 .000 co 273.00 3 .91 271 .00 .000 co 273 .29 6 .3 1 271 .00 .000 co 274 .00 13.92 271 .00 .000 co 274 .29 17 .5 3 271 .00 .000 co 275 .00 27 .0 3 271 .00 .000 co 275 .29 30 .91 271 .00 .000 co 276.00 37 .62 271 .00 .000 co 277.00 44 .95 271.00 .000 co 278 .00 51 .25 271 .00 .000 co 279 .00 56 .85 271.00 .000 co 280 .00 61 .94 271 . 00 .000 co +WO 281 .00 141. 05 271 . 00 .000 co +WO S/N : PondPack Ver : Compute Time : Date: 0 Type .... Composite Rating Curve Page 3 .09 Name .... DA -4A -PST File .... H:\Engineering P r ojects\CRESCENT POINTE \DRA INAGE\DETENTION AREA 4\COMMON AREA F 2008 -05 -REVISION\COMMON AREA Fl 00 -R2.PPW ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATI VE HGL CONVERGENCE ERROR .000 (+/-ft) WS Elev , Total Q Notes ------------------------Converge ------------------------- Elev. Q TW Elev Error ft cfs ft +/-ft Contribut i ng Structures ------------------------------------------------- 272. 00 .0 0 271 .29 .000 None contributing 272. 29 .2 8 271 .29 .000 co 273 .00 3 .91 271.29 .000 co 273 .29 6 .31 271.29 .000 co 274.00 13 .92 271 .29 .000 co 274 .29 17 .53 271 .29 .000 co 275 .00 27 .03 271 .29 .000 co 275 .29 30 . 91 271 .29 .000 co 276.00 37. 62 271 .29 .000 co 277 . 00 44.95 271.29 .000 co 278.00 51.25 271 . 29 .000 co 279. 00 56.85 271 .29 .000 co 280.00 61 .94 271.29 .000 co +WO 281. 00 141.05 271. 29 .000 co +WO S/N : PondPack Ver : Compute Time : Date : 0 Type .... Composite Rating Curve Page 3 .10 Name .... DA-4A-PST File .... H:\Engineering Projects\CRESCENT POINTE \DRA INAGE \DETE NTION AREA 4\COMM ON AREA F 2008 -05 -REVISION\COMMON AREA Fl 00-R2 .PPW ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .000 (+/-ft) ' 1-~ , ws El ev , Total Q Notes ------------------------Converge ------------------------- Elev . Q TW Elev Error ft cfs ft +/-ft Contributing Stru ctures ------------------------------------------------- 272 . 00 .00 272 . 00 .000 None contributing 272 . 29 .28 272 . 00 .000 co 273 .00 3 .91 272 . 00 .000 co 273 .29 6 .31 272 . 00 .000 co 27 4.00 13 . 92 272 . 00 .000 co 27 4.29 17 .53 272 . 00 .000 co 275 .00 27 .03 272 . 00 .000 co 27 5 .29 30.91 272 . 00 .000 co 276 .00 37 . 62 272 . 00 .000 co 277 . 00 44 .95 272 . 00 .000 co 278 .00 51 .25 272 . 00 .000 co 2 79.00 56 . 85 272 . 00 .000 co 280 .00 61.94 272 . 00 .000 co +WO 28 1. 00 141 .05 272 . 00 .000 co +WO S/N : PondPack Ver: Compute Time : Date : 0 Type .... Composite Rating Cu r ve Page 3 .11 Name .... DA -4 A-PST File .... H:\Engineering Pro j ects\CRESCENT POINTE\DRA I NAGE\DETENT I ON AREA 4\COMMON AREA F 2008 -05 -REVISION\COMMON AR EA Fl00 -R2 .PPW 0 ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .000 (+/-ft) WS Elev , Total Q Notes Elev. Q f t cfs TW El ev ft Converge Error +/-ft Contributing Structures 272 . 00 272 . 29 273 .00 273 .29 274 .00 27 4 .29 275 .00 275 .29 276 .00 277 .00 278 .00 279 .00 280 .00 28 1. 00 S/N: -.4 0 .00 3 .91 6 .31 13 .92 17 .53 27 .03 30 .91 37 . 62 4 4 .95 51. 25 56. 85 61 .94 141. 05 PondPack Ver : 272 .29 272 .29 272 .29 272 . 29 272. 29 272 .29 272 .29 272 . 29 272 .29 272 . 29 272 . 29 272.29 272 .29 272 .29 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 co co co co co co co co co co co co CO +WO CO +WO Compute Time : Ty pe .... Composite Rating Curve Name .... DA -4A -PST Date : Page 3 .12 File .... H:\Engineering Projects\CRESC EN T POINTE\DRAINAGE\DETEN TI ON AREA 4\COMMON AREA F 2008 -05 -REVISION\COMMON AREA Fl00 -R2 .PPW ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .000 (+/-ft) WS Elev , Total Q Elev . Q ft cfs 272 . 00 2 7 2 .29 -6 . 87 -6 . 87 TW El ev ft 273 .29 273 .29 Notes Converge Error +/-ft Contributing Stru ctures .000 co .000 co '\_ -1-• , r 273 .00 -6 . 60 273 .29 .000 co 273 .29 .00 273 .29 .000 co 27 4 .00 13 .92 273 .29 .000 co 274 .29 17 .53 273 .29 .000 co 275 .00 27 .03 273 .29 .000 co 275 .29 30.91 273.29 .000 co 276.00 37 .62 273.29 .000 co 277. 00 44 .95 273.29 .000 co 278 .00 51. 25 273 .29 .000 co 279.00 56 .85 273 .29 .000 co 280 .00 61 .94 273 .29 .000 co +WO 281.00 141. 05 273 .29 .000 co +WO S/N : PondPack Ver : Compute Time : Date : D Type .... Composite Rating Curve Page 3.13 Name .... DA -4A -PST File .... H :\Engineering Projects\CRESCENT POINTE \DRAINAGE\DETENTION AREA 4\COMMON AREA F 2008 -05 -REVISION\COMMON AREA Fl00 -R2 .PPW D ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .000 (+/-ft) ws Elev , Total Q Notes Elev . Q ft cf s TW Elev ft Converge Error +/-ft Contributing Structures 272. 00 272.29 273.00 273 .29 274.00 274 .29 275 .00 275 .29 276 .00 277. 00 278 .00 279 .00 280 .00 281.00 S/N : -16 .62 -16 .62 -16 .62 -16 .62 -11 .78 .00 21 . 41 25 .39 33 .21 41 .81 48 .92 55 .13 60.69 140.20 PondPack Ver : 274 .29 274 .29 274.29 274.29 274.29 274 .29 274 .29 274 .29 274 .29 274 .29 274 .29 274 .29 274 .29 274 .29 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 co co co co co co co co co co co co CO +WO CO +WO Compute Time : Type .... Composite Rating Curve Name .... DA-4A -PST Date : Page 3 .14 Fi l e .... H:\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 4\COMMON AREA F 2008 -05-REVISION\COMMON AREA Fl00 -R2 .PPW ***** 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 ------------------------------------------------- 272 . 00 -25 . 4 5 275.29 .000 co 272 . 29 -25.45 275 .29 .000 co 273 .00 -25 .45 275.29 .000 co 273.29 -25 .45 275.29 .000 co 274.00 -24 .83 275.29 .000 co 274.29 -22 .83 275 .29 .000 co 275 .00 -12 . 4 5 275.29 .000 co 275 .29 .00 275 .29 .000 co 276.00 21. 40 275 .29 .000 co 277 .00 33 .21 275 .29 .000 co ' --' '·I' 278 .00 41. 8 1 275 .29 .000 co 279 .00 48 .93 275.29 .000 co 280 .00 55 .1 2 275 .29 .000 co +W O 28 1.00 135 . 09 275 .29 .000 co +W O S/N: Po ndP ac k Ver : Co mpute T i me : Date : D Typ e .... Compos i te Rating Cu r ve Page 3 .15 Na me .... DA -4A-PST Fi l e .... H:\E ngi neering Pro jects\CRESCENT POINTE\DRAI NAGE\DETEN TI ON AREA 4\COMMON AR EA F 2008 -05 -REVIS I ON\COMMON AR EA F l 00 -R2 .P PW D ***** COMPOS ITE OUTFLOW S UMMA RY **** CUMULAT IVE HGL CONV ERGE NCE ERROR .000 (+/-ft) WS Elev , Total Q Notes Elev . Q f t cf s TW Elev ft Converge Error +/-ft Contributing Stru ctures 272 . 00 272 . 29 273 .00 273 .29 27 4 .00 27 4 . 2 9 275 .00 27 5.29 276 .00 277 . 00 27 8 .00 279 .00 280 .00 28 1 .00 S/N : -30 .95 -30 .95 -30 .95 -30 .95 -30 .89 -29.83 -23 .1 0 -19 .4 8 .00 25 .4 0 35 .92 44 .00 50 .80 131 .20 Po n dPack Ver : 276 .00 276 .00 276 .00 276 . 00 276 .00 276 .00 276 . 00 276 .00 276 .00 276 .00 276 .00 276 .00 276 .00 276 .00 Ty pe .... Outlet Input Data Name .... DA -4B -EXISTING .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 co co co co co co co co co co co co CO +WO CO +WO Compute T ime : Date : Page 3 .16 File .... H:\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 4\COMMON AREA F 2008 -05 -REV I SION\COMMON ARE A F l 00 -R2 .PP W D REQUESTED POND WS EL EVAT I ONS : Min . Elev .= Increment = Ma x. Elev .= 267 .29 ft 1. 00 f t 276 .00 ft ********************************************** OUTLET CONN ECTIV I TY ********************************************** ---> Forward F l ow Only (Upstream to DnS tre a m) <---Reverse F l ow Only (DnStream to Ups tream) <---> Forward and Reverse Both Allowed Structure No . Culvert -Circular Cl Weir -Rectan gular Wl TW SETUP , DS Channel S/N : PondPack Ver : Type .... Outl et Input Data Name .... DA-4B-EXISTING <---> <---> Outfall TW TW Compute Time : El , f t 267 .290 275.500 E2 , ft 276 .000 276 .000 Date : Pa ge 3 .17 ,., ' File .... H:\Engineering Projects\CRESCENT POINTE\DRAINAGE\DETENTION AREA 4\COMMON AREA F 2008 -05 -REVISION\COMMON AREA Fl00 -R2 .PPW 0 OUTLET STRUCTURE INPUT DATA = Cl Structure ID Structure Type = Culvert -Circular Use Use No . Barrels Barrel Diameter Up stream 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 T l ratio (HW/D) T2 ratio (HW/D) Slope Factor unsubmerged inlet control Form submerged inlet control Form 1 4 .0000 267 .29 262.55 59 . 70 59 .89 .07940 .0250 .5000 .018215 1.0000 .001 1 .0045 2.0000 .03170 .6900 1.055 1 .158 -.500 1 equ . 1 equ . In transition zone between unsubmerged and interpolate between flows at Tl & T2 ... At Tl Elev 271.51 ft ---> Flow At T2 Elev= 271 .92 ft ---> Flow= S/N : 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 . submerged inlet control , 87.96 cfs 100 .53 cfs PondPack Ver: Compute Time: Date : Type .... Outlet Input Data Page 3 .18 Name .... DA -4B -EXISTING File .... H:\Engineering Projects\CRESCENT POINTE \DRAINAGE \DETENTION AREA 4 \COMM ON AREA F 2008 -05 -REVISION\COMMON AREA Fl00-R2.PPW [j OUTLET STRUCTURE INPUT DATA S/N : PondPac k Ver: Structure ID Structure Type # of Openings Crest Elev . Weir Length Weir Coeff . Weir TW effects Type .... Co mposite Rating Curve Name .... DA-4B-EXISTING = Wl = Weir -Rectangular 1 275.50 ft 200.00 ft 3 .000000 (Use adjustment equation ) Co mpute Time : Date : Page 3.19 File .... H :\Engineering Projects \CRESCENT POINTE \DRAINAGE \DETENTION AREA 4\COMM ON AREA F 2008 -05 -REVISION\COMMON AREA Fl00 -R2.PPW • .. ' ***** 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 ------------------------------------------------- 267 .29 .00 2 64 . 4 0 .000 None contributing 2 68 . 2 9 5 .18 2 64 . 4 0 .000 Cl 269.29 19 .37 2 64 . 4 0 .000 Cl 270 .29 40 .33 2 64 . 4 0 .000 Cl 271 . 29 65 .77 2 64. 4 0 .000 Cl 272 . 29 92 .82 2 64. 4 0 .000 Cl 273 .29 119 .23 2 64 . 4 0 .000 Cl 274 .29 143 .34 2 64 . 4 0 .000 Cl 275 .29 163 .98 2 64 . 4 0 .000 Cl 275.50 167 .1 6 264 .40 .000 Cl +Wl 276 .00 386 . 48 264.40 .000 Cl +Wl S/N : PondPack Ver : Compute Time : Date : 0 H:\land Project. R2\TEXINS WORLD\dw9\CrMCent Polnte\Phooe 2\EJ<hlb lts\Block 1 Public Utilty Eomt..dwg 5/Q/2008 2:33:59 PM COT ·--------------· LOT 1R LOT 3R, BLOCK 1 -1. 75 ACRES CRESCENT POINTE, PHASE 2 RE-PLATIED-VOL 8130, PG 255 VARIABlE WIDTH PUBLIC UTIUTY EASEMENT (8.20J S.F.} METES: UNE BEARING DISTANCE LT S82".J5'16"W 15.05' L2 S62'.J0'19T 6.J.O.J' L.J S54'.J9'04"£ 109.00' L4 S.J5"20'56"W .J0.00' L5 N54".J9'04"W 106.94' L6 N62'.J0'19"W 44.95' CURVE TABLE CURVE LENGTH RADIUS DELTA CHORD BEARING Cf 20.J.01' 440.00' 2o26'06" S10'22'04"W~201 .21' C2 242. 17' 455.00' .J0'29'4.J" S12'14'50"W~2.J9 . .J2' NOTES : SCALE: 1•.30• 1 . BEARINGS BASED ON PLAT CALL BEARINGS OF FINAL PLAT BEING A REPLAT OF LOTS 1 R, 2R & 3R OF BLOCK 1, CRESCENT POINTE PHASE 2 RECORDED IN VOL. 8130, PG . 255 OF THE OFFICIAL RECORDS OF BRAZOS COUN1Y, TEXAS . I I INDICATES \IARIABt.E WIDTH PUBLIC t--------------~ tmUlY EASEMENT -9,203 S.F. SURVEY PLAT OF VARIABLE WIDTH PUBLIC UTILl1Y EASEMENT -8,203 S.F. RICHARD CARTER SURVEY, A-8 COLLEGE STATION, BRAZOS COUNTY, TEXAS SCALE: 1 "=30' MAY, 2008 PREPARED B'Y: ---KUNG ENGINEERING a: SURVEYING --- 4101 TEXAS A\/. + P.O. BOX 4234 + BRYAN,TEXAS + PH .979/846-6212 KUNG ENGINEERING ac SUR\IEYING BRYAN , TEXAS mock 1R -20' PUE Variable Width Public Utility Easement Across Lot 3R , Block 1 Crescent Pointe -Phase 2 -Replat Volume 8130 , Page 255 Richard Carter Survey , A-8 College Station , Brazos County , Texas Field notes of a variable width pub li c utility easement lying and being situated in the Richard Carter Survey, Abstract No . 8 , College Station , Brazos County , Texas, and being part of Lot 3R , Block 1 (1 .75 acres), Crescent Pointe , Phase 2 according to the replat reco rded in Volume 8130 , Page 255, of the Official Records of Brazos County, Texas , and said easement being more particularly described as follows : · BEGINNING at a 60d nail set in the common line between the beforementioned Lot 3R and Lot 1 R, a Yi " iron rod found marking the north comer of Lot 3R bears N 62° 30' 19" W -10 .00 feet , said 60d nail also lying in the southeast line of a 10' wide GTE Southwest, Inc., easement; THENCE along the common line between the beforementioned Lot 3R and Lo t 1 R , as follows : S 62° 30 ' 19" E S 54° 39' 04 " E for a distance of 63 .03 feet to a %" iron rod found , for a distance of 109.00 feet to a %" iron rod found marking the common comer between Lot 1 R and Lot 2R ; THENCE S 35° 20' 56" W for a distance of 30 .00 feet to a 60d nail set ; THENCE N 54° 39' 04" W for a distance of 106 .94 feet ; THENCE N 62° 30 ' 19" W for a distance of 44 .95 feet to a 60d nail set in curve concave to the southeast , having a radius of 440 .00 feet ; THENCE Southwesterly parallel to and 25' southeast of the southeast right- of-way line of Crescent Po inte Parkway for an arc distance of 203.01 feet and comer in the northeast line of a 20' public utility easement as shown on the replat recorded in Volume 8130 , Page 255 , of the Official Records of Brazos County , Texas , the chord bears S 10° 22 ' 04" W -201 .21 f eet ; THENCE S 82° 35' 16" W along the north line of the beforementioned 20' publ ic utility easement , for a distance of 15 .05 feet to a 60d nail set in the east line of a 1 O' wide GTE Southwest , Inc ., easement , same be ing a curve , concave to the southeast, having a radius of 455 .00 feet ; THENCE Northeasterly along the east line of the beforementioned 1 O' wide GTE Southwest , Inc, easement for an arc distance of 242 .17 feet to the PLACE OF BEGINNING , containing 8203 square feet of land , more or less , the chord bears N 12° 14' 50" E -239.32 feet. Surveyed May 2008 ~ R.P.L.S. No . 2003 Pre pared 05/09/08 kes08-<lvd\crescen t pointe ph 2 -variab le width pue acros s lot 3R. blk 1-8 203sqftwpd KLI NG ENGINEER IN G ANO SUR VEYING BR YAN , TEXAS Scale = 1: 11 (Feet) 1 N82°35 '16"E15 2 S 07 ° 24 ' 44 " E 44.11 3 sa2°35 '16"W15 4 N 07 ° 24 ' 44 " W 44 .11 4 H: \Land Pro)oct s R2\TEXINS WORl.D\dwg\Crescent Polnte\Phaoe 2\Exhlblts\Block 1 Public Utiity Esmta.dwg 5/g/2008 2: 33: 5g PM COT 15' WIDE PUBUC U11UTY EASEAIENT (662 S.F.} AIETES.: UN£ BEARING OISTANCE L1 N82'35 '16 "£ 15.00' L2 so 724 '.µ. "£ 44. 11 ' L3 S82'35'16"W 15.00' L4 N0724'44"W 44.11' SURVEYED : MAY 09, 2008 SCALE: 1 "•20' LOT 3R 662 SQ. FT. EASEMENT LOT 1 OR, BLOCK 1 -1.27 ACRES CRESCENT POINTE, PHASE 2 RE-PLAITED-VOL 8130, PG 255 NOTES: 1. BEARINGS BASED ON PLAT CALL BEARINGS OF FINAL PLAT BEING A REPLAT OF LOTS 1 R, 2R &: 3R OF BLOCK 1, CRESCENT POINTE PHASE 2 RECORDED IN VOL. 8130, PG. 255 OF THE OFFICIAL RECORDS OF BRAZOS COUNTY, TEXAS. ~"""!"o.-=-20""'0"'3 ___ _ SURVEY PLAT OF 15' WIDE PUBLIC UTILllY EASEMENT -662 S.F. -· RICHARD CARTER SURVEY, A-8 COLLEGE STATION, BRAZOS COUNTY, TEXAS SCALE: 1 "=20' MAY, 2008 PREPARED BY: =====KUNG ENGINEERING a: SURVEYING --- 4101 TEXAS AV. + P.O . BOX 4234 + BRYAN,TEXAS + PH .979/846-6212 KUNG ENGINEERING .!c SURVEYING BRYAN, TEXAS lkdr; 1ft -20' i-tE 15' Wide Public Utility Easement Across Lot 1 OR , Block 1 Crescent Po inte -Phase 2 -Replat Volume 8130, Page 255 Richard Carter Survey, A-8 College Station , Brazos County, Texas Field notes of a 15' wide public utility easement lying and being situated in the Richard Carter Survey, Abstract No. 8 , College Station , Brazos County, Texas , and being part of Lot 1 OR, Block 1 (1.27 acres), Crescent Pointe , Phase 2 accord ing to the replat recorded in Volume 8130, Page 255 , of the Official Records of Brazos County, Texas, and said easement being more particularly described as follows : BEGINNING at a 60d nail set in the common line between the beforementioned Lot 1 OR and Lot 3R , said 60d nail also being in the east line of a 1 O' wide GTE Southwest, Inc., easement, a Y:i" iron rod found marking the northwest corner of Lot 1 OR bears S 82° 35' 16" W -10.00 feet; THENCE N 82° 35' 16" E along the common line between the beforementioned Lot 1 OR and Lot 3R for a distance of 15.00 feet; THENCE S 07° 24' 44" E for a distance of 44.11 feet to a 60d nail set ; THENCE S 82° 35' 16" W for a distance of 15 .00 feet and corner in the east line of the 10' wide GTE Southwest, Inc., easement; THENCE N 07° 24' 44" W for a distance of 44 .11 feet t o the PLACE OF BEGINNING, containing 662 square feet of land , more or less. Prepared 05/09/08 S. M. Kling R.P.L.S . No . 2003 kes08-dvd\crescent pointe ph 2 -15' pue across lot 1 OR , blk 1-662sqftwpd KLING ENGINEERING AND SURVEYING BR YAN , T EXAS . ( Scale = 1: 65 (Feet) 1 s a2 ° 35 · 16" w 15 .05 2 N 10 ° 22 ' 04 " E 203 .01 , ch 201 .21 , r 440 R 3 S 62 ° 30 ' 19" E 63.03 4 S 54 ° 39 ' 04 " E 109 5 s 35 ° 20 ' 56 " w 30 4 6 6 N54°39'04"W106.94 7 N 62 ° 30' 19 " W 44 .95 8 S 12 ° 14' 50 " W 242 .17, ch 239 .32 , r 455 L