Loading...
HomeMy WebLinkAbout4 DP Waterwood Cond. 04-41 1001 Krenek Tap RdCentral Park Lane Extension Drainage Analysis July 2004 By ;ff rrcHELL&/ltoRGAN, LLP Engineers & Constructors 511 University Drive, Suite 204 College Station, Texas 77840 Office (979) 260-6963 Fax (979) 260-3564 CERTIFICATION I hereby certify that this report for the drainage design for Central Park Lane was prepared under my supervision in accordance with the provisions of the City of College Sta · Drainage Policy and Design Standards for the owners thereof. INTRODUCTION CENTRAL PARK LANE DRAINAGE ANALYSIS The purpose of this drainage report is to present analysis of the necessary drainage infrastructure for the proposed Central Park Lane Extension in College Station, Tex as . While only the northern portion is currently under design , this drainage report is intended to provide analysis for the extension in its entirety, which includes full development of Central Park Lane from its existing dead end at Krenek Tap Road to the temporary cul- de-sac located within the Windsor Point subdivision. Much of this drainage analysis will be geared toward demonstrating that the resultant drainage increases are equal to or less than those presented in the drainage report for the Windsor Pointe Apartments , completed by Municipal Development Group in May, 1995 and approved by the City of College Station. This report includes the design of a large storm sewer line that extends from the south end of the Windsor Pointe development southeast to Krenek Tap Road and then parallel to Krenek Tap to its ultimate discharge point. This report will provide pre-vs. postdevelopment analysis for Central Park Lane and includes the adjacent Waterwood de velopment. GENERAL LOCATION AND DESCRIPTION The Central Park Lane Extension will be located in College Station, Texas from the existing temporary cul-de-sac at Windsor Point to Krenek Tap Road. Currently, Central Park Lane runs through the Windsor Pointe subdivision and dead ends just north of the Waterwood property. This extension will provide access to the Waterwood Townhomes from north end of the property and will eventually provide access all the way through. The Central Park Lane Extension is adjacent to the Madison Tract to the east, the Waterwood property to the west , and the Beautiful Savior Lutheran Church property at the lower end of the extension. PRIMARY DRAINAGE BASIN DESCRIPTION As seen on Exhibit A2 , this property is located in the Bee Creek drainage basin, but no portion of this site lies within the 100-year floodplain per the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) panel 144 , with an effective date of July 1992. Currently the site drains in a southerly direction to a culvert, located at the south corner of the Waterwood property, and crosses Krenek Tap Road , discharging into a small, intermittent tributary of Bee Creek. In addition to this flow , the culvert has been sized to carry storm water discharges from the Lot 1 of the neighboring Williams-Winder-King property, Southwest Crossing and from the Windsor Pointe Development. The Windsor Pointe Drainage basins have been incorporated and include the existing detention basins that were designed in the 1995 MDG drainage report. DRAINAGE DESIGN CRITERIA All dra inage design is in accordance with the City of College Station DPDS. As such: • Design rainstorm events consist of the 10-, 25-and 100-year, 24 hour duration hypothetical storm events. • Flow calculations are based on the Natural Resource Conservation Service (NRCS) curve number loss method and a time of concentration of 10 minutes . • The target peak runoff rates for the system are those set fourth in the approved drainage report for Windsor Pointe and the Krenek Tap storm sewer. The objective is to prove that peak flows are less than or equal to those used for the system design. DRAINAGE FACILITY DESIGN One of the most important items to note for the drainage analysis is the use of two separate storm durations. When the Waterwood Drainage Analysis was prepared by Mitchell & Morgan in March , 2003 a 24-hour duration storm was used in order to better determine the volume required for the large detention pond on the property. In order to include the large storm sewer line discharging in the Krenek Tap culvert, which was the Waterwood discharge location , constant inflow values were input to account for the peak flows calculated in the 1995 MDG drainage report. Those included rough calculations for the future Central Park Lane. The actual drainage design of Central Park Lane was incorporated into the existing XP-Storm models in order to see its effect on the Waterwood discharge point and determine of the existing system had adequate capacity. An additional short-duration analysis was done to demonstrate that the constant inflow values were too high because of the timing delay caused by the Windsor Pointe detention ponds. This analysis serves only to demonstrate that the peak flow values shown in the MDG drainage report and the XP-Storm analyses for the existing Krenek Tap storm sewer are conservative. P redevelopment Drainage Analy sis Per Exhibit Bl , the project site is subdivided into 8 predevelopment drainage basins (EAl to EA5B), several of which were included in the original Waterwood drainage analysis. Synthetic rainfall events were created using a hypothetical precipitation event developed using National Weather Service TP-40 depth-duration data , which was generated from HEC-1 using values for the 10-, 25-and 100-year frequency events. Due to the complex nature of XP-Storm modeling , 5-and 50-year storm events were not modeled; however, the 10-, 25-and 100-year events were determined to be representative of the system reaction to significant rainfall events. Runoff calculations for these areas were performed using the NRCS curve number loss method. Pervious curve number (CN) areas have been estimated at 80 due to the fact that the soils in the area are generally of Type 'D ' classification. In addition , percent impervious cover values were applied where required . Due to the relatively small area of most of the drainage basins , times of concentration of 1 O minutes were used for all basins with the exception of the Southwest Crossing development. Predevelopment hydrologic and hydraulic analyses were performed using XP-Storm version 8.52. This enabled Mitchell & Morgan to apply dynamic routing techniques to the flow in the Krenek Tap storm sewer and integrate it with flow from the Waterwood development and Southwest Cro ssing. Because of the size of the area contributing to the Krenek Tap culvert and the use of detention, variation in timing has a significant effect on the peak flow for the system. The existing culvert consists of 2- 6 'x5 ' Reinforced Concrete Box Culverts (RCBC). Summarized results for the predevelopment conditions can be seen in Table 1 or in more detail in Exhibits C 1-C3 and Appendix A . Post D evelopm ent Drainage Analysis As demonstrated in Exhibit B2 , Central Park Lane is divided into four dra inage subbasins. Each of these subbasins is intended to feed a curb inlet that will discharge into the Krenek Tap storm sewer located near the Central Park Lane ROW boundary. The remaining drainage basins were included with the Waterwood Drainage Analysis with the exception EA-3B and EA-4B , which were included to more accurately reflect the drainage patterns of the Beautiful Savior Lutheran Church property. Post development drainage patterns include a marked increase in peak runoff flowrates along Central Park Lane due to not only to the placement of impervious cover, but also the additiC?n of 0.52 acres of contributing area . As with the predevelopment drainage analysis , XP-SWMM software was used for hydrologic and hydraulic calculations. The dynamic routing package was used in order to incorporate the existing Waterwood models into the Central Park Lane design . The pre-, post-, and Central Park Lane development flows and total increase can be seen in the table below. Peak Discharge from Waterwood Condominiums 10-Year 25-Year 100-Year Flow Conditions Flowrate Flowrate Flowrate Krenek Tap North Design Flow= 60.06 cfs Pre Development 33 .26 38 .55 45.99 Post Deve lopment 36.44 41.94 41 .94 Central Park Lane 36 .73 42 .30 49 .92 Krenek Tap South Design Flow= 65.07 cfs Pre Development 35 .33 41 .21 49 .50 Post Development 38.61 44 .50 52 .55 Central Park Lane 41.50 47 .93 56 .63 - Krenek Tap Outfall Culvert Pre Development 179 .63 215 .92 268.45 Post Development 164 .81 201 .37 255 .97 Central Park Lane 163 .80 200.21 254 .51 Table 1. Peak Di scharge Summaries CONCLUSION The extension of Central Park Lane will cause a noticeable increase in peak discharge rates within the Krenek Tap storm sewer line; however, the system has adequate capacity to convey the 100-year discharge . The analysis of existing and proposed storm sewer infrastructure simultaneously yields a more accurate picture of the drainage conditions during a substantial rainfall event. As such, the use of a complex, dynamic stormwater model, such as XP-Storm, is appropriate. One important item to note is the intricate nature of the model outputs. Due to the size and detail of the model outputs, summary spreadsheets have been provided as Exhibits Cl-C3. A spreadsheet detailing the model results for each development condition and rainfall event have been provided in Appendix A. The short duration analysis has been provided as Exhibits Dl-D2 and within Appendix B. Review of the stormwater analysis indicates that the drainage design presented in this report will provide ample conveyance to meet the drainage objectives of the City of College Station DPDS . Input Information E "' "' E E ~ E "' "' u; "' "' ~ z ; "' c "' t'. "" "'"O ~ "O u; "' c a. 0 0 0 a. > :::; :::> z CZ :::> E (ft) 0+40 DIS CU LV Outfall 263 .00 ------ 1+14 NCI U/S CULV 265 .80 ~ --- 1+38 NC2 NCI 269 .00 - llOUT PAI IB WP3 272.23 ~ NC3 NC2 270 .00 ----------- 3+89 PAS WC NC3 276 .00 ---------~Tap __ U/S CULV D/S CULV 263 .50 ---------- KT! WP7 U/S CULV ---- !Q__!__ WP7 U/S CULV 274 .00 -gt_ ____ WP7 UIS CULV 266 .0 1 -- KT2 WP6 WP7 -- KT2 WP6 WP7 274 .00 - KT2 WP6 WP7 267 .36 KT3 WP5 WP6 --- KT3 WP5 WP6 274 .00 ------------KT3 WP5 WP6 269 .26 - OS l 2 WP! WP2 276 .55 ----------OS23 WP2 WP3 274 .00 --------- OS34 WP3 WP4 272.22 ---OS45 WP4 WP5 272.00 E "' .t: ~ Q. a; u; "' -.t: c t'. c"' c, ~ "' " E c 0 > ra -~ CE :;; c "' _J (ft) (ft) (ft) 262 .80 0 .00 40 .00 - 264 .00 0 .00 24 .00 265 .80 0 .00 103 .00 272 .22 3 .50 1.00 269 .00 0 .00 148 .00 Hydraulic Conduit Da ta and Results Cen tral Pa rk La ne Drain age A nalysi s 10-Year Storm Summary Pre-Development ?;-·;:; _J _J ~ 0 w w 0 Qi Cf) Cf) "' u: > ii: ii: a. )( )( Cf) Cf) 0 "' "' iii :;; :;; 3 Ci (IM.) (cfs) (fl/s) (ft) (ft) 0 .50 179 .63 5.56 265 .4 9 264 .80 7.50 77.75 2.83 26 7.06 266.51 3 .11 65 .80 4.11 270.70 267 .06 ---- - 1.00 ---- 0 .68 65 .05 2.6 1 272.39 270.70 ----- 270 .00 4.00 510 .00 1.1 8 59 .62 2.48 27 7.14 272.39 -- 263 .00 5 .00 55 .00 0 .91 179 .6 3 5.4 0 266.5 1 265 .4 9 -- Af11/11-<'011d1111 000 000 267 76 266 5 1 --------- 271.00 0 .50 480 .00 0 .63 000 000 -- 263 .61 4.00 480 .00 0 .50 74 46 5 72 000 000 --------- Af11/11-('011d1111 000 000 268 98 267 76 -- 274 .00 0 .50 270 .00 0 .00 000 000 -- 266 .01 4.00 270 .00 0 .50 5890 5 94 000 000 Af11/11-('011d1111 270 52 268 98 ---274 .00 0 .50 228 .00 0 .00 000 000 ------------ 267 .86 3 .50 228 .00 0 .61 35 33 5.93 -- 274 .10 3.00 302.00 0 .8 1 31.3 5 7.32 278.33 276 .02 --------- 272.59 3 .00 2 10 .00 0 .67 33.26 7.02 276.02 274 .27 -- 272.12 3 .50 14.00 0 .7 1 33 .26 6.12 274 .27 273 . 74 269 .5 1 3.50 348 .00 0 .72 33 .25 7.34 273 .74 270.52 Post-Development ?;-·;:; _J _J ~ 0 w w 0 Qi Cf) Cf) u: > ii: ii: )( )( Cf) Cf) "' "' :;; :;; 3 Ci (cfs) (fl/s) (ft) (ft) 164 .8 1 5.37 265 .4 0 264 .72 93 .12 3.39 267 .15 266 .33 - 65 .97 4 .11 270.65 267.15 --- 6.62 1 03 274.50 27 4 .37 64 .94 2.62 272.40 270.65 59.6 1 2.47 277.14 272 .4 0 164 .8 1 5.21 266 .33 265.4 0 267 71 266 33 - 000 000 - 7 1 25 5 70 269 02 267 71 000 000 58 86 5 88 270 59 269 02 000 000 -- 38 6 1 6 .05 - 30 .78 7.37 27 8.29 275 .84 30.79 7.13 275 .84 274 .37 36.4 4 6.33 274 .37 273 .84 36.44 7.5 1 273 .84 270.59 Central Park Lane ~ .Q u.. )( "' :;; (cfs) 163 80 93.12 65 .97 6.90 64 .94 59 .6 1 163 .80 000 71 45 000 59 03 000 41 50 30.78 30 79 36 73 36.73 ?;-·;:; _J _J 0 w w Qi Cf) Cf) > ii: ii: )( Cf) Cf) "' :;; 3 Ci (fl/s) (fl) (ft) 5.36 265 .4 0 264 .72 3.4 1 267 .15 266.31 4 .11 270 .65 267 .15 1 05 27 4 .59 274 .38 2.62 272 .4 0 270 .65 2.47 277 .14 272.40 5 .20 266.3 1 265.40 267 72 266 31 000 5 70 269 02 267 72 000 5 89 270 64 26902 000 616 7.37 27 8.29 275 .84 7 13 275 .84 274 .38 6 35 27 4.38 273 .8 1 7.6 3 273.8 1 270 .64 EX HIB IT C l 0229-Hydrauli c Link s2.xls Summary JO ., E "' z .>< i: :J 0+40 1+14 1+38 llOUT -- 2+4 1 - 3+89 Krenek Tap KT I - KT I - KT I --- KT2 - KT2 KT2 --KT3 KT3 - KT3 OS l 2 -- OS23 OS34 OS4S In put In fo rmatio n E "' E e E "' "' "' ., et z., i:., "' "O ~ "O "' ., Q. 0 0 0 Q. > :::> z oz :::> E (ft) D/S CULV Outfa ll 263 .00 -- NC I U/S CULV 26S .80 NC2 NC I 269.00 ---- PAI 18 WP3 272.23 ----- NC3 NC2 270.00 - PAS WC NC3 276.00 --- U/S CULV D/S CULV 263 .SO WP7 U/S CULV ---- WP7 U/S CULV 274 .00 ----- WP7 U/S CULV 266 .0 1 ---- WP6 WP7 - W P6 WP7 274 .00 - WP6 WP7 267 .36 W PS WP6 WPS WP6 274 .00 ------- WPS WP6 269.26 ------WPI WP2 276.SS E "' e "' i: t:'. ~ ., 0 > OE (ft ) 262 .80 264 .00 26S .80 272.22 --- 269 .00 - 270.00 263 .00 271.00 i: a. Q; ., -i: 0., Ci >< E ta .~ i: ., :;: 0 _J (ft) (ft) 000 40.00 000 24 .00 0 .00 103 .00 3 .SO 1.00 Hydraulic Conduit Data and Results Ce ntral Park La ne Drainage Ana ly s is 25 -Year Storm Summary Pre-Development ?: "(J _J _J ~ 0 UJ UJ 0 Qj CJ) CJ) LL > ~ ~ ., Q. )( )( 0 "' "' CJ) CJ) 3 0 iii :;: :;: (~) (cfs) (ft/s) (ft) (ft) O.S O 2 15.93 5.96 265 .69 264 .99 7 .SO 95.17 2.74 267.16 266.92 3 .11 79 .96 4.42 27 0 .75 267 .16 ------- 1.00 -------- 000 148.00 0 .68 79.00 2.7 1 272.50 270.75 - 4 .00 S I 0 .00 1.1 8 72.0 1 2.74 277.28 272.50 S.00 SS .00 0 .9 1 215 .92 5.83 266 .92 265 .69 A11i/11-( "011dw1 267 94 266 92 - 0.50 480.00 0 .63 000 000 ---------- - 263 .6 1 4 .00 480.00 O.SO 87 13 5 82 - --- - A/11/11-( ·oml1111 269 13 267 .94 - 274 .00 0.50 270 .00 0 .00 000 000 266.0 1 4 .00 270 .00 0 .SO 68 27 6 15 M11/11-("ond111 1 270 63 269 13 -- 274 .00 O.SO 228 .00 0 .00 000 000 ----------- 267.86 3.SO 228 .00 0 .6 1 41 2 1 6.17 -----274 .10 3.00 302 .00 0 .8 1 35 .84 7.52 278.50 276.2 5 ----------------WP2 WP3 274 .00 272.S9 3.00 2 10 .00 0 .67 38.55 7.25 276 .25 274.44 ----- WP3 WP4 272.22 272.12 3.SO 14 .00 0 .7 1 38.55 6 .4 5 27 4.44 273 .90 - WP4 WPS 272.00 269.S I 3.SO 348.00 0 .72 38.54 7.6 1 273 .90 270 .63 Post-Development ?: "(J _J _J ~ 0 UJ UJ 0 Qj CJ) CJ) LL > ~ ~ )( )( "' "' CJ) CJ) 3 0 :;: :;: (cfs) (ftis) (ft) (ft ) 20 1 37 5.8 1 265 .6 1 264 .9 1 12 1.92 3.34 267 .28 266.74 80.47 4.42 270.70 267 .28 7.77 I.II 27 4.68 27 4.54 78.47 2.73 272.52 270 70 72.0 1 2.73 277.28 272 .52 201.37 5.67 266 .74 265 .6 1 267 85 266 74 000 000 - 81 82 5 79 269 15 267 85 000 000 66 79 604 270 70 269 15 000 000 44 50 6 27 35 30 7.55 278 .47 276 .0 1 35 .28 7.36 2760 1 27 4 .54 41 .94 6.66 274 .54 27 4 0 1 4 1 93 7.76 274 .0 1 270.70 Central Park Lan e ~ .Q u. )( "' :;: (cfs) 2002 1 121.92 80.47 8.13 78.47 72.0 1 200.2 1 0 00 82 11 000 67 03 000 47 93 35 .30 35 .28 42 .30 42 30 ?: "(J _J _J 0 UJ UJ Qj CJ) CJ) > ~ ~ )( "' CJ) CJ) 3 0 :;: (ft/s) (ft) (ft) 5.79 26560 264 .9 1 3.36 26 7.28 266.73 4 .42 270 .70 267.28 1.1 3 27 4 .78 274.55 2.73 272.52 270 .70 2.73 277 28 272.52 5.66 266.73 265 .60 267 86 266 73 000 5 79 269 15 267 86 000 605 270 76 269 15 000 6 38 7.55 278.47 276.0 1 736 276 0 1 274.55 6 68 274.55 273 .98 7.89 273 .98 270 .76 EX HIBIT C2 0229-H ydrauli c Link s2 .xls Su mm aty25 Input Information 0+40 DIS CULV O utfall ---- E "' e t:: iii .. a. > :::> E (ft) 263 .00 1+14 NCI UISCULV 26S .80 -- 1+38 NC2 NC I 269.00 I IOUT PAI IB WP3 272.23 ·-------1----------- 2 +4 I NC3 NC2 270.00 ------ 3+89 PAS WC NC3 276.00 UIS CULV DIS CUL V 263 .SO Kre nek Tap KTI WP7 UISCULV Hydraulic Conduit Data and Results Centra l Park Lane Drainage Analysis 100-Year Storm Summary E "' e iii c: t:: 3: .. 0 > _Q_E (ft) .c ae; .. -0 .. >< E rtJ .~ ~o (ft) 262.80 0 .00 .c c;, c: .. ~ (ft) 40.00 .. a. 0 iii (!If.) 0 .SO 264 .00 0 .00 24 .00 7.SO ----------26S .80 0 .00 103 .00 3.11 272.22 3 .SO 1.00 1.00 Pre-Development 3: 0 u: )( )( "' "' _:;; __ i (cfs) (ft/s) ..J w en ~ en 3 (ft) 268.57 6.48 265 .96 127 .30 100.56 2.65 267.4 0 4.80 27 0.82 -----------·-----269.00 0 .00 148.00 0 .68 270.00 4 .00 263 .00 S.00 Af11/11-( .O/l{IU/t SI0.00 SS .00 1.1 8 0 .91 _ 99 .52 89.38 268.45 2.86 272 .66 3.05 277.4 5 6.37 267 .47 268 46 ..J w en ~ en Ci (ft) 265 .23 267 .47 267.40 270 .82 272.66 265 .96 267 47 -------------------------------KTI WP7 UIS CULV 274 .00 271.00 O.SO 480.00 0 .63 000 000 Post-Development 3: 0 u: )( "' ::;; (cfs) 256 .02 162.05 100 .44 9.25 98 .54 89.39 255 .97 000 - :::;. ·;::; 0 (ij > )( "' ::;; (ft/s ) 6.36 3.29 4.76 1.20 2.88 3.05 6.26 ------------------------------------------------000 5 92 KTI l -------- KT2 KT2 KT2 KT3 KT3 KT3 OS12 OS23 OS34 OS4S WP7 UIS CULV 266.01 263 .61 4 .00 480.00 0 .SO 104 22 5 97 ---------------------------------- WP6 WP6 WP6 WPS WPS WPS WPI WP2 WP3 WP4 WP7 A/11/11-( ·011d1111 WP7 274 .00 274 .00 O.SO 270.00 0 .00 WP7 267 .36 266.0 I 4 .00 270.00 0 .SO 000 81 21 WP6 .~l11/11-(·o nd1111 WP6 274 .00 274 .00 ----0 .SO 3.50 3.00 3.00 WP6 WP2 269.26 276.SS 267.86 274 .10 WP3 274 .00 272.S9 WP4 272.22 272.12 WP5 272.00 269.SI 3.SO 3.SO 228.00 228.00 302.00 2 10 .00 14 .00 348.00 0 .00 0 00 0 .61 49 50 0 .8 1 42 .12 0 .67 45 .98 0 .7 1 45.99 0 .72 45.97 000 64 1 000 641 269 33 270 77 7.68 27 8.76 --7.56 276 .60 6.89 274 .66 7.93 27 4.13 268 46 269 33 276 .60 27 4.66 27 4.13 270 .77 95 51 000 77 68 000 52 55 41.43 4 1.39 49 .4 7 49 47 000 6 18 000 6 54 7.73 7.60 7.11 8.06 ..J w en ~ en 3 (fl) 265 .89 26 7.41 270 . 73 274.92 272.67 277.4 5 267 .33 268 10 269 .3 1 270 84 278.71 276 .26 27 4. 75 274 .24 ..J w en ~ en Ci (ft) 265 .17 267 .33 267 .41 274. 75 270 . 73 272.6 7 265 .89 267 33 268 10 269 3 1 27 6.26 274 75 274 24 270 .84 Central Park Lane 3: .Q u. )( "' ::;; (cfs) 25 4.56 16 1.99 100 .39 9.69 98.48 89.36 254 .5 1 000 95 82 000 77 94 000 56 63 41.4 3 4 1.40 49.92 49 .92 :::;. ·;::; 0 (ij > )( "' ::;; (ft/s) 6.35 3.3 1 4.76 1.23 2.88 3 05 6.24 000 5 9 1 000 6 19 000 666 7.74 7.60 7 13 8.20 ..J w en ~ en 3 (ft) 265.89 26 7.41 270.73 275 03 272.67 277.45 267.32 268 10 269 32 270 92 278 .71 276 .26 27 4.77 274 .20 ..J w en ~ en Ci (ft) 265 .17 267.32 267.41 274 .77 270 .73 272.67 26 5.89 267 32 268 10 269 32 276 .26 274 .77 27 4.20 270 .92 EX HIBIT CJ 0229-Hydrauli c Link s2.xls Summary lOO 'II: .r:. c. f Cl Cll Cll e .., l II) 'ti cl: cl: >. :i:: w w w Qp 15.0 6.0 3.7 Tc 10.0 10.0 10.0 inc 1.0 1.0 1.0 Time cfs cfs cfs 0.0 0.0 0.0 0.0 1.0 1.5 0.6 0.4 2.0 3.0 1.2 0.7 3.0 4.5 1.8 1.1 4.0 6.0 2.4 1.5 5.0 7.5 3.0 1.9 6.0 9.0 3.6 2.2 7.0 10.5 4.2 2.6 8.0 12.0 4.8 3.0 9.0 13.5 5.4 3.3 10.0 15.0 6.0 3.7 11.0 14.2 5.7 3.5 12.0 13.5 5.4 3.3 13.0 12.7 5.1 3.2 14.0 12.0 4.8 3.0 15.0 11.2 4.5 2.8 16.0 10.5 4.2 2.6 17.0 9.7 3.9 2.4 18.0 9.0 3.6 2.2 19.0 8.2 3.3 2.0 20.0 7.5 3.0 1.9 21.0 6.7 2.7 1.7 22.0 6.0 2.4 1.5 23.0 5.2 2.1 1.3 24.0 4.5 1.8 1.1 25.0 3.7 1.5 0.9 26.0 3.0 1.2 0.7 27.0 2.2 0.9 0.6 28.0 1.5 0.6 0.4 29.0 0.7 0.3 0.2 30.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 36.0 0.0 0.0 0.0 37.0 0.0 0.0 0.0 38.0 0.0 0.0 0.0 39.0 0.0 0.0 0.0 40.0 0.0 0.0 0.0 41.0 0.0 0.0 0.0 42.0 0.0 0.0 0.0 43.0 0.0 0.0 0.0 44.0 0.0 0.0 0.0 45.0 0.0 0.0 0.0 60.0 0.0 0.0 0.0 PEAK FLOWS 15.0 6.0 3.7 PEAK FLOW HYDROGRAPHS Central Park Lane Drainage Analysis 100-Year Storm D.A. # 100 I-w w 0:: Cll I-II) (/) cl: ~ N .., ~ I-I-w :.: :.: :.: 2.3 9.7 7.1 7.1 10.8 10.0 10.0 10.0 10.0 10.0 1.0 1.0 1.0 1.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.2 1.0 0.7 0.7 1.1 0.5 1.9 1.4 1.4 2.2 0.7 2.9 2.1 2.1 3.2 0.9 3.9 2.8 2.8 4.3 1.1 4.9 3.6 3.6 5.4 1.4 5.8 4.3 4.3 6.5 1.6 6.8 5.0 5.0 7.6 1.8 7.8 5.7 5.7 8.6 2.1 8.8 6.4 6.4 9.7 2.3 9.7 7.1 7.1 10.8 2.2 9.3 6.8 6.8 10.3 2.1 8.8 6.4 6.4 9.7 1.9 8.3 6.1 6.1 9.2 1.8 7.8 5.7 5.7 8.6 1.7 7.3 5.3 5.3 8.1 1.6 6.8 5.0 5.0 7.6 1.5 6.3 4.6 4.6 7.0 1.4 5.8 4.3 4.3 6.5 1.3 5.4 3.9 3.9 5.9 1.1 4.9 3.6 3.6 5.4 1.0 4.4 3.2 3.2 4.9 0.9 3.9 2.8 2.8 4.3 0.8 3.4 2.5 2.5 3.8 0.7 2.9 2.1 2.1 3.2 0.6 2.4 1.8 1.8 2.7 0.5 1.9 1.4 1.4 2.2 0.3 1.5 1.1 1.1 1.6 0.2 1.0 0.7 0.7 1.1 0.1 0.5 0.4 0.4 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.3 9.7 7.1 7.1 10.8 :i:: :i:: ...J I-I-< (.') 0:: ::::> I-...J :!!:: 0 0 0 z (/) I-< I-~ ~ ~ I-!!? 8 tj 16.1 13.4 1.0 1.0 cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.0 1.1 6.2 0.1 0.0 2.2 12.4 0.2 0.1 3.5 18.8 0.4 0.1 4.8 25.2 0.7 0.2 6.4 31.8 1.2 0.4 8.1 38.6 1.8 0.6 10.0 45.6 2.6 0.8 12.1 52.8 3.5 1.1 14.4 60.2 4.6 1.5 16.9 67.8 5.8 2.0 18.0 66.4 7.0 2.5 19.2 65.1 8.2 3.0 20.4 63.7 9.4 3.6 21.7 62.4 10.5 4.3 22.9 61.1 11.4 5.1 24.0 59.7 12.3 5.8 25.0 58.1 13.0 6.5 25.9 56.5 13.7 7.1 26.7 54.8 14.2 7.8 27.4 52.9 14.7 8.4 27.9 50.8 15.1 8.9 28.3 48.7 15.4 9.4 28.6 46.5 15.7 9.9 28.8 44.1 15.9 10.3 28.9 41.7 16.0 10.7 28.9 39.1 16.1 11.1 28.8 36.5 16.1 11.5 28.6 33.7 16.0 11.8 28.3 30.9 15.9 12.1 28.0 28.0 15.8 12.3 28.1 28.1 15.6 12.5 28.1 28.1 15.3 12.7 28.0 28.0 15.0 12.9 27.9 27.9 14.6 13.1 27.6 27.6 14.2 13.2 27.3 27.3 13.7 13.1 26.8 26.8 13.3 13.2 26.5 26.5 12.9 13.3 26.1 26.1 12.5 13.3 25.8 25.8 12.1 13.4 25.4 25.4 11.7 13.4 25.0 25.0 11.3 13.4 24.7 24.7 10.9 13.4 24.3 24.3 10.5 13.3 23.9 23.9 6.3 11.6 17.9 17.9 16.1 13.4 28.9 67.8 Exhibit 01 0229-Central Park Lane Drainage2.xls 'It .: Q. !! Cl Ill Ill c( e -N .., "f "f -"O ci: ci: ci: >-c( c( :i:: 11. 11. 11. 11. 11. Qp 3.9 15.0 1.5 6.0 5.1 Tc 10.0 10.0 10.0 10.0 10.0 inc 1.0 1.0 1.0 1.0 1.0 Time cfs cfs cfs cfs cfs a.a a.a a.a a.a a.a a.a 1.a a.4 1.5 a.2 a.6 a.5 2.a a.8 3.a a.3 1.2 1.a 3.a 1.2 4.5 a.5 1.8 1.5 4.a 1.6 6.a a.6 2.4 2.a 5.a 2.a 7.5 a.8 3.a 2.5 6.a 2.4 9.a a.9 3.6 3.a 7.a 2.8 1a.5 1.1 4.2 3.6 8.a 3.2 12.a 1.2 4.8 4.1 9.a 3.6 13.5 1.4 5.4 4.6 1a.a 3.9 15.a 1.5 6.a 5.1 11.a 3.7 14.2 1.4 5.7 4.8 12.a 3.6 13.5 1.4 5.4 4.6 13.a 3.4 12.7 1.3 5.1 4.3 14.a 3.2 12.a 1.2 4.8 4.1 15.a 3.a 11.2 1.1 4.5 3.8 16.a 2.8 1a.5 1.1 4.2 3.6 17.a 2.6 9.7 1.a 3.9 3.3 18.a 2.4 9.a a.9 3.6 3.a 19.a 2.2 8.2 a.8 3.3 2.8 2a.a 2.a 7.5 a.8 3.a 2.5 21.a 1.8 6.7 a.7 2.7 2.3 22.a 1.6 6.a a.6 2.4 2.a 23.a 1.4 5.2 a.5 2.1 1.8 24.a 1.2 4.5 a.5 1.8 1.5 25.a 1.a 3.7 a.4 1.5 1.3 26.a a.8 3.a a.3 1.2 1.a 27.a a.6 2.2 a.2 a.9 a.8 28.a a.4 1.5 a.2 a.6 a.5 29.a a.2 a.7 a.1 a.3 a.3 3a.a a.a a.a a.a a.a a.a 31.a a.a a.a a.a a.a a.a 32.a a.a a.a a.a a.a a.a 33.a a.a a.a a.a a.a a.a 34.a a.a a.a a.a a.a a.a 35.a a.a a.a a.a a.a a.a 36.a a.a a.a a.a a.a a.a 37.a a.a a.a a.a a.a a.a 38.a a.a a.a a.a a.a a.a 39.a a.a a.a a.a a.a a.a 4a.a a.a a.a a.a a.a a.a 41.a a.a a.a a.a a.a a.a 42.a a.a a.a a.a a.a a.a 43.a a.a a.a a.a a.a a.a 44.a a.a a.a a.a a.a a.a 45.a a.a a.a a.a a.a a.a 46.a a.a a.a a.a a.a a.a 47.a a.a a.a a.a a.a a.a 48.a a.a a.a a.a a.a a.a 49.a a.a a.a a.a a.a a.a 5a.a a.a a.a a.a a.a a.a 51.a a.a a.a a.a a.a a.a 52.a a.a a.a a.a a.a a.a 53.a a.a a.a a.a a.a a.a 54.a a.a a.a a.a a.a a.a 55.a a.a a.a a.a a.a a.a 56.a a.a a.a 0.0 0.0 0.0 57.0 0.0 a.a a.o 0.0 0.0 58.a 0.0 0.0 0.0 a.a 0.0 59.0 0.0 0.0 0.0 a.a 0.0 60.0 a.o 0.0 0.0 a.a 0.0 PEAK FLOWS 3.9 15.0 1.5 6.0 5.1 PEAK FLOW HYDROGRAPHS Central Parle Lane Drainage Analysis 100-Year Storm D.A. # 100 Ill ~ Ill -N ---ci: ci: ci: 1'.= N ... 11. 11. 11. ~ ~ 5.0 4.7 3.5 9.7 7.1 10.0 10.0 10.0 10.0 10.0 1.0 1.0 1.0 1.0 1.0 cfs cfs cfs cfs cfs a.a a.a a.a a.a a.a a.5 a.5 a.3 1.a a.7 1.a a.9 a.7 1.9 1.4 1.5 1.4 1.a 2.9 2.1 2.a 1.9 1.4 3.9 2.8 2.5 2.3 1.7 4.9 3.6 3.a 2.8 2.1 5.8 4.3 3.5 3.3 2.4 6.8 5.a 4.a 3.7 2.8 7.8 5.7 4.5 4.2 3.1 8.8 6.4 5.a 4.7 3.5 9.7 7.1 4.7 4.4 3.3 9.3 6.8 4.5 4.2 3.1 8.8 6.4 4.2 4.a 2.9 8.3 6.1 4.a 3.7 2.8 7.8 5.7 3.7 3.5 2.6 7.3 5.3 3.5 3.3 2.4 6.8 5.a 3.2 3.a 2.2 6.3 4.6 3.a 2.8 2.1 5.8 4.3 2.7 2.6 1.9 5.4 3.9 2.5 2.3 1.7 4.9 3.6 2.2 2.1 1.6 4.4 3.2 2.a 1.9 1.4 3.9 2.8 1.7 1.6 1.2 3.4 2.5 1.5 1.4 1.a 2.9 2.1 1.2 1.2 a.9 2.4 1.8 1.a a.9 a.7 1.9 1.4 a.7 a.7 a.5 1.5 1.1 a.5 a.5 a.3 1.a a.7 a.2 a.2 a.2 a.5 a.4 a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a 0.0 a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a . a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a 0.0 0.0 0.0 0.0 0.0 o.a o.a a.a o.a 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.0 4.7 3.5 9.7 7.1 !'.? ~ 7.1 10.0 1.0 cfs a.a a.7 1.4 2.1 2.8 3.6 4.3 5.a 5.7 6.4 7.1 6.8 6.4 6.1 5.7 5.3 5.a 4.6 4.3 3.9 3.6 3.2 2.8 2.5 2.1 1.8 1.4 1.1 a.7 a.4 a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a a.a 0.0 0.0 0.0 0.0 0.0 7.1 ti i!: :i:: ..J w ... :: ~ a: :::i 0 0 0 "' z "' i Q.. Q.. Q.. !:: !:: !:: 10.8 16.1 13.4 10.0 1.0 1.0 1.0 cfs cfs cfs a.a a.a a.a a.a 1.1 a.a a.a 1.1 2.2 a.1 a.a 2.2 3.2 a.2 a.1 3.5 4.3 a.4 a.1 4.8 5.4 a.7 a.2 6.4 6.5 1.2 a.4 8.1 7.6 1.8 a.6 1a.a 8.6 2.6 a.8 12.1 9.7 3.5 1.1 14.4 1a.8 4.6 1.5 16.9 1a.3 5.8 2.a 18.a 9.7 7.a 2.5 19.2 9.2 8.2 3.a 2a.4 8.6 9.4 3.6 21.7 8.1 1a.5 4.3 22.9 7.6 11.4 5.1 24.a 7.a 12.3 5.8 25.a 6.5 13.a 6.5 25.9 5.9 13.7 7.1 26.7 5.4 14.2 7.8 27.4 4.9 14.7 8.4 27.9 4.3 15.1 8.9 28.3 3.8 15.4 9.4 28.6 3.2 15.7 9.9 28.8 2.7 15.9 1a.3 28.9 2.2 16.a 1a.7 28.9 1.6 16.1 11.1 28.8 1.1 16.1 11.5 28.6 a.5 16.a 11.8 28.3 a.a 15.9 12.1 28.a a.a 15.8 12.3 28.1 a.a 15.6 12.5 28.1 a.a 15.3 12.7 28.a a.a 15.a 12.9 27.9 a.a 14.6 13.1 27.6 a.a 14.2 13.2 27.3 a.a 13.7 13.1 26.8 a.a 13.3 13.2 26.5 a.a 12.9 13.3 26.1 a.a 12.5 13.3 25.8 a.a 12.1 13.4 25.4 a.a 11.7 13.4 25.a a.a 11.3 13.4 24.7 a.a 1a.9 13.4 24.3 a.a 1a.5 13.3 23.9 a.a 1a.2 13.3 23.5 a.a 9.9 13.2 23.a a.a 9.5 13.1 22.6 a.a 9.2 13.a 22.2 a.a 8.9 12.8 21.7 a.a 8.6 12.7 21.3 a.a 8.3 12.6 2a.9 a.a 8.a 12.5 2a.5 a.a 7.8 12.3 2a.1 a.a 7.5 12.2 19.7 0.0 7.2 12.1 19.3 0.0 7.0 11.9 18.9 0.0 6.8 11.8 18.6 o.a 6.5 11.7 18.2 0.0 6.3 11.6 17.9 10.8 16.1 13.4 28.9 Exhibit 02 0229-Central Park Lane Drainage2.xls (!) ..J :!!: c( ... ... !!1 0 >< ... w cfs a.a 8.a 16.a 24.1 32.3 4a.6 49.2 58.a 66.9 76.1 85.5 83.1 8a.9 78.7 76.5 74.3 72.a 69.6 67.1 64.4 61.7 58.8 55.8 52.6 49.4 46.1 42.6 39.1 35.5 31.8 28.a 28.1 28.1 28.a 27.9 27.6 27.3 26.8 26.5 26.1 25.8 25.4 25.a 24.7 24.3 23.9 23.5 23.a 22.6 22.2 21.7 21.3 2a.9 2a.5 2a.1 19.7 19.3 18.9 18.6 18.2 17.9 85.5 "O ~ a.. c 0 ~ :J a. E w 0 ..... () ..... (/) CXl -..... I'-(!) (") (!) O'l -~ . Ol 0 c zw CIC. '.;(!R_.~ L _ PA Z t ' L A·/\{+:;_ PIPE CAPl!'jcrry-C 4£__CULt:tn 0"1.S /NPIJT DBTIJ /00 -'(€1+ft:.., PEA K FLO!,{ ~100 = s .10 o=s Dl'1"1€TER. {JJ) -;:: 15" RDUGl-/1'{€~ ( !/) "-0. D ,3 LE!V (;;TI-( ( 1-) ;:; 7 5 t..F IJ P.S-,-RE!t.f'-'] l"I VE. fe:.T = :n~. '7 Z FT DOlrfNs:TF?E l'r"-I /"ly;:R T = 2..7'1 ''-17 FT PA -114 TO P11-I/ l3 PIPE CA/..-C Uf...-P,TfD/\/S t ·~I -.:13 'l z_ -AR. 5 ri CROSS .SE:LT7 0A/A L-It~£ /1 ~D._) .L)::: l.<-3 FT2- lfYD R.~vuc. RADll).S R = &.3 '3 n- -SLOPE. ..s -0. 01"'13 '19 2/3 lfz_ _r._ (t.2.3)(0 .::SJ.:J') (o.ot'F~) o.or3 ~;-9. D 3 CF.S l°I F'€ Cf! PIY-JT'( €XCEEDS f''Cl!t ,,. Ft...Olr{ R't!C-F07<- T>-f rc, wo -1 R R/t-!Af Flfll-E-ve-1/r / :::. 5. {0 CFS Cf. 03 Cl=S -B ASED Of'{ DIS\Ht:}-e6JC_ IA{ A C!R.C ULl"JR PIP£ FlVl-{l f-1(, PF/T?TlllU.'r i:-u1-(..... AS .t) FU /\/C!Tf 0 "( 0 F DEFn-1 -- Y;, =-~ . s 8 * I . < 5 FT Yi -=--tJ.72 5 r-r 00h./N.:STR.£AN I YYET<...T = 2-lJ.f. '-fl FT \Ji'ST1'.E:Ji f'1 If\/ veRT :::. 27$". '72 T TGP ~F P 4-VE.HENT ;::. -;),7 DO vyfV SfR£A f\1 Ho/I-=-275. I? PT v PS.TR-€ ,'f·fl..{ fl fiL. ~ < 7 (p • 61 FT THES£ H'(DR~VW C G"CADE k"/. .. E VAT70 ~ /-f"R?k: &1+S.F[) OJ{ II .SH01<f" DV .QTION .:STD!Cl'-1. f3E cr-rus e o~ Tl-/£ DECl?_£Jj SED PIC.£/K FL.-Dhf VA L UE-S Pf<.DOU CEO B y THE "<'i -H U '-.c .S TO R..."'1 > FfFC H«?L IS .S L/61-fTLY L-Oh/EK. APPENDIX A 24-HOUR STORM E G> "' E E ~ E "' "' "' G> VI et:: z !:: G> c G> ~ c;; ~ VI 'ti ~ 'ti c c. 0 0 0 c. c :i ::::> z oz ::::> - (ft) 0+40 DIS CULY Outfall 263 .00 1+14 EAi EA2 26S .8 0 1+38 NC2 EAi 269.00 2+4 1 NC3 NC2 270.00 3+89 PASWC NC3 276.00 Krenek Tap EA2 DIS CULV 263.SO KT ! WP7 EA2 KT! WP7 EA2 274 .00 KT! WP7 EA2 266.01 KT2 WP6 WP7 KT2 WP6 WP7 274.00 KT2 WP6 WP7 267 .36 KT3 WPS WP6 KT3 WPS WP6 274.00 KT3 WPS WP6 269 .26 LS6 EA3 WP7 277.00 LS7 EA4 WP6 277.SO LS8 EAS WP2 277.10 L70 EA-3B WP7 272 .10 L71 EA-4B WP6 272.10 L72 EA-SB WPS 272.10 OSI2 WP ! WP2 276 .SS OS23 WP2 WP3 274.00 OS34 WP3 WP4 272.22 OS4S WP4 WPS 272.00 Hydraulic Conduit Data and Results Central Park Lane Drainage Analysis 10 -Year Storm Predevelopment Drainage Analys is E "' .r: ~ Q. G> VI .s c t:: 0 G> ~ G> Cl c. )( c 0 > "' 0 G> o.: :E ...J u; (ft) (ft) (fl) ('14) 262.80 0.00 40.00 o.so 264.00 0 .00 24.00 7.SO 26S.80 0.00 103 .00 3.11 269.00 0.00 14 8.00 0.68 270.00 4 .00 S I 0 .00 263.00 S.00 SS .00 0.00 Mu lti-Conduit 271.00 o.so 480.00 0.63 263 .61 4 .00 480.00 O.SO Multi-Conduit 274 .00 o.so 270.00 0 .00 266 .01 4 .00 270.00 o.so Multi-Conduit 274.00 o.so 228.00 0 .00 267.86 3.SO 228 .00 0.6 1 274.00 o.so 390.00 0 .77 274.00 o.so 3SO.OO 1.00 277.00 2 .00 S.00 2.00 272.00 2 .00 S.00 2.00 272.00 2 .00 S.00 2.00 272.00 2.00 S.00 2.00 274 .1 0 3.00 302 .00 0 .8 1 272.S9 3.00 2 10 .00 0.67 272.12 3 .SO 14 .00 0.7 1 269 .Sl 3.SO 348 .00 0 .72 ~ ·u ~ 0 0 Gi ii: > )( )( "' "' :E :E (els) (ft/s) 179.63 S.S6 77.7S 2.83 6S.80 4 .11 65 .05 2 .6 1 S9 .62 2.48 179.63 S.40 0 .00 0 .00 74.46 S.72 0.00 0 .00 S8 .90 S.94 0.00 0 .00 3S .33 S.93 6 .29 2 .22 6 .38 2 .38 3.44 3 .70 9 .83 4 .82 7 .66 4 .S3 2.11 3 .28 3 l.3S 7.32 33 .26 7.02 33 .26 6 .12 33 .2S 7.34 ...J ...J w w (/) (/) :!: :!: (/) a ::; (fl) (ft) 26S.49 264.80 267.06 266.Sl 270.70 267.06 272.39 270.70 277.14 272 .39 266.Sl 26S.49 267.76 266.Sl 268.98 267 .76 270.S2 268 .98 277.12 267.76 277.6S 268 .98 277.7 1 276.02 273.00 267.76 272 .92 268.9 8 272.61 270.S2 278.33 276.02 276.02 274 .27 274 .27 273 .74 273 .74 270.S2 Appendix A 0229-Hydraulic Links2 .x ls Outp ut • E GI "' E E E E "' "' "' z GI "' E t: !; GI C GI ....: ~ "O u; ~ "' "O c c. 0 0 0 c. c :J ::> z CZ ::> - (ft ) 0+40 DIS CULV Outfall 263 .00 1+14 EA i EA2 265 .80 1+38 NC2 EAl 269 .00 2+41 NC3 NC2 270 .00 3+89 . PASWC NC3 276 .00 Kre nek Tap EA2 D/S CULV 263.50 KTl WP7 EA2 KTl WP7 EA2 274 .00 KTl WP7 EA2 266.01 KT2 WP6 WP? KT2 WP6 WP7 274.00 KT2 WP6 WP7 267.36 KT3 WP5 WP6 KT3 WP5 WP6 274 .00 KT3 WP5 WP6 269.26 L56 EA3 WP7 277.00 L57 EA4 WP6 277.50 L58 EA5 WP2 277.10 L70 EA-38 WP7 272.10 L7 1 EA-48 WP6 272.10 L72 EA-58 WP5 272 .10 OS12 WP l WP2 276.55 OS23 WP2 WP3 274 .00 OS34 WP3 WP4 272.22 OS45 WP4 WP5 272 .00 Hydraulic Conduit Data and Results Centra l Park Lane Drainage Ana lysis 2 5 -Yea r Storm Pre d e ve lopme nt Drainage Analys is E "' .i: GI ... .. c. ... GI "' ;; c t: c GI ~ GI Cl c. )( c 0 > "' GI 0 c..: :E ..J u; (ft) (ft) (ft) (-%) 262 .80 0.00 40 .00 0.50 264 .00 0 .00 24.00 7.50 265 .80 0 .00 103.00 3 .11 269 .00 0 .00 148.00 0 .68 270.00 4 .00 5 10 .00 263.00 5 .00 55.00 0.00 Multi-Conduit 271.00 0 .50 480.00 0 .63 263.61 4.00 480.00 0 .50 Multi-Conduit 274.00 0.50 270 .00 0 .00 266.01 4.00 270 .00 0 .50 Multi-Conduit 274.00 0 .50 228.00 0.00 267 .86 3 .50 228 .00 0.6 1 274 .00 0.50 390.00 0.77 274 .00 0 .50 350.00 1.00 277 .00 2 .00 5.00 2.00 272 .00 2.00 5.00 2.00 272 .00 2.00 5.00 2.00 272 .00 2 .00 5.00 2.00 274.10 3 .00 302.00 0.8 1 272 .59 3.00 2 10.00 0.67 272 .12 3 .50 14 .00 0.7 1 269.51 3.50 348.00 0.72 ~ 0 u:: )( "' :E (cfs) 215.93 95 .17 79 .96 79 .00 72.01 215 .92 0 .00 87 .13 0 .00 68.27 0 .00 4 1.2 1 8.13 8.2 1 4.39 11 .87 9 .24 2.70 35 .84 38 .55 38 .55 38 .54 ~ ·c:; 0 Qi > )( "' :E (ft/s) 5.96 2.74 4.42 2.7 1 2.74 5.83 0 .00 5 .82 0 .00 6 .15 0 .00 6 .17 2.46 2.55 3.94 5 .04 4.74 3.48 7.52 7 .25 6.45 7.61 ..J ..J w w ~ en == ~ ~ ::> (ft) (ft) 265.69 264 .99 267 .16 266.92 270 .75 267 .16 272.50 270 .75 277.28 272.50 266 .92 265 .69 267 .94 266 .92 269.13 26 7.94 270.63 269.13 277 .14 267.94 277.67 269.13 277.77 276 .25 273.07 267.94 272 .98 269 .13 272.66 270 .63 278 .50 276 .25 276 .25 274.44 274.44 273.90 273.90 270.63 Appendix A 0229 -Hydraul ic Links2.xls Outp ut E GI "' E E ~ E "' "' "' Cl) VI f t:: z !:; GI C GI ...: VI "C ;: "C u; ~ c c. 0 0 0 c. c :J :::>Z CZ =>- (ft) 0+40 D/S CULV Outfall 263.00 1+14 EA i EA2 265 .8 0 1+38 NC2 EAi 269.00 2+41 NC3 NC2 270.00 3+89 PASWC NC3 276.00 Krenek Tap EA2 D/SCULV 263.50 KT! WP7 EA2 KT! WP7 EA2 274.00 KT ! WP7 EA2 266.0 1 KT2 WP6 WP7 KT2 WP6 WP7 274.00 KT2 WP6 WP7 267.36 KT3 WPS WP6 KT3 WPS WP6 274 .00 KT3 WPS WP6 269.26 L56 EA3 WP7 277.00 L57 EA4 WP6 277.SO L58 EAS WP2 277.10 L70 EA-3B WP7 272.10 L71 EA-4B WP6 272.10 L72 EA-SB WPS 272.10 OS12 WP ! WP2 276.SS OS23 WP2 WP3 274.00 OS34 WP3 WP4 272.22 OS4S WP4 WPS 272.00 Hydraulic Conduit Data and Results Centra l Park Lane Dra ina ge Ana lys is 100 -Year S torm Predevelo pment Drainage Analysis E "' J::. ~ .. c. GI VI J::. c t:: c Ci GI :I: GI >< c c. 0 > "' Cl) 0 c -= ~ ...I u; (ft) (ft) (ft ) (%) 262 .80 0 .00 40 .00 0.50 264.00 0 .00 24.00 7.50 265.80 0.00 103.00 3.1 1 269.00 0 .00 14 8 .00 0.68 270.00 4.00 5 10.00 263.00 5.00 55.00 0.00 Mu lti -Conduit 271.00 0 .50 480.00 0.63 263 .61 4 .00 480.00 o.so Mu lti-Conduit 274.00 o.so 270 .00 0 .00 266.01 4 .00 270 .00 0 .50 Multi-Conduit 274.00 O.SO 228.00 0 .00 267.86 3.SO 228 .00 0 .6 1 274 .00 o.so 390.00 0 .77 274 .00 o.so 3SO .OO 1.00 277.00 2.00 S.00 2 .00 272.00 2.00 S.00 2 .00 272.00 2 .00 5 .00 2 .00 272.00 2.00 S.00 2.00 274 .10 3.00 302.00 0 .8 1 272.59 3.00 2 10.00 0.67 272.12 3 .SO . 14 .00 0 .71 269 .51 3 .S O 348 .00 0.72 ;: 0 u::: >< "' ~ {els) 268.57 127 .30 I 00.56 99.52 89.38 268 .45 0 .00 104.22 0.00 8 1.21 0 .00 49.50 10 .8 0 10 .90 5 .77 14 .6 1 11 .38 3 .SS 42.12 4S.98 45 .99 45.97 ~ ·;:; 0 Gi > >< "' ~ (IVs) 6.48 2.65 4.80 2.86 3 .05 6.37 0 .00 5 .97 0 .00 6.41 0 .00 6.41 2 .76 2 .76 4.22 S.32 S.00 3.74 7.68 7 .S6 6.89 7.93 ...I ...I w w ~ (/) 3: ~ ~ ::::> c (ft) (ft ) 265.96 265.23 267.40 267.47 270.8 2 267.40 272.66 270.82 277.45 272 .66 267.47 265 .96 268.46 267.47 269.33 268.46 270.77 269.33 277.16 268.46 277.70 269 .33 277.84 276 .60 273.lS 268.46 273 .06 269 .33 272.72 270.77 278 .76 276.60 276 .60 274.66 274 .66 274 .1 3 274.13 270 .77 Appendix A 0229-Hydrauli c Links2.x ls Outpu t E Ill ., E E ~ E ., ., ., Ill VI I!! ~ z !:; Ill c: Ill ... ~ "t:J in g! VI "t:J c: c. 0 0 0 c. c: :J ::>Z Cl z ::> - (ft) 23 J3 12 272.90 34 14 J3 274.33 0+40 DIS CULV Outfa ll 263.00 1+14 NC I U/SCULV 26S .S O 1+3S NC2 NC I 269.00 IOOUT PA IO 14 27S.IO llOUT PA ii WP3 272.23 2+41 NC3 NC2 270 .00 3+S9 PAS WC NC3 276.00 30UT PA3 II 30UT PA3 II 274 .SS 30UT PA3 II 270.IS SOUT PAS PA? 271.10 60UT PA7 PA IA 269 .Sl 80UT PAS J2 272.?S 90UT PA9 J3 273 .93 Krenek Tap U/SCULV D/SCULV 263.50 KTI WP? U/SCULV KTI WP? UIS CULV 274.00 KT I WP? UIS CULV 266.0 1 KT2 WP6 WP? KT2 WP6 WP7 274.00 KT2 WP6 WP7 267.36 KT3 WP S WP6 KT3 WPS WP6 274 .00 KT3 WPS WP6 269.26 LS4 PA2 WP7 272.10 LSS PA4 WP7 272 .10 L64 N67 WP! 276.7S L6S N6S WP I 276.S6 L70 EA-3 8 WP? 272.10 L71 EA-48 WP6 272.10 L72 PA-128 WPS 272.10 OSI2 WP! WP2 276.SS OS23 WP2 WP3 274 .00 OS34 WP3 WP4 272.22 OS4S WP4 WPS 272.00 Pl II Pond 269.14 P2 PAIA Pond 269 .26 PA I APA ID PAID PAIA 271.46 PA612 12 PA? 271.SO PondOut Pond NCI PondOut Pond NC I 274 .00 PondOut Pond NC I 269.00 SI PAIA II 27S .SO S2 11S PA IA 276.20 S3 12S llS 276.SS S4 PAIB 12S 277.73 SS PAIC PAIB 27S .92 WIO PAIO PAIC 279.06 WS PAS J2S 276 .?S W9 PA9 PA l8 277 .S9 Hydraulic Conduit Data and Res ults Central Park Lane Drainage Ana lysis 10 - Year Storm Postdevelopment Drainage Ana lys is E ., .= ~ Q. Ill VI s c: ~ Cl Ill ~ Ill Cl c. >< c: 0 > ., Ill 0 Cl -= :E ...J iii (ft) (ft) (ft) ('14) 271.7S l.7S 230.00 o.so 273 .IS I.SO 23S.OO O.SO 262.SO 0.00 40.00 o.so 264.00 0.00 24 .00 7.SO 26S.SO 0.00 103 .00 3.11 274.SS l.2S 60 .92 o.s s 272.22 3.SO 1.00 1.00 269.00 0.00 14 S.OO 0.6S 270.00 4.00 SI0.00 1.18 Multi-Conduit 274 .S S o.so IS.00 2.00 269 .64 1.00 IOS.00 0.49 270.Sl I.SO IOS .12 0.S6 269.30 2.SO S4 .1 7 0.2S 272.2S l.2S SS.S9 0 .90 273.40 l.2S SS.S 9 0.90 263.00 S.00 SS .00 0 .9 1 Multi-Conduit 271.00 o.so 4SO .OO 0 .6 3 263.61 4 .00 4SO .OO o.so Mu lti-Conduit 274.00 o.so 270.00 0.00 266.0 1 4.00 270.00 o.so Multi-Conduit 274.00 o.so 22S .OO 0.00 267.S6 3.SO 22S .OO 0 .6 1 272.00 2 .00 S.00 2.00 272.00 2.00 S.00 2 .00 276.SS 2.00 S0.00 0.46 276.SS 2.00 1.00 1.00 272.00 2 .00 S.00 2.00 272.00 2.00 S.00 2.00 272.00 2.00 S.00 2.00 274 .1 0 3 .00 302 .00 O.S l 272.S9 3 .00 210 .00 0 .67 272.12 3.SO 14 .00 0 .7 1 269 .Sl 3.SO 34S.OO 0.72 269 .00 I.SO 2S.OO o.so 269.09 3.00 72.43 0.23 271.26 1.00 39.7S o.so 270.01 2.00 128 .63 1.16 Multi-Conduit 274.00 0.6S 20 .00 267.63 I.SO 110 .00 l.2S 274 .SS o.so 120.00 0.79 27S.SO o.so 9S.OO 0.74 276 .20 o.so SS.00 0.48 276 .S S o.so 230.00 0.4S 277.73 o.so 23S.OO 27S.92 o.so 20.00 0 .7 0 276.SS o.so 20.00 o.ss 277.73 o.so 20.00 o.so ~ . ., ~ 0 0 Qi u: > >< >< ., ., :E :E (cfs) (ft/s) 13.59 S.62 6.6S 3.74 164 .8 1 S.37 93.12 3 .39 6S.97 4 .11 7.26 S.90 6.62 1.03 64.94 2.62 S9.6 1 2.47 0.00 0.00 6.S6 S.22 12.13 6 .79 37.I S 7.S3 9.0S 7.32 7.33 S.91 164.S l S.2 1 0 .00 0 .00 71.2S S.70 0.00 0.00 SS.S6 s.ss 0.00 0.00 3S.6 1 6.0S 2.02 3 .24 O.S3 2.60 4.S7 0 .02 3 .62 0.01 9 .S4 4.S2 7.66 4.S3 2.17 3.30 30.?S 7.37 30.79 7.13 36.44 6.33 36.44 7 .S l 6.SO 3.6S S l.S6 7.17 2.66 3.SO 21.92 6.94 10 .0 1 l.S9 21.37 l l.9S 0.00 0.00 S.2 1 2.19 S.22 1.63 6.14 l.S6 3.I S l.3S 0.22 0.04 0 .90 0 .00 OAS 0 .00 ...J ...J w w (/) (/) ;: ;: IQ a ::> (ft) (ft) 277.47 27S.91 27S.S4 277.47 26S .40 264 .72 267 .IS 266 .33 270.6S 267 .IS 279 .07 27S.S4 274.SO 274.37 272.40 270.6S 277.14 272.40 274.7 7 274.3S 27S.62 274.97 274.97 274.6S 276.SS 27S .9 1 277.S? 277.47 266.33 26S.40 267.71 266.33 269.02 267.71 270.S9 269.02 272 .60 267 .71 272.46 267.71 278.30 27S.29 . 278 .30 27S.29 273 .0 0 267.71 272.92 269.02 272.61 270.S9 27S.29 27S .S4 27S.S4 274.37 274.37 273.S4 273.S4 270.59 274.3S 274.32 274.6S 274 .32 274.70 274.6S 27S .91 274.97 274.32 267 .IS 274.6S 274 .3S 276.32 274 .6S 276.79 276.32 277.92 276 .79 279.07 277.92 279.07 279.07 276.SS 276 .7 9 277.S? 277.92 Appendix A 0229-Hydraulic Links2.x ls Output E Gl .. E E ~ E .. .. .. Gl "' E t: z ~ Gl c: Gl -" "' 'O ~ 'O u; ~ c: c. 0 0 0 c. c: :J ::JZ oz ::J _ (ft) 23 J3 12 272 .90 34 14 J3 274 .33 0+40 DIS CULV Outfall 263 .00 1+14 NCI UIS CULV 265.SO 1+3S NC2 C l 269.00 lOOUT PA IO 14 275 .10 ll OUT PAil WP3 272.23 2+41 NC3 NC2 270.00 3+89 PASWC NC3 276.00 30UT PA3 11 30UT PA3 11 274 .S5 30UT PA3 11 270.15 50UT PA5 PA7 271.10 60UT PA7 PA I A 269 .5 1 SOUT PAS 12 272.7S 90UT PA9 J3 273 .93 Krenek Tap UISCULV DIS CULV 263 .50 KT! WP7 UIS CULV KT! WP7 UIS CULV 274.00 KT ! WP7 UIS CULV 266 .01 KT2 WP6 WP7 KT2 WP6 WP7 274 .00 KT2 WP6 WP7 267.36 KT3 WP5 WP6 KT3 WP5 WP6 274.0 0 KT3 WP5 WP6 269.26 L54 PA2 WP7 272.10 L55 PA4 WP7 272 .10 L64 N67 WP ! 276 .7S L65 N6S WP! 276.56 L70 EA-38 WP7 272.10 L71 EA-48 WP6 272.10 L72 PA-1 28 WP5 272.10 OS 12 WP! WP2 276.55 OS23 WP2 WP3 274.00 OS34 WP3 WP4 272.22 OS45 WP4 WP5 272.00 Pl 11 Pond 269.14 P2 PAIA Pond 269.26 PAlAPAlD PAID PAIA 271.46 PA612 12 PA7 271.50 PondOut Pond NCI PondOut Pond NC I 274 .00 PondOut Pond NC I 269.00 SI PAIA 11 275.50 S2 llS PAIA 276 .20 S3 12S JlS 276.58 S4 PA18 12S 277.73 S5 PAIC PA18 27S.92 WlO PAIO PAIC 279.06 W8 PA S 12S 276.75 W9 PA9 PAIB 277.S9 Hydraulic Conduit Data and Results Central Park Lane Drainage Analysis 25 -Year Storm Postd evelopment Drainage Analysis E .. .s::. ~ 0. Gl "' .s::. c: t: 0 c, Gl ~ Gl )( c: c. 0 > .. 0 Gl iii 0 .s ~ ...J (ft) (ft) (ft) (~) 271.75 1.75 230.00 0.50 273.15 1.50 235.00 0.50 262 .SO 0 .00 40 .00 0.50 264.00 0.00 24.00 7.50 265.SO 0.00 103 .00 3.11 274.5S 1.25 60 .92 O.S5 272.22 3.50 1.00 1.00 269 .00 0.00 14S .OO 0.6S 270 .00 4.00 510 .00 I.IS Multi-Conduit 274.55 0.50 15 .00 2.00 269.64 1.00 105 .00 0.49 270.5 1 1.50 105 .1 2 0 .56 269.30 2 .5 0 S4.17 0.25 272.25 1.25 5S.59 0.90 273.40 1.25 5S .59 0 .90 263.00 5.00 55.00 0.91 Multi-Conduit 27 1.00 0.50 4SO.OO 0.63 263.61 4.00 4SO.OO 0.50 Mu lt i-Conduit 274.00 0 .50 270.00 0.00 266.0 1 4.00 270 .00 0.50 Multi -Conduit 274.00 0.50 22S.OO 0.00 267.S6 3.50 22S.OO 0.61 272.00 2.00 5.00 2.00 272.00 2.00 5.00 2.00 276.55 2.00 50.00 0.46 276.55 2.00 1.00 1.00 272.00 2 .00 5.00 2.00 272.00 2 .00 5.00 2.00 272.00 2 .00 5.00 2.00 274.10 3 .00 302.00 O.Sl 272.59 3.00 2 10 .00 0.67 272.12 3.50 14.00 0 .71 269.51 3.50 34S.OO 0.72 269.00 1.50 2S.OO 0.50 269.09 3.00 72.43 0.23 271.26 1.00 39 .7S 0.50 270.01 2.00 12S.63 1.1 6 Mu lt i-Conduit 274.00 0 .65 20.00 267.63 1.50 11 0.00 1.25 274 .55 0 .50 120 .00 0.79 275.50 0.50 95.00 0.74 276.20 0 .50 S5.00 0.48 276.5S 0 .50 230.00 0.48 277.73 0.50 235.00 27S.92 0 .50 20.00 0.70 276.5S 0.50 20.00 0 .85 277.73 0 .50 20 .00 o.so ~ ·o ~ 0 0 Qi u: > )( )( .. .. ~ ~ (cfs) (ft/s) 13.57 5.61 6.63 3 .73 201.37 5.Sl 121.92 3 .3 4 S0.47 4.42 7 .27 5 .8S 7 .77 l.l l 7S.47 2.73 72.0 1 2 .73 1.49 1.34 6 .5 0 S.15 12.36 6 .92 37.36 7.57 9.09 7.33 S.S7 7 .15 201.37 5.67 0.00 0.00 8 1.S2 5.79 0.00 0 .00 66.79 6.04 0.00 0.00 44 .50 6.27 2.43 3.40 1.00 2.72 5 .SS 0 .02 4 .11 o.oi 11.87 5.05 9.24 4.74 2.57 3.44 35.30 7.55 35.2S 7.36 41.94 6.66 41.93 7.76 6.45 3.62 52.57 7.42 3.1 1 3.92 21.S7 6.92 22.05 2.67 2 1.69 12.16 0.00 0.00 S.S6 2.70 S.8S 1.96 11.09 2.06 6.02 1.85 2 .7 3 0 .8 1 2 .22 0.00 2.44 0.66 ...J ...J w w Cf) Cf) 3: 3: !Q a ::J (ft) (ft) 277.64 276 .27 278.63 277.64 265.61 264.91 267.2S 266.74 270.70 267.2S 279.14 27S.63 274.6S 274 .54 272.52 270.70 277 .2S 272.52 274.90 274.59 275 .95 275.41 275.41 275 .05 276.S3 276 .2 7 277.97 277.64 266.74 265 .6 1 267.S5 266.74 269.15 267 .S5 270.70 269 .15 272.63 267 .S5 272.4S 267.S5 27S.47 27S.47 27S.47 27S.47 273.07 267.S5 272.9S 269.15 272.65 270 .70 27S.47 276.01 276 .01 274 .54 274.54 274 .01 274.01 270 .70 274.59 274.4S 275 .05 274.4S 275.13 275.05 276.27 275.41 274.4S 267 .2S 275.05 274.59 276.36 275 .05 276.S4 276.36 277.97 276.S4 279.12 277.97 279.14 279.12 276.83 276.84 277.97 277 .97 Appendix A 0229-Hydrauli c Links2.x ls Output E Cl> .. E E ~ E .. .. u; .. Cl> ~ t:: z .::. Cl> c: Cl> u; ~ _,. en "C ~ "C c: c. 0 0 0 c. c: :J :::> z CZ :::> - {ft ) 23 J3 12 272.90 34 14 J3 274.33 0+40 D/S CULV O utfa ll 263.00 1+14 NC I U/SCULV 26S .S O l+3S NC2 NCI 269.00 l OOUT PA I O 14 27S.10 ll OUT PAil WP3 272 .23 2+4 1 NC3 NC2 270.00 3+S9 PASWC NC3 276.00 30UT PA3 ll 30UT PA3 11 274.SS 30UT PA3 11 2 70 .lS SOUT PAS PA7 27 1.1 0 60UT PA7 PA I A 269.S l SOUT PAS 12 272.7S 90UT PA9 J3 273 .93 Krenek Tap U/SCULV D/S CULV 263.SO KT! W P7 U/S CULV KT! WP7 UIS CULV 274.00 KT I WP7 U/SCULV 266.0 1 KT2 W P6 WP7 KT2 W P6 WP7 274.00 KT2 WP6 WP7 267.36 KT3 WPS WP6 KT3 WPS WP6 274.00 KT3 W PS WP6 269.26 LS4 PA2 WP7 272.10 LSS PA4 WP7 272 .10 L64 N67 WP ! 276.7S L 6S N6S WP I 276.S6 L70 EA-3B WP7 272 .10 L71 EA-4B WP6 272.10 L72 PA-12B WPS 272.10 OS 12 WP ! WP2 276.SS OS23 WP2 WP3 274.00 OS34 WP3 WP4 272.22 OS4S W P4 WPS 272.00 P l ll Pond 269.1 4 P2 PA I A Pond 269.26 PA I APA I D PA ID PA I A 27 1.4 6 PA612 12 PA7 271.SO PondO ut Pond NC I PondO ut Pond NC I 274.00 PondOut Pond NC I 269.00 SI PA I A ll 27S.50 S2 l l S PA I A 276.20 S3 12S JI S 276.SS S4 PA I B 12S 277.73 SS PA I C PA IB 27S .92 W l O PA I O PA I C 279 .06 WS PAS 12S 276.7S W9 PA9 PAIB 277 .S9 Hydraulic Conduit Data and Results Ce ntral Park Lane Drainage Analysis 100 -Year Sto rm Postd eve loprnen t Draina ge An alysi s E .. .:: g Ci. Cl> en 5 c: t:: c ~ ~ Cl> Cl )( c: 0 > .. Cl> 0 c .: ::i; _. u; (ft) (ft) (ft) (-14) 271.7S J.7S 230.00 o.so 273 .l S I.SO 23S .OO o.so 262 .80 0.00 40.00 o.so 264.00 0 .00 24.00 7.SO 26S.SO 0 .00 103 .00 3.11 274.SS l.2S 60.92 O.S5 272.22 3 .SO 1.00 1.00 269.00 0 .00 14S.OO 0 .6S 270.00 4.00 S l 0.00 l.l S Multi-Conduit 274.S S 0 .50 I S.00 2.00 269.64 1.00 IOS.00 0 .49 270.S I I.SO l OS .1 2 O.S6 269.30 2 .SO S4 .17 0.2S 272 .2S J.2S SS.S9 0 .90 273.40 l.2S SS.S9 0 .90 263.00 S.00 SS.00 0.9 1 Mu lti-Conduit 271.00 o.so 4SO .OO 0.63 263.6 1 4.00 4SO .OO o.so Mult i-Conduit 274.00 O.S O 270.00 0 .00 266.0 1 4 .00 270.00 o.so Multi-Conduit 274.00 o.so 22S.OO 0 .00 267.S 6 3.50 22S.OO 0.6 1 272.00 2 .00 S.00 2.00 272.00 2 .00 S.00 2.00 276 .SS 2.00 S0 .00 0.46 276.SS 2 .00 1.00 1.00 272.00 2 .00 S.00 2.00 272.00 2.00 S.00 2.00 272 .00 2 .00 S.00 2 .00 274.10 3 .00 302 .00 O.S l 272.S9 3 .00 2 10 .00 0 .67 272.12 3.50 14.00 0.7 1 269 .S I 3.50 34S .OO 0.72 269.00 I.SO 2S .OO o.so 269.09 3 .00 72.43 0 .23 271.26 1.00 39.7S o.so 270.0 1 2 .00 12S.63 1.1 6 Mu lti-Conduit 274 .00 0 .6S 20.00 267.63 I.SO 110 .00 l.2S 274.SS o.s o 120.00 0 .79 27S .SO O.SO 9S.OO 0.74 276.20 o.so SS.00 0.4S 276.SS o.so 230.00 0.4S 277.73 o.s o 23S .OO 27S .92 o.so 20.00 0 .70 276.SS o.so 20.00 o.ss 277.73 O.S O 20.00 o.so ~ 0 U: )( .. ::i; {cfs) 13.48 6 .68 2S6 .02 162.0S 100.44 6 .SS 9.2S 9S.S4 S9.39 S.S3 6.13 I l.6S 3S .S4 S.6 1 s.os 2SS .97 0.00 9S.5 l 0.00 77.6S 0.00 52 .SS 3.00 1.24 7.2 3 5 .14 14 .60 11.37 3 .09 41.43 4 1.39 49.47 49.47 S.3S S4.59 3.4 1 2 1.20 37.67 22.13 4 .I S 23 .I S 23.20 19.6S 10 .20 S.82 4.47 S.63 ~ ·c::; 0 4i > )( .. ::i; (fVs) S.S7 3 .74 6.36 3.29 4 .76 S.S 7 1.20 2.8S 3.0S 2.0 1 7.67 6.52 7.26 6.94 6.S I 6.26 0.00 S.92 0 .00 6 .l S 0.00 6 .S4 3 .SS 2 .S7 0 .03 O.D2 S.3 1 4.99 3.6 1 7.73 7.60 7 .11 S.06 4 .66 7.6S 4 .2 S 6 .7 1 3 .02 12.40 0 .9 S 3 .9S 2.67 2.S2 2.24 1.22 0 .66 1.03 _. _. w w (/) (/) ~ ~ !!! !!! :::> c (ft) (ft) 277.78 276.S9 278.72 277.78 26S.89 26S .17 267.41 267.33 270.73 267.41 279.20 27S .72 274.92 274.7S 272.67 270.73 277.4S 272.67 274.99 27S .O l 276.32 27S.9 1 27S .91 27S .60 276.96 276.S9 27S.04 277.78 267.33 26S .S9 26S.10 267.33 269.31 26S .10 270.S4 269.31 272.6S 26S .10 272.S2 26S.10 27S .72 27 S.7 1 27S .7 1 27S .71 273 .lS 26S .10 273.06 269.3 1 272.69 270.S4 27S.7 1 276.26 276.26 274.7S 274.7S 274.24 274.24 270.S4 27S .Ol 274.69 27S .60 2 74.69 27S.76 27S .60 276.S9 27S .91 274.69 267.41 27S .60 27S.Ol 276.49 27S .60 276.96 276.49 27S .04 276.96 279.18 27S .04 279.20 279 .1 8 276.96 276.96 27S.04 27S.04 Appendix A 0229-Hydrau lic Links2.x ls O utput E 41 Cll E E ~ Cll Cll 41 "' z .!:; 41 c: 41 .... "'i:;:J 3: i:;:J c: Q. 0 0 0 :J ::> z oz 23 J3 12 34 J4 J3 0+40 D/SCULV O utfa ll 1+14 NCI UIS CULV 1+38 NC2 NC I IOOUT PA IO J4 ll OUT PAllB WP3 2+4 1 NC3 NC2 3+S 9 PASWC NC3 30UT PA 3 11 30UT PA3 11 30UT PA3 11 50UT PA5 PA7 60UT PA 7 PA IA SOUT PA S J2 90UT PA9 J3 Krenek T a p U/SCULV DIS CULY KTI WP7 UIS CULY KTI WP7 UIS CULV KTI WP7 U/S CULV KT2 WP6 WP7 KT2 WP6 WP7 KT2 WP6 WP7 KT3 WP5 WP6 KT3 WP5 WP6 KT3 WP5 WP6 L54 PA2 WP7 L55 PA4 WP7 L61 PAllA PAllB L62 PA12A PA12B L63 PA12B WP5 L64 N67 WP I L65 N6S WP I L70 EA-3B WP7 L71 EA-4B WP6 OSl2 WP I WP2 OS23 WP2 WP3 OS34 WP3 WP4 OS45 WP4 WP5 Pl 11 Pond P2 PAIA Pond PA IAPA I D PAID PA I A PA612 12 PA7 Pond Out Pond NC I PondO ut Pond NC I PondO ut Pond NC I S I PAIA 11 S2 Jl S PAIA S3 12S Jl S S4 PAIB J2S S5 PAIC PA IB W l O PAIO PA I C W8 PA S J2S W9 PA9 PA IB Hydraulic Conduit Data and Results Central Park Lane Drainage Analysis 10 -Year Storm Postd evelopment Drain age Analysis with Central Park lane E Cll ~ E ~ 3: Cll iii 41 .r:. 0 ~ t: u: c: t: 0 Ci 41 u; ~ 3: 41 >< c: Q. >< Q. c: 0 > Cll 41 0 Cll ::> -0 .E ::E _J iii ::E (ft) (ft) (ft) (ft) (%) (els) 272 .90 271.75 1.75 230 .00 0.50 13.56 274 .33 273.15 1.50 235 .00 0.50 6.90 263 .00 262.SO 0 .00 40.00 0.50 163 .SO 265 .SO 264.00 0 .00 24 .00 7.50 93 .12 269.00 265 .80 0 .00 103.00 3.11 65 .97 275.10 274 .58 1.25 60.92 O.S5 7.42 272 .23 272 .22 3.50 1.00 1.00 6.90 270 .00 269.00 0 .00 14 S.OO 0.6S 64 .94 276 .00 270.00 4 .00 5 10.00 I.I S 59.6 1 Mu lti-Cond uit 274 .S5 274 .55 0 .50 15.00 2 .00 0.00 270.15 269 .64 1.00 10 5.00 0.49 6.55 271.10 270.5 1 1.50 105 .12 0.56 12 .15 269.5 1 269 .30 2.50 S4 .1 7 0 .25 37 .I S 272.7S 272.25 1.2 5 5S .59 0 .90 9.0S 273 .93 273.40 1.25 5S .59 0 .90 7 .49 263 .50 263.00 5.00 55 .00 0 .9 1 163 .S O Multi-Condu it 274 .00 271.00 0 .50 4SO .OO 0 .63 0.00 266 .0 1 263.6 1 4.00 4 SO.OO 0 .50 7 1.45 Mu lti-Conduit 274.00 274.00 0 .50 270 .00 0.00 0 .00 267.36 266 .01 4.00 270 .00 0.50 59 .03 Multi-Conduit 274 .00 274.00 0 .50 22 S.OO 0.00 0 .00 269.26 267.S6 3.50 22S .OO 0.61 4 1.5 0 272 .10 272 .00 2.00 5.00 2.00 2 .02 272 .10 272.00 2.00 5.00 2 .00 O.S3 275 .92 274.47 1.25 75 .00 1.93 3.3S 273 .17 272.42 1.25 50.00 1.50 2.42 272 .17 271.57 1.50 60.00 1.00 4 .7S 276 .7 S 276.55 2.00 50.00 0.46 4 .S7 276.56 276.55 2 .00 1.00 1.00 3.62 272 .10 272.00 2 .00 5.00 2 .00 9.S4 272.10 272.00 2.00 5.00 2.00 7 .66 276.55 274.10 3.00 302 .00 O.SI 30.7S 274 .00 272.59 3.00 2 10.00 0.67 30.79 272.22 272.12 3.50 14 .00 0.71 36.73 272 .00 269 .5 1 3.50 34S .OO 0.72 36.73 269 .14 269 .00 1.50 2S .OO 0.50 6.52 269 .26 269.09 3.00 72 .43 0 .23 5 1.59 27 1.4 6 271.26 1.00 39 .7 S 0.50 2 .65 271.50 270.0 1 2.00 12S .63 1.16 21.92 Multi-Condu it 274 .00 274.00 0.65 20.00 10 .01 269 .00 267.63 1.50 11 0 .00 1.25 2 1.37 275 .50 274 .55 0.50 120.00 0.79 0 .00 276.20 275 .50 0.50 95 .00 0 .7 4 5.2 1 276.58 276.20 0.50 85.00 0.48 5.22 277.73 276.5S 0 .50 230 .00 0.4S 6.14 278.92 277.73 0.50 235.00 3.18 279 .06 27S .92 0.50 20 .00 0.70 0 .22 276 .75 276.58 0 .50 20.00 O.S5 0.90 277.S9 277.73 0 .50 20.00 o.s o 0.45 ~ " 0 "ii > >< Cll ::E (!Us) 5 .60 3.SS 5.36 3.41 4 .11 5.99 1.05 2.62 2.47 0 .00 S.21 6.SO 7 .54 7.32 6 .04 5.20 0 .00 5.70 0.00 5.S9 0 .00 6.16 3.24 2 .60 6.SO 5.67 5.S l 0 .02 O.Ql 4.82 4 .53 7.37 7.13 6.35 7.63 3.66 7.17 3.50 6.94 1.89 11.98 0 .00 2.19 1.63 1.56 1.35 0.04 0 .00 0 .00 _J _J w w !/) !/) ~ ~ !!? !!? ::> 0 (ft) (ft) 277 .47 275 .91 27S .54 277 .47 265.40 264 .72 267 .15 266 .31 270 .65 267.15 279 .07 278 .54 274.59 274 .3S 272.40 270 .65 277.14 272 .4 0 274.77 274 .3S 275.61 274 .97 274 .97 274 .65 276 .5S 275.91 277.S7 277.47 266.31 265.40 267 .72 266 .31 269 .02 267 .72 270 .64 269 .02 272.60 267 .72 272.46 267 .72 276.45 274.59 273 .64 272.SS 272 .SS 270.64 27S.30 27S.29 27S .30 27 S.2 9 273 .00 267 .72 272 .92 269 .02 27S .29 275 .84 275.84 274 .3S 274.38 273 .8 1 273.81 270 .64 274.38 274 .32 274.65 274 .32 274.70 274 .65 275.91 274 .97 274.32 267 .15 274 .65 274 .38 276.32 274 .65 276.79 276 .32 277 .92 276.79 279 .07 277.92 279 .07 279 .07 276 .58 276.79 277.87 277.92 Append ix A 0229-H ydra uli c Links2.x ls Outpu t E .. "' E E ~ "' "' .. "' z .::. .. c .. -"' "' ,, ~ "8 c Q. 0 :::i ::> z oz 23 J3 J2 34 J4 J3 0+40 D/S CULV Outfall 1+14 NCI UIS CULV 1+38 NC2 NCI IOOUT PAIO J4 llOUT PAll8 WP3 2+41 NC3 NC2 3+89 PAS WC NC3 30UT PA3 II 30UT PA3 II 30UT PA3 II 50UT PA5 PA7 60UT PA7 PAIA BOUT PAS J2 90UT PA9 J3 Krenek Tap U/S CULV D/SCULV KTI WP7 U/SCULV KTI WP7 U/S CULV KTI WP7 U/S CULV KT2 WP6 WP7 KT2 WP6 WP7 KT2 WP6 WP7 KT3 WP5 WP6 KT3 WP5 WP6 KT3 WP5 WP6 L54 PA2 WP7 L55 PA4 WP7 L61 PA ll A PA l l8 L62 PAl2A PA l 28 L63 PA128 WP5 L64 N67 WPI L65 N68 WP I L70 EA-38 WP7 L71 EA-48 WP6 OSl2 WPI WP2 OS23 WP2 WP3 OS34 WP3 WP4 OS45 WP4 WP5 P l I I Po nd P2 PAIA Pond PAIAPAlD PAID PA IA PA6J2 J2 PA7 Pond Ou t Pond NCI Pond Out Pond NCI Pond Ou t Pond NCI S I PAIA II S2 J IS PAIA S3 J2S JIS S4 PA l 8 J2S S5 PA IC PA l 8 W IO PAIO PA IC W8 PA8 J2S W9 PA9 PA l 8 Hydraulic Conduit Data and Results Centra l Park Lane Dra inage Analysis 25 -Year Storm Postdevelo pm ent Drainage An alysis with Ce ntra l Park Lane E "' .s::: E e Q. ~ "' u; .. .s::: e t: u:: c t: 0 c, .. t; ~ ~ .. >< c Q. >< :3" .5 0 > "' .. 0 "' 0 .5 ::E .J iii ::E (fl) (fl) (fl) (ft) (~) (els) 272.90 271.75 1.75 230 .00 0.50 13 .57 274.33 273 .15 1.50 235 .00 0.50 6.63 263 .00 262.80 0 .00 40 .00 0.50 200.21 265.80 264 .00 0.00 24 .00 7 .50 121.92 269.00 265 .8 0 0 .00 103 .00 3.11 80.47 275.10 274 .58 1.25 60.92 0 .85 7 .27 272 .23 272.22 3.50 1.00 1.00 8.13 270.00 269.00 0 .00 148 .00 0.68 78.47 276.00 270.00 4 .00 510 .00 1.1 8 72.01 Multi-Conduit 274 .85 274 .55 0 .50 15.00 2.00 1.49 270.15 269 .64 1.00 105.00 0.49 6 .50 27 1.1 0 270.5 1 1.50 105 .12 0.56 12.36 269 .5 1 269 .30 2.50 84 .17 0.25 37 .36 272 .78 272.25 1.25 58 .59 0 .90 9 .09 273 .93 273.40 1.25 58 .59 0.90 8.87 263 .50 263 .00 5.00 55 .00 0.91 200.21 Multi-Conduit 274 .00 271.00 0.50 480.00 0 .63 0 .00 266 .01 263 .61 4 .00 4 80.00 0 .50 82 .11 Multi-Conduit 274 .00 274 .00 0 .50 270.00 0 .00 0 .00 267 .36 266.0 1 4 .00 270 .00 0.50 67 .03 Mu/ti-Conduit 274 .00 274.00 0 .50 228 .00 0.00 0 .00 269 .26 267.86 3.50 228 .00 0.6 1 47 .93 272 .10 272 .00 2.00 5.00 2 .00 2.43 272 .10 272 .00 2.00 5.00 2.00 1.00 275 .92 274.47 1.25 75 .00 1.93 3.98 273 .17 272.42 1.25 50.00 1.50 2.84 272 .17 271.57 1.50 60 .00 1.00 5.62 276 .78 276.55 2.00 50.00 0.46 5.88 276.56 276.55 2.00 1.00 1.00 4 .11 272 .10 272 .00 2.00 5.00 2.00 11.87 272.10 272 .00 2.00 5.00 2.00 9.2 4 276 .55 274 .10 3.00 302 .00 0 .8 1 35 .30 274 .00 272.59 3.00 210 .00 0.67 35 .28 272 .22 272.12 3.50 14 .00 0 .7 1 42 .30 272 .00 269.5 1 3 .50 348 .00 0.72 42 .30 269.14 269 .00 1.50 28 .00 0.50 6.45 269 .26 269.09 3.00 72.43 0.23 52 .57 27 1.46 271.26 1.00 39 .78 0.50 3.11 271.50 270.01 2.00 128 .63 1.16 21.87 Multi-Condu it 274.00 274 .00 0 .65 20.00 22 .05 269 .00 267 .63 1.50 110.00 1.25 21.69 275 .50 274.55 0 .50 120 .00 0.79 0.00 276 .20 275.50 0 .50 95.00 0.74 8.86 216 .58 276.20 0 .50 85 .00 0.48 8.88 277.73 276.58 0 .50 230 .00 0.48 11.09 278 .92 277.73 0.50 235 .00 6.02 279 .06 278.92 0.50 20 .00 0 .70 2.73 276 .75 276.58 0.50 20.00 0.85 2.22 277.89 277.73 0 .50 20.00 0.80 2.44 ~ u 0 4i > >< "' ::E (ft/s) 5.61 3.73 5 .7 9 3.36 4.42 5.88 1.13 2 .73 2 .7 3 1.34 8.15 6.92 7.57 7.33 7.15 5.66 0 .00 5 .79 0.00 6.05 0.00 6.38 3.40 2 .72 7.10 5 .8 3 6 .04 0 .02 0.02 5.05 4 .74 7.55 7.36 6 .68 7.89 3.62 7.42 3 .92 6 .92 2 .67 12 .16 0.00 2 .70 1.96 2 .06 1.85 0 .8 1 0 .00 0 .66 .J .J w w UI UI == == ~ ~ 0 (fl) (ft) 277.64 276 .27 278.63 277.64 265 .60 264 .91 267 .28 266 .73 270 .70 267.2 8 279 .14 27 8.63 274 .78 274 .55 272 .52 270.70 277.28 272 .52 274 .90 274.59 275.95 275.41 275.41 275 .05 276.83 276.27 277 .97 277.64 266 .73 265 .60 267.86 266.73 269 .15 267 .86 270.76 269 .15 272 .63 267 .86 272.48 267 .86 276.50 274 .78 273.69 272.95 272.95 270 .76 278.47 278.47 278.47 27 8.47 273 .07 267.86 272 .98 269 .15 278.47 276.01 276 .01 274 .55 274 .55 273.98 273.98 270 .76 274 .59 274 .48 275 .05 274.4 8 275 .13 275 .05 276 .27 275.41 274.48 267.28 275 .05 274.59 276.36 275 .05 276.84 276 .36 277 .97 276 .8 4 279.12 277 .97 279.14 279.12 276 .83 276 .84 277.97 277.97 Appendix A 0229-Hydraulic Links2.x ls Outp ut E II> .. E E e .. .. Ui II> z !:; II> c: II> "' "' ,, ~ ,, c: Q. 0 0 0 :J :::> z CZ 23 J3 J2 34 J4 J3 0-+40 DIS CULV Outfall 1+14 NCI UIS CULV 1+3S NC2 NC I IOOUT PAIO J4 l l OUT PA l l8 WP3 2+41 NC3 NC2 3+S9 PASWC NC3 30UT PA3 II 30UT PA3 II 30UT PA3 II SOUT PAS PA7 60UT PA7 PA I A SOUT PAS J2 90UT PA9 J3 Krenek Tap UIS CULV D/SCULV KTI WP7 U/S CULV KTI WP7 U/S CULV KTI WP7 U/S CULV KT2 WP6 WP7 KT2 WP6 WP7 KT2 WP6 WP7 KT3 WPS WP6 KT3 WPS WP6 KT3 WPS WP6 LS4 PA2 WP7 LSS PA4 WP7 L61 PA l lA PAl l 8 L62 PA 12A PAl28 L63 PAl28 WPS L64 N67 WPI L6S N68 WPI L70 EA-38 WP7 L71 EA-48 WP6 OS l 2 WPI WP2 OS23 WP2 WP3 OS34 WP3 WP4 OS4S WP4 WPS Pl II Po nd P2 PA IA Pond PAI APA ID PAID PAIA PA6J2 J2 PA7 Pond Out Pond NCI PondOut Pond NCI PondOut Pond NCI S I PA I A II S2 J I S PA IA S3 J2S JIS S4 PAIB J2S SS PA I C PA l 8 WIO PA I O PA I C W8 PAS J2S W9 PA9 PA l 8 Hydraulic Conduit Data and Results Central Park Lane Dra inage Analysis 100 -Year Storm Postdevelopment Drain age A nal ysis with Centra l Pa rk Lane E .. .:: E ~ Q. ~ .. II> .:: 0 et "' u: c: t c 0, II> t; ~ ~ II> >< c: Q. >< g .E 0 > .. II> 0 .. c .E ::E __, iii ::E (ft) (ft) (ft) (ft) (~) (els) 272.90 271.7S l.7S 230.00 O.SO 13.4 S 274.33 273.IS I.SO 23S.OO O.SO 6 .69 263 .00 262.SO 0 .00 40.00 O.SO 2S4 .S6 26S.SO 264.00 0.00 24.00 7.SO 161.99 269 .00 26S.SO 0.00 103.00 3.1 1 100.39 27S.10 274 .SS l.2S 60.92 o.ss 6.90 272 .23 272.22 3.SO 1.00 1.00 9.69 270.00 269.00 0.00 14S.OO 0.6S 9S.4S 276.00 270.00 4 .00 S I0.00 I.IS S9.36 Multi-Conduit 274.SS 274.SS o.so I S.00 2.00 S.7S 270 .I S 269.64 1.00 IOS .00 0.49 6.13 271.10 270.SI I.SO I OS .12 0.S6 I l.6S 269.S I 269 .3 0 2.SO S4.17 0.2S 3S .S4 272.7S 272 .2 S l.2S SS.S9 0 .90 S.61 273 .93 273.40 l.2S SS .S9 0.90 7.9S 263.SO 263.00 S.00 SS.00 0 .9 1 2S4.5 I Multi-Conduit 274 .00 271.00 o.so 4SO .OO 0.63 0.00 266.01 263.61 4 .00 4SO.OO o.so 9S.S2 Multi-Conduit 274.00 274.00 o.so 270 .00 0 .00 0.00 267 .36 266.01 4 .00 270.00 o.so 77.94 Multi-Conduit 274 .00 274 .00 o.so 22S.OO 0.00 0 .00 269.26 267.S6 3.SO 22S.OO 0.6 1 S6 .63 272 .1 0 272.00 2.00 S.00 2.00 3.00 272 .1 0 272.00 2.00 S.00 2.00 1.24 27S.92 274.47 l.2S 7S .00 1.93 4.74 273 .17 272.42 l.2S S0.00 I.SO 3 .39 272.17 271.S7 I.SO 60.00 1.00 6.71 276.7S 276.SS 2 .00 S0.00 0.46 7.23 276.S6 276.SS 2.00 1.00 1.00 S.14 272.10 272.00 2.00 S.00 2.00 14.60 272 .10 272 .00 2.00 S.00 2.00 11.37 276 .SS 274.10 3.00 302.00 O.S I 41.43 274.00 272 .S9 3.00 210.00 0.67 41.40 272 .22 272 .12 3.SO 14 .00 0.7 1 49.92 272.00 269.S I 3.SO 348.00 0.72 49.92 269.1 4 269 .00 I.SO 28.00 o.so 8.37 269.26 269.09 3.00 72.43 0.23 S4.SS 271.46 271.26 1.00 39.7S o.so 3.41 271.SO 270.0 1 2 .00 128 .63 1.16 21.21 Multi-Conduit 274 .00 274.00 0.6S 20.00 37.6S 269.00 267.63 I.SO 110 .00 l.2S 22.13 27S.SO 274.SS o.so 120.00 0.79 4.14 276 .20 27S .SO o.so 9S.OO 0.74 23.16 276.S8 276.20 o.so 85.00 0.48 23 .18 277.73 276.S8 o.so 230.00 0.48 19 .68 278.92 277.73 o.so 23S .00 10 .20 279.06 278.92 o.so 20.00 0.70 S.82 276 .7S 276.SS o.so 20.00 o.ss 4.46 277.89 277.73 o.so 20.00 0.80 S.62 ~ (,) 0 Qi > >< .. ::E (ft/s) S.S7 3.7S 6.3S 3.31 4 .76 S.S 6 1.23 2 .SS 3.0S 2.01 7.67 6.S4 7.26 6.94 6.43 6.24 0.00 S.91 0.00 6.19 0 .00 6.66 3.SS 2 .S7 7.42 S.90 6.30 0,03 0 .02 S.32 4 .99 7.74 7.60 7.13 8.20 4.6S 7.67 4 .28 6.72 3.02 12.40 0 .94 3.9S 2.67 2 .S2 2.24 1.22 0.66 1.03 __, __, w w en en ~ ~ 3 a (ft) (ft) 277.7S 276.S9 27S .72 277.7S 26S.S9 26S .17 267.41 267.32 270 .73 267.41 279.20 27S .72 27S.03 274.77 272.67 270.73 277.4S 272.67 274.99 27S.01 276 .3 1 27S.91 27S.9 1 27S.60 276.96 276.S9 27S.04 277.7S 267 .32 26S.S9 26S.IO 267 .3 2 269 .32 26S.IO 270.92 269 .32 272.6S 26S.IO 272.S2 26S .IO 276.S7 27S .03 273.74 273 .04 273.04 270.92 27S.72 27S.71 278.71 278.71 273 .IS 268 .10 273.06 269.32 278.71 276.26 276.26 274.77 274.77 274 .20 274.20 270 .92 27S.OI 274.69 27S.60 274 .69 27S .7S 27S .60 276.S9 27S.91 274.69 267.41 27S.60 27S.01 276.49 27S.60 276.96 276.49 278 .04 276.96 279.18 27S.04 279.20 279.IS 276.96 276.96 278.04 27S.04 Appendix A 0229-Hydrau lic Links2.x ls Output APPENDIXB SHORT DURATION STORM Pre-Development Conditions 'II: ~ c. "' ... Cl Ill Ill e .., l 14) "C ci: ci: >-:i: w w w Qp 11.1 4.5 2.8 Tc 10.0 10.0 10.0 inc 1.0 1.0 1.0 Time cfs cfs cfs 0.0 0.0 0.0 0.0 1.0 1.1 0.4 0.3 2.0 2.2 0.9 0.6 3.0 3.3 1.3 0.8 4.0 4.4 1.8 1.1 5.0 5.5 2.2 1.4 6.0 6.7 2.7 1.7 7.0 7.8 3.1 1.9 8.0 8.9 3.6 2.2 9.0 10.0 4.0 2.5 10.0 11.1 4.5 2.8 11.0 10.5 4.2 2.6 12.0 10.0 4.0 2.5 13.0 9.4 3.8 2.3 14.0 8.9 3.6 2.2 15.0 8.3 3.4 2.1 16.0 7.8 3.1 1.9 17.0 7.2 2.9 1.8 18.0 6.7 2.7 1.7 19.0 6.1 2.5 1.5 20.0 5.5 2.2 1.4 21.0 5.0 2.0 1.2 22.0 4.4 1.8 1.1 23.0 3.9 1.6 1.0 24.0 3.3 1.3 0.8 25.0 2.8 1.1 0.7 26.0 2.2 0.9 0.6 27.0 1.7 0.7 0.4 28.0 1.1 0.4 0.3 29.0 0.6 0.2 0.1 30.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 36.0 0.0 0.0 0.0 37.0 0.0 0.0 0.0 38.0 0.0 0.0 0.0 39.0 0.0 0.0 0.0 40.0 0.0 0.0 0.0 41.0 0.0 0.0 0.0 42.0 0.0 0.0 0.0 43.0 0.0 0.0 0.0 44.0 0.0 0.0 0.0 45.0 0.0 0.0 0.0 60.0 0.0 0.0 0.0 PEAK FLOWS 11.1 4.5 2.8 PEAK FLOW HYDROGRAPHS Central Park Lane Drainage Analysis 10-Year Storm D.A. # 10 I-w w a: Ill I-14) If) ci: !'.= N .., ~ I-I-w ~ ~ ~ 1.7 7.2 5.3 5.3 8.0 10.0 10.0 10.0 10.0 10.0 1.0 1.0 1.0 1.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.2 0.7 0.5 0.5 0.8 0.3 1.4 1.1 1.1 1.6 0.5 2.2 1.6 1.6 2.4 0.7 2.9 2.1 2.1 3.2 0.8 3.6 2.6 2.6 4.0 1.0 4.3 3.2 3.2 4.8 1.2 5.1 3.7 3.7 5.6 1.4 5.8 4.2 4.2 6.4 1.5 6.5 4.8 4.8 7.2 1.7 7.2 5.3 5.3 8.0 1.6 6.9 5.0 5.0 7.6 1.5 6.5 4.8 4.8 7.2 1.4 6.1 4.5 4.5 6.8 1.4 5.8 4.2 4.2 6.4 1.3 5.4 4.0 4.0 6.0 1.2 5.1 3.7 3.7 5.6 1.1 4.7 3.4 3.4 5.2 1.0 4.3 3.2 3.2 4.8 0.9 4.0 2.9 2.9 4.4 0.8 3.6 2.6 2.6 4.0 0.8 3.3 2.4 2.4 3.6 0.7 2.9 2.1 2.1 3.2 0.6 2.5 1.8 1.8 2.8 0.5 2.2 1.6 1.6 2.4 0.4 1.8 1.3 1.3 2.0 0.3 1.4 1.1 1.1 1.6 0.3 1.1 0.8 0.8 1.2 0.2 0.7 0.5 0.5 0.8 0.1 0.4 0.3 0.3 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.7 7.2 5.3 5.3 8.0 :i: :i: ..J I-I-<( (!) a: ::::> I-..J ~ 0 0 0 z If) I-<( I-~ ~ ~ I-!!? 8 1j 11.9 10.0 1.0 1.0 cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.0 0.8 4.6 0.0 0.0 1.7 9.2 0.1 0.0 2.6 13.9 0.3 0.1 3.5 18.7 0.5 0.1 4.6 23.5 0.8 0.2 5.8 28.5 1.2 0.4 7.2 33.6 1.7 0.5 8.7 38.9 2.4 0.7 10.3 44.3 3.1 1.0 12.1 49.9 3.9 1.3 12.8 48.7 4.9 1.6 13.7 47.7 5.7 2.0 14.6 46.7 6.6 2.5 15.5 45.7 7.4 2.9 16.4 44.7 8.2 3.5 17.2 43.7 8.8 4.0 18.0 42.5 9.4 4.5 18.7 41.4 9.9 5.0 19.3 40.1 10.4 5.5 19.8 38.7 10.8 5.9 20.3 37.3 11.1 6.3 20.6 35.7 11.4 6.7 20.9 34.1 11.6 7.1 21.1 32.4 11.7 7.5 21.2 30.6 11.8 7.8 21.2 28.8 11.9 8.1 21.2 26.8 11.9 8.4 21.0 24.8 11.8 8.6 20.9 22.7 11.8 8.9 20.6 20.6 11.6 9.1 20.7 20.7 11.5 9.3 20.7 20.7 11.2 9.4 20.7 20.7 11.0 9.6 20.6 20.6 10.7 9.7 20.4 20.4 10.4 9.8 20.2 20.2 10.0 9.7 19.7 19.7 9.7 9.8 19.5 19.5 9.4 9.9 19.2 19.2 9.1 9.9 19.0 19.0 8.8 10.0 18.7 18.7 8.5 10.0 18.4 18.4 8.2 10.0 18.1 18.1 7.9 10.0 17.8 17.8 7.6 9.9 17.6 17.6 4.6 8.4 13.0 13.0 11.9 10.0 21.2 49.9 Appendix B 0229-Central Park Lane Drainage2.xls "" .: Q. I? en al al 0 .. .., l II) 'C < < :.. J: w w w Qp 12.7 5.1 3.1 Tc 10.0 10.0 10.0 inc 1.0 1.0 1.0 Time cfs cfs cfs 0.0 0.0 0.0 0.0 1.0 1.3 0.5 0.3 2.0 2.5 1.0 0.6 3.0 3.8 1.5 0.9 4.0 5.1 2.0 1.3 5.0 6.3 2.6 1.6 6.0 7.6 3.1 1.9 7.0 8.9 3.6 2.2 8.0 10.1 4.1 2.5 9.0 11.4 4.6 2.8 10.0 12.7 5.1 3.1 11.0 12.0 4.9 3.0 12.0 11.4 4.6 2.8 13.0 10.8 4.3 2.7 14.0 10.1 4.1 2.5 15.0 9.5 3.8 2.4 16.0 8.9 3.6 2.2 17.0 8.2 3.3 2.0 18.0 7.6 3.1 1.9 19.0 7.0 2.8 1.7 20.0 6.3 2.6 1.6 21.0 5.7 2.3 1.4 22.0 5.1 2.0 1.3 23.0 4.4 1.8 1.1 24.0 3.8 1.5 0.9 25.0 3.2 1.3 0.8 26.0 2.5 1.0 0.6 27.0 1.9 0.8 0.5 28.0 1.3 0.5 0.3 29.0 0.6 0.3 0.2 30.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 36.0 0.0 0.0 0.0 37.0 0.0 0.0 0.0 38.0 0.0 0.0 0.0 39.0 0.0 0.0 0.0 40.0 0.0 0.0 0.0 41.0 0.0 0.0 0.0 42.0 0.0 0.0 0.0 43.0 0.0 0.0 0.0 44.0 0.0 0.0 0.0 45.0 0.0 0.0 0.0 60.0 0.0 0.0 0.0 PEAK FLOWS 12.7 5.1 3.1 PEAK FLOW HYDROGRAPHS Central Park Lane Drainage Analysis 25-Year Storm D.A. # 25 I-w w 0:: al I-(/) II) < ~ N .., ~ I-I-w x: x: x: 1.9 8.3 6.0 6.0 9.1 10.0 10.0 10.0 10.0 10.0 1.0 1.0 1.0 1.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.2 0.8 0.6 0.6 0.9 0.4 1.7 1.2 1.2 1.8 0.6 2.5 1.8 1.8 2.7 0.8 3.3 2.4 2.4 3.7 1.0 4.1 3.0 3.0 4.6 1.2 5.0 3.6 3.6 5.5 1.4 5.8 4.2 4.2 6.4 1.5 6.6 4.8 4.8 7.3 1.7 7.4 5.4 5.4 8.2 1.9 8.3 6.0 6.0 9.1 1.8 7.8 5.7 5.7 8.7 1.7 7.4 5.4 5.4 8.2 1.6 7.0 5.1 5.1 7.8 1.5 6.6 4.8 4.8 7.3 1.4 6.2 4.5 4.5 6.9 1.4 5.8 4.2 4.2 6.4 1.3 5.4 3.9 3.9 5.9 1.2 5.0 3.6 3.6 5.5 1.1 4.5 3.3 3.3 5.0 1.0 4.1 3.0 3.0 4.6 0.9 3.7 2.7 2.7 4.1 0.8 3.3 2.4 2.4 3.7 0.7 2.9 2.1 2.1 3.2 0.6 2.5 1.8 1.8 2.7 0.5 2.1 1.5 1.5 2.3 0.4 1.7 1.2 1.2 1.8 0.3 1.2 0.9 0.9 1.4 0.2 0.8 0.6 0.6 0.9 0.1 0.4 0.3 0.3 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.9 8.3 6.0 6.0 9.1 J: J: ...I I-I-c( (!) 0:: ::::> I-...I:!!:: 0 0 0 z (/) I-c( I-~ ~ ~ I-!!? e~ 13.6 11.4 1.0 1.0 cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.0 0.9 5.2 0.1 0.0 1.9 10.5 0.2 0.0 2.9 15.9 0.3 0.1 4.1 21.3 0.6 0.2 5.3 26.9 1.0 0.3 6.7 32.7 1.5 0.4 8.3 38.5 2.1 0.6 10.0 44.6 2.8 0.9 11.9 50.8 3.7 1.2 14.0 57.2 4.7 1.6 14.9 55.9 5.8 2.0 15.9 54.8 6.8 2.4 16.9 53.6 7.8 2.9 18.0 52.5 8.7 3.5 19.0 51.4 9.5 4.1 20.0 50.2 10.2 4.7 20.9 48.9 10.9 5.3 21.7 47.6 11.5 5.9 22.4 46.1 12.0 6.4 22.9 44.5 12.4 6.9 23.4 42.9 12.8 7.4 23.8 41.1 13.1 7.9 24.1 39.2 13.3 8.3 24.3 37.2 13.5 8.7 24.4 35.2 13.6 9.0 24.4 33.1 13.6 9.4 24.4 30.8 13.6 9.7 24.2 28.5 13.6 10.0 24.0 26.1 13.5 10.2 23.7 23.7 13.3 10.4 23.8 23.8 13.2 10.6 23.8 23.8 12.9 10.8 23.7 23.7 12.6 11.0 23.6 23.6 12.3 11.1 23.4 23.4 11.9 11.2 23.2 23.2 11.6 11.1 22.7 22.7 11.2 11.2 22.4 22.4 10.8 11.3 22.1 22.1 10.5 11.4 21.8 21.8 10.1 11.4 21.5 21.5 9.8 11.4 21.2 21.2 9.4 11.4 20.9 20.9 9.1 11.4 20.5 20.5 8.8 11.4 20.2 20.2 5.3 9.7 15.0 15.0 13.6 11.4 24.4 57.2 Appendix B 0229-Central Park Lane Drainage2.xls -r. c. ~ Cl 0 Ill Ill ... .., l .., "O < < >. J: w w w Qp 15.0 6.0 3.7 Tc 10.0 10.0 10.0 inc 1.0 1.0 1.0 Time cfs cfs cfs 0.0 0.0 0.0 0.0 1.0 1.5 0.6 0.4 2.0 3.0 1.2 0.7 3.0 4.5 1.8 1.1 4.0 6.0 2.4 1.5 5.0 7.5 3.0 1.9 6.0 9.0 3.6 2.2 7.0 10.5 4.2 2.6 8.0 12.0 4.8 3.0 9.0 13.5 5.4 3.3 10.0 15.0 6.0 3.7 11.0 14.2 5.7 3.5 12.0 13.5 5.4 3.3 13.0 12.7 5.1 3.2 14.0 12.0 4.8 3.0 15.0 11.2 4.5 2.8 16.0 10.5 4.2 2.6 17.0 9.7 3.9 2.4 18.0 9.0 3.6 2.2 19.0 8.2 3.3 2.0 20.0 7.5 3.0 1.9 21.0 6.7 2.7 1.7 22.0 6.0 2.4 1.5 23.0 5.2 2.1 1.3 24.0 4.5 1.8 1.1 25.0 3.7 1.5 0.9 26.0 3.0 1.2 0.7 27.0 2.2 0.9 0.6 28.0 1.5 0.6 0.4 29.0 0.7 0.3 0.2 30.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 36.0 0.0 0.0 0.0 37.0 0.0 0.0 0.0 38.0 0.0 0.0 0.0 39.0 0.0 0.0 0.0 40.0 0.0 0.0 0.0 41.0 0.0 0.0 0.0 42.0 0.0 0.0 0.0 43.0 0.0 0.0 0.0 44.0 0.0 0.0 0.0 45.0 0.0 0.0 0.0 60.0 0.0 0.0 0.0 PEAK FLOWS 15.0 6.0 3.7 PEAK FLOW HYDROGRAPHS Central Park Lane Drainage Analysis 100-Year Storm D.A. # 100 ..... w w 0:: Ill ..... Ill .., < ~ N .., ~ ..... ..... w :.:: :.:: :.:: 2.3 9.7 7.1 7.1 10.8 10.0 10.0 10.0 10.0 10.0 1.0 1.0 1.0 1.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.2 1.0 0.7 0.7 1.1 0.5 1.9 1.4 1.4 2.2 0.7 2.9 2.1 2.1 3.2 0.9 3.9 2.8 2.8 4.3 1.1 4.9 3.6 3.6 5.4 1.4 5.8 4.3 4.3 6.5 1.6 6.8 5.0 5.0 7.6 1.8 7.8 5.7 5.7 8.6 2.1 8.8 6.4 6.4 9.7 2.3 9.7 7.1 7.1 10.8 2.2 9.3 6.8 6.8 10.3 2.1 8.8 6.4 6.4 9.7 1.9 8.3 6.1 6.1 9.2 1.8 7.8 5.7 5.7 8.6 1.7 7.3 5.3 5.3 8.1 1.6 6.8 5.0 5.0 7.6 1.5 6.3 4.6 4.6 7.0 1.4 5.8 4.3 4.3 6.5 1.3 5.4 3.9 3.9 5.9 1.1 4.9 3.6 3.6 5.4 1.0 4.4 3.2 3.2 4.9 0.9 3.9 2.8 2.8 4.3 0.8 3.4 2.5 2.5 3.8 0.7 2.9 2.1 2.1 3.2 0.6 2.4 1.8 1.8 2.7 0.5 1.9 1.4 1.4 2.2 0.3 1.5 1.1 1.1 1.6 0.2 1.0 0.7 0.7 1.1 0.1 0.5 0.4 0.4 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.3 9.7 7.1 7.1 10.8 J: J: ...I ..... ..... c( (!) 0:: ::::> ..... ...I!!!:: 0 0 0 z Ill ..... c( ..... ~ ~ ~ ..... ~ e 1:i 16.1 13.4 1.0 1.0 cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.0 1.1 6.2 0.1 0.0 2.2 12.4 0.2 0.1 3.5 18.8 0.4 0.1 4.8 25.2 0.7 0.2 6.4 31.8 1.2 0.4 8.1 38.6 1.8 0.6 10.0 45.6 2.6 0.8 12.1 52.8 3.5 1.1 14.4 60.2 4.6 1.5 16.9 67.8 5.8 2.0 18.0 66.4 7.0 2.5 19.2 65.1 8.2 3.0 20.4 63.7 9.4 3.6 21.7 62.4 10.5 4.3 22.9 61.1 11.4 5.1 24.0 59.7 12.3 5.8 25.0 58.1 13.0 6.5 25.9 56.5 13.7 7.1 26.7 54.8 14.2 7.8 27.4 52.9 14.7 8.4 27.9 50.8 15.1 8.9 28.3 48.7 15.4 9.4 28.6 46.5 15.7 9.9 28.8 44.1 15.9 10.3 28.9 41.7 16.0 10.7 28.9 39.1 16.1 11.1 28.8 36.5 16.1 11.5 28.6 33.7 16.0 11.8 28.3 30.9 15.9 12.1 28.0 28.0 15.8 12.3 28.1 28.1 15.6 12.5 28.1 28.1 15.3 12.7 28.0 28.0 15.0 12.9 27.9 27.9 14.6 13.1 27.6 27.6 14.2 13.2 27.3 27.3 13.7 13.1 26.8 26.8 13.3 13.2 26.5 26.5 12.9 13.3 26.1 26.1 12.5 13.3 25.8 25.8 12.1 13.4 25.4 25.4 11.7 13.4 25.0 25.0 11.3 13.4 24.7 24.7 10.9 13.4 24.3 24.3 10.5 13.3 23.9 23.9 6.3 11.6 17.9 17.9 16.1 13.4 28.9 67.8 Appendix B 0229-Central Park Lane Drainage2.xls Post-Development with Central Park Lane Conditions 'It .r. a. I.! "' m m < 2 ~ N '7 "'f "'f ~ .., cl: cl: >-< < < J: a.. a.. a.. a.. a.. Qo 2.9 11.1 1.1 4.5 3.8 Tc 10.0 10.0 10.0 10.0 10.0 Inc 1.0 1.0 1.0 1.0 1.0 Time cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.3 1.1 0.1 0.4 0.4 2.0 0.6 2.2 0.2 0.9 0.8 3.0 0.9 3.3 0.3 1.3 1.1 4.0 1.2 4.4 0.4 1.8 1.5 5.0 1.5 5.5 0.6 2.2 1.9 6.0 1.8 6.7 0.7 2.7 2.3 7.0 2.0 7.8 0.8 3.1 2.6 8.0 2.3 8.9 0.9 3.6 3.0 9.0 2.6 10.0 1.0 4.0 3.4 10.0 2.9 11.1 1.1 4.5 3.8 11.0 2.8 10.5 1.1 4.2 3.6 12.0 2.6 10.0 1.0 4.0 3.4 13.0 2.5 9.4 0.9 3.8 3.2 14.0 2.3 8.9 0.9 3.6 3.0 15.0 2.2 8.3 0.8 3.4 2.8 16.0 2.0 7.8 0.8 3.1 2.6 17.0 1.9 7.2 0.7 2.9 2.4 18.0 1.8 6.7 0.7 2.7 2.3 19.0 1.6 6.1 0.6 2.5 2.1 20.0 1.5 5.5 0.6 2.2 1.9 21.0 1.3 5.0 0.5 2.0 1.7 22.0 1.2 4.4 0.4 1.8 1.5 23.0 1.0 3.9 0.4 1.6 1.3 24.0 0.9 3.3 0.3 1.3 1.1 25.0 0.7 2.8 0.3 1.1 0.9 26.0 0.6 2.2 0.2 0.9 0.8 27.0 0.4 1.7 0.2 0.7 0.6 28.0 0.3 1.1 0.1 0.4 0.4 29.0 0.1 0.6 0.1 0.2 0.2 30.0 0.0 0.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 0.0 0.0 36.0 0.0 0.0 0.0 0.0 0.0 37.0 0.0 0.0 0.0 0.0 0.0 38.0 0.0 0.0 0.0 0.0 0.0 39.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 0.0 0.0 0.0 0.0 41.0 0.0 0.0 0.0 0.0 0.0 42.0 0.0 0.0 0.0 0.0 0.0 43.0 0.0 0.0 0.0 0.0 0.0 44.0 0.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0 0.0 0.0 0.0 46.0 0.0 0.0 0.0 0.0 0.0 47.0 0.0 0.0 0.0 0.0 0.0 48.0 0.0 0.0 0.0 0.0 0.0 49.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 51.0 0.0 0.0 0.0 0.0 0.0 52.0 0.0 0.0 0.0 0.0 0.0 53.0 0.0 0.0 0.0 0.0 0.0 54.0 0.0 0.0 0.0 0.0 0.0 55.0 0.0 0.0 0.0 0.0 0.0 56.0 0.0 0.0 0.0 0.0 0.0 57.0 0.0 0.0 0.0 0.0 0.0 58.0 0.0 0.0 0.0 0.0 0.0 59.0 0.0 0.0 0.0 0.0 0.0 60.0 0.0 0.0 0.0 0.0 0.0 PEAK FLOWS 2.9 11.1 1.1 4.5 3.8 PEAK FLOW HYDROGRAPHS Central Park Lane Drainage Analysis 10-Year Storm D.A.# 10 m ;!i m ~ N ~ ~ ~ cl: cl: cl: j:: ~ a.. a.. a.. lo:: lo:: 3.7 3.5 2.6 7.2 5.3 10.0 10.0 10.0 10.0 10.0 1.0 1.0 1.0 1.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.4 0.3 0.3 0.7 0.5 0.7 0.7 0.5 1.4 1.1 1.1 1.0 0.8 2.2 1.6 1.5 1.4 1.0 2.9 2.1 1.8 1.7 1.3 3.6 2.6 2.2 2.1 1.5 4.3 3.2 2.6 2.4 1.8 5.1 3.7 2.9 2.8 2.1 5.8 4.2 3.3 3.1 2.3 6.5 4.8 3.7 3.5 2.6 7.2 5.3 3.5 3.3 2.4 6.9 5.0 3.3 3.1 2.3 6.5 4.8 3.1 2.9 2.2 6.1 4.5 2.9 2.8 2.1 5.8 4.2 2.8 2.6 1.9 5.4 4.0 2.6 2.4 1.8 5.1 3.7 2.4 2.3 1.7 4.7 3.4 2.2 2.1 1.5 4.3 3.2 2.0 1.9 1.4 4.0 2.9 1.8 1.7 1.3 3.6 2.6 1.7 1.6 1.2 3.3 2.4 1.5 1.4 1.0 2.9 2.1 1.3 1.2 0.9 2.5 1.8 1.1 1.0 0.8 2.2 1.6 0.9 0.9 0.6 1.8 1.3 0.7 0.7 0.5 1.4 1.1 0.6 0.5 0.4 1.1 0.8 0.4 0.3 0.3 0.7 0.5 0.2 0.2 0.1 0.4 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.7 3.5 2.6 7.2 5.3 ~ lo:: 5.3 10.0 1.0 cfs 0.0 0.5 1.1 1.6 2.1 2.6 3.2 3.7 4.2 4.8 5.3 5.0 4.8 4.5 4.2 4.0 3.7 3.4 3.2 2.9 2.6 2.4 2.1 1.8 1.6 1.3 1.1 0.8 0.5 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.3 I-J: J: w ..J w I-I-:: ex: ex: ::J I-0 0 0 "' z "' I-~ ~ ~ rL !:: 8.0 11.9 10.0 10.0 cfs 1.0 1.0 1.0 cfs cfs 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.8 1.6 0.0 0.0 1.7 2.4 0.1 0.0 2.6 3.2 0.3 0.1 3.5 4.0 0.5 0.1 4.6 4.8 0.8 0.2 5.8 5.6 1.2 0.4 7.2 6.4 1.7 0.5 8.7 7.2 2.4 0.7 10.3 8.0 3.1 1.0 12.1 7.6 3.9 1.3 12.8 7.2 4.9 1.6 13.7 6.8 5.7 2.0 14.6 6.4 6.6 2.5 15.5 6.0 7.4 2.9 16.4 5.6 8.2 3.5 17.2 5.2 8.8 4.0 18.0 4.8 9.4 4.5 18.7 4.4 9.9 5.0 19.3 4.0 10.4 5.5 19.8 3.6 10.8 5.9 20.3 3.2 11.1 6.3 20.6 2.8 11.4 6.7 20.9 2.4 11.6 7.1 21.1 2.0 11.7 7.5 21.2 1.6 11.8 7.8 21.2 1.2 11.9 8.1 21.2 0.8 11.9 8.4 21.0 0.4 11.8 8.6 20.9 0.0 11.8 8.9 20.6 0.0 11.6 9.1 20.7 0.0 11.5 9.3 20.7 0.0 11.2 9.4 20.7 0.0 11.0 9.6 20.6 0.0 10.7 9.7 20.4 0.0 10.4 9.8 20.2 0.0 10.0 9.7 19.7 0.0 9.7 9.8 19.5 0.0 9.4 9.9 19.2 0.0 9.1 9.9 19.0 0.0 8.8 10.0 18.7 0.0 8.5 10.0 18.4 0.0 8.2 10.0 18.1 0.0 7.9 10.0 17.8 0.0 7.6 9.9 17.6 0.0 7.4 9.9 17.2 0.0 7.1 9.8 16.9 0.0 6.9 9.7 16.6 0.0 6.7 9.6 16.3 0.0 6.4 9.5 15.9 0.0 6.2 9.4 15.6 0.0 6.0 9.3 15.3 0.0 5.8 9.2 15.0 0.0 5.6 9.1 14.7 0.0 5.4 9.0 14.4 0.0 5.2 8.9 14.1 0.0 5.1 8.8 13.8 0.0 4.9 8.7 13.6 0.0 4.7 8.6 13.3 0.0 4.6 8.4 13.0 8.0 11.9 10.0 21.2 Appendix B 0229-Central Park Lane Drainage2.xls Cl ..J~ < I-I-!!! ox I-w cfs 0.0 5.9 11.8 17.8 23.9 30.1 36.4 42.8 49.4 56.1 63.0 61.2 59.5 57.8 56.2 54.5 52.8 51.0 49.2 47.3 45.3 43.1 41.0 38.7 36.3 33.9 31.4 28.8 26.1 23.4 20.6 20.7 20.7 20.7 20.6 20.4 20.2 19.7 19.5 19.2 19.0 18.7 18.4 18.1 17.8 17.6 17.2 16.9 16.6 16.3 15.9 15.6 15.3 15.0 14.7 14.4 14.1 13.8 13.6 13.3 13.0 63.0 'It &. Cl. I! Cl m < ~ m ... N ~ "f "f ... ,, cl: cl: :>. < < :i:: a.. a.. a.. a.. a.. Qc 3.3 12.7 1.3 5.1 4.3 Tc 10.0 10.0 10.0 10.0 10.0 inc 1.0 1.0 1.0 1.0 1.0 Time cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.3 1.3 0.1 0.5 0.4 2.0 0.7 2.5 0.3 1.0 0.9 3.0 1.0 3.8 0.4 1.5 1.3 4.0 1.3 5.1 0.5 2.0 1.7 5.0 1.7 6.3 0.6 2.6 2.2 6.0 2.0 7.6 0.8 3.1 2.6 7.0 2.3 8.9 0.9 3.6 3.0 8.0 2.7 10.1 1.0 4.1 3.4 9.0 3.0 11.4 1.1 4.6 3.9 10.0 3.3 12.7 1.3 5.1 4.3 11.0 3.2 12.0 1.2 4.9 4.1 12.0 3.0 11.4 1.1 4.6 3.9 13.0 2.8 10.8 1.1 4.3 3.7 14.0 2.7 10.1 1.0 4.1 3.4 15.0 2.5 9.5 1.0 3.8 3.2 16.0 2.3 8.9 0.9 3.6 3.0 17.0 2.2 8.2 0.8 3.3 2.8 18.0 2.0 7.6 0.8 3.1 2.6 19.0 1.8 7.0 0.7 2.8 2.4 20.0 1.7 6.3 0.6 2.6 2.2 21.0 1.5 5.7 0.6 2.3 1.9 22.0 1.3 5.1 0.5 2.0 1.7 23.0 1.2 4.4 0.4 1.8 1.5 24.0 1.0 3.8 0.4 1.5 1.3 25.0 0.8 3.2 0.3 1.3 -1.1 26.0 0.7 2.5 0.3 1.0 0.9 27.0 0.5 1.9 0.2 0.8 0.6 28.0 0.3 1.3 0.1 0.5 0.4 29.0 0.2 0.6 0.1 0.3 0.2 30.0 0.0 0.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 0.0 0.0 36.0 0.0 0.0 0.0 0.0 0.0 37.0 0.0 0.0 0.0 0.0 0.0 38.0 0.0 0.0 0.0 0.0 0.0 39.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 0.0 0.0 0.0 0.0 41.0 0.0 0.0 0.0 0.0 0.0 42.0 0.0 0.0 0.0 0.0 0.0 43.0 0.0 0.0 0.0 0.0 0.0 44.0 0.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0 0.0 0.0 0.0 46.0 0.0 0.0 0.0 0.0 0.0 47.0 0.0 0.0 0.0 0.0 0.0 48.0 0.0 0.0 0.0 0.0 0.0 49.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 51.0 0.0 0.0 0.0 0.0 0.0 52.0 0.0 0.0 0.0 0.0 0.0 53.0 0.0 0.0 0.0 0.0 0.0 54.0 0.0 0.0 0.0 0.0 0.0 55.0 0.0 0.0 0.0 0.0 0.0 56.0 0.0 0.0 0.0 0.0 0.0 57.0 0.0 0.0 0.0 0.0 0.0 58.0 0.0 0.0 0.0 0.0 0.0 59.0 0.0 0.0 0.0 0.0 0.0 60.0 0.0 0.0 0.0 0.0 0.0 PEAK FLOWS 3.3 12.7 1.3 5.1 4.3 PEAK FLOW HYDROGRAPHS Central Park Lane Drainage Analysis 25-Year Storm D.A. # 25 m ~ m ... N ... ... ~ cl: cl: !'.= ~ a.. a.. a.. :.:: :.:: 4.2 4.0 2.9 8.3 6.0 10.0 10.0 10.0 10.0 10.0 1.0 1.0 1.0 1.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.4 0.4 0.3 0.8 0.6 0.8 0.8 0.6 1.7 1.2 1.3 1.2 0.9 2.5 1.8 1.7 1.6 1.2 3.3 2.4 2.1 2.0 1.5 4.1 3.0 2.5 2.4 1.8 5.0 3.6 2.9 2.8 2.1 5.8 4.2 3.4 3.2 2.3 6.6 4.8 3.8 3.6 2.6 7.4 5.4 4.2 4.0 2.9 8.3 6.0 4.0 3.8 2.8 7.8 5.7 3.8 3.6 2.6 7.4 5.4 3.6 3.4 2.5 7.0 5.1 3.4 3.2 2.3 6.6 4.8 3.2 3.0 2.2 6.2 4.5 2.9 2.8 2.1 5.8 4.2 2.7 2.6 1.9 5.4 3.9 2.5 2.4 1.8 5.0 3.6 2.3 2.2 1.6 4.5 3.3 2.1 2.0 1.5 4.1 3.0 1.9 1.8 1.3 3.7 2.7 1.7 1.6 1.2 3.3 2.4 1.5 1.4 1.0 2.9 2.1 1.3 1.2 0.9 2.5 1.8 1.1 1.0 0.7 2.1 1.5 0.8 0.8 0.6 1.7 1.2 0.6 0.6 0.4 1.2 0.9 0.4 0.4 0.3 0.8 0.6 0.2 0.2 0.1 0.4 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.2 4.0 2.9 8.3 6.0 ~ :.:: 6.0 10.0 1.0 cfs 0.0 0.6 1.2 1.8 2.4 3.0 3.6 4.2 4.8 5.4 6.0 5.7 5.4 5.1 4.8 4.5 4.2 3.9 3.6 3.3 3.0 2.7 2.4 2.1 1.8 1.5 1.2 0.9 0.6 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.0 Iii ~ :i:: ..J w I-t! ~ 0:: ::i 0 0 0 (/) z (/) I-~ ~ ~ ~ 9.1 13.6 11.4 10.0 cfs 1.0 1.0 1.0 cfs cfs 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.9 1.8 0.1 0.0 1.9 2.7 0.2 0.0 2.9 3.7 0.3 0.1 4.1 4.6 0.6 0.2 5.3 5.5 1.0 0.3 6.7 6.4 1.5 0.4 8.3 7.3 2.1 0.6 10.0 8.2 2.8 0.9 11.9 9.1 3.7 1.2 14.0 8.7 4.7 1.6 14.9 8.2 5.8 2.0 15.9 7.8 6.8 2.4 16.9 7.3 7.8 2.9 18.0 6.9 8.7 3.5 19.0 6.4 9.5 4.1 20.0 5.9 10.2 4.7 20.9 5.5 10.9 5.3 21.7 5.0 11.5 5.9 22.4 4.6 12.0 6.4 22.9 4.1 12.4 6.9 23.4 3.7 12.8 7.4 23.8 3.2 13.1 7.9 24.1 2.7 13.3 8.3 24.3 2.3 13.5 8.7 24.4 1.8 13.6 9.0 24.4 1.4 13.6 9.4 24.4 0.9 13.6 9.7 24.2 0.5 13.6 10.0 24.0 0.0 13.5 10.2 23.7 0.0 13.3 10.4 23.8 0.0 13.2 10.6 23.8 0.0 12.9 10.8 23.7 0.0 12.6 11.0 23.6 0.0 12.3 11.1 23.4 0.0 11.9 11.2 23.2 0.0 11.6 11.1 22.7 0.0 11.2 11.2 22.4 0.0 10.8 11.3 22.1 0.0 10.5 11.4 21.8 0.0 10.1 11.4 21.5 0.0 9.8 11.4 21.2 0.0 9.4 11.4 20.9 0.0 9.1 11.4 20.5 0.0 8.8 11.4 20.2 0.0 8.5 11.3 19.8 0.0 8.2 11.2 19.5 0.0 8.0 11.1 19.1 0.0 7.7 11.0 18.7 0.0 7.4 10.9 18.3 0.0 7.2 10.8 18.0 0.0 6.9 10.7 17.6 0.0 6.7 10.6 17.2 0.0 6.5 10.4 16.9 0.0 6.3 10.3 16.6 0.0 6.0 10.2 16.2 0.0 5.8 10.1 15.9 0.0 5.6 10.0 15.6 0.0 5.5 9.9 15.3 0.0 5.3 9.7 15.0 9.1 13.6 11.4 24.4 Appendix B 0229-Central Park Lane Drainage2.xls Cl ..J :!:: < I-I-!!! ox I-w cfs 0.0 6.7 13.5 20.4 27.3 34.4 41.6 49.0 56.5 64.2 72.2 70.1 68.2 66.3 64.5 62.6 60.7 58.6 56.5 54.3 52.0 49.6 47.1 44.4 41.7 38.9 36.0 33.1 30.0 26.9 23.7 23.8 23.8 23.7 23.6 23.4 23.2 22.7 22.4 22.1 21.8 21.5 21.2 20.9 20.5 20.2 19.8 19.5 19.1 18.7 18.3 18.0 17.6 17.2 16.9 16.6 16.2 15.9 15.6 15.3 15.0 72.2 'It .r: Cl. l! "' m m < 2 ~ N "' ..., ..., ~ ,, cl: cl: >-< < :i: IL IL IL IL IL Qp 3.9 15.0 1.5 6.0 5.1 Tc 10.0 10.0 10.0 10.0 10.0 inc 1.0 1.0 1.0 1.D 1.0 Time cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.4 1.5 0.2 0.6 0.5 2.0 0.8 3.0 0.3 1.2 1.0 3.0 1.2 4.5 0.5 1.8 1.5 4.0 1.6 6.0 0.6 2.4 2.0 5.0 2.0 7.5 0.8 3.0 2.5 6.0 2.4 9.0 0.9 3.6 3.0 7.0 2.8 10.5 1.1 4.2 3.6 8.0 3.2 12.0 1.2 4.8 4.1 9.0 3.6 13.5 1.4 5.4 4.6 10.0 3.9 15.0 1.5 6.0 5.1 11.0 3.7 14.2 1.4 5.7 4.8 12.0 3.6 13.5 1.4 5.4 4.6 13.0 3.4 12.7 1.3 5.1 4.3 14.0 3.2 12.0 1.2 4.8 4.1 15.0 3.0 11.2 1.1 4.5 3.8 16.0 2.8 10.5 1.1 4.2 3.6 17.0 2.6 9.7 1.0 3.9 3.3 18.0 2.4 9.0 0.9 3.6 3.0 19.0 2.2 8.2 0.8 3.3 2.8 20.0 2.0 7.5 0.8 3.0 2.5 21.0 1.8 6.7 0.7 2.7 2.3 22.0 1.6 6.0 0.6 2.4 2.0 23.0 1.4 5.2 0.5 2.1 1.8 24.0 1.2 4.5 0.5 1.8 1.5 25.0 1.0 3.7 0.4 1.5 1.3 26.0 0.8 3.0 0.3 1.2 1.0 27.0 0.6 2.2 0.2 0.9 0.8 28.0 0.4 1.5 0.2 0.6 0.5 29.0 0.2 0.7 0.1 0.3 0.3 30.0 0.0 0.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 0.0 0.0 36.0 0.0 0.0 0.0 0.0 0.0 37.0 0.0 0.0 0.0 0.0 0.0 38.0 0.0 0.0 0.0 0.0 0.0 39.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 0.0 0.0 0.0 0.0 41.0 0.0 0.0 0.0 0.0 0.0 42.0 0.0 0.0 0.0 0.0 0.0 43.0 0.0 0.0 0.0 0.0 0.0 44.0 0.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0 0.0 0.0 0.0 46.0 0.0 0.0 0.0 0.0 0.0 47.0 0.0 0.0 0.0 0.0 0.0 48.0 0.0 0.0 0.0 0.0 0.0 49.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 51.0 0.0 0.0 0.0 0.0 0.0 52.0 0.0 0.0 0.0 0.0 0.0 53.0 0.0 0.0 0.0 0.0 0.0 54.0 0.0 0.0 0.0 0.0 0.0 55.0 0.0 0.0 0.0 0.0 0.0 56.0 0.0 0.0 0.0 0.0 0.0 57.0 0.0 0.0 0.0 0.0 0.0 58.0 0.0 0.0 0.0 0.0 0.0 59.0 0.0 0.0 0.0 0.0 0.0 60.0 0.0 0.0 0.0 0.0 0.0 PEAK FLOWS 3.9 15.0 1.5 6.D 5.1 PEAK FLOW HYDROGRAPHS Central Park Lane Drainage Analysis 100-Year Storm D.A.# 100 m ;5 m ~ N ~ ~ ~ t:= N I-IL IL IL ~ ~ 5.0 4.7 3.5 9.7 7.1 10.0 10.0 10.0 10.0 10.0 1.D 1.D 1.0 1.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.5 0.5 0.3 1.0 0.7 1.0 0.9 0.7 1.9 1.4 1.5 1.4 1.0 2.9 2.1 2.0 1.9 1.4 3.9 2.8 2.5 2.3 1.7 4.9 3.6 3.0 2.8 2.1 5.8 4.3 3.5 3.3 2.4 6.8 5.0 4.0 3.7 2.8 7.8 5.7 4.5 4.2 3.1 8.8 6.4 5.0 4.7 3.5 9.7 7.1 4.7 4.4 3.3 9.3 6.8 4.5 4.2 3.1 8.8 6.4 4.2 4.0 2.9 8.3 6.1 4.0 3.7 2.8 7.8 5.7 3.7 3.5 2.6 7.3 5.3 3.5 3.3 2.4 6.8 5.0 3.2 3.0 2.2 6.3 4.6 3.0 2.8 2.1 5.8 4.3 2.7 2.6 1.9 5.4 3.9 2.5 2.3 1.7 4.9 3.6 2.2 2.1 1.6 4.4 3.2 2.0 1.9 1.4 3.9 2.8 1.7 1.6 1.2 3.4 2.5 1.5 1.4 1.0 2.9 2.1 1.2 1.2 0.9 2.4 1.8 1.0 0.9 0.7 1.9 1.4 0.7 0.7 0.5 1.5 1.1 0.5 0.5 0.3 1.0 0.7 0.2 0.2 0.2 0.5 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.D 4.7 3.5 9.7 7.1 ~ ~ 7.1 10.0 1.0 cfs 0.0 0.7 1.4 2.1 2.8 3.6 4.3 5.0 5.7 6.4 7.1 6.8 6.4 6.1 5.7 5.3 5.0 4.6 4.3 3.9 3.6 3.2 2.8 2.5 2.1 1.8 1.4 1.1 0.7 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.1 I-:i: :i: w ..J w I-I-;: a:: a:: ::J I-0 0 0 Ill z Ill I-~ ~ ~ ~ 10.8 16.1 13.4 10.0 1.0 1.0 1.0 cfs cfs cfs 0.0 0.0 0.0 0.0 1.1 0.0 0.0 1.1 2.2 0.1 0.0 2.2 3.2 0.2 0.1 3.5 4.3 0.4 0.1 4.8 5.4 0.7 0.2 6.4 6.5 1.2 0.4 8.1 7.6 1.8 0.6 10.0 8.6 2.6 0.8 12.1 9.7 3.5 1.1 14.4 10.8 4.6 1.5 16.9 10.3 5.8 2.0 18.0 9.7 7.0 2.5 19.2 9.2 8.2 3.0 20.4 8.6 9.4 3.6 21.7 8.1 10.5 4.3 22.9 7.6 11.4 5.1 24.0 7.0 12.3 5.8 25.0 6.5 13.0 6.5 25.9 5.9 13.7 7.1 26.7 5.4 14.2 7.8 27.4 4.9 14.7 8.4 27.9 4.3 15.1 8.9 28.3 3.8 15.4 9.4 28.6 3.2 15.7 9.9 28.8 2.7 15.9 10.3 28.9 2.2 16.0 10.7 28.9 1.6 16.1 11.1 28.8 1.1 16.1 11.5 28.6 0.5 16.0 11.8 28.3 0.0 15.9 12.1 28.0 0.0 15.8 12.3 28.1 0.0 15.6 12.5 28.1 0.0 15.3 12.7 28.0 0.0 15.0 12.9 27.9 0.0 14.6 13.1 27.6 0.0 14.2 13.2 27.3 0.0 13.7 13.1 26.8 0.0 13.3 13.2 26.5 0.0 12.9 13.3 26.1 0.0 12.5 13.3 25.8 0.0 12.1 13.4 25.4 0.0 11.7 13.4 25.0 0.0 11.3 13.4 24.7 0.0 10.9 13.4 24.3 0.0 10.5 13.3 23.9 0.0 10.2 13.3 23.5 0.0 9.9 13.2 23.0 0.0 9.5 13.1 22.6 0.0 9.2 13.0 22.2 0.0 8.9 12.8 21.7 0.0 8.6 12.7 21.3 0.0 8.3 12.6 20.9 0.0 8.0 12.5 20.5 0.0 7.8 12.3 20.1 0.0 7.5 12.2 19.7 0.0 7.2 12.1 19.3 0.0 7.0 11.9 18.9 0.0 6.8 11.8 18.6 0.0 6.5 11.7 18.2 0.0 6.3 11.6 17.9 10.8 16.1 13.4 28.9 Appendix B 0229-Central Park Lane Drainage2.xls Cl ..J :!!: ;: ~ ox I-w els 0.0 8.0 16.0 24.1 32.3 40.6 49.2 58.0 66.9 76.1 85.5 83.1 80.9 78.7 76.5 74.3 72.0 69.6 67.1 64.4 61.7 58.8 55.8 52.6 49.4 46.1 42.6 39.1 35.5 31.8 28.0 28.1 28.1 28.0 27.9 27.6 27.3 26.8 26.5 26.1 25.8 25.4 25.0 24.7 24.3 23.9 23.5 23.0 22.6 22.2 21.7 21.3 20.9 20.5 20.1 19.7 19.3 18.9 18.6 18.2 17.9 85.5 CITY OF C OLLEGE S TATION Planning dr Development Services SITE LEGAL DESCRIPTION: E&M JONES FARM PLACE LOT2 DATE OF ISSUE: 10/05/04 OWNER: JIM STEWART 4200 WOODLAND PARK CT ARLINGTON , TX 76013 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: DEVELOPMENT PERMIT PERMIT NO . 04-41 Project: E&M JONES FARM PLACE LOT 2 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE ADDRESS: 2600 CENTRAL PARK LANE DRAINAGE BASIN: Main Bee Creek VALID FOR 6 MONTHS CONTRACTOR: 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 a lso proh ibited . EROSION CONTROL REQUIRED . NO TRACKING OF MUD IS STREET. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immed iate construct ion site in accordance w ith the approved eros ion control plan as well as the City of College Station Drainage Policy and Design Crite ri a. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibil ity 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 fo r any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as eros ion , siltation or sedimentation resulting from the permitted work . In accordance w ith Chapter 13 of the Code of Ordinances of the C ity of College Station, measures shall be taken to insure that debris from construct ion , erosion , and sedimentation shall not be deposited in city streets , or existing drainage fac ilities . I he reby grant this permit for development of an area outs ide the special flood hazard area . All development shall be in accordance w ith the plans and spec ifications submitted to and approved by the City Engineer in the development perm it app li cation for the above named project and all of the codes and ordinances of the City of College Stat ion that apply . Date /()/0/CYf- t # Date Central Park Lane Extension Drainage Analysis July 2004 By ;ff rrcHELL.&/ff oRGAN, LLP Engineers & Constructors 511 University Drive, Suite 204 College Station, Texas 77840 Office (979) 260-6963 Fax (979) 260 -3564 CERTIFICATION I hereby certify that this report for the drainage design for Central Park Lane was prepared under my supervision in accordance with the provisions of the City of College Stati Drainage Policy and Design Standards for the owners thereof. INTRODUCTION CENTRAL PARK LANE DRAINAGE ANALYSIS The purpose of this drainage report is to present analysis of the necessary drainage infra structure for the proposed Central Park Lane Extension in College Station, Texas. While only the northern portion is currently under design, this drainage report is intended to provide analysis for the extension in its entirety, which includes full development of Central Park Lane from its existing dead end at Krenek Tap Road to the temporary cul- de-sac located within the Windsor Point subdivision. Much of this drainage analysis will be geared toward demonstrating that the resultant drainage increases are equal to or less than those presented in the drainage report for the Windsor Pointe Apartments, completed by Municipal Development Group in May, 1995 and approved by the City of College Station. This report includes the design of a large storm sewer line that extends from the south end of the Windsor Pointe development southeast to Krenek Tap Road and then parallel to Krenek Tap to its ultimate discharge point. This report will provide pre-vs. postdevelopment analysis for Central Park Lane and includes the adjacent Waterwood development. GENERAL LOCATION AND DESCRIPTION The Central Park Lane Extension will be located in College Station, Texas from the existing temporary cul-de-sac at Windsor Point to Krenek Tap Road. Currently, Central Park Lane runs through the Windsor Pointe subdivision and dead ends just north of the Waterwood property. This extension will provide access to the Waterwood Townhomes from north end of the property and will eventually provide access all the way through. The Central Park Lane Extension is adjacent to the Madison Tract to the east, the Waterwood property to the west, and the Beautiful Savior Lutheran Church property at the lower end of the extension . PRIMARY DRAINAGE BASIN DESCRIPTION A s seen on Exhibit A2 , this property is located in the Bee Creek drainage basin , but no portion of this site lies within the 100-year floodplain per the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) panel 144, with an effective date of July 1992. Currently the site drains in a southerly direction to a culvert, located at the south comer of the Waterwood property, and crosses Krenek Tap Road, discharging into a small , intermittent tributary of Bee Creek. In addition to this flow, the culvert has been sized to carry storm water discharges from the Lot 1 of the neighboring W illiams-Winder-King property, Southwest Crossing and from the Windsor Pointe Dev elopment. The Windsor Pointe Drainage basins have been incorporated and include the ex isting detention basins that were designed in the 1995 MDG drainage report. DRAINAGE DESIGN CRITERIA All drainage design is in accordance with the City of College Station DPDS. As such: • Design rainstorm events consist of the 10-, 25-and 100-year, 24 hour duration hypothetical storm events. • Flow calculations are based on the Natural Resource Conservation Service (NRCS) curve number loss method and a time of concentration of 10 minutes. • The target peak runoff rates for the system are those set fourth in the approved drainage report for Windsor Pointe and the Krenek Tap storm sewer. The objective is to prove that peak flows are less than or equal to those used for the system design. DRAINAGE FACILITY DESIGN One of the most important items to note for the drainage analysis is the use of two separate storm durations. When the Waterwood Drainage Analysis was prepared by Mitchell & Morgan in March, 2003 a 24-hour duration storm was used in order to better determine the volume required for the large detention pond on the property. In order to include the large storm sewer line discharging in the Krenek Tap culvert, which was the Waterwood discharge location, constant inflow values were input to account for the peak flows calculated in the 1995 MDG drainage report. Those included rough calculations for the future Central Park Lane. The actual drainage design of Central Park Lane was incorporated into the existing XP-Storm models in order to see its effect on the Waterwood discharge point and determine of the existing system had adequate capacity. An additional short-duration analysis was done to demonstrate that the constant inflow values were too high because of the timing delay caused by the Windsor Pointe detention ponds. This analysis serves only to demonstrate that the peak flow values shown in the MDG drainage report and the XP-Storm analyses for the existing Krenek Tap storm sewer are conservative. Predevelopment Drainage Analysis Per Exhibit Bl , the project site is subdivided into 8 predevelopment drainage basins (EAl to EA5B), several of which were included in the original Waterwood drainage analysis. Synthetic rainfall events were created using a hypothetical precipitation event developed using National Weather Service TP-40 depth-duration data , which was generated from HEC-1 using values for the 10-, 25-and 100-year frequency events. Due to the complex nature of XP-Storm modeling, 5-and 50-year storm events were not modeled; however, the 10-, 25-and 100-year events were determined to be representative of the system reaction to significant rainfall events. Runoff calculations for these areas were performed using the NRCS curve number loss method. Pervious curve number (CN) areas have been estimated at 80 due to the fact that the soils in the area are generally of Type 'D' classification. In addition, percent impervious cover values were applied where required. Due to the relatively small area of most of the drainage basins, times of concentration of 10 minutes were used for all basins with the exception of the Southwest Crossing development. Predevelopment hydrologic and hydraulic analyses were performed using XP-Storm version 8.52. This enabled Mitchell & Morgan to apply dynamic routing techniques to the flow in the Krenek Tap storm sewer and integrate it with flow from the Waterwood development and Southwest Crossing. Because of the size of the area contributing to the Krenek Tap culvert and the use of detention, variation in timing has a significant effect on the peak flow for the system. The existing culvert consists of 2- 6 'x5 ' Reinforced Concrete Box Culverts (RCBC). Summarized results for the predevelopment conditions can be seen in Table 1 or in more detail in Exhibits C 1-C3 and Appendix A. Pos t Developm ent Drainage Analysis As demonstrated in Exhibit B2, Central Park Lane is divided into four drainage sub basins. Each of these sub basins is intended to feed a curb inlet that will discharge into the Krenek Tap storm sewer located near the Central Park Lane ROW boundary. The remaining drainage basins were included with the Waterwood Drainage Analysis with the ex ception EA-3B and EA-4B , which were included to more accurately reflect the drainage patterns of the Beautiful Savior Lutheran Church property. Post development drainage patterns include a marked increase in peak runoff flowrates along Central Park Lane due to not only to the placement of impervious cover, but also the addition of 0.52 acres of contributing area. As with the predevelopment drainage analysis , XP-SWMM software was used for hydrologic and hydraulic calculations. The dynamic routing package was used in order to incorporate the existing Waterwood models into the Central Park Lane design. The pre-, post-, and Central Park Lane development flows and total increase can be seen in the table below. Peak Discharge from Waterwood C on do miniums 10 -Year 25-Year 100-Year Flow Cond iti ons Fl owrate Flowrate Fl owrate Krenek Tap North Design Flo w = 60. 06 cfs Pre Development 33 .26 38.55 45.99 Post Development 36.44 41 .94 41 .94 Central Park Lane 36 .73 42 .30 49 .92 Krenek Tap South Design Flow= 65.07 cfs Pre Development 35.33 41 .21 49 .50 Post Development 38 .61 44.50 52 .55 Central Park Lane 41 .50 47 .93 56 .63 1-- Krenek Tap Outfall Culvert Pre Development 179 .63 215 .92 268.45 Post Development 164 .81 201 .37 255 .97 Central Park Lane 163.80 200.21 254.51 Table 1. Peak Di scharge Summaries CONCLUSION The extension of Central Park Lane will cause a noticeable increase in peak discharge rates within the Krenek Tap storm sewer line; however, the system has adequate capacity to convey the 100-year discharge. The analysis of existing and proposed storm sewer infrastructure simultaneously yields a more accurate picture of the drainage conditions during a substantial rainfall event. As such, the use of a complex, dynamic stormwater model , such as XP-Storm, is appropriate. One important item to note is the intricate nature of the model outputs . Due to the size and detail of the model outputs, summary spreadsheets have been provided as Exhibits Cl-C3 . A spreadsheet detailing the model results for each development condition and rainfall event have been provided in Appendix A . The short duration analysis has been provided as Exhibits Dl-D2 and within Appendix B. Review of the stormwater analysis indicates that the drainage design presented in this report will provide ample conveyance to meet the drainage objectives of the City of College Station DPDS. EXHIBITS Hydraulic Conduit Data and Results Central Park Lane Drainage Ana lys is 10-Year Storm Summary "' E "' z .><. c: :::i In p ut Info rmation E "' "' ; "' (/) "O c. 0 ::J z E "' e ~ c:"' 3: "O 0 0 oz E "' "' ~ 1i c. > ::J .!: (ft) 2~ DIS CULV Outfa ll 263 .00 E "' e ~ c: t:: 3:"' 0 > 0 .!: (ft) 262 .80 ~ _ __ N_C-=-c.I __ Uc.l-"S-'CCCU'-L_V __ 265 .80 264 .00 J:: a. Q; "'~ 0"' >< E ~ .~ ::;;: 0 (fl) J:: °' c: "' ..J (ft ) "' c. 0 Ui ($!,) 0.00 40 .00 0.50 ------- 0.00 24 .00 7.50 Pre-Development 3: 0 u:: )( "' ::;;: (cfs) ::;. Ti 0 Qj > )( "' ::;;: (ftis ) 179.63 5.56 77.75 2 .83 1+38 NC2 NC I 269 .00 265 .80 0.00 103 .00 3.11 65 .80 4.11 1-'-.::_:_ _____ , ___ _c_=-=.._ ___ -'--------------------·----- 1 IOUT PAI 18 WP3 272.23 272.22 3.50 1.00 LOO 2+4 1 NC3 NC2 270 .00 269 .00 0.00 148 .00 0 .68 PAS WC NC3 276 .00 3+89 Krenek Tap KT I UI S CULV DIS CULV 263 .50 WP7 UIS CULV -------- KTI WP7 UIS CULV 274 .00 KTI WP7 UIS CULV 266 .01 KT2 WP6 WP7 - KT 2 WP6 WP7 274 .00 KT 2 WP6 WP7 267 .36 KT3 WP5 WP6 - 270 .00 263 .00 4.00 5 10 .00 1.18 5.00 A/11/11-C ·011d1111 271.00 0.50 263 .61 4 .00 Al11/f1-('om/1111 274 .00 0 .50 266 .0 1 4.00 A/11/f/-(·oni/1111 55 .00 480 .00 480 .00 27 0.00 270 .00 0.91 0.63 0.50 0.00 0.50 65 .05 2 .6 1 59.62 2.48 17 9.63 5.40 -- 000 000 000 000 74 46 000 000 58 90 5 72 000 000 5 .94 _K_T_3 ________ w_P_5_ _w_P_6 _2_7_4_.o_o __ 2_74 _.o_o ___ 0._5_0 ___ 22_8_.o_o ___ o_.0_0_1 _o_oo __ __Q oo _ KT3 WP5 WP6 269 .26 267 .86 3.50 228 .00 0.6 1 35 .33 5 .93 -------------- ..J w en s: en 3 (fl) 265.49 267 06 270 .70 272.39 277.1 4 266.5 1 267 76 000 268 98 000 270 52 ..J w en s: en Ci (fl) 264 .80 266 .5 1 267 .06 270.70 272.39 265 .4 9 2665 1 000 267 76 000 268 98 Post-Development 3: 0 u:: )( "' ::;;: (cfs) 164 .8 1 93 .12 65 .97 6 .62 64 .94 59.6 1 164 .8 1 000 7 1 25 000 58 86 000 38 6 1 .~ u 0 Qj > )( "' ::;;: (fUs ) 5.37 3.39 4 .11 1 03 2.62 2 47 5.2 1 000 5 70 000 5 88 OS l 2 WP I WP2 276.55 274 .10 3.00 302 .00 0.81 31 .35 7.32 278 .33 27 6 .02 30. 78 000 6 05 7.37 7.13 6.33 7.5 1 OS23 OS34 OS45 WP2 WP 3 WP4 WP3 274 .00 272.59 WP4 272.2 2 272 . 12 WP5 272.00 269 .5 1 3.00 3.50 3.50 2 10.00 14 .00 348 .00 0.67 0.7 1 0.72 33.26 33 .26 33.25 7.02 6 .12 7.34 2 76 .02 274 .27 273 .74 274 .27 273 .74 270.52 30.79 36.44 36.44 ..J w en s: en 3 (ft ) 265.40 267 .15 270.65 274 .50 272.40 277.14 266.33 267 7 1 269 02 270 59 27 8.29 27 5.84 274 .37 273 .84 ..J w en s: en Ci (ft ) 264 .72 266.33 267 .15 27 4.37 270.65 272.40 265 .4 0 266 33 267 7 1 26902 275 .84 274 .37 273 .84 270.59 Central Park Lane 3: 0 u:: )( "' ::;;: (cfs ) 163 80 93 .12 65 .97 6.90 64 .94 59 .6 1 163 .80 000 7 1 45 000 59 03 000 41 50 30 .78 30 .79 36 .73 36 .73 ~ u 0 Qj > )( "' ::;;: (fUs ) 5.36 3 4 1 4.11 1 05 2.62 2.47 5.20 000 5 70 000 5 89 000 6 16 7.37 7.13 6 35 7.63 ..J w en s: en 3 (ft) 265 40 267 .15 270.65 274 .59 272.40 277.14 266.3 1 267 72 26902 270 64 278 .29 275 .84 274 .38 273.8 1 ..J w en s: en Ci (fl) 264 .72 266 .3 1 267 .15 27 4 .38 270.65 272.40 265 .4 0 266 3 1 267 72 26902 275 .84 274 .38 273 .8 1 270.64 EX HIBIT C l 0229-Hydra uli c Link s2 .xls Sum mary l O Hydraulic Conduit Data and Results Central Park Lane Drainage Analysis 25-Year Storm Summary Input Information Pre-Develo pm ent Post-Deve lopment 0+40 "' E "' z -" t: :.::; E "' "' !:; "' "' "O a. 0 :::> z E "' e c;; t:"' ~ "O 0 0 oz E "' E e "' c;; ~ t:'. t: t:: ti Q.I ~ Q,) a. > 0 > :::> E o E (ft) (ft) DIS CUL V Outfall 263 .00 262 .80 __ • _ _c:;__;c__:_:_.c;._ ___ _c'--'--------- .c; a. Q; "' -~ ~ ('Q .~ :;; 0 (fl) 0.00 .c; "' t: "' _J (ft) "' a. .Q en (14) 40 .00 0.50 ~ 0 u:: )( "' :;; (els) 215 .93 24 .00 7.50 1+I 4 NCI U /S CULV 265 .80 264 .00 0.00 95 .17 1_:__;_:._ _____ ~----'-=-.c..____c-"---'-'-'------------------- i:' "u 0 Qi > )( "' :;; (ft/s) _J w en s: r/) 3 (ft) 5.96 265 .69 2.74 267 .16 •"'-+~3 ~8 _____ , ____ N_C~2 ____ N_C-'---1 _2_6_9_.o_o __ 2_6_5._8_0 __ 0_._oo ___ I0_3_.o_o ___ 3_.1_1 __ 1 __ 7_9._96 ____ 4_.4 __ 2 __ 2_10_.15 1 IOUT PA II B WP3 272.23 272.22 3.50 1.00 1.00 ~+4 1 ___ N_9 ___ N-'-C-'-2 -270 .00 _26_9_.0_0 ___ O.QQ_ 148 .00 0.68 ~ __ PA_S_W_C_ NC3 276 .00 270 .00 4.00 510 .00 1.18 Krenek T11j)_ _ _l,JIS CULV D/S_C_U_LV 263.50 263 .00 __ 5_.0_0 ___ 5_5_.o_o _0._91 g!__ ____ 1 ____ W_.cP_7 UI S CUL V A/11/11-Conrlu_11 ______ _ .!Q.!__ ____ , ____ W--'..P_7_-'-U-'/S~~CU-'-L_V _ _c2_74_._oo __ 2_7_1_.o_o ___ 0_.5_0 ___ 4_80 __ 00 __ 0_.6_3_ KTI _ _ WP7 U/S C_U_L_V __ 26_6_.0 _I __ 2_63 .61 4.00 480 .00 0.50 KT2 WP6 WP7 A/11/11-Cc111d1111 ----- KT2 KT2 KT3 ----- WP6 WP6 WP5 WP7 27 4.00 274 .00 0.50 270 .00 WP7 26 7.36 266 .0 1 4.00 270 .00 __ W-'-'-'-P6=----_ A/11/11-( ·o mhur 0.00 0.50 79 .00 72 .01 - 215 .92 000 87 13 ·----- 000 68 27 2.7 1 272.50 2 .74 277.28 5 .83 266 .92 000 5 82 000 6 15 267 .94 269 13 27063 KT3 ___ WP5 WP6 27 4.oo 27 4.oo __ o ._5_o __ 2_28_._oo ___ o_.oo_ _JJ_ oo_ o oo KT3 WP5 WP6 269 .26 267.86 3.50 228.00 0.61 41 2 1 6 17 ---1----'--'--'-----"-_:_:__.=-:_:.=:;___c:._ _______________ , _____ _ ~---_WP_I__ _W_P2_2_7_6_.5_5 -__ 2_74_._10 ___ 3_.0_0 __ 3_0_2_.o_o __ o_.8_1 __ , __ 3_5._84_ 7.52 278 .50 OS23 WP2 WP3 274 .00 272.59 3.00 210.00 0.67 38.55 7.25 276.25 OS34 OS45 WP3 WP4 WP4 272.22 272.12 269 .51 3.50 3.5 0 14 .00 348 .00 0. 71 38.55 6.45 274.44 WP5 272.00 0 .72 38.54 7.6 1 273 .90 _J w r/) s: en 0 (fl) 264 .99 266.92 267 .16 270.75 272.50 265 .69 26692 267 94 269 13 276 .25 ~ 0 u:: )( "' :;; (els) 201.37 121.92 80.47 7.77 78.47 72 .0 1 201.37 000 81 82 000 66 79 000 44 50 35 .30 274.44 35 .28 273 .90 41 .94 270.63 41 .93 i:' "u 0 Qi > )( "' :;; (ft/s) 5.81 3.34 4.42 I.II 2.73 2.73 5 67 000 5 79 000 604 000 6 27 7.55 7.36 6.66 7.76 _J w en s: en 3 (fl ) _J w r/) 3:: en 0 (ft) 265 .61 264 .91 26 7.28 266.74 270.70 26 7.28 274 .68 274 .54 --- 272.52 270.70 277.28 272.52 266 .74 265 .6 1 26785 26674 269 15 267 85 270 70 278.47 276.0 1 274 .54 274 .0 1 269 15 27601 274 .54 274 .0 1 270.70 Centra l Park Lan e ~ 0 u:: )( "' :;; (els) 200.2 1 12 1.92 80.47 8.13 1--- - 78.47 72.01 200.2 1 000 82 11 000 67 03 000 47 93 35 .30 35 .28 42 .30 42 .30 .~ u 0 Qi > )( "' :;; (ft/s) 5.79 3.36 4.42 1.13 2.73 2.73 5.66 000 5 79 000 605 000 6 38 7.55 7.36 6.68 7.89 _J w r/) s: r/) 3 (ft) 265 .60 267 .28 270. 70 274 . 78 272.52 277.28 266 .73 267 86 269 15 270 76 278.47 276 .01 274.55 273.98 _J w r/) s: r/) 0 (ft) 264 .91 266 .73 267.28 274.55 270.70 272.52 265 .60 266 73 267 86 269 15 276.0 1 274 .55 273 98 270.76 EXHIBITC2 0229-Hydraulic Link s2 .xls Summary25 Hydraulic Conduit Data and Results Central Park Lane Dra inage Analys is 100-Year Storm Summary 0 +40 1+14 1+38 ll OUT 2 +4 1 3 +89 <ll E "' z -" c: ~ Kre nek Tap KTI KTI Input Information - E "' <ll !:; <ll "' "O a. 0 ::::i z DIS CULV NC I NC2 PA I I B ----- NC3 PAS WC UIS CULV WP? WP? E "' ~ (;) c: <ll 3: "O 0 0 oz E "' ~ t:'. (;) <ll a. > _2_E (ft ) O utfall 263 .00 UIS CUL V 26S .80 NC I 269.00 WP3 272.23 NC2 270.00 NC3 276.00 DIS CUL V 263 .SO UIS CULV UIS CUL V 2 74 .00 E "' ~ (;) c: t:'. 3: <ll 0 > 0 .£ (ft ) .r: a. a; <ll -0 <ll >< E (Q -~ :!; 0 (ft ) 262.80 0 .00 264 .00 0 .00 .r: Ci c: <ll -!_ (ft ) 40.00 24.00 <ll a. 0 iii (14) O.SO 7 .SO Pre-D evelopment 3: 0 u:: )( "' :!; (ds) 268.57 127 .30 ~ ·c::; 0 Qj > )( "' :!; (ft/s) 26S .80 0 .00 103.00 3 .1 1 100.56 6.48 2 .65 4.80 ------- 272.22 3 .SO 1.00 1.00 ------- 269.00 0 .00 270.00 263 .00 4 .00 S.00 M11/11 -C"""'"" 271.00 0 .SO 148.00 S I 0 .00 SS .00 480 .00 0 .68 1.1 8 0 .9 1 0 .63 99 .52 89 .38 268.45 000 2.86 3.05 6.37 000 ..J w Cf) ~ Cf) 3 (ft ) 265 .96 267.40 270 .82 272.66 277.45 267.47 268 46 ·-------·----KTI KT2 KT2 KT2 KT3 KT3 WP? UIS C ULV 266.01 ------- WP6 WP? WP6 WP? WP6 WP? WPS WP6 274 .00 267.36 26 3 .61 2 74 .00 266 .01 4 .00 480.00 0 .SO I 04 22 5 97 --------- M11/11 -('011d1111 0 .SO 4 .00 A/11/11 -< 't 111</1111 270.00 0 .00 000 000 270 .0 0 O.SO 81 2 1 6 4 1 WPS WP6 274 .00 274 .00 O.SO 22 8 .00 0 .00 000 000 269 33 270 77 KT3 WPS WP6 269.26 267 .86 3 .SO 228.00 0 .61 49 50 6 4 1 -----·---------'-'--.=.c...-=----"--------------·------- - OSl2 WP I WP2 276.SS 274 .10 3 .00 302 .00 0 .8 1 42 .12 7.68 278 .76 OS23 OS34 OS4S ------ W P2 W P3 274 .00 272.S9 3 .00 2 10 .00 0 .67 45 .98 7.56 27 6 .60 -- WP3 WP4 272 .22 272.12 3 .SO 14 .00 0 .7 1 45 .99 6 .89 274 .66 - WP4 W PS 272.00 269.S I 3.SO 348.00 0 . 72 45.97 7.93 274.13 ..J w Cf) ~ Cf) Ci (ft ) 265 .23 267.47 267.40 270 .82 272.66 265 .96 267 47 268 46 269 33 276.60 274 .66 274 .13 270.77 Po st-De velopment 3: 0 u:: )( "' :!; (ds) 256.02 162 .05 I 00.44 9 .25 98.54 89 .39 255 .97 000 95 5 1 000 77 68 000 52 55 41.43 41.39 49.47 49.47 ~ ·c::; 0 Qj > )( "' :!; (ftis) 6 .36 3.29 4.76 1.20 2.88 3.05 6.26 000 5 92 000 6 18 000 6 54 7.73 7.60 7.11 8.06 ..J w Cf) ~ Cf) 3 (ft ) 265 89 267.41 270 .73 274 .92 272.67 277 .4 5 267 .33 268 10 269 3 1 270 84 278 .71 27 6.26 274 . 75 274 .24 ..J w Cf) ~ Cf) Ci (ft ) 265 .17 267 .33 267.41 274 . 75 270 .73 272 .67 265 .89 267 33 268 10 269 3 1 276 .26 274 .75 27 4.24 270 .84 Central Pa rk Lane 3: 0 u:: )( "' :!; (ds) 25 4.56 16 1.99 100.39 9 .69 98.48 89.36 25 4.51 000 95 82 000 77 94 000 56 63 4 1.43 41.40 49 .92 49 .92 .~ u 0 Qj > >< .. :!; (ft/s ) 6.35 3.3 1 4.76 1.23 2.88 3 05 6 .24 000 5 9 1 000 619 000 666 7.74 7.60 7.13 8.20 ..J w Cf) ~ Cf) 3 (ft ) 265 .89 267.4 1 270 .73 275 .03 272.67 277.45 267 .32 268 10 269 32 27092 278 .71 276 .26 274 . 77 274 .20 ..J w Cf) ~ Cf) Ci (ft ) 265 .17 267 .32 267.4 1 274 .77 270.73 272 .67 265 .89 267 32 268 10 269 32 276 .26 274 .77 274 .20 270 .92 EX HIBIT C3 0229-Hydraulic Link s2 .xls Sum mary JOO .... .c Q. I? Cl al al 0 ... M l .., 'C ~ < >-:I: w w Qp 15.0 6.0 3.7 Tc 10.0 10.0 10.0 inc 1.0 1.0 1.0 Time cfs cfs cfs 0.0 0.0 0.0 0.0 1.0 1.5 0.6 0.4 2.0 3.0 1.2 0.7 3.0 4.5 1.8 1.1 4.0 6.0 2.4 1.5 5.0 7.5 3.0 1.9 6.0 9.0 3.6 2.2 7.0 10.5 4.2 2.6 8.0 12.0 4.8 3.0 9.0 13.5 5.4 3.3 10.0 15.0 6.0 3.7 11.0 14.2 5.7 3.5 12.0 13.5 5.4 3.3 13.0 12.7 5.1 3.2 14.0 12.0 4.8 3.0 15.0 11.2 4.5 2.8 16.0 10.5 4.2 2.6 17.0 9.7 3.9 2.4 18.0 9.0 3.6 2.2 19.0 8.2 3.3 2.0 20.0 7.5 3.0 1.9 21.0 6.7 2.7 1.7 22.0 6.0 2.4 1.5 23.0 5.2 2.1 1.3 24.0 4.5 1.8 1.1 25.0 3.7 1.5 0.9 26.0 3.0 1.2 0.7 27.0 2.2 0.9 0.6 28.0 1.5 0.6 0.4 29.0 0.7 0.3 0.2 30.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 36.0 0.0 0.0 0.0 37.0 0.0 0.0 0.0 38.0 0.0 0.0 0.0 39.0 0.0 0.0 0.0 40.0 0.0 0.0 0.0 41.0 0.0 0.0 0.0 42.0 0.0 0.0 0.0 43.0 0.0 0.0 0.0 44.0 0.0 0.0 0.0 45.0 0.0 0.0 0.0 60.0 0.0 0.0 0.0 PEAK FLOWS 15.0 6.0 3.7 PEAK FLOW HYDROGRAPHS Central Park Lane Drainage Analysis 100-Year Storm D.A. # 100 I-w w a:: al I-If) .., < ... N M ~ I-I-I-w ~ ~ ~ 2.3 9.7 7.1 7.1 10.8 10.0 10.0 10.0 10.0 10.0 1.0 1.0 1.0 1.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.2 1.0 0.7 0.7 1.1 0.5 1.9 1.4 1.4 2.2 0.7 2.9 2.1 2.1 3.2 0.9 3.9 2.8 2.8 4.3 1.1 4.9 3.6 3.6 5.4 1.4 5.8 4.3 4.3 6.5 1.6 6.8 5.0 5.0 7.6 1.8 7.8 5.7 5.7 8.6 2.1 8.8 6.4 6.4 9.7 2.3 9.7 7.1 7.1 10.8 2.2 9.3 6.8 6.8 10.3 2.1 8.8 6.4 6.4 9.7 1.9 8.3 6.1 6.1 9.2 1.8 7.8 5.7 5.7 8.6 1.7 7.3 5.3 5.3 8.1 1.6 6.8 5.0 5.0 7.6 1.5 6.3 4.6 4.6 7.0 1.4 5.8 4.3 4.3 6.5 1.3 5.4 3.9 3.9 5.9 1.1 4.9 3.6 3.6 5.4 1.0 4.4 3.2 3.2 4.9 0.9 3.9 2.8 2.8 4.3 0.8 3.4 2.5 2.5 3.8 0.7 2.9 2.1 2.1 3.2 0.6 2.4 1.8 1.8 2.7 0.5 1.9 1.4 1.4 2.2 0.3 1.5 1.1 1.1 1.6 0.2 1.0 0.7 0.7 1.1 0.1 0.5 0.4 0.4 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.3 9.7 7.1 7.1 10.8 :I: :I: ..J I-I-c( (!) a:: ::::> I-..J :!: 0 0 0 z If) I-c( I-~ ~ ~ I-!!? ~~ 16.1 13.4 1.0 1.0 cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.0 1.1 6.2 0.1 0.0 2.2 12.4 0.2 0.1 3.5 18.8 0.4 0.1 4.8 25.2 0.7 0.2 6.4 31.8 1.2 0.4 8.1 38.6 1.8 0.6 10.0 45.6 2.6 0.8 12.1 52.8 3.5 1.1 14.4 60.2 4.6 1.5 16.9 67.8 5.8 2.0 18.0 66.4 7.0 2.5 19.2 65.1 8.2 3.0 20.4 63.7 9.4 3.6 21.7 62.4 10.5 4.3 22.9 61.1 11.4 5.1 24.0 59.7 12.3 5.8 25.0 58.1 13.0 6.5 25.9 56.5 13.7 7.1 26.7 54.8 14.2 7.8 27.4 52.9 14.7 8.4 27.9 50.8 15.1 8.9 28.3 48.7 15.4 9.4 28.6 46.5 15.7 9.9 28.8 44.1 15.9 10.3 28.9 41.7 16.0 10.7 28.9 39.1 16.1 11.1 28.8 36.5 16.1 11.5 28.6 33.7 16.0 11.8 28.3 30.9 15.9 12.1 28.0 28.0 15.8 12.3 28.1 28.1 15.6 12.5 28.1 28.1 15.3 12.7 28.0 28.0 15.0 12.9 27.9 27.9 14.6 13.1 27.6 27.6 14.2 13.2 27.3 27.3 13.7 13.1 26.8 26.8 13.3 13.2 26.5 26.5 12.9 13.3 26.1 26.1 12.5 13.3 25.8 25.8 12.1 13.4 25.4 25.4 11.7 13.4 25.0 25.0 11.3 13.4 24.7 24.7 10.9 13.4 24.3 24.3 10.5 13.3 23.9 23.9 6.3 11.6 17.9 17.9 16.1 13.4 28.9 67.8 Exhibit 01 0229-Central Park Lane Drainage2.xls 'It .<: Q. I! "' m ~ m ,, N ~ "f "f >-cl: c( c( ::c 0. 0. 0. 0. Qc 3.9 15.0 1.5 6.0 Tc 10.0 10.0 10.0 10.0 inc 1.0 1.0 1.0 1.0 Time cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 1.0 0.4 1.5 0.2 0.6 2.0 0.8 3.0 0.3 1.2 3.0 1.2 4.5 0.5 1.8 4.0 1.6 6.0 0.6 2.4 5.0 2.0 7.5 0.8 3.0 6.0 2.4 9.0 0.9 3.6 7.0 2.8 10.5 1.1 4.2 8.0 3.2 12.0 1.2 4.8 9.0 3.6 13.5 1.4 5.4 10.0 3.9 15.0 1.5 6.0 11.0 3.7 14.2 1.4 5.7 12.0 3.6 13.5 1.4 5.4 13.0 3.4 12.7 1.3 5.1 14.0 3.2 12.0 1.2 4.8 15.0 3.0 11.2 1.1 4.5 16.0 2.8 10.5 1.1 4.2 17.0 2.6 9.7 1.0 3.9 18.0 2.4 9.0 0.9 3.6 19.0 2.2 8.2 0.8 3.3 20.0 2.0 7.5 0.8 3.0 21.0 1.8 6.7 0.7 2.7 22.0 1.6 6.0 0.6 2.4 23.0 1.4 5.2 0.5 2.1 24.0 1.2 4.5 0.5 1.8 25.0 1.0 3.7 0.4 1.5 26.0 0.8 3.0 0.3 1.2 27.0 0.6 2.2 0.2 0.9 28.0 0.4 1.5 0.2 0.6 29.0 0.2 0.7 0.1 0.3 30.0 0.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 0.0 36.0 0.0 0.0 0.0 0.0 37.0 0.0 0.0 0.0 0.0 38.0 0.0 0.0 0.0 0.0 39.0 0.0 0.0 0.0 0.0 40.0 0.0 0.0 0.0 0.0 41.0 0.0 0.0 0.0 0.0 42.0 0.0 0.0 0.0 0.0 43.0 0.0 0.0 0.0 0.0 44.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0 0.0 0.0 46.0 0.0 0.0 0.0 0.0 47.0 0.0 0.0 0.0 0.0 48.0 0.0 0.0 0.0 0.0 49.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 51.0 0.0 0.0 0.0 0.0 52.0 0.0 0.0 0.0 0.0 53.0 0.0 0.0 0.0 0.0 54.0 0.0 0.0 0.0 0.0 55.0 0.0 0.0 0.0 0.0 56.0 0.0 0.0 0.0 0.0 57.0 0.0 0.0 0.0 0.0 58.0 0.0 0.0 0.0 0.0 59.0 0.0 0.0 0.0 0.0 60.0 0.0 0.0 0.0 0.0 PEAK FLOWS 3.9 15.D 1.5 6.0 c( ... ... cl: 0. 5.1 10.0 1.0 cfs 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.6 4.1 4.6 5.1 4.8 4.6 4.3 4.1 3.8 3.6 3.3 3.0 2.8 2.5 2.3 2.0 1.8 1.5 1.3 1.0 0.8 0.5 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.1 PEAK FLOW HYDROGRAPHS Central Park Lane Drainage Analysis 100-Year Storm D.A. # 100 m m ;s ... N ~ ~ ~ !'.= ~ 0. 0. 0. ~ ~ 5.0 4.7 3.5 9.7 7.1 10.0 10.0 10.0 10.0 10.0 1.0 1.0 1.0 1.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.5 0.5 0.3 1.0 0.7 1.0 0.9 0.7 1.9 1.4 1.5 1.4 1.0 2.9 2.1 2.0 1.9 1.4 3.9 2.8 2.5 2.3 1.7 4.9 3.6 3.0 2.8 2.1 5.8 4.3 3.5 3.3 2.4 6.8 5.0 4.0 3.7 2.8 7.8 5.7 4.5 4.2 3.1 8.8 6.4 5.0 4.7 3.5 9.7 7.1 4.7 4.4 3.3 9.3 6.8 4.5 4.2 3.1 8.8 6.4 4.2 4.0 2.9 8.3 6.1 4.0 3.7 2.8 7.8 5.7 3.7 3.5 2.6 7.3 5.3 3.5 3.3 2.4 6.8 5.0 3.2 3.0 2.2 6.3 4.6 3.0 2.8 2.1 5.8 4.3 2.7 2.6 1.9 5.4 3.9 2.5 2.3 1.7 4.9 3.6 2.2 2.1 1.6 4.4 3.2 2.0 1.9 1.4 3.9 2.8 1.7 1.6 1.2 3.4 2.5 1.5 1.4 1.0 2.9 2.1 1.2 1.2 0.9 2.4 1.8 1.0 0.9 0.7 1.9 1.4 0.7 0.7 0.5 1.5 1.1 0.5 0.5 0.3 1.0 0.7 0.2 0.2 0.2 0.5 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.0 4.7 3.5 9.7 7.1 ~ ~ 7.1 10.0 1.0 cfs 0.0 0.7 1.4 2.1 2.8 3.6 4.3 5.0 5.7 6.4 7.1 6.8 6.4 6.1 5.7 5.3 5.0 4.6 4.3 3.9 3.6 3.2 2.8 2.5 2.1 1.8 1.4 1.1 0.7 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.1 ti ~ ~ ..J w ~ a: a: :J I-0 0 0 ., z ., I-cL cL ~ ~ ;;::: ;;::: 10.8 16.1 13.4 10.0 1.0 1.0 1.0 cfs cfs cfs 0.0 0.0 0.0 0.0 1.1 0.0 0.0 1.1 2.2 0.1 0.0 2.2 3.2 0.2 0.1 3.5 4.3 0.4 0.1 4.8 5.4 0.7 0.2 6.4 6.5 1.2 0.4 8.1 7.6 1.8 0.6 10.0 8.6 2.6 0.8 12.1 9.7 3.5 1.1 14.4 10.8 4.6 1.5 16.9 10.3 5.8 2.0 18.0 9.7 7.0 2.5 19.2 9.2 8.2 3.0 20.4 8.6 9.4 3.6 21.7 8.1 10.5 4.3 22.9 7.6 11.4 5.1 24.0 7.0 12.3 5.8 25.0 6.5 13.0 6.5 25.9 5.9 13.7 7.1 26.7 5.4 14.2 7.8 27.4 4.9 14.7 8.4 27.9 4.3 15.1 8.9 28.3 3.8 15.4 9.4 28.6 3.2 15.7 9.9 28.8 2.7 15.9 10.3 28.9 2.2 16.0 10.7 28.9 1.6 16.1 11.1 28.8 1.1 16.1 11.5 28.6 0.5 16.0 11.8 28.3 0.0 15.9 12.1 28.0 0.0 15.8 12.3 28.1 0.0 15.6 12.5 28.1 0.0 15.3 12.7 28.0 0.0 15.0 12.9 27.9 0.0 14.6 13.1 27.6 0.0 14.2 13.2 27.3 0.0 13.7 13.1 26.8 0.0 13.3 13.2 26.5 0.0 12.9 13.3 26.1 0.0 12.5 13.3 25.8 0.0 12.1 13.4 25.4 0.0 11.7 13.4 25.0 0.0 11.3 13.4 24.7 0.0 10.9 13.4 24.3 0.0 10.5 13.3 23.9 0.0 10.2 13.3 23.5 0.0 9.9 13.2 23.0 0.0 9.5 13.1 22.6 0.0 9.2 13.0 22.2 0.0 8.9 12.8 21.7 0.0 8.6 12.7 21.3 0.0 8.3 12.6 20.9 0.0 8.0 12.5 20.5 0.0 7.8 12.3 20.1 0.0 7.5 12.2 19.7 0.0 7.2 12.1 19.3 0.0 7.0 11.9 18.9 0.0 6.8 11.8 18.6 0.0 6.5 11.7 18.2 0.0 6.3 11.6 17.9 10.8 16.1 13.4 28.9 Exhibit 02 0229-Central Park Lane Drainage2.xls Cl ..J :!!: c( I-I-!!! 0 >< I-w cfs 0.0 8.0 16.0 24.1 32.3 40.6 49.2 58.0 66.9 76.1 85.5 83.1 80.9 78.7 76.5 74.3 72.0 69.6 67.1 64.4 61.7 58.8 55.8 52.6 49.4 46.1 42.6 39.1 35.5 31.8 28.0 28.1 28.1 28.0 27.9 27.6 27.3 26.8 26.5 26.1 25.8 25.4 25.0 24.7 24.3 23.9 23.5 23.0 22.6 22.2 21.7 21.3 20.9 20.5 20.1 19.7 19.3 18.9 18.6 18.2 17.9 85.5 "O <1l 0.... c 0 ~ :; c. E w 0 .-() .-(f) co -.... ,...._ Q) (') Q) O> .~ . Cl 0 c zw Cf-'J T1C_4-L _. PA ~ I:' L A tf.f:,_ PIPE c,::ip.o,c1T/ C4LCULJ1n 0 1'1-S //\/PVT DA Tfl /00 -'(EJ41C.; f'EA K FLolr{ 1Si.,0 <> = s. 1 o o =s Dll1"1€TER. O J) -.:: 15" RDUGl-f f>{t-s::.:; ( 11) -c.. 0. 0 ., LEJV~T'i ( L) :::. 75 t..F UPSTR£A/'1 l"I VE fe:.T = ::nt;;. '7 z FT D0 1r(NSTF?EA"-1 l"IYERT :: 2.7~ ,'-/7 Fr PA, -114 TO P/1-I/ 8 P IPE CPil-CUf.-A,T {D /\/S t. ~I ~1~ rrz.. -AR. v s " C R.OSS .SEC.T]OA/At.. It-~€ 1J r:;,D::z) I):.: I. <3 rr2- lf("DR.A,vUC RA D/ ().S R =-o . .313 Fi ;sLDPE .S ::::-0 . Df<='13 ( ~9 2./3 I lz.. _._ (t.2.3)(0.::Sl.::s') (0 .0/1~) fJ.01 3 lS< .::.-9. {) 3 CF.S i-1 'f'€ CA PAC-JTY €XCEEDS P'C-1 F/....Ofr/ R:.'1 T£. FOFL /1-{E, 10 0 -/R.._ Rlt!A/FA-ll-EVE-NT ./ 5 . ID CFS Cf. 03 Cl="S :. {). r:;7 -BA.S ED 0"1 DIS"Cl-lt:Je-G.'C_ II{ A ct t<C ULl)R PI P £ FlVl-{/l"f(; P FJ R'T l l U-LJ- ~Ul..-{.... AS .t) FUAfr!T/Of{ 0 F DEf'TJ-1 -- Yn =-0 . s 8 ..,_.. I . =<' 5 FT '(, :;;.-t2 . 725 rT 0 0h/f'./.:S TR£AN I YVER..T = 2-lLf .'17 FT viSTTCEJirvf tf\f v eRT c::. 275". =r z. FT Tr!JP fJF P4VENENT ~ -:<7 OO ~fVSTR £A f\1 l-/o/l-=-275. /'j PT v PST RJZ ltN f/fiL ;:;:. < 7(p. 61 FT THFCS£ fl'(DR'iuw c G ~t:J DE T<l..E VATiov.:s R"R"TC. e'l s r=o OJ{ fl .S:Hot:?f DV R t n ·-,ON .:S TD lC./1-1 . f3 ECAu se OP TJ--1£ [)£C l? ... EJ'JSED P E /./K FLDh( VA LUE.S Pl<-OOU CE D B y Tf-fE "<'i -· H OU "'(' S TO!Z.f'v/ ) Ti-f € HGL IS S L/61-fTL Y L-Oh/ER. APPENDIX A 24-HOUR STORM E G> ., E E G> E :. ., ., ., G> fl) !!:! t: z :. G> r:: G> u; ~ .... fl) "C 3:: "C r:: Cl. 0 0 0 Cl. r:: ::::i :J z CZ :J - (fl ) 0+40 DIS CULV Outfall 263 .00 1+14 EA i EA2 26S .8 0 1+38 NC2 EAi 269 .00 2+41 NC3 NC2 270.00 3+89 PASWC NC3 276 .00 Krenek Ta p EA2 DIS CULV 263 .SO KTI WP7 EA2 KT! WP7 EA2 274.00 KTI WP7 EA2 266.01 KT2 WP6 WP7 KT2 WP6 WP7 274.00 KT2 WP6 WP7 267.36 KT3 WPS WP6 KT3 WPS WP6 274.00 KT3 WPS WP6 269.26 L56 EA3 WP7 277.00 LS7 EA4 WP6 277 .SO L58 EAS WP2 277.10 L70 EA-38 WP7 272 .10 L71 EA-48 WP6 272 .10 L72 EA-S8 WPS 272.10 OSl2 WP! WP2 276 .SS OS23 WP2 WP3 274.00 OS34 WP3 WP4 272 .22 OS4S WP4 WPS 272 .00 Hydraulic Conduit Data and Results Central Park Lane Drainage Analysis 1 0 -Year Storm Pre d evelopment Drainage An aly sis E ., = !!:! c. .. G> = fl) r:: t: c .. GI 3:: G> Cl Cl. )( r:: 0 > ., GI 0 iii c.: ::E ...I (fl) (fl) (fl) ('14) 262 .80 0 .00 40.00 o.so 264.00 0.00 24 .00 7 .SO 26S .80 0.00 103 .00 3.11 269.00 0 .00 148.00 0.68 270.00 4 .00 S I 0 .00 263 .00 S.00 SS .00 0.00 Mu lti-Conduit 271.00 O.SO 480.00 0.63 263 .61 4 .00 480.00 o.so Multi-Condu it 274.00 O.SO 270.00 0.00 266.01 4.00 270.00 o.so Mu lti-Conduit 274.00 O.SO 228.00 0 .00 267.86 3 .SO 228 .00 0.6 1 274.00 o.so 390.00 0 .77 274.00 0.50 3SO .OO 1.00 277.00 2 .00 S.00 2 .00 272.00 2.00 S.00 2.00 272.00 2 .00 S.00 2 .00 272 .00 2 .00 S.00 2 .00 274.10 3.00 302.00 0 .81 272 .S9 3.00 2 10.00 0.67 272.12 3.SO 14.00 0 .7 1 269.SI 3.SO 348 .00 0.72 ~ ·c:; 3:: 0 0 a; i.: > )( )( ., ., ::E ::E (els) (ft/s) 179 .63 S.S6 77 .7S 2 .83 6S .80 4 .11 6S .OS 2 .61 S9 .62 2.48 179 .63 S.40 0 .00 0 .00 74.46 S.72 0.00 0 .00 S8.90 S.94 0 .00 0.00 3S .33 S.93 6 .29 2 .22 6 .38 2 .38 3.44 3 .70 9 .83 4 .82 7 .66 4 .S3 2 .11 3.28 31 .3S 7 .32 33 .26 7 .02 33 .26 6 .12 33 .2S 7 .34 ...I ...I w w II) II) 3: 3: ~ II) a :J (fl) (fl) 26S.49 264 .80 267.06 266.SI 270.70 267 .06 272 .39 270.70 277 .14 272 .39 266.SI 26S.49 267 .76 266 .SI 268.98 267 .76 270.S2 268 .98 277.12 267 .76 277.6S 268 .98 277.71 276 .02 273.00 267 .76 272.92 26 8.98 272.61 270 .S2 278 .33 276.02 276.02 274 .27 274.27 273 .74 273.74 270.52 Appendix A 0229 -Hydraulic Links2 .x ls Outp ut E GI "' E E l!! E "' "' ... "' GI en l!! t: z !;: GI c: GI ...: en "Cl it "Cl u; ~ c: a. 0 0 0 a. c: ::; ::::> z oz ::::> - (ft) 0+40 DIS CULV Outfall 263 .00 1+14 EA i EA2 265.80 1+38 NC2 EAi 269.00 2+41 NC3 NC2 270.00 3+8 9 PASWC NC3 276.00 Krenek Tap EA2 DIS CULV 263.50 KT! WP7 EA2 KTI WP7 EA2 274.00 KT! WP7 EA2 266.01 KT2 WP6 WP7 KT2 WP6 WP7 274 .00 KT2 WP6 WP7 267 .36 KT3 WPS WP6 KT3 WPS WP6 274.00 KT3 WPS WP6 269.26 LS6 EA3 WP7 277.00 LS7 EA4 WP6 277.SO LS8 EAS WP2 277.10 L70 EA-38 WP7 272.10 L71 EA-48 WP6 272.10 L72 EA-S8 WPS 272.10 OSl2 WP! WP2 276 .5S OS23 WP2 WP3 274.00 OS34 WP3 WP4 272.22 OS4S WP4 WPS 272.00 Hydraulic Conduit Data and Results Centra l Park Lane Drainage Analysis 2 5 -Yea r Storm Pre d eve lopment Drainage An a lysi s E "' .i::. ~ ... a. GI en .i::. c: t: 0 0, GI it GI )( c: a. 0 > "' GI 0 0..: :IE ...I iii (ft) (ft) (ft) ( ... ) 262 .80 0.00 40.00 0.50 264 .00 0 .00 24 .00 7.50 265 .80 0 .00 103 .00 3.11 269.00 0.00 148.00 0.68 270.00 4.00 510.00 263.00 5 .00 SS.00 0.00 Multi-Conduit 271.00 o.so 480.00 0.63 263.61 4.00 480.00 0.SO Mu lt i-Conduit 274 .00 o.so 270.00 0 .00 266.01 4.00 270.00 o.so Mu lti-Conduit 274.00 o.so 228.00 0 .00 267.86 3 .SO 228 .00 0.6 1 274.00 O.SO 390.00 0.77 274.00 0 .S O 3SO.OO 1.00 277.00 2.00 S.00 2.00 272 .00 2 .00 S.00 2.0 0 272.00 2 .00 S.00 2 .00 272 .00 2 .00 S.00 2.00 274.10 3.00 302.00 0.81 272.S9 3.00 210 .00 0.67 272 .12 3.SO 14 .00 0.7 1 269.S l 3.SO 348 .00 0.72 it 0 u:: )( "' :IE (els) 215 .93 95.17 79 .96 79 .00 72.01 21S .92 0 .00 87.13 0 .00 68.27 0 .00 41.2 1 8.13 8.2 1 4 .39 11 .87 9.24 2.70 3S.84 38.SS 38 .SS 38.S4 ~ ·c:; 0 (ij > )( "' :IE (!Vs) 5 .96 2 .74 4.42 2 .71 2 .74 S.83 0 .00 S.82 0 .00 6.I S 0.00 6 .17 2.46 2 .SS 3.94 S.04 4 .74 3.48 7 .S2 7 .2S 6.4S 7.61 ...I ...I w w ~ (/) ~ !!? !!? ::::> 0 (ft) (ft) 265.69 264 .99 267.16 266.92 270.75 267 .16 272.50 270.75 277.28 272 .50 266.92 26S.69 267.94 266 .92 269 .13 267.94 270 .63 269 .13 277.14 267 .94 277.67 269.13 277.77 276.2S 273.07 267 .94 272 .98 269 .13 272.66 270.63 278.SO 276.2S 276.25 274.44 274.44 273 .90 273.90 270 .63 Appendix A 0229-Hydraulic Links2.x ls Output E Cl> Ill E E ~ E Ill Ill Ill z Cl> .. e~ !:: Cl> c Cl> -" :r; "C u; ~ .. "C c a. 0 0 0 :::; a. c ::::> z oz ::::> - (ft) 0+40 DIS CULV Outfall 263 .00 1+14 EA i EA2 26S .80 1+3 8 NC2 EAi 269.00 2+41 NC3 NC2 270.00 3+89 PASWC NC3 276.00 Krenek Tap EA2 DIS CULV 263.SO KT! WP7 EA2 KT! WP7 EA2 274 .00 KT! WP7 EA2 266.01 KT2 WP6 WP7 KT2 WP6 WP7 274 .00 KT2 WP6 WP7 267 .36 KT3 WPS WP6 KT3 WPS WP6 274 .00 KT3 WPS WP6 269 .26 LS6 EA3 WP7 277.00 LS7 EA4 WP6 277.SO LS8 EAS WP2 277.10 L70 EA -3B WP7 272.10 L71 EA-4B WP6 272.10 L72 EA-SB WPS 272 .10 OSl2 WP! WP2 276.SS OS23 WP2 WP3 274 .00 OS34 WP3 WP4 272 .22 OS4S WP4 WPS 272.00 Hydraulic Conduit Data and Results Cen tra l Park Lane Drainage Ana lysis 100 -Ye ar Storm Pred evelop ment Dra inage Analysis E Ill -s e a. ~~ Cl> .s::. 0 Ci Cl> :r; Cl> a. >< c 0 0 > Ill Cl> 0 .:: :Iii iii ...J (ft) (ft) (ft ) (-%) 262.80 0.00 40 .00 o.so 264.00 0 .00 24 .00 7 .SO 26S .80 0.00 103.00 3.11 269.00 0 .00 148.00 0 .68 270.00 4 .00 SI0.00 263 .00 S.00 SS.00 0 .00 Multi-Conduit 271.00 O.SO 480.00 0 .63 263 .61 4 .00 480.00 o.so Multi-Conduit 274 .00 o.so 270.00 0 .00 266.01 4 .00 270.00 O.SO Multi-Conduit 274.00 o.so 228.00 0 .00 267.86 3.SO 228 .00 0 .6 1 274.00 O.SO 390.00 0.77 274.00 o.so 3SO.OO 1.00 277 .00 2 .00 S.00 2 .00 272.00 2 .00 S.00 2 .00 272.00 2.00 S.00 2 .00 272 .00 2.00 S.00 2.00 274 .10 3 .00 302 .00 0 .81 272 .S9 3 .00 2 10.00 0 .67 272.12 3 .SO 14 .00 0 .7 1 269.Sl 3 .SO 348.00 0.72 :r; 0 Li: >< Ill :Iii (cfs) 268 .S7 127 .30 IOO .S6 99.52 89.38 268.4S 0 .00 104 .22 0 .00 8 1.21 0 .00 49.50 10 .80 10 .90 S.77 14.6 1 11.38 3 .SS 42 .12 4S .98 4S .99 4S .97 ~ u 0 a; > >< Ill :Iii (ft/s) 6.48 2 .6S 4.80 2 .86 3 .0S 6 .37 0.00 S.97 0 .00 6.4 1 0 .00 6.41 2 .76 2.76 4 .22 S.32 S.00 3 .74 7 .68 7.56 6 .89 7.93 ...J ...J w w ~ (/) 3: (/) ~ 3 (ft) (ft) 26S .96 26S .23 267.40 267.47 270 .82 267.40 272.66 270.82 2 77.4S 272.66 267.47 26S .96 268.46 267.47 269.33 268 .46 270 .77 269 .33 277.16 268 .46 277 .70 269 .33 277.84 276.60 273.IS 26 8 .46 273 .06 269 .33 272.72 270.77 278.76 276.60 276.60 274 .66 274.66 274 .13 274.13 270 .77 Appendix A 0229 -Hydraulic Links2 .x ls Output 23 34 0+40 1+14 Q) E Cll z -" c: :J 1+38 lOOUT !!OUT 2+41 3+S9 30UT 30UT 30UT SOUT 60UT 80UT 90UT Krenek Tap KT! KT ! KT! KT2 KT2 KT2 KT3 KT3 KT3 LS4 LSS L64 L6S L70 L71 L72 OS l 2 OS23 OS34 OS4S Pl P2 PA IAPAID PA612 PondOut Pond Out PondOut SI S2 S3 S4 SS WlO WS W9 E Cll Q) !; Q) "' "O a. 0 ::> z J3 14 DIS CULV NC I NC2 PA IO PA ii NC3 PAS WC PA3 PA3 E Cll g "' c: Q) '!:: "O 0 0 Cl z J2 J3 Outfall U/SCULV NCI J4 WP3 NC2 NC3 II II PA3 11 PAS PA7 PA7 PAIA PAS 12 PA9 J3 UIS CUL V D/S CUL V WP7 U/SCULV WP7 U/SCULV WP7 U/SCULV WP6 WP7 WP6 WP7 WP6 WPS WPS WPS PA2 PA4 N67 N6S EA-38 EA-48 PA-128 WP I WP2 WP3 WP4 11 PAIA PAID 12 Pond Pond Pond PA IA 1 1S 12S PA18 PA I C PAIO PAS PA9 WP7 WP6 WP6 WP6 WP7 WP7 WPI WPI WP7 WP6 WPS WP2 WP3 WP4 WPS Pond Pond PA IA PA7 NC I NCI NC I I I PAIA 11S J2S PA l 8 PAIC 12S PA l 8 E Cll e t: u; ~ :3"-= (fl} 272.90 274.33 263 .00 26S .SO 269.00 27S .10 272.23 270.00 276.00 274.SS 270.IS 271.10 269 .S I 272 .7S 273.93 263 .SO 274.00 266.0 1 274.00 267.36 274.00 269.26 272 .10 272.10 276.7S 276.S6 272.10 272.10 272.10 276.SS 274.00 272.22 272.00 269.14 269.26 271.46 271.SO 274.00 269.00 27S .SO 276.20 276.5S 277.73 27S .92 279.06 276.7S 277.S9 Hydraulic Conduit Data and Results Central Park La ne Drainage Ana lysis 10 -Year Storm Postd eveloprnent Drai na ge A nalysis E Cll e u; c: t: ~ ~ Cl -= (fl) 27 1.7S 273 .lS 262.80 264.00 26S .80 274.SS 272.22 269.00 270.00 274.SS 269.64 270.SI 269.30 272.2S 273.40 263 .00 271.00 263 .6 1 274.00 266.0 1 274.00 267.86 272.00 272.00 276 .55 276.5S 272.00 272 .00 272.00 274.10 272.S9 272 .12 269 .51 269.00 269.09 271.26 270.01 274.00 267.63 274.55 27S .50 276.20 276.5S 277.73 27S .92 276.5S 277.73 .s::. 0. Q) Cl )( Cll :IE (fl) 1.75 1.50 0 .00 0 .00 0 .00 1.25 3 .50 0 .00 4 .00 0 .50 .s::. c, c: ~ (fl) 230.00 235 .00 40 .00 24 .00 103.00 60.92 1.00 14S.OO 5 10 .00 Mu lti-Conduit 15 .00 1.00 105.00 1.50 105 .12 2.50 S4.17 1.25 5S.59 1.25 5S.59 5.00 55 .00 Multi-Conduit 0 .50 4SO.OO 4 .00 4SO .OO Multi-Conduit 0.50 270.00 4 .00 270.00 Mu lti-Conduit 0.50 0.50 0 .50 7.50 3.11 0 .85 1.00 0 .6S I.I S 2 .00 0.49 0.56 0 .25 0 .90 0 .90 0 .9 1 0.63 o.so 0.00 0 .50 0.50 22S .OO 0 .00 3.50 22S.OO 0 .6 1 2 .00 5.00 2 .00 2 .00 5 .00 2 .00 2 .00 50.00 0.46 2 .00 1.00 1.00 2 .00 5.00 2.00 2.00 5.00 2 .00 2 .00 5.00 2 .00 3.00 302.00 O.S I 3.00 2 10.00 0.67 3.50 14.00 0 .7 1 3 .50 34S .OO 0 . 72 1.50 ,2S .OO o.so 3.00 72.43 0 .23 1.00 39. 7S 0 .50 2 .00 12S .63 1.16 Mu lti-Conduit 0.65 20 .00 1.50 II 0 .00 1.25 0 .50 120.00 0 .79 0.50 95.00 0 . 74 0 .50 S5 .00 0.4S 0 .50 230.00 0.4S 0 .50 235.00 0 .50 20.00 0 . 70 0 .50 20 .00 o.ss 0 .50 20 .00 o.so 13.59 6 .6 S 164.8 1 93 .12 65 .97 7 .26 6.62 64.94 S9 .61 0 .00 6 .56 12 .13 37.15 9 .0S 7 .33 164 .81 0 .00 71.25 0 .00 5S .S6 0 .00 3S .61 2 .02 O.S3 4 .S7 3.62 9 .S4 7 .66 2.17 30.7S 30.79 36.44 36.44 6 .50 51.56 2 .66 21.92 10 .01 2 1.37 0 .00 5.21 5.22 6 .14 3.lS 0.22 0 .90 0.45 ~ ·u 0 a; > )( Cll :IE (fVs) 5 .62 3 .74 5.37 3 .39 4 .11 5 .90 1.03 2 .62 2.47 0 .00 S.22 6.79 7.53 7 .32 5 .91 5 .2 1 0 .00 5 .70 0 .00 5 .SS 0 .00 6 .05 3 .24 2 .60 0 .02 0 .01 4 .S2 4 .53 3 .30 7.37 7.13 6 .33 7.51 3 .65 7.17 3.50 6.94 1.89 I 1.9S 0 .00 2 .19 1.63 1.56 1.35 0 .04 0 .00 0 .00 _. w (/) ~ 3 (fl) 277.47 27S .54 265.40 267.15 270.65 279.07 274.SO 272.40 277.14 274.77 275 .62 274.97 276.5S 277.S7 266.33 267 .7 1 269.02 270.59 272.60 272.46 27S .30 27S .30 273 .00 272.92 272.61 27S .29 275 .S4 274.37 273 .S4 274.3S 274 .65 274.70 275 .91 274.32 274.65 276.32 276.79 277.92 279 .07 279.07 276.58 277.S7 _. w ~ (/) a (fl) 275 .9 1 277.47 264.72 266.33 267.15 27 S.54 274.37 270.6S 272.40 274.3S 274 .97 274.65 275 .91 277.47 265.40 266.33 267 .71 269.02 267.7 1 267.71 27S .29 27S .29 267.71 269 .02 270.59 275.S4 274 .37 273 .84 270.59 274 .32 274 .32 274 .65 274.97 267.15 274.3S 274.65 276 .32 276.79 277.92 279.07 276.79 277.92 ~~~~~~~~~~~~~~~~~~~~--' Appendix A 0229-Hydraul ic Links2 .x ls Output Cl> E "' z -" c ::i E "' Cl> .!:; Cl> Ill "O a. 0 ::>Z E g Ill c Cl> :i: "O 0 0 oz Hydraulic Conduit Data and Results Central Park Lane Drainage Ana lysis 25 -Year Storm Postdeve lopm ent Drainage An alysis E ~ "' .r:. ·;:; ...J ...J E I!! 0. ~ o w w ftl u; Q,I .c Qi CJ) (/) f!-e Ct'. 0 C, ~ U:: > 3: 3: j_~c ~ ~ ~ c o ~ ~ !Q Ill ~ o.E :::E j iii :::E :::E ~ a l==========================i:(ftm):==::::=:(ft:)=:::::i::=::::i(ft:):=cc::=!i:mi:(ft )======(~=)======(=d~s)=====::::i(W~s=)=====::::i(ft=)======(=ft):::::=t 23 34 0+40 1+14 1+38 !OOUT llOUT 2+4 1 3+89 30UT 30UT 30UT 50UT 60UT 80UT 90UT Krenek Tap KT! KT ! KTI KT2 KT2 KT2 KT3 KT3 KT3 L54 L55 L64 L65 L70 L7 1 L72 OS12 OS23 OS34 OS45 Pl P2 PA I APA ID PA6J2 Po ndOut Pond Out Pond Out S I S2 S3 S4 S5 WlO W8 W9 J3 J4 DIS CULV NCI NC2 PA IO PAii NC3 PASWC PA3 PA3 PA3 PA5 PA7 PA8 PA9 U/S CULV WP7 WP7 WP7 WP6 WP6 WP6 WP5 WP5 WP5 PA2 PA4 N67 N68 EA-3B EA-4B PA-12B WP I WP2 WP3 WP4 II PAIA PA ID J2 Po nd Po nd Po nd PA IA JIS J2S PA IB PA IC PAIO PA8 PA9 J2 J3 O utfall U/SCULV NCI J4 WP3 NC2 NC3 II II II PA7 PAIA J2 J3 D/SCULV U/SCULV U/SCULV U/SCULV WP7 WP7 WP7 WP6 WP6 WP6 W P7 WP7 WP I WP I WP7 WP6 WP5 WP2 WP3 WP4 WP5 Pond Pond PA IA PA7 NCI NC I NCI II PAIA J l S J2S PA I B PAIC J2S PAIB 272.90 271.75 1.75 230.00 0 .50 13 .57 5.61 277.64 276 .2 7 274 .33 273 .15 1.50 235 .00 0 .50 6 .63 3 .73 278.63 277.64 263.00 262.80 0 .00 40.00 0.50 201.37 5 .81 265 .61 264 .91 265 .80 264 .00 0 .00 24 .00 7 .50 121.92 3.34 267 .28 266 .74 269.00 265.80 0 .00 103 .00 3.11 80.47 4.42 270 .70 267 .2 8 275 .10 274.58 1.25 60 .92 0.85 7 .27 5.88 279.14 278.63 272 .23 272 .22 3 .50 1.00 1.00 7. 77 I.I I 274 .68 274 .54 270 .00 269 .00 0 .00 148.00 0 .68 78.47 2 .73 272.52 270 .70 276 .00 270 .00 4 .00 5 10.00 1.18 72 .0 I 2. 73 277 .28 272.52 274 .85 270.15 271.10 269 .5 1 272 .78 273 .93 263.50 274.00 266.01 274.00 267.36 274 .00 269.26 272 .10 272.10 276.78 276.56 272.10 272.10 272.10 276.55 274 .00 272 .22 272 .00 269 .14 269.26 27 1.46 271.50 274.00 269 .00 275 .50 276.20 276.58 277 .73 278 .92 279.06 276.75 277.89 274 .55 269.64 270.51 269 .30 272.25 273.40 263 .00 27 1.00 263 .61 274 .00 266 .0 1 274 .00 267 .86 272 .00 272.00 276.55 276.55 272 .00 272.00 272.00 274 .10 272.59 272 .12 269.51 269 .00 269 .09 271.26 270 .01 274.00 267 .63 274 .55 275 .50 276 .20 276.58 277.73 278.92 276.58 277.73 0 .50 1.00 1.50 2.50 1.25 1.25 5 .00 0 .50 4 .00 0 .50 4.00 0.50 3 .50 2.00 2.00 2.00 2.00 2.00 2.00 2.00 3.00 3 .00 3.50 3 .50 1.50 3.00 1.00 2.00 0 .65 1.50 0 .50 0 .50 0 .50 0 .50 0 .50 0 .50 0 .50 0 .50 Multi-Conduit 274 .90 274 .59 15 .00 105 .00 105 .12 84.17 58.59 58.59 55.00 Multi-Conduit 480.00 480 .00 Multi-Conduit 270 .00 270.00 Mu lti-Conduit 228 .00 228.00 5.00 5 .00 50.00 1.00 5.00 5.00 5 .00 302 .00 2 10 .00 14.00 348 .00 28 .00 72.43 39.78 128 .63 Multi-Conduit 20.00 11 0 .00 120.00 95 .00 85 .00 230.00 235 .00 20 .00 20 .00 20.00 2 .00 0.49 0 .56 0 .25 0 .90 0 .90 0.91 0 .63 0.50 0 .00 0 .50 0 .00 0 .61 2 .00 2.00 0.46 1.00 2.00 2.00 2.00 0 .8 1 0 .67 0.7 1 0.72 0 .50 0 .23 0.50 1.1 6 1.25 0.79 0.74 0.48 0.48 0.70 0 .85 0 .80 1.49 6 .50 12 .36 37 .36 9 .09 8 .87 201.37 0 .00 81.82 0 .00 66 .79 0 .00 44.50 2.43 1.00 5.88 4 .11 11.87 9 .24 2 .57 35.30 35.28 41.94 41.93 6.45 52.57 3.1 1 21.87 22 .05 21.69 0 .00 8 .86 8.88 11.09 6 .02 2.73 2.22 2.44 1.34 8 .15 6 .92 7.57 7 .33 7 .15 5.67 0 .00 5 .79 0 .00 6 .04 0 .00 6.27 3.40 2 .72 O.Q2 0.02 5.05 4 .74 3.44 7.55 7.36 6 .66 7 .76 3 .62 7.42 3 .92 6.92 2 .67 12.16 0.00 2.70 1.96 2.06 1.85 0 .8 1 0 .00 0 .66 275.95 275.4 1 276.83 277 .97 266 .74 267 .85 269.15 270.70 272 .63 272 .48 278.47 278.47 273 .07 272.98 272 .65 278.47 276 .0 1 274 .54 274.0 1 274.59 275 .05 275.13 276 .27 274.48 275.05 276 .36 276 .84 277.9 7 279 .12 279 .14 276.83 277.97 275.41 275 .05 276.27 277 .64 265 .61 266 .74 267.85 269.15 267 .85 267.85 27 8.47 278.47 267 .85 269 .15 270 .70 276.01 274 .54 274 .01 270.70 274.48 274.4 8 275 .05 275.41 267 .28 274 .59 275 .05 276 .36 276 .84 277 .97 279 .12 276.84 277.97 ~~~~~~~~~~~~~~~~~~~~~---- Appendix A 0229 -Hydraulic Links2.x ls Outp ut 23 34 0+40 1+14 Q) E "' z ~ c: :J 1+3S lOOUT llOUT 2+4 1 3+S9 30UT 30UT 30UT 50UT 60UT SOUT 90UT Kre nek Tap KT! KT! KT! KT2 KT2 KT2 KT3 KT3 KT3 L54 L55 L64 L65 L70 L7 1 L72 OS 12 OS23 OS34 OS45 Pl P2 PA l APAlD PA612 Po nd Out PondOut PondOut S l S2 S3 S4 S5 W l O W8 W9 E "' Q) .:: Q) "' "C Q. 0 ::JZ J3 14 DIS CULV NCI NC2 PAIO PAil NC3 • PASWC PA3 PA3 PA3 E "' ~ "' c: Q) ~ "C 0 0 CZ 12 J3 Outfa ll U/SCULV C l 14 WP3 NC2 NC3 11 11 11 PA5 PA7 PA7 PAlA PAS 12 PA9 J3 UIS CUL V DIS CUL V WP7 UISCULV WP7 UISCULV WP7 UIS CULV WP6 WP6 WP6 WP5 WP5 WP5 PA2 PA4 N67 N6S EA-3B EA-4B PA-12B WP ! WP2 W P3 WP4 11 PAlA PAlD J2 Pond Pond Pond PAlA 11S 12S PAlB PAlC PAlO PAS PA9 WP7 WP7 WP7 WP6 WP6 WP6 WP7 WP7 WP! WP! WP7 WP6 WP5 WP2 WP3 WP4 WP5 Pond Pond PA lA PA7 Cl NC ! Cl 11 PA l A 11S 12S PAlB PA l C 12S PAlB E "' et c;; g! :39.: (ft) 272.90 274.33 263.00 265.SO 269 .00 275 .10 272 .23 270.00 276.00 274.S 5 270.15 271.10 269.5 1 272 .7S 273 .93 263 .50 274 .00 266.01 274 .00 267 .36 274 .00 269 .26 272.10 272.10 276.7S 276.56 272.10 272 .10 272.10 276.55 274.00 272.22 272.00 269 .14 269 .26 271.46 271.50 274 .00 269 .00 275 .50 276.20 276.5S 277.73 27S .92 279.06 276.75 277 .89 Hydraulic Conduit Data and Results Central Park Lane Drainage Analysis 100 -Year Storm Postdevelopmen t Drainage Ana lysis E "' e ti c: t ~ ~ c -= (ft) 271.75 273 .15 262.SO 264 .00 265.SO 274 .5 S 272.22 269.00 270.00 274 .55 269.64 270.51 269.30 272.25 273.40 263.00 27 1.00 263.61 274.00 266.01 274.00 267.S6 272.00 272.00 276.55 276 .55 272.00 272.00 272.00 274 .10 272.59 272.12 269.5 1 269.00 269.09 271.26 270.0 1 ..c: Q. Q) c )( "' :IE (ft) 1.75 1.50 0.00 0 .00 0.00 1.25 3.50 0.00 4.00 0.50 1.00 5 Cl c: Q) ..J (ft ) 230.00 235 .00 40.00 24.00 103 .00 60.92 1.00 14 S.OO 510.00 Mu/Ii-Condu it 15 .00 105.00 ~ 0 ii) (-14) 0.50 0.50 0.50 7.50 3.11 O.S5 1.00 0.6S l.lS 2.00 0.49 1.50 105.12 0.56 2.50 84.17 0 .25 1.25 5S.59 0 .90 1.25 5S.59 0.90 5.00 55.00 0.91 Multi-Conduit 0 .5 0 4SO.OO 0.63 4.00 4SO .OO 0.50 Multi-Conduit 0 .50 270.00 0.00 4.00 270 .00 0.50 Mu /Ii-Conduit 0.50 228.00 0.00 3.50 22 S.OO 0.61 2.00 5.00 2.00 2.00 5.00 2.00 2.00 50 .00 0.46 2.00 1.00 1.00 2.00 5.00 2.00 2.00 5.00 2.00 2.00 5.00 2.00 3.00 302.00 0.8 1 3 .00 2 10.00 0.67 3.50 14 .00 0.7 1 3.50 34S .OO 0.72 1.50 2S .OO 0.5 0 3.00 72.43 0.23 1.00 39 .7S 0.50 2.00 12 S.63 1.16 Mu lt i-Conduit ~ u:: ~ :IE (cfs) 13.4S 6.6S 256.02 162.05 100.44 6.SS 9.25 9S .54 89.39 8.S 3 6.13 11.65 35.S4 S.6 1 S.08 255 .97 0.00 95 .51 0.00 77.68 0 .00 52.55 3.00 1.24 7.23 5.14 14 .60 11.3 7 3.09 41.43 4 1.39 49.47 49.47 8.3S 54.59 3.4 1 21.20 0.65 20 .00 37.67 1.50 11 0.00 1.25 22 .13 0 .50 120.00 0. 79 4.1 S 0.50 95.00 0.74 23 .lS 0.50 S5.00 0.48 23.20 0.50 230.00 0.4S 19 .6S 0.50 235.00 l 0 .20 0.50 20.00 0.70 5 .8 2 0.5 0 20.00 O.S 5 4.47 0.50 20.00 o.so 5.63 ~ ·u 0 a; > ~ :IE (ft/s) 5.57 '3.74 6.36 3.29 4.76 5.87 1.20 2.8S 3.05 2.01 7.67 6.52 7.26 6.94 6.51 6.26 0.00 5.92 0.00 6.lS 0.00 6.54 3.5 8 2 .87 O.Q3 0 .02 5.31 4 .99 3.61 7.73 7.60 7.11 8.06 4 .66 7.68 4.28 6.7 1 3.02 12.40 0 .95 3.95 2.67 2.52 2.24 1.22 0.66 1.03 ..J w I/) ~ !!! ::J (ft) 277.78 278 .72 265.89 267.41 270.73 279 .20 274 .92 272 .6 7 277.45 274.99 276.32 275 .91 276.96 278 .04 267.33 268.10 269 .31 270.84 272.6S 272.52 278.72 278.71 273 .15 273 .06 272.69 278 .71 276.26 274 .75 274 .24 275.01 275 .60 275.76 276.59 274 .69 275 .60 276.49 276.96 278.04 279.18 279.20 276 .96 278 .04 ..J w ~ a (ft ) 276.59 277 .78 265 .17 267 .3 3 267.41 278 .72 274 .75 270 .73 272.67 275 .01 275.91 275.60 276.59 277.78 265.89 267.33 268.10 269 .31 268 .10 268.10 278 .7 1 27 8.7 1 268 .10 269.31 270 .84 276 .26 274.75 274 .24 270 .84 274.69 274 .69 275 .60 275 .91 267.41 275.01 275.60 276.49 276 .96 278 .04 279.lS 276 .96 278 .04 274.00 267 .63 274 .5 5 275.50 276.20 276.58 277.73 27S.92 276.5S 277.73 ~~~~~~~~~~~~~~~~~~~~ ..... Appendix A 0229-Hydraul ic Links2.x ls Output Cl> E .. z "' c :J E .. Cl> !: Cl> "' "C c. 0 ::i z E .. ~ Ui c Cl> :i: "C 0 0 oz Hydraulic Conduit Data and Results Central Park Lane Drainage Analysis 10 -Year Storm Postdevelopment Drai nage A na lysis with Central Park lane E ~ ca .c u ...J ...J E ~ Q. ~ o w w f!... Ui Cl> .c u: >Qi g? g? ._ ct: C o, g_ > > j_~c ~~ 1;l ; o 1;l 1;l VI !ac ~ c..5 :E ...1 iii :E :E 3 t============================(=ft}:::====c~c>z======(ft=)====::=(ft=)======<=~=>======(m=•=>=====<=N=•>=======(ft=)======<:ft)==:t 23 34 0+40 1+14 1+38 IOOUT llOUT 2+41 3+89 30UT 30UT 30UT SOUT 60UT 80UT 90UT Kre nek Tap KTI KTI KTI J3 J2 J4 J3 D/S CULV Outfall NC I U/S CULV NC2 NCI PA IO J4 PA I 18 WP3 NC3 NC2 PASWC NC3 PA3 II PA3 II PA3 II PAS PA7 PA7 PA IA PA8 J2 PA9 J3 UIS CULV D/S CULV WP7 UIS CULV WP7 UIS CULV W P7 UIS CULV KT2 WP6 WP7 KT2 WP6 WP7 KT2 WP6 WP7 KT3 WPS WP6 KT3 WPS WP6 KT3 WPS WP6 LS4 PA2 WP7 LSS PA4 WP7 L61 PAl l A PA118 L62 PA 12A PA128 L63 PA 12 8 WPS L64 N67 WP! L6S N68 WP I L70 EA-38 WP7 L7 1 EA-48 WP6 OS l 2 WP I WP2 OS23 WP2 WP3 OS34 WP3 WP4 OS4S WP4 WPS Pl I I Pond P2 PA IA Pond PAIAPAID PA ID PA IA PA6J2 J2 PA7 PondO ut Po nd NC I 272.90 27 1.7S l.7S 230.00 o .so 13 .S6 S.60 277.47 27S.9 1 274 .33 273 . IS I.SO 23S .OO o .so 6.90 3.88 278 .S4 277.47 263 .00 262.80 0 .00 40.00 o .so 163.80 S.36 26S.40 264 .72 26S .80 264.00 0 .00 24.00 7.SO 93 .12 3.41 267 .IS 266.3 1 269 .00 26S .80 0 .00 103 .00 3.11 6S .97 4.11 270.6S 267 .IS 27S. IO 274.S8 l.2S 60.92 0.8S 7.42 S.99 279 .07 278 .S4 272 .23 272 .22 3.SO 1.00 1.00 6.90 I.OS 274 .S9 274.38 270.00 269 .00 0 .00 148 .00 0 .68 64.94 2.62 272.40 270 .6S 276.00 270.00 4.00 SI 0 .00 1.18 S9 .6 I 2.47 277 .14 272.40 274 .8S 270 .IS 271.10 269.SI 272.78 273 .93 263 .SO 274 .00 266 .0 1 274 .00 267 .36 274 .00 269 .26 272 .10 272 .10 27S .92 273.17 272 .17 276.78 276 .S6 272.10 272 .10 276 .SS 274 .00 272 .22 272.00 269 .14 269 .26 271.46 271.50 274.SS 269.64 270.SI 269 .30 272 .2S 273.40 263 .00 271.00 263.6 1 274.00 266.0 1 274 .00 267.86 272 .00 272 .00 274.47 272.42 27 1.S7 276 .SS 276.SS 272 .00 272.00 274.10 272.S9 272.12 269.S I 269 .00 269.09 271.26 270.01 Multi-Conduit 274 . 77 274 .38 o.so I S.00 1.00 IOS .00 I.SO IOS.12 2.SO 84.17 l.2S S8.S9 l.2S S8 .S9 S.00 SS.00 Multi-Conduit o .so 480.00 4.00 480.00 Mu/Ii-Condu it 2.00 0.49 0.S6 0 .2S 0.90 0.90 0 .9 1 0.63 o.so o .so 270 .00 0 .00 4.00 270 .00 o .s o Multi-Conduit o.so 228.00 0 .00 3.SO 228.00 0.61 2.00 S.00 2.00 2.00 S.00 2.00 I .2S 7S.OO 1.93 l.2S S0 .00 I.SO I.SO 60.00 1.00 2.00 S0.00 0.46 2.00 1.00 1.00 2.00 S.00 2.00 2.00 S.00 2.00 3.00 302.00 0.8 1 3.00 2 10.00 0.67 3.SO 3.SO I.SO 3.00 1.00 2.00 14.00 348.00 28 .00 72.43 39.78 128.63 Mu lti-Conduit 0 .7 1 0.72 o.so 0.23 o.so 1.16 0 .00 6.SS 12 .IS 37 .18 9.08 7.49 163 .80 0 .00 71.4S 0 .00 S9.03 0 .00 41.SO 2.02 0 .83 3.38 2.42 4.78 4.87 3 .62 9.8 4 7.66 30.78 30 .79 36 .73 36 .73 6 .S2 S l.S9 2.6S 21.92 0 .00 8.21 6.80 7.S4 7.32 6.04 S.20 0 .00 S.70 0.00 S.89 0 .00 6.16 3.24 2.60 6.80 S.67 S.81 0.02 0 .01 4.82 4.S3 7.37 7.13 6.3S 7.63 3 .66 7 .17 3.SO 6.94 27S .61 274 .97 276 .S8 277.87 266.31 267.72 269 .02 270.64 272 .60 272 .46 276.4S 273 .64 272 .88 278 .30 278 .30 273.00 272.92 278 .29 27S .84 274 .38 273 .81 274 .38 274.6S 274 .70 27S.91 274 .32 274.97 274 .6S 27S .91 277.47 26S.40 266 .31 267 .72 269.02 267 .72 267.72 274 .S9 272 .8 8 270.64 278 .29 278 .29 267.72 269 .02 27S.84 274 .38 273 .81 270 .64 274 .32 274 .32 274.6S 274 .97 267 .IS PondOut Pond NCI 274.00 274.00 0.6S 20 .00 10 .0 1 21.37 0 .00 S.21 S.22 6.14 3.18 0.22 0 .90 0.4S 1.89 11.98 0.00 2.19 1.63 l.S6 l.3S 0 .04 0 .00 0 .00 Po ndOut Pond NCI 269 .00 267 .63 I.SO 110 .00 S I PA IA II 27S .SO 274.SS O.SO 120 .00 S2 JI S PA IA 276.20 27S .SO 0 .SO 9S .00 S3 J2S JI S 276.S8 276 .20 0.SO 8S.00 S4 PA l 8 J2S 277.73 276.S8 O.SO 230 .00 SS PAIC PA l 8 278 .92 277 .73 0 .SO 23S .00 W IO PAIO PA IC 279 .06 278 .92 O.SO 20.00 W8 PA8 J2S 276.7S 276 .S8 0 .SO 20.00 ~W~9~~~~~-P_A_9~~~PA~18~~-2_7_7_.8_9 ~~2_7_7_.7_3 ~~-o_.s_o~~~20.00 l.2S 0 .79 0 .74 0.48 0.48 0.70 0 .8S 0 .80 274 .6S 276.32 276 .79 277.92 279 .07 279 .07 276.S8 277.87 274.38 274 .6S 276 .32 276 .79 277.92 279 .07 276.79 277.92 Appendix A 0229-Hydraulic Links2 .xls Output ,, 23 34 0+40 1+14 G> E .. z -" c :J 1+3S lOOUT llOUT 2+4 1 3+S9 30UT 30UT 30UT 50UT 60UT SOUT 90UT Krenek Tap KT! KT! KT! KT2 KT2 KT2 KT3 KT3 KT3 L54 L55 L61 L62 L63 L64 L65 L70 L7 1 OS12 OS23 OS34 OS45 Pl P2 PAlAPAlD PA6J2 PondOut Pond Out Pond Out SI S2 S3 S4 S5 WlO WS W9 E .. G> -= G> Ill "C a. 0 :J z J3 14 DIS CULV NC I NC2 PAIO PAllB NC3 PAS WC PA3 PA3 PA3 PAS PA7 PAS E .. l!! u; c G> ~ "C 0 0 oz 12 J3 O utfall UIS CULV NCI 14 WP3 NC2 NC3 11 11 11 PA7 PA l A 12 PA9 J3 UIS CULV DIS CULV WP7 UIS CULV WP7 UIS CULV WP7 UIS CULV WP6 WP? WP6 WP7 WP6 WP7 WP5 WP5 WP5 PA2 PA4 PAllA PA1 2A PA12B N67 N6S EA-3B EA-4B WP! WP2 WP3 WP4 11 PAIA PAID J2 Pond Pond Pond PAlA llS J2S PA I B PA IC PAIO PA S PA 9 WP6 WP6 WP6 WP7 WP7 PAllB PA 12B WP5 WPl WPl WP7 WP6 WP2 WP3 WP4 WP5 Pond Pond PAIA PA? NC I NC I NC I II PAIA Jl S J2S PAIB PAI C 12S PAIB Hydraulic Conduit Data and Results Central Park Lane Drainage Analysis 25 -Year Storm Postd eve lopment Draina ge Analysis with Central Park Lan e 272.90 274 .33 263.00 265 .SO 269 .00 275.10 272 .23 270 .00 276.00 274 .S5 270 .1 5 271.10 269 .51 272.?S 273 .93 263.50 274 .00 266.01 274 .00 267 .36 274.00 269 .26 272 .10 272 .1 0 275 .92 273 .17 272.17 276.7S 276 .56 272.10 272 .1 0 276.55 274.00 272 .22 272.00 269 .14 269 .26 271.46 271.50 274 .00 269 .00 275.50 276.20 276.5S 277.73 27S .92 279.06 276 .75 277.S9 E .. l!! u; c t: ~ G> 0 > 0 .E (ft) 271.75 273 .15 262.SO 264 .00 265.SO 274.5S 272 .22 269.00 270.00 274 .55 269 .64 270 .51 269 .30 272.25 273.40 263.00 271.00 263 .6 1 274 .00 266.0 1 274.00 267.S6 272.00 272 .00 274.47 272.42 27 1.57 276 .55 276.55 272.00 272 .00 274.10 272.59 272 .1 2 269.5 1 269.00 269.09 27 1.26 270.0 1 274 .00 267 .63 274.55 275 .50 276 .20 276.5S 277 .73 27S .92 276 .5S 277.73 .::: Q. G> 0 1;l :E (ft) 1.75 1.50 0.00 0.00 0.00 1.25 3 .50 0 .00 4.00 0 .50 1.00 1.50 2.50 1.25 .::: r;, c ~ (ft) 230.00 235 .00 40.00 24 .00 103.00 60 .92 1.00 14 S.OO 5 10 .00 Multi-Conduit 15 .00 105 .00 105 .12 S4.17 5S .59 1.25 5S .59 5.00 55.00 Mu lti-Conduit 0 .50 4SO .OO 4 .00 4SO .OO Multi-Conduit 0 .50 270.00 4 .00 270.00 Multi-Conduit 0.50 0 .50 0 .50 7.50 3.11 O.S5 1.00 0 .6S I.I S 2.00 0.49 0.5 6 0.25 0.90 0.90 0 .9 1 0 .63 0.50 0 .00 0 .50 0.50 22S.OO 0.00 3.50 22S .OO 0.6 l 2.00 5.00 2 .00 2.00 5.00 2.00 1.25 75.00 1.93 1.25 50 .00 1.50 1.50 60 .00 1.00 2.00 50 .00 0.46 2.00 1.00 1.00 2.00 5.00 2.00 2.00 5 .00 2 .00 3.00 302.00 O.S l 3.00 210.00 0.67 3.50 14.00 0.71 3.50 34S.OO 0. 72 1.50 2S.OO 0.50 3.00 72.43 0.23 1.00 39. 7S 0.50 2 .00 12S .63 1.16 Multi-Conduit 0.65 20.00 1.50 110.00 1.25 0 .50 120.00 0.79 0 .50 95 .00 0. 74 0.50 S5 .00 0.4S 0.50 230 .00 0.4S 0.50 235.00 0 .50 20.00 0.70 0 .50 20 .00 O.S5 0 .50 20 .00 o.so ~ Li: )( .. :E (cfs) 13.57 6.63 200.2 1 121.92 S0.47 7.27 S.13 7S .47 72.Ql 1.49 6 .50 12.36 37.36 9 .09 S.S7 200 .2 1 0 .00 S2 .l l 0 .00 67 .03 0 .00 47 .93 2.43 1.00 3.9S 2 .S4 5.62 5.S S 4 .11 l l.S7 9 .24 35 .30 35 .2S 42 .30 42 .30 6.45 52 .57 3.11 21.S7 22 .05 21.69 0 .00 S.S6 s.ss 11.09 6.02 2 .73 2 .22 2.44 ~ g ~ )( .. :E (IVs) 5.61 3.73 5.79 3.36 4.42 5.SS 1.1 3 2.73 2.73 1.34 S.1 5 6.92 7.57 7.33 7 .15 5.66 0.00 5.79 0.00 6.05 0 .00 6.3S 3.40 2.72 7.10 5.S3 6.04 0 .02 0 .02 5.05 4 .74 7.55 7.36 6.6S 7.S9 3.62 7.42 3.92 6 .92 2.67 12 .16 0.00 2 .70 1.96 2.06 l.S5 O.S l 0 .00 0 .66 -I w ~ ~ (ft) 277.64 27S .63 265.60 267 .2S 270.70 279 .14 274.?S 272 .52 277 .2S 274 .90 275.95 275.4 1 276.S3 277.97 266.73 267.S6 269.15 270.76 272 .63 272.4S 276 .50 273 .69 272.95 27S.47 27S.47 273 .07 272 .9S 27S .47 276.0 1 274 .55 273 .9S 274.59 275.05 275.13 276 .27 274.4S 275 .05 276.36 276 .S4 277.97 279.12 279 .14 276.S3 277.97 -I w ~ a (ft) 276 .27 277.64 264 .91 266.73 267 .2S 27S.63 274.55 270 .70 272.52 274 .59 275.41 275.05 276.27 277.64 265 .60 266.73 267 .S6 269 .15 267.S6 267 .S6 274.?S 272.95 270.76 27S.47 27S.47 267 .S 6 269.15 276.0l 274 .55 273 .9S 270.76 274.4S 274.4S 275 .05 275.41 267 .2S 274 .59 275 .05 276 .36 276.S4 277.97 279 .12 276 .S4 277 .97 ~~~~~~~~~~~~~~~~~~~--- Appendix A 0229-Hydra uli c Links2.xls Output . 23 34 0+40 1+14 G> E .. z "" c :J 1+3S lOOUT llOUT 2+41 3+S9 30UT 30UT 30UT SOUT 60UT SOUT 90UT Krenek Tap KTl KTl KTl KT2 KT2 KT2 KT3 KT3 KT3 LS4 LSS L61 L62 L63 L64 L6S L70 L71 OS 12 OS23 OS34 OS4S P l P2 PAIAPAID PA6J2 Po nd Out Pond Out Pond Out S I S2 SJ S4 SS W IO WS W9 J3 J4 DIS CULV NCI E .. ~ ti c G> 3: "C 0 0 CZ J2 J3 Outfa ll UIS CULV NC2 NCI PA IO J4 PA I 18 WP3 NC3 NC2 PASWC NC3 PA3 II PA3 II PA3 II PAS PA7 PA7 PA IA PAS J2 PA9 J3 U/S CULV D/S CULV WP7 UIS CULV WP7 UIS CULV WP7 UIS CULV WP6 WP6 WP6 WPS WPS WPS PA2 PA4 PAllA PA 12A PA 128 N67 N6S EA-38 EA-48 WPl WP2 WP3 W P4 II PA IA PA I D J2 Po nd Pond Pond PA IA J lS J2S PA 18 PA IC PAIO PAS PA9 WP7 WP7 WP7 WP6 WP6 WP6 WP7 WP7 PAl l 8 PA l 28 WPS WPI WPl WP7 WP6 W P2 WP3 WP4 WPS Pond Po nd PA IA PA7 NC I NCI NCI 11 PA IA JI S J2S PAl8 PA IC J2S PAl8 Hydraulic Conduit Data and Results Central Park Lan e Drainage Ana lysis 100 -Year Sto rm Postdevelop ment Drainage Analysi s w ith Central Park Lane E .. ~ 1:: u; ~ :3" .E (ft) 272.90 274 .33 263.00 26S .SO 269 .00 27S .IO 272.23 270.00 276 .00 274 .SS 270.IS 271.10 269 .S I 272 .7S 273 .93 263 .SO 274 .00 266.0 1 274.00 267 .36 274 .00 269 .26 272.10 272 .10 27S .92 273 .1 7 272 .17 276.7S 276.S6 272 .10 272 .10 276.SS 274 .00 272.22 272.00 269 .14 269.26 27 1.46 271.SO E .. ~ "' c 1:: 3: G> 0 > c .E (ft) 27 1.75 273 .15 262.SO 264 .00 265 .SO 274.5S 272.22 269 .00 270.00 274 .55 269 .64 270 .51 269.30 272 .2S 273.40 263 .00 271.00 263 .6 1 274 .00 266.01 274.00 267 .86 272 .00 272 .00 274.47 272.42 27 1.57 276.55 276.5S 272.00 272.00 274.10 272 .S9 272 .12 269.5 1 269.00 269.09 271.26 270 .01 274 .00 267 .63 274 .55 275 .50 276.20 276.58 277.73 278.92 276 .S8 277.73 ~ G> c ~ :E (ft) 1.75 1.50 0.00 0 .00 .s:: Ci c G> __J (ft) 230 .00 235 .00 40.00 24.00 0 .00 103 .00 1.25 60.92 3.50 1.00 0.00 148 .00 4.00 5 10 .00 Multi-Conduit 0 .50 15.00 1.00 105 .00 1.50 105 .12 2.50 S4.17 1.25 SS .59 1.25 SS .59 5.00 S5 .00 Mu lti-Conduit o.so 480.00 4.00 4SO .OO Mu lti-Conduit 0.50 0 .50 0 .50 7.50 3.11 o.ss 1.00 0.6S I.IS 2.00 0.49 0.56 0 .2S 0.90 0 .90 0.9 1 0.63 o.so 0 .50 270 .00 0 .00 4.00 270 .00 o.so Multi-Conduit 0.50 228 .00 0 .00 3.50 22S .OO 0 .61 2.00 5.00 2.00 2.00 S.00 2.00 l.2S 75 .00 1.93 1.25 50 .00 1.50 1.50 60 .00 1.00 2.00 50.00 0.46 2.00 1.00 1.00 2.00 5.00 2 .00 2.00 5.00 2 .00 3.00 302.00 0.8 1 3.00 2 10.00 0 .67 3.50 14.00 0.7 1 3.50 348 .00 0.72 1.50 28 .00 o.so 3.00 72.43 0.23 1.00 39 .78 o.so 2.00 128 .63 1.16 Multi-Conduit 0.65 20 .00 1.50 110 .00 1.25 o.so 120 .00 0. 79 0.50 95 .00 0. 74 0 .50 85 .00 0.48 0 .50 230 .00 0.4S 0.50 23S .00 0 .50 20 .00 0. 70 0.50 20.00 0 .85 0 .50 20 .00 o.so ~ Li: ~ :E (els) 13.48 6.69 254 .56 16 1.99 100 .39 6.90 9.69 9 8.48 S9.36 8.78 6 .13 11.68 35 .84 8.61 7.98 2S4 .S I 0 .00 9S.82 0 .00 77.94 0 .00 . 56.63 3 .00 1.24 4.74 3 .39 6 .7 1 7.23 5 .14 14 .60 11.37 4 1.43 41.40 49.92 49 .92 8.37 S4 .55 3.4 1 21.21 37.65 22 .13 4.14 23 .16 23 .18 19.68 10 .20 5.S2 4.46 5.62 ~ g ~ )( .. :E (fUs) S.57 3.75 6 .3S 3.31 4.76 5 .S6 1.23 2.SS 3.05 2.01 7 .67 6 .54 7 .26 6.94 6.43 6.24 0.00 5.91 0.00 6.19 0.00 6.66 3 .58 2.S7 7.42 S.90 6 .30 O.QJ 0 .02 S.32 4.99 7.74 7.60 7.13 8.20 4.6S 7.67 4.28 6.72 3.02 12.40 0.94 3 .9S 2.67 2.52 2.24 1.22 0.66 1.03 __J w ~ <II 3 (ft) 277.7S 278 .72 26S .S9 267.41 270.73 279 .20 27S.03 272.67 277.4S 274 .99 276.31 275 .91 276 .96 27S.04 267 .32 268 .10 269 .32 270.92 272.6S 272 .S2 276 .S7 273 .74 273 .04 27S .72 278 .71 273 .IS 273 .06 278 .71 276 .26 274 .77 274 .20 27S .0 1 27S .60 275 .7S 276 .59 274 .69 275.60 276.49 276 .96 27S .04 279 .18 279.20 276.96 278.04 __J w ~ a (ft) 276.59 277.78 265 .17 267.32 267.41 27S .72 274 .77 270.73 272 .67 275.01 275 .91 275.60 276 .59 277 .7S 26S .89 267 .32 26S .I O 269.32 26S .IO 26S .IO 275 .03 273.04 270 .92 27S .71 27S .71 26S .IO 269 .32 276.26 274.77 274 .20 270.92 274 .69 274 .69 27S.60 275 .91 267.41 275.01 27S .60 276.49 276.96 27S.04 279 .1 8 276.96 27S .04 274 .00 269 .00 27S .50 276 .20 276 .SS 277 .73 27S .92 279 .06 276 .75 277.S9 ~~~~~~~~~~~~~~~~~~~---' Appendix A 0229-Hydraulic Links2 .xls Outp ut APPENDIXB SHORT DURATION STORM Pre-Development Conditions "" ~ a. f Cl e m m M l .,, "Cl < < >-:I: w w w Qp 11.1 4.5 2.8 Tc 10.0 10.0 10.0 inc 1.0 1.0 1.0 Time cfs cfs cfs 0.0 0.0 0.0 0.0 1.0 1.1 0.4 0.3 2.0 2.2 0.9 0.6 3.0 3.3 1.3 0.8 4.0 4.4 1.8 1.1 5.0 5.5 2.2 1.4 6.0 6.7 2.7 1.7 7.0 7.8 3.1 1.9 8.0 8.9 3.6 2.2 9.0 10.0 4.0 2.5 10.0 11.1 4.5 2.8 11.0 10.5 4.2 2.6 12.0 10.0 4.0 2.5 13.0 9.4 3.8 2.3 14.0 8.9 3.6 2.2 15.0 8.3 3.4 2.1 16.0 7.8 3.1 1.9 17.0 7.2 2.9 1.8 18.0 6.7 2.7 1.7 19.0 6.1 2.5 1.5 20.0 5.5 2.2 1.4 21.0 5.0 2.0 1.2 22.0 4.4 1.8 1.1 23.0 3.9 1.6 1.0 24.0 3.3 1.3 0.8 25.0 2.8 1.1 0.7 26.0 2.2 0.9 0.6 27.0 1.7 0.7 0.4 28.0 1.1 0.4 0.3 29.0 0.6 0.2 0.1 30.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 36.0 0.0 0.0 0.0 37.0 0.0 0.0 0.0 38.0 0.0 0.0 0.0 39.0 0.0 0.0 0.0 40.0 0.0 0.0 0.0 41.0 0.0 0.0 0.0 42.0 0.0 0.0 0.0 43.0 0.0 0.0 0.0 44.0 0.0 0.0 0.0 45.0 0.0 0.0 0.0 60.0 0.0 0.0 0.0 PEAK FLOWS 11.1 4.5 2.8 PEAK FLOW HYDROGRAPHS Central Park lane Drainage Analysis 10-Year Storm D.A. # 10 I-w w r:i:: m I-.,, Ill < t:= N M ~ I-I-w li:: li:: li:: 1.7 7.2 5.3 5.3 8.0 10.0 10.0 10.0 10.0 10.0 1.0 1.0 1.0 1.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.2 0.7 0.5 0.5 0.8 0.3 1.4 1.1 1.1 1.6 0.5 2.2 1.6 1.6 2.4 0.7 2.9 2.1 2.1 3.2 0.8 3.6 2.6 2.6 4.0 1.0 4.3 3.2 3.2 4.8 1.2 5.1 3.7 3.7 5.6 1.4 5.8 4.2 4.2 6.4 1.5 6.5 4.8 4.8 7.2 1.7 7.2 5.3 5.3 8.0 1.6 6.9 5.0 5.0 7.6 1.5 6.5 4.8 4.8 7.2 1.4 6.1 4.5 4.5 6.8 1.4 5.8 4.2 4.2 6.4 1.3 5.4 4.0 4.0 6.0 1.2 5.1 3.7 3.7 5.6 1.1 4.7 3.4 3.4 5.2 1.0 4.3 3.2 3.2 4.8 0.9 4.0 2.9 2.9 4.4 0.8 3.6 2.6 2.6 4.0 0.8 3.3 2.4 2.4 3.6 0.7 2.9 2.1 2.1 3.2 0.6 2.5 1.8 1.8 2.8 0.5 2.2 1.6 1.6 2.4 0.4 1.8 1.3 1.3 2.0 0.3 1.4 1.1 1.1 1.6 0.3 1.1 0.8 0.8 1.2 0.2 0.7 0.5 0.5 0.8 0.1 0.4 0.3 0.3 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.7 7.2 5.3 5.3 8.0 :I: :I: ...J I-I-< C> r:i:: ::::> I-...J :!!!: 0 0 0 < I-z Ill I-~ ~ ~ I-!!? e~ 11.9 10.0 1.0 1.0 cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.0 0.8 4.6 0.0 0.0 1.7 9.2 0.1 0.0 2.6 13.9 0.3 0.1 3.5 18.7 0.5 0.1 4.6 23.5 0.8 0.2 5.8 28.5 1.2 0.4 7.2 33.6 1.7 0.5 8.7 38.9 2.4 0.7 10.3 44.3 3.1 1.0 12.1 49.9 3.9 1.3 12.8 48.7 4.9 1.6 13.7 47.7 5.7 2.0 14.6 46.7 6.6 2.5 15.5 45.7 7.4 2.9 16.4 44.7 8.2 3.5 17.2 43.7 8.8 4.0 18.0 42.5 9.4 4.5 18.7 41.4 9.9 5.0 19.3 40.1 10.4 5.5 19.8 38.7 10.8 5.9 20.3 37.3 11.1 6.3 20.6 35.7 11.4 6.7 20.9 34.1 11.6 7.1 21.1 32.4 11.7 7.5 21.2 30.6 11.8 7.8 21.2 28.8 11.9 8.1 21.2 26.8 11.9 8.4 21.0 24.8 11.8 8.6 20.9 22.7 11.8 8.9 20.6 20.6 11.6 9.1 20.7 20.7 11.5 9.3 20.7 20.7 11.2 9.4 20.7 20.7 11.0 9.6 20.6 20.6 10.7 9.7 20.4 20.4 10.4 9.8 20.2 20.2 10.0 9.7 19.7 19.7 9.7 9.8 19.5 19.5 9.4 9.9 19.2 19.2 9.1 9.9 19.0 19.0 8.8 10.0 18.7 18.7 8.5 10.0 18.4 18.4 8.2 10.0 18.1 18.1 7.9 10.0 17.8 17.8 7.6 9.9 17.6 17.6 4.6 8.4 13.0 13.0 11.9 10.0 21.2 49.9 Appendix 8 0229-Central Park Lane Drainage2.xls -.c c. I! Cl 0 Ill Ill ... .., ..... It) "Cl cl: cl: ~ >-::c w w Qp 12.7 5.1 3.1 Tc 10.0 10.0 10.0 inc 1.0 1.0 1.0 Time cfs cfs cfs 0.0 0.0 0.0 0.0 1.0 1.3 0.5 0.3 2.0 2.5 1.0 0.6 3.0 3.8 1.5 0.9 4.0 5.1 2.0 1.3 5.0 6.3 2.6 1.6 6.0 7.6 3.1 1.9 7.0 8.9 3.6 2.2 8.0 10.1 4.1 2.5 9.0 11.4 4.6 2.8 10.0 12.7 5.1 3.1 11.0 12.0 4.9 3.0 12.0 11.4 4.6 2.8 13.0 10.8 4.3 2.7 14.0 10.1 4.1 2.5 15.0 9.5 3.8 2.4 16.0 8.9 3.6 2.2 17.0 8.2 3.3 2.0 18.0 7.6 3.1 1.9 19.0 7.0 2.8 1.7 20.0 6.3 2.6 1.6 21.0 5.7 2.3 1.4 22.0 5.1 2.0 1.3 23.0 4.4 1.8 1.1 24.0 3.8 1.5 0.9 25.0 3.2 1.3 0.8 26.0 2.5 1.0 0.6 27.0 1.9 0.8 0.5 28.0 1.3 0.5 0.3 29.0 0.6 0.3 0.2 30.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 36.0 0.0 0.0 0.0 37.0 0.0 0.0 0.0 38.0 0.0 0.0 0.0 39.0 0.0 0.0 0.0 40.0 0.0 0.0 0.0 41.0 0.0 0.0 0.0 42.0 0.0 0.0 0.0 43.0 0.0 0.0 0.0 44.0 0.0 0.0 0.0 45.0 0.0 0.0 0.0 60.0 0.0 0.0 0.0 PEAK FLOWS 12.7 5.1 3.1 PEAK FLOW HYDROGRAPHS Central Park Lane Drainage Analysis 25-Year Storm D.A. # 25 I-w w 0::: Ill I-It) (/) cl: ... N .., ~ I-I-I-w ~ ~ ~ 1.9 8.3 6.0 6.0 9.1 10.0 10.0 10.0 10.0 10.0 1.0 1.0 1.0 1.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.2 0.8 0.6 0.6 0.9 0.4 1.7 1.2 1.2 1.8 0.6 2.5 1.8 1.8 2.7 0.8 3.3 2.4 2.4 3.7 1.0 4.1 3.0 3.0 4.6 1.2 5.0 3.6 3.6 5.5 1.4 5.8 4.2 4.2 6.4 1.5 6.6 4.8 4.8 7.3 1.7 7.4 5.4 5.4 8.2 1.9 8.3 6.0 6.0 9.1 1.8 7.8 5.7 5.7 8.7 1.7 7.4 5.4 5.4 8.2 1.6 7.0 5.1 5.1 7.8 1.5 6.6 4.8 4.8 7.3 1.4 6.2 4.5 4.5 6.9 1.4 5.8 4.2 4.2 6.4 1.3 5.4 3.9 3.9 5.9 1.2 5.0 3.6 3.6 5.5 1.1 4.5 3.3 3.3 5.0 1.0 4.1 3.0 3.0 4.6 0.9 3.7 2.7 2.7 4.1 0.8 3.3 2.4 2.4 3.7 0.7 2.9 2.1 2.1 3.2 0.6 2.5 1.8 1.8 2.7 0.5 2.1 1.5 1.5 2.3 0.4 1.7 1.2 1.2 1.8 0.3 1.2 0.9 0.9 1.4 0.2 0.8 0.6 0.6 0.9 0.1 0.4 0.3 0.3 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.9 8.3 6.0 6.0 9.1 ::c ::c ~ I-I-~ (!) 0::: ::J ~ :!!!: 0 0 0 <( I-z (/) I-~ ~ ~ I-!:2 0 >< .... w 13.6 11.4 1.0 1.0 cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.0 0.9 5.2 0.1 0.0 1.9 10.5 0.2 0.0 2.9 15.9 0.3 0.1 4.1 21.3 0.6 0.2 5.3 26.9 1.0 0.3 6.7 32.7 1.5 0.4 8.3 38.5 2.1 0.6 10.0 44.6 2.8 0.9 11.9 50.8 3.7 1.2 14.0 57.2 4.7 1.6 14.9 55.9 5.8 2.0 15.9 54.8 6.8 2.4 16.9 53.6 7.8 2.9 18.0 52.5 8.7 3.5 19.0 51.4 9.5 4.1 20.0 50.2 10.2 4.7 20.9 48.9 10.9 5.3 21.7 47.6 11.5 5.9 22.4 46.1 12.0 6.4 22.9 44.5 12.4 6.9 23.4 42.9 12.8 7.4 23.8 41.1 13.1 7.9 24.1 39.2 13.3 8.3 24.3 37.2 13.5 8.7 24.4 35.2 13.6 9.0 24.4 33.1 13.6 9.4 24.4 30.8 13.6 9.7 24.2 28.5 13.6 10.0 24.0 26.1 13.5 10.2 23.7 23.7 13.3 10.4 23.8 23.8 13.2 10.6 23.8 23.8 12.9 10.8 23.7 23.7 12.6 11.0 23.6 23.6 12.3 11.1 23.4 23.4 11.9 11.2 23.2 23.2 11.6 11.1 22.7 22.7 11.2 11.2 22.4 22.4 10.8 11.3 22.1 22.1 10.5 11.4 21.8 21.8 10.1 11.4 21.5 21.5 9.8 11.4 21.2 21.2 9.4 11.4 20.9 20.9 9.1 11.4 20.5 20.5 8.8 11.4 20.2 20.2 5.3 9.7 15.0 15.0 13.6 11.4 24.4 57.2 Appendix B 0229-Central Park Lane Drainage2.xls 'II: .c Q. E CD Ql Ql 0 -0 .., l II) ..( ..( >. ::c w w w Qp 15.0 6.0 3.7 Tc 10.0 10.0 10.0 inc 1.0 1.0 1.0 Time cfs cfs cfs 0.0 0.0 0.0 0.0 1.0 1.5 0.6 0.4 2.0 3.0 1.2 0.7 3.0 4.5 1.8 1.1 4.0 6.0 2.4 1.5 5.0 7.5 3.0 1.9 6.0 9.0 3.6 2.2 7.0 10.5 4.2 2.6 8.0 12.0 4.8 3.0 9.0 13.5 5.4 3.3 10.0 15.0 6.0 3.7 11.0 14.2 5.7 3.5 12.0 13.5 5.4 3.3 13.0 12.7 5.1 3.2 14.0 12.0 4.8 3.0 15.0 11.2 4.5 2.8 16.0 10.5 4.2 2.6 17.0 9.7 3.9 2.4 18.0 9.0 3.6 2.2 19.0 8.2 3.3 2.0 20.0 7.5 3.0 1.9 21.0 6.7 2.7 1.7 22.0 6.0 2.4 1.5 23.0 5.2 2.1 1.3 24.0 4.5 1.8 1.1 25.0 3.7 1.5 0.9 26.0 3.0 1.2 0.7 27.0 2.2 0.9 0.6 28.0 1.5 0.6 0.4 29.0 0.7 0.3 0.2 30.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 36.0 0.0 0.0 0.0 37.0 0.0 0.0 0.0 38.0 0.0 0.0 0.0 39.0 0.0 0.0 0.0 40.0 0.0 0.0 0.0 41.0 0.0 0.0 0.0 42.0 0.0 0.0 0.0 43.0 0.0 0.0 0.0 44.0 0.0 0.0 0.0 45.0 0.0 0.0 0.0 60.0 0.0 0.0 0.0 PEAK FLOWS 15.0 6.0 3.7 PEAK FLOW HYDROGRAPHS Central Park Lane Drainage Analysis 100-Year Storm D.A. # 100 I-w w 0:: Ql I-Cf) II) ..( t:= N .., ~ I-I-w lil:: lil:: lil:: 2.3 9.7 7.1 7.1 10.8 10.0 10.0 10.0 10.0 10.0 1.0 1.0 1.0 1.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.2 1.0 0.7 0.7 1.1 0.5 1.9 1.4 1.4 2.2 0.7 2.9 2.1 2.1 3.2 0.9 3.9 2.8 2.8 4.3 1.1 4.9 3.6 3.6 5.4 1.4 5.8 4.3 4.3 6.5 1.6 6.8 5.0 5.0 7.6 1.8 7.8 5.7 5.7 8.6 2.1 8.8 6.4 6.4 9.7 2.3 9.7 7.1 7.1 10.8 2.2 9.3 6.8 6.8 10.3 2.1 8.8 6.4 6.4 9.7 1.9 8.3 6.1 6.1 9.2 1.8 7.8 5.7 5.7 8.6 1.7 7.3 5.3 5.3 8.1 1.6 6.8 5.0 5.0 7.6 1.5 6.3 4.6 4.6 7.0 1.4 5.8 4.3 4.3 6.5 1.3 5.4 3.9 3.9 5.9 1.1 4.9 3.6 3.6 5.4 1.0 4.4 3.2 3.2 4.9 0.9 3.9 2.8 2.8 4.3 0.8 3.4 2.5 2.5 3.8 0.7 2.9 2.1 2.1 3.2 0.6 2.4 1.8 1.8 2.7 0.5 1.9 1.4 1.4 2.2 0.3 1.5 1.1 1.1 1.6 0.2 1.0 0.7 0.7 1.1 0.1 0.5 0.4 0.4 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.3 9.7 7.1 7.1 10.8 ::c ::c ...I I-I-~ (!) 0:: :J ...I::!!: 0 0 0 z Cf) I-<( I-~ ~ ~ I-~ g~ 16.1 13.4 1.0 1.0 cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.0 1.1 6.2 0.1 0.0 2.2 12.4 0.2 0.1 3.5 18.8 0.4 0.1 4.8 25.2 0.7 0.2 6.4 31.8 1.2 0.4 8.1 38.6 1.8 0.6 10.0 45.6 2.6 0.8 12.1 52.8 3.5 1.1 14.4 60.2 4.6 1.5 16.9 67.8 5.8 2.0 18.0 66.4 7.0 2.5 19.2 65.1 8.2 3.0 20.4 63.7 9.4 3.6 21.7 62.4 10.5 4.3 22.9 61.1 11.4 5.1 24.0 59.7 12.3 5.8 25.0 58.1 13.0 6.5 25.9 56.5 13.7 7.1 26.7 54.8 14.2 7.8 27.4 52.9 14.7 8.4 27.9 50.8 15.1 8.9 28.3 48.7 15.4 9.4 28.6 46.5 15.7 9.9 28.8 44.1 15.9 10.3 28.9 41.7 16.0 10.7 28.9 39.1 16.1 11.1 28.8 36.5 16.1 11.5 28.6 33.7 16.0 11.8 28.3 30.9 15.9 12.1 28.0 28.0 15.8 12.3 28.1 28.1 15.6 12.5 28.1 28.1 15.3 12.7 28.0 28.0 15.0 12.9 27.9 27.9 14.6 13.1 27.6 27.6 14.2 13.2 27.3 27.3 13.7 13.1 26.8 26.8 13.3 13.2 26.5 26.5 12.9 13.3 26.1 26.1 12.5 13.3 25.8 25.8 12.1 13.4 25.4 25.4 11.7 13.4 25.0 25.0 11.3 13.4 24.7 24.7 10.9 13.4 24.3 24.3 10.5 13.3 23.9 23.9 6.3 11.6 17.9 17.9 16.1 13.4 28.9 67.8 Appendix B 0229-Central Park Lane Drainage2.xis Post-Development with Central Park Lane Conditions 'It .s: Q. I! "' m m < e ... N ~ "'f "'f ... ,, cl: cl: >-< < :c 0. 0. 0. 0. 0. OD 2.9 11.1 1.1 4.5 3.8 Tc 10.0 10.0 10.0 10.0 10.0 Inc 1.0 1.0 1.0 1.0 1.0 Time cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.3 1.1 0.1 0.4 0.4 2.0 0.6 2.2 0.2 0.9 0.8 3.0 0.9 3.3 0.3 1.3 1.1 4.0 1.2 4.4 0.4 1.8 1.5 5.0 1.5 5.5 0.6 2.2 1.9 6.0 1.8 6.7 0.7 2.7 2.3 7.0 2.0 7.8 0.8 3.1 2.6 8.0 2.3 8.9 0.9 3.6 3.0 9.0 2.6 10.0 1.0 4.0 3.4 10.0 2.9 11.1 1.1 4.5 3.8 11.0 2.8 10.5 1.1 4.2 3.6 12.0 2.6 10.0 1.0 4.0 3.4 13.0 2.5 9.4 0.9 3.8 3.2 14.0 2.3 8.9 0.9 3.6 3.0 15.0 2.2 8.3 0.8 3.4 2.8 16.0 2.0 7.8 0.8 3.1 2.6 17.0 1.9 7.2 0.7 2.9 2.4 18.0 1.8 6.7 0.7 2.7 2.3 19.0 1.6 6.1 0.6 2.5 2.1 20.0 1.5 5.5 0.6 2.2 1.9 21.0 1.3 5.0 0.5 2.0 1.7 22.0 1.2 4.4 0.4 1.8 1.5 23.0 1.0 3.9 0.4 1.6 1.3 24.0 0.9 3.3 0.3 1.3 1.1 25.0 0.7 2.8 0.3 1.1 0.9 26.0 0.6 2.2 0.2 0.9 0.8 27.0 0.4 1.7 0.2 0.7 0.6 28.0 0.3 1.1 0.1 0.4 0.4 29.0 0.1 0.6 0.1 0.2 0.2 30.0 0.0 0.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 0.0 0.0 36.0 0.0 0.0 0.0 0.0 0.0 37.0 0.0 0.0 0.0 0.0 0.0 38.0 0.0 0.0 0.0 0.0 0.0 39.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 0.0 0.0 0.0 0.0 41.0 0.0 0.0 0.0 0.0 0.0 42.0 0.0 0.0 0.0 0.0 0.0 43.0 0.0 0.0 0.0 0.0 0.0 44.0 0.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0 0.0 0.0 0.0 46.0 0.0 0.0 0.0 0.0 0.0 47.0 0.0 0.0 0.0 0.0 0.0 48.0 0.0 0.0 0.0 0.0 0.0 49.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 51.0 0.0 0.0 0.0 0.0 0.0 52.0 0.0 0.0 0.0 0.0 0.0 53.0 0.0 0.0 0.0 0.0 0.0 54.0 0.0 0.0 0.0 0.0 0.0 55.0 0.0 0.0 0.0 0.0 0.0 56.0 0.0 0.0 0.0 0.0 0.0 57.0 0.0 0.0 0.0 0.0 0.0 58.0 0.0 0.0 0.0 0.0 0.0 59.0 0.0 0.0 0.0 0.0 0.0 60.0 0.0 0.0 0.0 0.0 0.0 PEAK FLOWS 2.9 11.1 1.1 4.5 3.8 PEAK FLOW HYDROGRAPHS Central Park Lane Drainage Analysis 10-Year Storm D.A.# 10 m ;5 m ... N ... ... ... cl: cl: cl: j: I:! 0. 0. 0. :.: :.: 3.7 3.5 2.6 7.2 5.3 10.0 10.0 10.0 10.0 10.0 1.0 1.0 1.0 1.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.4 0.3 0.3 0.7 0.5 0.7 0.7 0.5 1.4 1.1 1.1 1.0 0.8 2.2 1.6 1.5 1.4 1.0 2.9 2.1 1.8 1.7 1.3 3.6 2.6 2.2 2.1 1.5 4.3 3.2 2.6 2.4 1.8 5.1 3.7 2.9 2.8 2.1 5.8 4.2 3.3 3.1 2.3 6.5 4.8 3.7 3.5 2.6 7.2 5.3 3.5 3.3 2.4 6.9 5.0 3.3 3.1 2.3 6.5 4.8 3.1 2.9 2.2 6.1 4.5 2.9 2.8 2.1 5.8 4.2 2.8 2.6 1.9 5.4 4.0 2.6 2.4 1.8 5.1 3.7 2.4 2.3 1.7 4.7 3.4 2.2 2.1 1.5 4.3 3.2 2.0 1.9 1.4 4.0 2.9 1.8 1.7 1.3 3.6 2.6 1.7 1.6 1.2 3.3 2.4 1.5 1.4 1.0 2.9 2.1 1.3 1.2 0.9 2.5 1.8 1.1 1.0 0.8 2.2 1.6 0.9 0.9 0.6 1.8 1.3 0.7 0.7 0.5 1.4 1.1 0.6 0.5 0.4 1.1 0.8 0.4 0.3 0.3 0.7 0.5 0.2 0.2 0.1 0.4 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.7 3.5 2.6 7.2 5.3 j:2 :.: 5.3 10.0 1.0 cfs 0.0 0.5 1.1 1.6 2.1 2.6 3.2 3.7 4.2 4.8 5.3 5.0 4.8 4.5 4.2 4.0 3.7 3.4 3.2 2.9 2.6 2.4 2.1 1.8 1.6 1.3 1.1 0.8 0.5 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.3 ti :c :c _J w I-I-< C> ~ a: :::> I-_J z 0 0 0 ~ z UI I-< I= I-~ 11_ ~ ~ ;;:: ;;:: 0 >< I-w 8.0 11.9 10.0 10.0 1.0 1.0 1.0 cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.8 1.6 0.0 0.0 1.7 2.4 0.1 0.0 2.6 3.2 0.3 0.1 3.5 4.0 0.5 0.1 4.6 4.8 0.8 0.2 5.8 5.6 1.2 0.4 7.2 6.4 1.7 0.5 8.7 7.2 2.4 0.7 10.3 8.0 3.1 1.0 12.1 7.6 3.9 1.3 12.8 7.2 4.9 1.6 13.7 6.8 5.7 2.0 14.6 6.4 6.6 2.5 15.5 6.0 7.4 2.9 16.4 5.6 8.2 3.5 17.2 5.2 8.8 4.0 18.0 4.8 9.4 4.5 18.7 4.4 9.9 5.0 19.3 4.0 10.4 5.5 19.8 3.6 10.8 5.9 20.3 3.2 11.1 6.3 20.6 2.8 11.4 6.7 20.9 2.4 11.6 7.1 21.1 2.0 11.7 7.5 21.2 1.6 11.8 7.8 21.2 1.2 11.9 8.1 21.2 0.8 11.9 8.4 21.0 0.4 11.8 8.6 20.9 0.0 11.8 8.9 20.6 0.0 11.6 9.1 20.7 0.0 11.5 9.3 20.7 0.0 11.2 9.4 20.7 0.0 11.0 9.6 20.6 0.0 10.7 9.7 20.4 0.0 10.4 9.8 20.2 0.0 10.0 9.7 19.7 0.0 9.7 9.8 19.5 0.0 9.4 9.9 19.2 0.0 9.1 9.9 19.0 0.0 8.8 10.0 18.7 0.0 8.5 10.0 18.4 0.0 8.2 10.0 18.1 0.0 7.9 10.0 17.8 0.0 7.6 9.9 17.6 0.0 7.4 9.9 17.2 0.0 7.1 9.8 16.9 0.0 6.9 9.7 16.6 0.0 6.7 9.6 16.3 0.0 6.4 9.5 15.9 0.0 6.2 9.4 15.6 0.0 6.0 9.3 15.3 0.0 5.8 9.2 15.0 0.0 5.6 9.1 14.7 0.0 5.4 9.0 14.4 0.0 5.2 8.9 14.1 0.0 5.1 8.8 13.8 0.0 4.9 8.7 13.6 0.0 4.7 8.6 13.3 0.0 4.6 8.4 13.0 8.0 11.9 10.0 21.2 Appendix B 0229-Central Park Lane Drainage2.xls 0.0 5.9 11.8 17.8 23.9 30.1 36.4 42.8 49.4 56.1 63.0 61.2 59.5 57.8 56.2 54.5 52.8 51.0 49.2 47.3 45.3 43.1 41.0 38.7 36.3 33.9 31.4 28.8 26.1 23.4 20.6 20.7 20.7 20.7 20.6 20.4 20.2 19.7 19.5 19.2 19.0 18.7 18.4 18.1 17.8 17.6 17.2 16.9 16.6 16.3 15.9 15.6 15.3 15.0 14.7 14.4 14.1 13.8 13.6 13.3 13.0 63.0 'It .:::; Q. I! "' m c( ~ m ... "' "' "f l :i .., J: J: >-c( :c 0. 0. 0. 0. 0. Qp 3.3 12.7 1.3 5.1 4.3 Tc 10.0 10.0 10.0 10.0 10.0 inc 1.0 1.0 1.0 1.0 1.0 Time cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.3 1.3 0.1 0.5 0.4 2.0 0.7 2.5 0.3 1.0 0.9 3.0 1.0 3.8 0.4 1.5 1.3 4.0 1.3 5.1 0.5 2.0 1.7 5.0 1.7 6.3 0.6 2.6 2.2 6.0 2.0 7.6 0.8 3.1 2.6 7.0 2.3 8.9 0.9 3.6 3.0 8.0 2.7 10.1 1.0 4.1 3.4 9.0 3.0 11.4 1.1 4.6 3.9 10.0 3.3 12.7 1.3 5.1 4.3 11.0 3.2 12.0 1.2 4.9 4.1 12.0 3.0 11.4 1.1 4.6 3.9 13.0 2.8 10.8 1.1 4.3 3.7 14.0 2.7 10.1 1.0 4.1 3.4 15.0 2.5 9.5 1.0 3.8 3.2 16.0 2.3 8.9 0.9 3.6 3.0 17.0 2.2 8.2 0.8 3.3 2.8 18.0 2.0 7.6 0.8 3.1 2.6 19.0 1.8 7.0 0.7 2.8 2.4 20.0 1.7 6.3 0.6 2.6 2.2 21.0 1.5 5.7 0.6 2.3 1.9 22.0 1.3 5.1 0.5 2.0 1.7 23.0 1.2 4.4 0.4 1.8 1.5 24.0 1.0 3.8 0.4 1.5 1.3 25.0 0.8 3.2 0.3 1.3 1.1 26.0 0.7 2.5 0.3 1.0 0.9 27.0 0.5 1.9 0.2 0.8 0.6 28.0 0.3 1.3 0.1 0.5 0.4 29.0 0.2 0.6 0.1 0.3 0.2 30.0 0.0 0.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 0.0 0.0 36.0 0.0 0.0 0.0 0.0 0.0 37.0 0.0 0.0 0.0 0.0 0.0 38.0 0.0 0.0 0.0 0.0 0.0 39.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 0.0 0.0 0.0 0.0 41.0 0.0 0.0 0.0 0.0 0.0 42.0 0.0 0.0 0.0 0.0 0.0 43.0 0.0 0.0 0.0 0.0 0.0 44.0 0.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0 0.0 0.0 0.0 46.0 0.0 0.0 0.0 0.0 0.0 47.0 0.0 0.0 0.0 0.0 0.0 48.0 0.0 0.0 0.0 0.0 0.0 49.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 51.0 0.0 0.0 0.0 0.0 0.0 52.0 0.0 0.0 0.0 0.0 0.0 53.0 0.0 0.0 0.0 0.0 0.0 54.0 0.0 0.0 0.0 0.0 0.0 55.0 0.0 0.0 0.0 0.0 0.0 56.0 0.0 0.0 0.0 0.0 0.0 57.0 0.0 0.0 0.0 0.0 0.0 58.0 0.0 0.0 0.0 0.0 0.0 59.0 0.0 0.0 0.0 0.0 0.0 60.0 0.0 0.0 0.0 0.0 0.0 PEAK FLOWS 3.3 12.7 1.3 5.1 4.3 PEAK FLOW HYDROGRAPHS Central Park Lane Drainage Analysis 25-Year Storm D.A. # 25 m ~ m ... "' :i ... ... J: J: ~ !:! 0. 0. 0. lo:: lo:: 4.2 4.0 2.9 8.3 6.0 10.0 10.0 10.0 10.0 10.0 1.0 1.0 1.0 1.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.4 0.4 0.3 0.8 0.6 0.8 0.8 0.6 1.7 1.2 1.3 1.2 0.9 2.5 1.8 1.7 1.6 1.2 3.3 2.4 2.1 2.0 1.5 4.1 3.0 2.5 2.4 1.8 5.0 3.6 2.9 2.8 2.1 5.8 4.2 3.4 3.2 2.3 6.6 4.8 3.8 3.6 2.6 7.4 5.4 4.2 4.0 2.9 8.3 6.0 4.0 3.8 2.8 7.8 5.7 3.8 3.6 2.6 7.4 5.4 3.6 3.4 2.5 7.0 5.1 3.4 3.2 2.3 6.6 4.8 3.2 3.0 2.2 6.2 4.5 2.9 2.8 2.1 5.8 4.2 2.7 2.6 1.9 5.4 3.9 2.5 2.4 1.8 5.0 3.6 2.3 2.2 1.6 4.5 3.3 2.1 2.0 1.5 4.1 3.0 1.9 1.8 1.3 3.7 2.7 1.7 1.6 1.2 3.3 2.4 1.5 1.4 1.0 2.9 2.1 1.3 1.2 0.9 2.5 1.8 1.1 1.0 0.7 2.1 1.5 0.8 0.8 0.6 1.7 1.2 0.6 0.6 0.4 1.2 0.9 0.4 0.4 0.3 0.8 0.6 0.2 0.2 0.1 0.4 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.2 4.0 2.9 8.3 6.0 ~ lo:: 6.0 10.0 1.0 cfs 0.0 0.6 1.2 1.8 2.4 3.0 3.6 4.2 4.8 5.4 6.0 5.7 5.4 5.1 4.8 4.5 4.2 3.9 3.6 3.3 3.0 2.7 2.4 2.1 1.8 1.5 1.2 0.9 0.6 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.0 I-:c ~ w _, w I-~ ~ 0:: ::i 0 0 0 ~ z U) !-;-~ ~ ~ 9.1 13.6 11.4 10.0 cfs 1.0 1.0 1.0 cfs cfs 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.9 1.8 0.1 0.0 1.9 2.7 0.2 0.0 2.9 3.7 0.3 0.1 4.1 4.6 0.6 0.2 5.3 5.5 1.0 0.3 6.7 6.4 1.5 0.4 8.3 7.3 2.1 0.6 10.0 8.2 2.8 0.9 11.9 9.1 3.7 1.2 14.0 8.7 4.7 1.6 14.9 8.2 5.8 2.0 15.9 7.8 6.8 2.4 16.9 7.3 7.8 2.9 18.0 6.9 8.7 3.5 19.0 6.4 9.5 4.1 20.0 5.9 10.2 4.7 20.9 5.5 10.9 5.3 21.7 5.0 11.5 5.9 22.4 4.6 12.0 6.4 22.9 4.1 12.4 6.9 23.4 3.7 12.8 7.4 23.8 3.2 13.1 7.9 24.1 2.7 13.3 8.3 24.3 2.3 13.5 8.7 24.4 1.8 13.6 9.0 24.4 1.4 13.6 9.4 24.4 0.9 13.6 9.7 24.2 0.5 13.6 10.0 24.0 0.0 13.5 10.2 23.7 0.0 13.3 10.4 23.8 0.0 13.2 10.6 23.8 0.0 12.9 10.8 23.7 0.0 12.6 11.0 23.6 0.0 12.3 11.1 23.4 0.0 11.9 11.2 23.2 0.0 11.6 11.1 22.7 0.0 11.2 11.2 22.4 0.0 10.8 11.3 22.1 0.0 10.5 11.4 21.8 0.0 10.1 11.4 21.5 0.0 9.8 11.4 21.2 0.0 9.4 11.4 20.9 0.0 9.1 11.4 20.5 0.0 8.8 11.4 20.2 0.0 8.5 11.3 19.8 0.0 8.2 11.2 19.5 0.0 8.0 11.1 19.1 0.0 7.7 11.0 18.7 0.0 7.4 10.9 18.3 0.0 7.2 10.8 18.0 0.0 6.9 10.7 17.6 0.0 6.7 10.6 17.2 0.0 6.5 10.4 16.9 0.0 6.3 10.3 16.6 0.0 6.0 10.2 16.2 0.0 5.8 10.1 15.9 0.0 5.6 10.0 15.6 0.0 5.5 9.9 15.3 0.0 5.3 9.7 15.0 9.1 13.6 11.4 24.4 Appendix B 0229-Central Park Lane Drainage2.xls Cl _, z c( I= I-!!! 0 >< I-w els 0.0 6.7 13.5 20.4 27.3 34.4 41.6 49.0 56.5 64.2 72.2 70.1 68.2 66.3 64.5 62.6 60.7 58.6 56.5 54.3 52.0 49.6 47.1 44.4 41.7 38.9 36.0 33.1 30.0 26.9 23.7 23.8 23.8 23.7 23.6 23.4 23.2 22.7 22.4 22.1 21.8 21.5 21.2 20.9 20.5 20.2 19.8 19.5 19.1 18.7 18.3 18.0 17.6 17.2 16.9 16.6 16.2 15.9 15.6 15.3 15.0 72.2 -.r:. c. I? • 01 c( e m m ~ ~ "' .., .., ~ ,, cl: >-c( c( :I: a.. a.. a.. a.. a.. Qp 3.9 15.0 1.5 6.0 5.1 Tc 10.0 10.0 10.0 10.0 10.0 inc 1.0 1.0 1.0 1.0 1.0 Time cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.4 1.5 0.2 0.6 0.5 2.0 0.8 3.0 0.3 1.2 1.0 3.0 1.2 4.5 0.5 1.8 1.5 4.0 1.6 6.0 0.6 2.4 2.0 5.0 2.0 7.5 0.8 3.0 2.5 6.0 2.4 9.0 0.9 3.6 3.0 7.0 2.8 10.5 1.1 4.2 3.6 8.0 3.2 12.0 1.2 4.8 4.1 9.0 3.6 13.5 1.4 5.4 4.6 10.0 3.9 15.0 1.5 6.0 5.1 11.0 3.7 14.2 1.4 5.7 4.8 12.0 3.6 13.5 1.4 5.4 4.6 13.0 3.4 12.7 1.3 5.1 4.3 14.0 3.2 12.0 1.2 4.8 4.1 15.0 3.0 11.2 1.1 4.5 3.8 16.0 2.8 10.5 1.1 4.2 3.6 17.0 2.6 9.7 1.0 3.9 3.3 18.0 2.4 9.0 0.9 3.6 3.0 19.0 2.2 8.2 0.8 3.3 2.8 20.0 2.0 7.5 0.8 3.0 2.5 21.0 1.8 6.7 0.7 2.7 2.3 22.0 1.6 6.0 0.6 2.4 2.0 23.0 1.4 5.2 0.5 2.1 1.8 24.0 1.2 4.5 0.5 1.8 1.5 25.0 1.0 3.7 0.4 1.5 1.3 26.0 0.8 3.0 0.3 1.2 1.0 27.0 0.6 2.2 0.2 0.9 0.8 28.0 0.4 1.5 0.2 0.6 0.5 29.0 0.2 0.7 0.1 0.3 0.3 30.0 0.0 0.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 0.0 0.0 36.0 0.0 0.0 0.0 0.0 0.0 37.0 0.0 0.0 0.0 0.0 0.0 38.0 0.0 0.0 0.0 0.0 0.0 39.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 0.0 0.0 0.0 0.0 41.0 0.0 0.0 0.0 0.0 0.0 42.0 0.0 0.0 0.0 0.0 0.0 43.0 0.0 0.0 0.0 0.0 0.0 44.0 0.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0 0.0 0.0 0.0 46.0 0.0 0.0 0.0 0.0 0.0 47.0 0.0 0.0 0.0 0.0 0.0 48.0 0.0 0.0 0.0 0.0 0.0 49.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 51.0 0.0 0.0 0.0 0.0 0.0 52.0 0.0 0.0 0.0 0.0 0.0 53.0 0.0 0.0 0.0 0.0 0.0 54.0 0.0 0.0 0.0 0.0 0.0 55.0 0.0 0.0 0.0 0.0 0.0 56.0 0.0 0.0 0.0 0.0 0.0 57.0 0.0 0.0 0.0 0.0 0.0 58.0 0.0 0.0 0.0 0.0 0.0 59.0 0.0 0.0 0.0 0.0 0.0 60.0 0.0 0.0 0.0 0.0 0.0 PEAK FLOWS 3.9 15.0 1.5 6.0 5.1 PEAK FLOW HYDROGRAPHS Central Park Lane Drainage Analysis 100-Year Storm D.A. # 100 m ~ m ~ N ~ ~ ~ cl: cl: ~ f::! a.. a.. a.. :.:: :.:: 5.0 4.7 3.5 9.7 7.1 10.0 10.0 10.0 10.0 10.0 1.0 1.0 1.0 1.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 0.5 0.5 0.3 1.0 0.7 1.0 0.9 0.7 1.9 1.4 1.5 1.4 1.0 2.9 2.1 2.0 1.9 1.4 3.9 2.8 2.5 2.3 1.7 4.9 3.6 3.0 2.8 2.1 5.8 4.3 3.5 3.3 2.4 6.8 5.0 4.0 3.7 2.8 7.8 5.7 4.5 4.2 3.1 8.8 6.4 5.0 4.7 3.5 9.7 7.1 4.7 4.4 3.3 9.3 6.8 4.5 4.2 3.1 8.8 6.4 4.2 4.0 2.9 8.3 6.1 4.0 3.7 2.8 7.8 5.7 3.7 3.5 2.6 7.3 5.3 3.5 3.3 2.4 6.8 5.0 3.2 3.0 2.2 6.3 4.6 3.0 2.8 2.1 5.8 4.3 2.7 2.6 1.9 5.4 3.9 2.5 2.3 1.7 4.9 3.6 2.2 2.1 1.6 4.4 3.2 2.0 1.9 1.4 3.9 2.8 1.7 1.6 1.2 3.4 2.5 1.5 1.4 1.0 2.9 2.1 1.2 1.2 0.9 2.4 1.8 1.0 0.9 0.7 1.9 1.4 0.7 0.7 0.5 1.5 1.1 0.5 0.5 0.3 1.0 0.7 0.2 0.2 0.2 0.5 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0-.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.0 4.7 3.5 9.7 7.1 !'.! :.:: 7.1 10.0 1.0 cfs 0.0 0.7 1.4 2.1 2.8 3.6 4.3 5.0 5.7 6.4 7.1 6.8 6.4 6.1 5.7 5.3 5.0 4.6 4.3 3.9 3.6 3.2 2.8 2.5 2.1 1.8 1.4 1.1 0.7 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.1 I-:I: :I: w .J w I-I-~ a:: a:: ::i I-0 0 0 ~ z I/) t;-ci.. ci.. a.. s: s: s: s: 10.8 16.1 13.4 10.0 1.0 1.0 1.0 cfs cfs cfs 0.0 0.0 0.0 0.0 1.1 0.0 0.0 1.1 2.2 0.1 0.0 2.2 3.2 0.2 0.1 3.5 4.3 0.4 0.1 4.8 5.4 0.7 0.2 6.4 6.5 1.2 0.4 8.1 7.6 1.8 0.6 10.0 8.6 2.6 0.8 12.1 9.7 3.5 1.1 14.4 10.8 4.6 1.5 16.9 10.3 5.8 2.0 18.0 9.7 7.0 2.5 19.2 9.2 8.2 3.0 20.4 8.6 9.4 3.6 21.7 8.1 10.5 4.3 22.9 7.6 11.4 5.1 24.0 7.0 12.3 5.8 25.0 6.5 13.0 6.5 25.9 5.9 13.7 7.1 26.7 5.4 14.2 7.8 27.4 4.9 14.7 8.4 27.9 4.3 15.1 8.9 28.3 3.8 15.4 9.4 28.6 3.2 15.7 9.9 28.8 2.7 15.9 10.3 28.9 2.2 16.0 10.7 28.9 1.6 16.1 11.1 28.8 1.1 16.1 11.5 28.6 0.5 16.0 11.8 28.3 0.0 15.9 12.1 28.0 0.0 15.8 12.3 28.1 0.0 15.6 12.5 28.1 0.0 15.3 12.7 28.0 0.0 15.0 12.9 27.9 0.0 14.6 13.1 27.6 0.0 14.2 13.2 27.3 0.0 13.7 13.1 26.8 0.0 13.3 13.2 26.5 0.0 12.9 13.3 26.1 0.0 12.5 13.3 25.8 0.0 12.1 13.4 25.4 0.0 11.7 13.4 25.0 0.0 11.3 13.4 24.7 0.0 10.9 13.4 24.3 0.0 10.5 13.3 23.9 0.0 10.2 13.3 23.5 0.0 9.9 13.2 23.0 0.0 9.5 13.1 22.6 0.0 9.2 13.0 22.2 0.0 8.9 12.8 21.7 0.0 8.6 12.7 21.3 0.0 8.3 12.6 20.9 0.0 8.0 12.5 20.5 0.0 7.8 12.3 20.1 0.0 7.5 12.2 19.7 0.0 7.2 12.1 19.3 0.0 7.0 11.9 18.9 0.0 6.8 11.8 18.6 0.0 6.5 11.7 18.2 0.0 6.3 11.6 17.9 10.8 16.1 13.4 28.9 Appendix B 0229-Central Park Lane Drainage2.xls C) .J z c( I= I-!!! 0 >< I-w els 0.0 8.0 16.0 24.1 32.3 40.6 49.2 58.0 66.9 76.1 85.5 83.1 80.9 78.7 76.5 74.3 72.0 69.6 67.1 64.4 61.7 58.8 55.8 52.6 49.4 46.1 42.6 39.1 35.5 31.8 28.0 28.1 28.1 28.0 27.9 27.6 27.3 26.8 26.5 26.1 25.8 25.4 25.0 24.7 24.3 23.9 23.5 23.0 22.6 22.2 21.7 21.3 20.9 20.5 20.1 19.7 19.3 18.9 18.6 18.2 17.9 85.5 FOR OFFICEJJSE ~N~ P&z cAsE NO.: tQ4 ,, Iv DATE SUBMITTED~-a ~(if' FINAL PLAT APPLICATION (Check one) D Minor ($300.00) D Amending ($300.00) ~ Final ($400.00) D Vacating ($400.00) D Replat ($600 .00)* *Includes public hearing fee The following items must be submitted by an established filing deadline date for P&Z Commission consideration. MINIMUM SUBMITTAL REQUIREMENTS: _L Filing Fee (see above) NOTE : Multiple Sheets -$55 .00 per additional sheet N/A Variance Request to Subdivision Regulations -$100 (if applicable) _L Development Permit Application Fee of $200 .00 (if applicable). _L Infrastructure Inspection Fee of $600 .00 (applicable if any public infrastructure is being constructed) _L Applicat ion completed in full. NIA Copy of original deed restrictions/covenants for replats (if applicable). ~ Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff rev iew.) ~ One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable). ~ Paid tax certificates from City of College Station , Brazos County and College Station l.S .D. 2L_ A copy of the attached checklist with all items checked off or a brief explanation as to why they are not. 2L_ Two (2) copies of public infrastructure plans associated with this plat (if applicable). NIA Parkland Dedication requirement approved by the Parks & Recreation Board , please provide proof of approval (if applicab le). Date of Preapplication Conference: Ongoing Phases NAME OF SUBDIVISION Waterwood Condominmums SPECIFIED LOCATION OF PROPOSED SUBDIVISION (Lot & Block) --=Lot 2 . Block 1 E&M Jones Place APPLICANT/PROJECT MANAGER 'S INFORMATION (Primary Contact for the Project): Name Veronica J.B. Morgan . P.E. -Managing Partner Street Address 511 University Dr. E .. Ste . 204 C ity College Station State TX Zip Code 77840 E-Mail Address __ _;v_,.@=m-'-'-=itc=h=e=lla=n-=-=d::..:..;mc:..;:o:..:..rg.,_,a=n'"'-'.c=o::..:.:m"--- Phone Number (979) 260-6963 Fax Number __ ('"""9""'""7..=..9)'""'2=6'"""0'---3=5'"""6'-"'4 _______ _ PROPERTY OWNER'S INFORMATION : Name Jim Stewart Street Address 4200 Woodland Park Court --===--'-'-'~:=:...=-:.-=:..;'"'-===~--------City ---'-'A::...:.rl:..:...:in_,_gt=o""'n ______ _ St ate --'-T-'-'X,__ __ Zip Code _ _,_76"'"'0,,_1,_,,3:.__ __ _ E-Ma il Address -------------- Phone Number (817) 994-4663 Fax Number (817) 429-8664 ARCHITECT OR ENGINEER 'S INFORMATION : Name Veronica J .B. Morgan . P.E. -Managing Partner Street Address --=5-'-1""'""1 -=U'"'"n"""'iv-=e"'""rs'"'"'it~v-=D'"'-r.'--'E=·-=S=te=·c....:2=0'-'4 _______ _ City _ _;C=o=l=le_,_ge=-===S=ta=ti=o'-'-n ____ _ State TX Zip Code 77840 E-Mail Address v@mitchellandmorgan .com Phone Number (979) 260-6963 Fax Number _....,(9'--'-7-=9_,__) =26=0"---=-35=6"--4,__ _______ _ Is there a temporary blanket easement on this property? If so , please provide the Volume and Page# __ _ 6/13/03 l of 5