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HomeMy WebLinkAboutDrainage ReportDrainage Report for Copy Corner Development College Station, Texas Revised jue2003 Revised August 2003 Developer: H&B Investments College Station, Texas Prepared B>>: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 690-7711 REVIEWED FOR AU6 I A, ?ou COLLCUL 61 A I ION ENGINEERING I CERTIFICATION I, Joseph P. Schultz, Licensed Professional Engineer No. 65889, State of Texas, certify that this report for the drainage design for the Copy Corner Development, was prepared by me in 8 accordance with the provisions of the City of College Station Drainage Policy and Design I Standards for the owners hereof. n F of - Al F *: *� w_,�JOSEPH..P,..SCHULTZ 65889 r`��if Jo ph P. Schultz, P.E. TABLE OF CONTENTS COPY CORNER DEVELOPMENT CERTIFICATION.........................................................................................................................................................1 TABLEOF CONTENTS...............................................................................................................................................2 LISTOF TABLES.........................................................................................................................................................3 INTRODUCTION.......................................................................................................................................................... 4 GENERAL LOCATION AND DESCRIPTION.........................................................................................................4 FLOODHAZARD INFORMATION...........................................................................................................................4 DEVELOPMENTDRAINAGE PATTERNS..............................................................................................................4 DRAINAGEDESIGN CRITERIA...............................................................................................................................5 STORMWATER RUNOFF DETERMINATION......................................................................................................6 DETENTIONFACILITY DESIGN.............................................................................................................................8 CONCLUSIONS..........................................................................................................................................................11 APPENDIXA...............................................................................................................................................................12 Storm Sewer Pipe Design Calculations APPENDIXB...............................................................................................................................................................24 Pond (Inlet) Area -Capacity Data and Depth -Discharge Data APPENDIXC............................................................................................................................................................... 26 Rational Equation Runoff Coefficients APPENDIXD............................................................................................................................................................... 30 Time of Concentration Calculations APPENDIXE...............................................................................................................................................................32 Storage Routing Analysis EXHIBITA...................................................................................................................................................................39 Pre -Development Drainage Area Map EXHIBITB...................................................................................................................................................................41 Post -Development Drainage Area Map EXHIBITC...................................................................................................................................................................43 Sheet 1 of 1: Grayling and Drainage Plan I LIST OF TABLES TABLE 1 - Pre -Development Runoff Information ..................................... TABLE 2 - Post -Development Runoff Information .................................... TABLE 3 - Existing Storm Sewer Design Flows — Pre -Development........ TABLE 4 - Pre -Development Peak Runoff Values ..................................... TABLE 5 - Post -Development Peak Runoff Values ................................... TABLE 6 — Existing Storn-i Sewer Design Flows — Post -Development ..... TABLE 7 - Post Development — Maximum Pond (Inlet) Water Surfaces.. .................................. 6 .................................. 6 .................................. 7 .................................. 8 .................................. 9 ................................ 11 ................................11 DRAINAGE REPORT COPY CORNER DEVELOPMENT INTRODUCTION The purpose of this report is to provide the hydrological effects of the construction of the Copy Corner Development, and to show that the stone water drainage structures and the proposed detention facilities for this site will control the storm water runoff in such a manner so as to have no offsite or downstream impact. GENERAL LOCATION AND DESCRIPTION The project is located on a 1.40 acre tract located on the east side of Texas Avenue between Brentwood and Manuel Streets in College Station, Texas. A portion of the site was previously developed for commercial use. The site contained 2 existing buildings, a parking lot and paved driveways. These existing buildings and pavement will be removed for construction of this development. The existing ground elevations range from elevation 295 to elevation 300. The proposed development will consist of a single commercial building with parking and/or driveways on all sides of the building. Exhibit B shows the location of the proposed buildings and pavement. FLOOD HAZARD INFORMATION The project site is located in the Bee Creek Drainage Basin. This development is located in a Zone X Area according to the Flood Insurance Rate Map prepared by the Federal Emergency Management Agency for Brazos County, Texas and incorporated areas dated July 2, 1992, panel number 48041C0182 -C. Zone X Areas are determined to be outside of the 500 -yr floodplain. DEVELOPMENT DRAINAGE PATTERNS The storm water runoff from the site prior to this development flowed into 3 different areas. The runoff from 0.21 acres of the existing site flows into the Texas Avenue right-of- way and the runoff from 0.24 acres flows into the adjacent parking lot to the south of this project. A portion of the runoff flowing into the adjacent property flows to an existing inlet and the remainder flows through the site and enters the existing storm sewer system along the private driveway shown on Exhibit A. The remainder of the site flows to an existing drainage ditch and then into an existing 24 storm sewer pipe. A significant amount of the pre -development runoff entering this pipe is from property upstream of this development. This storm sewer goes through the adjacent properties to the south of this project and ultimately reaching the storm sewer system on Brentwood Street. This storm sewer pipe is located in a private drainage easement. No information on the design or construction of the existing 24" stone sewer pipe was available so its design characteristics were detennined by field surveying its flow line elevations and calculating its slope based on its length. It was assumed that the existing 18" storm sewer Pipe A, as shown on Exhibit A, connects to the 24" Pipe with a 24"x12" tee. It was also assumed that the existing 24" pipe, designated as Pipe B and Pipe C before and after the tee have the same slope for design purposes. The pre -development drainage areas are shown in Exhibit A. The topography shown wltllln the 11inits of the site is fronl field survey data. The topography shown adjacent to this property is from aerial topography prepared in 1994 for the City of College Station. After the proposed development, a majority of the storm water runoff will be captured by the proposed storm sewer system and discharge into the existing storm sewer system. A portion of the site will continue to flow offsite to the Texas Avenue right-of-way and the adjacent parking lot. The area flowing offsite has been reduced by the proposed grading of the site. The Grading & Drainage Plan for this site has been included in this report. The amount of runoff flowing offsite will be addressed in subsequent sections of this report. The post development drainage area boundaries are shown in Exhibit B. The post - development runoff will be controlled and released at or below the pre -development peak runoff rates for the design stone event by detaining the runoff in the detention facility. The storm sewer area inlets located in the parking lot will function as the detention ponds for this project. The design criteria and results of the proposed detention facility design are included in subsequent sections of this report. DRAINAGE DESIGN CRITERIA The design parameters for the private stone sewer and detention facility are as follows: • The Rational Equation is utilized to detennine peak stone water runoff rates for the stone sewer and detention facility design. The Rational Method: Q=CIA Q = Flow (cfs) A = Area (acres) C = Runoff Coeff. I = Rainfal I Intensity (in/hr) • The rainfall intensity (I) used for the peak flow calculations area was determined by the following equation: I = b / (tc+(I)e tc = Time of concentration (min) Brazos County: 0 pear storm 25 year storrrr b= 80 b= 89 d = 8.5 d = 8.5 e = 0.763 e = 0.754 • Design Storm Frequency Private Storin Sewer Detention Ponds 50 rear storm /00 near storm b=98 b=96 d = 8.5 d= 8.0 e = 0.745 e = 0.730 10 and 100 -year storm events 10, 25, 50 and 100 -year storm events • The following runoff coefficients were used for this project: Open Space/Grass 0.40 Landscape Areas 0.55 Paved Areas 0.90 Building Roof 0.90 The composite runoff coefficient values used in computing the peak runoff are found Appendix C. Time of Concentration, t, - Calculations for pre -development conditions for Drainage Areas 101 and 102 are based on the method found in the TR -55 publication. Refer to Appendix D for the equations and calculations. Due to the small sizes of the drainage areas within the project site for the pre -development and post -development conditions, the calculated times of concentration, t,, are less than 10 minutes. Therefore, a minimum t, of 10 minutes is used in these cases to determine the rainfall intensity. The drainage runoff flow path used for calculation of the pre -development and post - development time of concentration for the offsite drainage areas is shown in Exhibit A. Pre -development runoff conditions are summarized in Table 1. Post -development runoff conditions are summarized in Table 2. TABLE 1 - Pre -Development Runoff Information Pre4D oprrerd 10 year- storm 25 year storm 50 year storm 100 War storm Area # A C tc 110 Qo 121% X25 (� � Iso Qo tloo Qtoo (acres) (Mn) (irlty) (cfs) (irfh►1 (ds) (fah) (ds) (WM (cfs) 101,102 103 4.79 1 0.44 220 5.896 12.43 6.764 j 14.26 7.631 16.19 8.016 16.90 104 0.16 0.87 10.0 8.635 1.20 9.861 1.37 11.148 1.55 11.639 1.62 105 0.08 0.90 10.0 8.635 0.62 9.861 0.71 11.148 0.80 11.639 0.84 106 0.21 0.67 10.0 8.635 1.21 9.861 1.39 11.148 1.57 11.639 1.64 107 0.19 0.86 10.0 8.635 1.41 1 9.861 1.61 11.148 1.82 11.639 1.90 TABLE 2 - Post -Development Runoff Information Postzemopmfft 10 year storm 25 year storm 50 year storm 100 yew storm Area# A (acres) C tc (mn) 110 Cho (�ri� (�) X25 (� � �s (d) iso (Wbr) �o (cfs) tion dao (iriM (ds) 201 3.21 0.43 220 5.896 8.14 6.7641 9.34 7.631 10.60 8.016 11.05 202, 203, 204 1.01 0.63 13.8 7.487 4.76 8.566 5.45 9.609 6.17 10.120 6.44 205 0.15 0.88 10.0 8.635 1.14 9.861 1.30 11.148 1.47 11.63.9 1.54 206 0.23 0.86 10.0 8.635 1.71 9.861 1.95 11.148 221 11.639 230 207 0.10 0.87 10.0 8.635 0.75 9.861 0.86 11.148 0.97 11.639 1.01 208 0.24 0.87 10.0 8.635 1.80 9.861 206 11.148 233 11.639 243 209 0.08 0.84 10.0 8.635 0.58 9.861 0.66 11.148 0.75 11.639 0.78 210 0.16 0.68 10.0 8.635 0.91 9.861 1.07 11.148 1.21 11.639 1.27 211 0.06 0.87 10.0 8.635 0.45 9.861 0.51 11.148 0.58 11.639 0.61 212 1 0.19 1 0.88 1 10.0 1 8.635 1 1.44 9.861 ! 1.65 1 11.1481 1.86 1 11.6391 1.95 STORM WATER RUNOFF DETERMINATION The drainage design data for the existing 24" storm sewer pipe was not available. Based on the size of the drainage area captured by the pipe, it was assumed that the Rational Equation was used for the design of this pipe. The design characteristics for the existing storm sewer pipes are as shown is Table 3. The existing inlet located at the downstream end of Pipe C is not in a SUnlp and does not appear to be able to capture any runoff unless the existing 24" Pipe D is not flowing full. I have made the assumption that this inlet allows excess runoff to flow out of the existing storm and into the private driveway and drainage easement where it flows along the gutter to the existing curb inlets. By allowing excess flow out of the pipe system, this inlet limits the height of tailwater on existing Pipe C. TABLE 3 - Existing Storm Sewer Design Flows — Pre -Development *As shorn in Table 3, the e)dsting storm serer pipes pass the 111year storm event unxier gravity flay conditions. The peak runoff values for the storm sewer system were determined in accordance with the criteria presented in the previous section for the 10- and 100 -year storm events. The post - development flows for the storm sewer pipes are the peak discharge values out of the proposed detention ponds, as computed by the Rational Equation method and the peak discharge values from Drainage Area 201 which goes directly into the storm sewer system. Post -development areas flowing into the detention ponds and other detention facility data are addressed in a subsequent section of this report. The proposed storm sewer grate inlets were sized using the orifice equation, solving for the clear opening area: Q=4.82*A9*y112 aA9=Q/(4.82*y1n) where Q =capacity, cfs Ag = clear opening area, sq. ft. y = total depth of water on the inlet, ft. The capacity of the inlets was not reduced for clogging since they are functioning as detention pond discharge structures. The inlets in the pavement areas were designed for a maximum depth of 10" for the 100 -year storm event. The inlet grates will be custom manufactured with the design open areas to nzatiiniize the vollune of detention storage attilized in the parking lot. The private store sewer piping for this project has been selected to be Reinforced Concrete Pipe (RCP) meeting the requirements of ASTM C-76, Class III pipe or HDPE pipe manufactured by Hancor or ADS. The grate inlets structures in pavement areas and the junction box will be cast -in-place or pre -cast concrete. Appendix A presents a summary of the storm sewer pipe design parameters and design calculations. As the data shows, the velocity in the pipes will exceed 2 feet per second and prevent sediment build-up in the pipes. The maximum flow in the storm sewer pipe system will occur in Pipe No. 1. The maximum velocity for the pipe system will be 10.7 feet per second and will occur in Pipe No. 3. All of the pipes for this storm sewer system will pass the 10- and 100 -year storm events. Table 6 has the analysis of the existing storm sewer pipes for the post- Inlet Invert Outlet 10 -Year Stam 100 -Year Stam Pipe # Size Length Slope Des gn floN V10 Design RoN V,00 NV MN Bev Invert Bev %Full 0/6 Full (in) (ft) (014 M eft) () () () () (0) (Bev) B 24 104.7 0.65 294.25 293.57 12-43 5.9 64 16.90 5.4 100 3.7 297.8 C 24 73.0 0.65 293.57 293.10 15.04 6.1 73 20.42 6.5 100 3.2 297.3 *As shorn in Table 3, the e)dsting storm serer pipes pass the 111year storm event unxier gravity flay conditions. The peak runoff values for the storm sewer system were determined in accordance with the criteria presented in the previous section for the 10- and 100 -year storm events. The post - development flows for the storm sewer pipes are the peak discharge values out of the proposed detention ponds, as computed by the Rational Equation method and the peak discharge values from Drainage Area 201 which goes directly into the storm sewer system. Post -development areas flowing into the detention ponds and other detention facility data are addressed in a subsequent section of this report. The proposed storm sewer grate inlets were sized using the orifice equation, solving for the clear opening area: Q=4.82*A9*y112 aA9=Q/(4.82*y1n) where Q =capacity, cfs Ag = clear opening area, sq. ft. y = total depth of water on the inlet, ft. The capacity of the inlets was not reduced for clogging since they are functioning as detention pond discharge structures. The inlets in the pavement areas were designed for a maximum depth of 10" for the 100 -year storm event. The inlet grates will be custom manufactured with the design open areas to nzatiiniize the vollune of detention storage attilized in the parking lot. The private store sewer piping for this project has been selected to be Reinforced Concrete Pipe (RCP) meeting the requirements of ASTM C-76, Class III pipe or HDPE pipe manufactured by Hancor or ADS. The grate inlets structures in pavement areas and the junction box will be cast -in-place or pre -cast concrete. Appendix A presents a summary of the storm sewer pipe design parameters and design calculations. As the data shows, the velocity in the pipes will exceed 2 feet per second and prevent sediment build-up in the pipes. The maximum flow in the storm sewer pipe system will occur in Pipe No. 1. The maximum velocity for the pipe system will be 10.7 feet per second and will occur in Pipe No. 3. All of the pipes for this storm sewer system will pass the 10- and 100 -year storm events. Table 6 has the analysis of the existing storm sewer pipes for the post- development condition. The headwater elevation for the post -development condition is I less than headwater for the pre -development condition. DETENTION FACILITY DESIGN The design storm for the detention facility is the 100 -year storm event. As previously mentioned, the detention ponds are in the parking lot at each storm sewer area inlet and the storm sewer pipes also function as a detention pond. Existing 24" Storm Sewer Pipe B functions as the outlet control for the storm sewer pipes detention pond. The peak runoff values were determined in accordance with the criteria presented in previous sections for the 10, 25, 50 & 100 -year storm events for pre -development conditions. Table 4 shows a summary of these results. TABLE 4 - Pre -Development Peak Runoff Values Area # Q10 (cfs) Q25 (cfs) Q50 (cfs) Q100 (cfs) 101-103 12.43 14.26 16.19 16.90 104 1.20 1.37 1.55 1.62 105 0.62 0.71 0.80 1 0.84 *106 1.21 1.39 1.57 1.64 Total 1 15.47 1 17.73 20.11 20.99 **107 1 1.14 1 1.61 1.82 1.90 * Runoff from site into Texas Avenue R -O -W **Runoff from adjacent property into Existing Pipe A The post -development peak runoff values are summarized in Table 5. Post -development Drainage Area 201 is the same as pre -development Drainage Area 101 because it is an upstream offsite area which flows into the project. The runoff from this area is captured in the proposed storm sewer system. TABLE 5 - Post -Development Peak Runoff Values - Revised August 2003 Area/Location Q10 (cfs) Q25 (cfs) Q50 (cfs) Q100 (cfs) 201 8.14 9.34 10.60 11.06 202, 203, 204 4.76 5.45 6.17 6.44 Inlets 2, 3 & 3a -out 3.00 3.19 3.41 3.49 205 1.14 1.30 1.47 1.54 Inlet 1 -out 0.80 0.84 0.89 0.91 206 1.71 1.95 2.21 2.30 Inlet 4 -out 0.57 0.59 0.61. 0.61 207 0.75 0.86 0.97 1.01 Inlet 6 -out 0.33 0.35 0.37 0.38 208 1.80 2.06 2.33 2.43 Inlet 5 -out 0.61 0.63 0.65 0.66 **Total into Storm Sewer 13.45 14.94 16.53 17.11 Out of Storm Sewer 13.29 14.71 16.17 16.91 209 0.58 0.66 0.75 0.78 *210 0.94 1.07 1.21 1.27 211 0.45 0.51 0.58 0.61 Pre -Development Total 15.47 17.73 20.11 20.99 Post -Development Total 15.26 16.95 18.71 19.57 *** 212 1.44 1.65 1.86 1.95 * Runoff from site into Texas Avenue R -O -W or adjacent property. *` Combined total flow from inlet detention ponds and from area 201. *** Runoff from adjacent property into Existing Pipe A. The area -capacity data, the depth -discharge data and the Storage Routing Analysis Parameters for the proposed detention ponds are provided in Appendix B. The existing 24" storm sewer pipe functions as the detention pond outlet structure for the storm sewer pipes. The peak flow out of the detention facilities was determined by a Storage Routing Analysis based on the Continuity Equation as follows:(I1+I2)+((2s1/dt)-01)=((2s2/dt)+02). The time interval, dt, used was 1 minute. The calculations for the Storage Routing Analysis and the results of the Storage Routing Analysis are provided in Appendix E. As shown at the bottom of Table 5, the combined total flow from the project site for the post -development condition is less than or equal to the pre -development peak flow for the site for each storm event. The following comparison of the post -development peak runoff from Area 210 to the pre -development peak runoff from Area 106 shows a decrease in the runoff. Area/Location 106 210 Change in Peak Runoff Peak Runoff _QIo_ Q225 Q50_ Q IOO 1.21 1.39 1.57 1.64 0.94 1.07 1.21 1.27 -0.28 -0.32 -0.36 -0.37 These are the areas which flows directly into the Texas Avenue right-of-way. The post - development flow was reduced by grading the site so that less area drained into this area. The following comparison of the post -development flow from Drainage Area 211 to Drainage Area 105 show the decrease in the offsite flow which flows through the adjacent parking lot. Area/Location 105 Change in Peak Runoff: Peak Runoff _Q10Q25___Q5O__1 OO 0.62 0.71 0.80 0.84 0.45 0.51 0.58 0.61 -0.17 -0.20 -0.22 -0.23 The following comparison of the post -development flow from Drainage Areas 209 & 212 to Drainage Areas 104 & 107 shows the decrease in the offsite flow which flows into the adjacent parking lot and into existing Pipe A. Area/Location 104 & 107/Pipe A 209&212/Pipe A Change in Peak Runoff: Peak Runoff I O___C25_95O___1 lOO 2.34 2.98 3.37 3.52 2.02 2.31 2.61 2.73 -0.32 -0.67 -0.76 -0.79 Table 6 shows the design characteristics for the existing storm sewer pipes for the post - development condition. Pipe B has a slight increase, 12.43 to 13.29 cfs, in the peak flow for the 10 -year storm. However, due to the reduction of flow to Pipe A flow, the post - development peak flow for Pipe C is only 0.27 cfs greater than the pre -development flow. With the reduction of 0.17 cfs for the 10 -year storm event flowing through the adjacent parking lot, the increase of runoff entering the existing storm sewer is only 0.10 cfs, which can be considered insignificant. The peak flow for the 100 year storm for Pipe B is 16.91 cfs which. is 0.81 cfs more than the pre -development peak flow and for Pipe Cis 19.64 which is 0.78 cfs less than the pre -development peak flow. TABLE 6 - Existing Storm Server Design Flows - Post -Development - Revised August 2003 Pipe # Size (in) Length Slope Inlet Invert Outlet Elev Invert Elev (ft) (%) (ft) (ft) 10 -Year Storm 100 -Year Storm Design Flow (cfs) Vt0 (fps) %Full Design Flow (cfs) V100 %Full (fps) TW (ft) HW (Elev) B 24 104.7 0.65 294.25 293.57 13.29 6.1 67 16.91 5.3 100 3.6 297.7 C 1 24 1 73.0 1 0.65 1 293.57 1 293.10 15.31 6.1 74 19.64 6.2 100 3.2 297.2 *As shown in Table 6, the existing storm sewer pipes pass the 10 -year storm event under gravity Flow conditions. Table 7 presents the maximum water surface elevation and depth in the inlets (ponds) for each storm event. The maxinutm depth is 6.8 " for the 10 year storm and 9 " for the 100 - year storm. TABLE 7 - Post Development - Maximum Pond (Inlet) Water Surfaces - Revised August 2003 Location Max. Water Surface, ft. Q10 Q100 Max. Depth in Parking Lot, ft. Q10 Q100 Inlet 1 298.05 298.22 0.55 0.72 Inlets 2, 3 & 3A 289.76 298.95 0.56 0.75 Inlet 4 298.75 298.83 0.50 0.58 Inlet 5 298.82 298.92 0.57 0.67 Inlet 6 298.64 298.76 0.39 0.51 CONCLUSIONS The construction of this project will increase the storm water runoff from this site. However, the proposed detention facility will adequately control the peak post - development runoff to that of the pre -development runoff for the design storm event. This is the case for the runoff flowing to the existing storm sewer pipes and also to the runoff flowing offsite into the adjacent property or to the Texas Avenue right-of-way. No flood damage to downstream landowners is expected as a result of this development. APPENDIX A Storm Sewer Pipe Design Calculations 12 y� O 4 N (D M J U O m 0 6 6 V IN Om 0 0I CO 0 co 06 co O N •-- m V' tt) N N N N N N N Q c c c c c V N O (D N i I CD 1 Y E M O M N N N .-- «) O/ v O O O O O O O O O E �= I a r v E L O _ N 3 N N h N O U- m ofm(D ri C9co Ci o m (n m m m U') Cl) v >7 C3 N N N N (D D) r- N r a (O h7 0 M (`M m (N M N O O O) U.) N V � C w � M .N O m m 6 6 W � D M M O (D Q) r �-- M O M M N N O O Co O O O O O O E i= w 0 O O N O N N ti O n M F N N .- �- r' •-- E O O N N N O O t- tl- (D (D CO N N a (D co 't ct d' to m (n M } O ^ N N (D c- L In M O M M m N i m N 3 0 LL O 0 0 0 r G w N - O O (O (D Uf N a1 D O N M M O O d Q M 0 LD M QQ o C G nj Cl) Cl) co Q .6 L M ('o � 3C N N N T N M N O w �_ N Q C C - LL to E N C) N C C w c Q _w CD N M � G/ W (M M m (D '7 (MD v Lo N tD 0 tD 0 N N 0 j N N N N N N N N N C > > 00 m C N (D T (00 W 'iO O Lo V) V)(6 (66 N N N N N N N N N N C M0) 0 0 (n (D 0 0 0 0 O e UD?0 to M M O lD �� O O N O O O O O O = OI OO 10 N M I V N O (D (D I d' NLq (D N C d' NIT N N N?2 iNN, NIN �Ir'Ir N !n I d1 a N ' M .4m (D I- co CL y� O 4 N (D M J U O m 0 6 6 V IN Om 0 0I CO 0 co 06 co O N •-- m V' tt) N N N N N N N Q c c c c c Pipe 1 - 10 Year Storm Manning Pipe Calculator Given Input Data: Shape ........................... Circular Solving for ..................... Depth of Flow Diameter 24.0000 in Flowrate ........................ 11.9400 cfs Slope ........................... 0.0050 ft/ft Manning's n ..................... 0.0120 Computed Results: Depth ........................... 14.6408 in Area ............................. 3.1416 ft2 Wetted Area ..................... 2.0073 ft2 Wetted Perimeter ................ 43.0242 in Perimeter ....................... 75.3982 in Velocity ........................ 5.9482 fps Hydraulic Radius ................ 6.7185 in Percent Full .................... 61.0031 % Full flow Flowrate .............. 17.3295 cfs Full flow velocity .............. 5.5161 fps Pipe 1 - 100 Year Storm Manning Pipe Calculator Given Input Data: Shape Circular Solving for ..................... Depth of Flow Diameter ........................ 24.0000 in Flowrate ........................ 15.4600 cfs Slope ........................... 0.0050 ft/ft Manning's n ..................... 0.0120 Computed Results: Depth........................... Area ............................ Wetted Area ..................... Wetted Perimeter ................ Perimeter ....................... Velocity ........................ Hydraulic Radius ................ Percent Full .................... Full flow Flowrate .............. Full flow velocity .............. Copy Corner Development - Revised College Station, Texas 17.6700 in 3.1416 ft2 2.4793 ft2 49.5100 in 75.3982 in 6.2355 fps 7.2112 in 73.6248% 17.3295 cfs 5.5161 fps Pipe 2 - 10 Year Storm Manning Pipe Calculator Given Input Data: Shape ........................... Circular Solving for ..................... Depth of Flow Diameter ........................ 12.0000 in Flowrate ........................ 0.8000 cfs Slope ........................... 0.0050 ft/ft Manning's n ..................... 0.0120 Computed Results: Depth ........................... 4.4508 in Area 0.7854 ft2 Wetted Area ..................... 0.2650 ft2 Wetted Perimeter ................ 15.7156 in Perimeter ....................... 37.6991 in Velocity ........................ 3.0184 fps Hydraulic Radius ................ 2.4286 in Percent Full .................... 37.0897 % Full flow Flowrate .............. 2.7292 cfs Full flow velocity .............. 3.4750 fps Pipe 2 - 100 Year Storm Manning Pipe Calculator Given Input Data: IUI Shape Circular Solving for ..................... Depth of Flow Diameter ........................ 12.0000 in Flowrate ........................ 0.9100 cfs Slope ........................... 0.0050 ft/ft Manning's n ..................... 0.0120 Computed Results: Depth ........................... 4.7722 in Area 0.7854 ft2 Wetted Area 0.2911 ft2 Wetted Perimeter 16.3766 in Perimeter ....................... 37.6991 in Velocity 3.1260 fps fl Hydraulic Radius ................ 2.5597 in Percent Full .................... 39.7686 % Full flow Flowrate .............. 2.7292 cfs p Full flow velocity .............. 3.4750 fps Copy Corner Development- - Revised College Station, Te;:as n Pipe 3 - 10 Year Storm Manning Pipe Calculator Given Input Data: Shape ........................... Circular Solving for ..................... Depth of Flow Diameter ........................ 18.0000 in Flowrate ........................ 8.1400 cfs Slope ........................... 0.0250 ft/ft Manning's n ..................... 0.0120 Computed Results: Depth ........................... 8.4909 in Area 1.7671 ft2 Wetted Area ..................... 0.8200 ft2 Wetted Perimeter ................ 27.2557 in Perimeter ....................... 56.5487 in Velocity ........................ 9.9271 fps Hydraulic Radius ................ 4.3322 in Percent Full .................... 47.1719 % Full flow Flowrate .............. 17.9929 cfs Full flow velocity .............. 10.1819 fps Pipe 3 - 100 Year Storm Manning Pipe Calculator Given Input Data: Shape ........................... Circular Solving for ..................... Depth of Flow Diameter 18.0000 in Flowrate ........................ 11.0600 cfs Slope ........................... 0.0250 ft/ft Manning's n ..................... 0.0120 Computed Results: Depth ........................... 10.2023 in Area ............................ .1.7671 ft2 Wetted Area ..................... 1.0334 ft2 Wetted Perimeter ................ 30.6861 in Perimeter ....................... 56.5487 in Velocity 10.7024 fps Hydraulic Radius ................ 4.8495 in Percent Full .................... 56.6794 % Full flow Flowrate .............. 17.9929 cfs Full flow velocity .............. 10.1819 fps Copy Corner Development - Revised College Station, Texas Pipe 4 - 10 Year Storm Manning Pipe Calculator Given Input Data: Shape ........................... Circular Solving for ..................... Depth of Flow Diameter ........................ 18.0000 in Flowrate ........................ 3.0000 cfs Slope ........................... 0.0035 ft/ft Manning's n ..................... 0.0120 Computed Results: Depth ........................... 8.4175 in Area ............................ 1.7671 ft2 Wetted Area ..................... 0.8108 ft2 Wetted Perimeter ................ 27.1085 in Perimeter ....................... 56.5487 in Velocity ........................ 3.7000 fps Hydraulic Radius ................ 4.3070 in Percent Full .................... 46.7639 % Full flow Flowrate .............. 6.7323 cfs Full flow velocity .............. 3.8097 fps Pipe 4 - 100 Year Storm Manning Pipe Calculator Given Input Data: Shape........................ Solving for ..................... Diameter ........................ Flowrate ........................ Slope........................... Manning's n ..................... Computed Results: Depth........................... Area............................ Wetted Area ..................... Wetted Perimeter ................ Perimeter ....................... Velocity .................... Hydraulic Radius ................ Percent Full .................... Full flow Flowrate .............. Full flow velocity .............. Copy Corner Development - Revised College Station, Texas Circular Depth of Flow 18.0000 in 3.4900 cfs 0.0035 ft/ft 0.0120 9.1945 in 1.7671 ft2 0.9079 ft2 28.6634 in 56.5487 in 3.8441 fps 4.5611 in 51.0806 % 6.7323 cfs 3.8097 fps Pipe 5 - 10 Year Storm Manning Pipe Calculator Given Input Data: Shape........................... Solving for ..................... Diameter ........................ Flowrate ........................ Slope........................... Manning's n ..................... Computed Results: Depth........................... Area ............................ Wetted Area ..................... Wetted Perimeter ................ Perimeter ....................... Velocity ........................ Hydraulic Radius ................ Percent Full ......::::.:::::.::: Full flow Flowrate . Full flow velocity Circular Depth of Flow 18.0000 in 3.0000 cfs 0.0035 ft/ft 0.0120 8.4175 in 1.7671 ft2 0.8108 ft2 27.1085 in 56.5487 in 3.7000 fps 4.3070 in 46.7639 °s 6.7323 cfs 3.8097 fps Pipe 5 - 100 Year Storm Manning Pipe Calculator Given Input Data: Shape........................... Solving for ..................... Diameter ........................ Flowrate ........................ Slope........................... Manning's n ..................... Computed Results: Depth........................... Area............................ Wetted Area ..................... Wetted Perimeter ................ Perimeter ....................... Velocity ........................ Hydraulic Radius ................ Percent Full .................... Full flow Flowrate .............. Full flow velocity .............. Copy Corner Development - Revised College Station, 'Texas Circular Depth of Flow 18.0000 in 3.4900 cfs 0.0035 ft/ft 0.0120 9.1945 in 1.7671-ft2 0.9079 ft2 28.6634 in 56.5487 in 3.8441 fps 4.5611 in 51.0806 % 6.7323 cfs 3.8097 fps Pipe 6 - 10 Year Storm Manning Pipe Calculator Given Input Data: Shape ........................... Circular Solving for ..................... Depth of Flow Diameter ........................ 12.OQ00 in Flowrate ........................ 1.5100 cfs Slope ........................... 0.0050 ft/ft Manning's n ..................... 0.0120 Computed Results: Depth ........................... 6.3740 in Area 0.7854 ft2 Wetted Area ..................... 0.4238 ft2 Wetted Perimeter ................ 19.5980 in Perimeter ....................... 37.6991 in Velocity ........................ 3.5626 fps Hydraulic Radius ................ 3.1143 in Percent Full .................... 53.1164 % Full flow Flowrate .............. 2.7292 cfs Full flow velocity .............. 3.4750 fps Pipe 6 - 100 Year Storm Manning Pipe Calculator Given Input Data: Shape........................... Solving for ..................... Diameter ........................ I Flowrate ........................ Slope........................... Manning's n ..................... Computed Results: Depth........................... 'Area ............................ Wetted Area ..................... Wetted Perimeter ................ Perimeter ....................... Velocity ........................ Hydraulic Radius ................ Percent Full .................... Full flow Flowrate .............. Full flow velocity .............. Copy Corner Development - Revised College Station, 'Texas Circular Depth of Flow 12.0000 in 1.6500 cfs 0.0050 ft/ft 0.0120 6.7311 in 0.7854 ft2 0.4535 ft2 20.3155 in 37.6991 in 3.6386 fps 3.2143 in 56.0929 % 2.7292 cfs 3.4750 fps Pipe 7 - 10 Year Storm Manning Pipe Calculator Given Input Data: Shape........................... Solving for ..................... Diameter ........................ Flowrate ........................ Slope........................... Manning's n ..................... Computed Results: Depth Area . ........................... Wetted Area . Wetted Perimeter ................ Perimeter ....................... Velocity ........................ Hydraulic Radius ................ Percent Full .................... Full flow Flowrate .............. Full flow velocity . Given Input Data: Circular Depth of Flow 12.0000 in 0.6100 cfs 0.0050 ft/ft 0.0120 3.8558 in 0.7854 ft2 0.2179 ft2 14.4642 in 37.6991 in 2.7995 fps 2.1693 in 32.1318 % 2.7292 cfs 3.4750 fps Pipe 7 - 100 Year Storm Manning Pipe Calculator Shape ........................... Circular Solving for ..................... Depth of Flow Diameter ........................ 12.0000 in Flowrate ........................ 0.6600 cfs Slope ........................... 0.0050 ft/ft Manning's n ..................... 0.0120 Computed Results: Depth ........................... 4.0183 in Area ............................ 0.7854 ft2 Wetted Area ..................... 0.2306 ft2 Wetted Perimeter ................ 14.8104 in Perimeter ....................... 37.6991 in Velocity 2.8619 fps Hydraulic Radius ................ 2.2422 in Percent Full .................... 33.4862 % Full flow Flowrate .............. 2.7292 cfs Full flow velocity .............. 3.4750 fps Copy Corner Development - Revised College Station, Teas Pipe 8 - 10 Year Storm Manning Pipe Calculator Given Input Data: Shape ........................... Circular Solving for ..................... Depth of Flow Diameter ........................ 12.0000 in Flowrate ........................ 1.5000 cfs Slope ........................... 0.0050 ft/ft Manning's n ..................... 0.0120 Computed Results: Depth ........................... 6.3484 in Area ............................. 0.7854 ft2 Wetted Area ..................... 0.4217 ft2 Wetted Perimeter ................ 19.5467 in Perimeter ....................... 37.6991 in Velocity ........................ 3.5569 fps Hydraulic Radius ................ 3.1068 in Percent Full .................... 52.9031 % Full flow Flowrate .............. 2.7292 cfs Full flow velocity .............. 3.4750 fps Pipe 8 - 100 Year Storm Manning Pipe Calculator Given Input Data: Shape ........................... Circular Solving for ..................... Depth of Flow Diameter ........................ 12.0000 in Flowrate 1.7400 cfs Slope ........................... 0.0050 ft/ft Manning's n ..................... 0.0120 Computed Results: Depth ........................... 6.9606 in Area .i .......................... 0.7854 ft2 Wetted Area 0.4724 ft2 Wetted Perimeter ................ 20.7790 in Perimeter ....................... 37.6991 in Velocity 3.6833 fps Hydraulic Radius ................ 3.2738 in Percent Full .................... 58.0048 % Full flow Flowrate .............. 2.7292 cfs Full flow velocity .............. 3.4750 fps Copy Corner Development - Revised College Station, Texas Pipe 9 - 10 Year Storm Manning Pipe Calculator Given Input Data: Shape ........................... Circular Solving for ..................... Depth of Flow Diameter ........................ 12.0000 in Flowrate ........................ 0.5700 cfs Slope ........................... 0.0050 ft/ft Manning's n ..................... 0.0120 Computed Results: Depth ........................... 3.7220 in Area 0.7854 ft2 Wetted Area 0.2075 ft2 Wetted Perimeter ................ 14.1764 in Perimeter ....................... 37.6991 in Velocity ........................ 2.7466 fps Hydraulic Radius ................ 2.1081 in Percent Full .................... 31.0168 % p Full flow Flowrate 2.7292 cfs NQ Full flow velocity 3.4750 fps Pipe 9 - 100 Year Storm Manning Pipe Calculator Given Input Data: Shape........................... Solving for ..................... Diameter ........................ Flowrate ......................... Slope . Manning's n ..................... Computed Results: Depth........................... Area ............................ Wetted Area ..................... Wetted Perimeter ................ Perimeter ....................... Velocity ........................ Hydraulic Radius ................ Percent Full .................... Full flow Flowrate .............. Full flow velocity .............. Copy Corner Development - Revised College Station, Texas Circular Depth of Flow 12.0000 in 0.6100 cfs 0.0050 ft/ft 0.0120 3.8558 in 0.7854 ft2 0.2179 ft2 14.4642 in 37.6991 in 2.7995 fps 2.1693 in 32.1318 2.7292 cfs 3.4750 fps APPENDIX B Pond (Inlet) Area -Capacity Data and Depth -Discharge Data 24 Copy Corner Pond (Inlet) Area -Capacity Data Pond (Inlet) Depth -Discharge Data V = H ' ((A1+A2 + (Ai'A2)112I / 3) Q = 4.82 - Aa - y "' V = volume, It' Q = flow at inlet, cfs A = area, ft' N = open area of inlet, ftZ H = difference in elevation, it y = depth at inlet, ft INLET NO. 1 Area - Capacity Data Inlet Model No.: Storm Sewer Pipes Elevation k Depth ft Area W) I Volume (ft') Cumulative Volume ft') Grate Area, A (in 2): 32 Q (cfs) 297.50 0.00 0 0 0 0.00 297.75 0.25 108.40 9.03 9.03 _ 0.54 298.00 0.50 640.00 84.32 93.35 298.25 0.75 1,620.10 _ _ 273.20 366.55 _0.76 0.93 INLET NO. 2, 3 & 3A Area - Ca acity Data Inlet Model No.: Storm Sewer Pipes Elevation k Depth ft Area (ft') Volume (ft' Cumulative Volume (ft') Grate Area, A9 (inZ): 120 Q (cfs) 298.20 0.00 0.00 0.00 0.00 0.00 298.25 0.05 __0 231.99 3.87 3.87 - ------ -- 0.90 298.50 0.30 3,197.15 357.53 361.40 2.20 298.75 0.55 4,758.08 987.96 1,349.36 2.98 _ 299.00 0.80 6,658.10 1,420.39 2,769.75 3.59 299.05 0.85 7,324.70 349.44 3,119.18 _ 3.70 INLET NO. 4 Area - Capacity Data Inlet Model No.: Storm Sewer Pipes Elevation k Depth ft AreaVolume (ftZ) (ft') Cumulative Volume (ft' Grate Area, A. (in'): 24 Q (cfs) 298.25 0.00 0.00 0.00 0.00 0.00 298.50 _ 0.25 1,946.80 162.23 162.23 0.40 298.75 0.50 3,847.90 710.97 873.21 0.57 299.00 0.75 6,369.10 _ 1,263.96 2,137.17 0.70 299.10 0.85 7,133.20 674.75 2,811.92 0.74 INLET NO. 5 Area - Ca acity Data Inlet Model No.: Storm Sewer Pipes Elevation ft Depth ft Area (ft2) Volume (ft') Cumulative Volume (ft') Grate Area, A, (in'): 24 Q (cfs) 298.25 0.00 0 0 0 0.00 298.50 0.25 798.00 66.50 66.50 _ 0.40 298.75 0.50 3,089.80 454.84 521.34 0.57 299.00 0.75 6,588.40 1,182.50 1,703.84 0.70 299.10 0.85 7,573.50 707.52 2,411.36 0.74 INLET NO. 6 Area - Ca acity Data Inlet Model No.: Storm Sewer Pipes Elevation R Depth ft Area (ftZ) Volume (ft') Cumulative Volume (ft' Grate Area, (in'): 16 Q (cfs) 298.25 0.00 0.00 0.00 0.00 0.00 298.50 0.25 (ft') 74.11 74.11 0.27 298.75 0.50 -889.30 2,153.70 368.91 443.02 0.38 0.46 299.00 0.75 3,022.80 644.66 1,087.02 299.10 0.85 3,364.00 319.19 1,406.21 0.49 Storm Sewer Pipes Area - Capacity Data Storm Sewer Pipes Cumulative Elevation Depth Volume Volume Q ft ft (ft') (ft' (cfs) 294.25 0.00 0.00 0.00 0.00 295.25 1.00 104.80 104.80 8-47 296.25 2.00 270-50 375.30 16.94 297.25 3.00 400.10 775.40 17.89 298.25 4.00 9.00 784.40 23.56 2 1 /4" DIA. HOLE (TVP) Z 000 2" MIN 2" MIN. 2" MIN N O O 2" MIN 19" MIN. TOTAL OPEN AREA=32 IN INLET 1 GRATE N TS ,�- 2 1/4" DIA. HOLE (TYP) z_ 2 1/4" DIA. HOLE (TYP) `O O O -� 2" MIN. 2" IN 1 - ° 2" MIN. O O 2" MIN 19" MIN. TOTAL OPEN AREA=40 IN INLETS 2, 3 8c 3A GRATES NTS 2 1/4" DIA. HOLE (TYP) 2" MIN 2" MIN. 2" MIN. 2' MIN 2" MIN. 2" MIN. N 0 0 N 00 2" MIN 2" MIN j� z N 15" MIN. TOTAL OPEN AREA=24 IN INLET 4 GRATE NTS n 4 /An rNi A I IllI r (TYP) L -1 12" MIN. TOTAL OPEN AREA=16 IN INLET 6 GRATE NTS 15" MIN. TOTAL OPEN AREA=24 IN INLET 5 GRATE NTS APPENDIX C Rational Equation Runoff Coefficients 0 RATIONAL EQUATION RUNOFF COEFFICIENT Drainage Area - 101,102,103 Drainage Area - 104 Area - Ac. 4.79 Area - Ac. 0.16 t sq. mi. 0.0075 sq. mi. 0.0003 Weighted Weighted Use Area, Ac. C C Land Use Area, Ac. C C ILand Open Space/Grass 4.42 0.40 0.37 Open Space/Grass 0.01 0.40 0.02 Landscape Areas 0.00 0.55 0.00 Landscape Areas 0.00 0.55 0.00 Paved Areas 0.14 0.90 0.03 Paved Areas 0.15 0.90 0.85 Building Roof 0.22 0.90 0.04 Building roof 0.00 0.90 0.00 Total - C 4.79 0.44 Total - C 0.16 0.87 Drainage Area - 105 Drainage Area - 106 a= Area - Ac. 0.08 Area - Ac. 0.21 sq. mi. 0.0001 sq. mi. 0.0003 Weighted Weighted Land Use Area, Ac. C C Land Use Area, Ac. C C Open Space/Grass 0.00 0.40 0.00 Open Space/Grass 0.10 0.40 0.19 Landscape Areas 0.00 0.55 0.00 Landscape Areas 0.00 0.55 0.00 I Paved Areas 0.08 0.90 0.81 Paved Areas 0.04 0.90 0.17 Building Roof 0.01 0.90 0.09 Building Roof 0.07 0.90 0.31 Total - C 0.08 0.90 Total - C 0.21 0.67 Drainage Area - 107 Area - Ac. 0.19 sq. mi. 0.0003 Weighted Land Use Area, Ac. C C Open Space/Grass 0.01 0.40 0.03 Landscape Areas 0.00 0.55 0.00 Paved Areas 0.18 0.90 0.84 Building Roof 0.00 0.90 0.00 Total - C 0.19 0.86 Drainaae Area - 201 Area - Ac. 3.21 sq. mi. 0.0050 Land Use Open Space/Grass Landscape Areas Paved Areas Building Roof Total - C Drainage Area - 205 Area - Ac. 0.15 sq. mi. 0.0002 Land Use Open Space/Grass Landscape Areas Paved Areas Building Roof Total - C Drainage Area - 207 Area - Ac. 0.10 sq. mi. 0.0002 Land Use Open Space/Grass Landscape Areas Paved Areas Building Roof Total - C RATIONAL EQUATION RUNOFF COEFFICIENTS Area. Ac. C 3.02 0.40 0.00 0.55 0.04 0.90 0.16 0.90 3.21 Area. Ac. C 0.00 0.40 0.01 0.55 0.14 0.90 0.00 0.90 0.15 Area. Ac. C 0.00 0.40 0.01 0.55 0.10 0.90 0.00 0.90 ;lllil[II Weighted C 0.38 0.00 0.01 0.04 0.43 Weighted C 0.00 0.04 0.84 0.00 Weighted C 0.00 0.04 0.83 0.00 Drainaae Areas - 202. 203 & 204 Area - Ac. 1.00 0.40 0.03 sq. mi. 0.0016 0.21 0.90 Land Use Area, Ac. C Open Space/Grass 0.51 0.40 Landscape Areas 0.04 0.55 Paved Areas 0.20 0.90 Building Roof 0.26 0.90 Total - C 1.01 Drainage Area - 206 Area - Ac. 0.23 sq. mi. 0.0004 Land Use Open Space/Grass Landscape Areas Paved Areas Building Roof Iii �1Qf Drainage Area - 208 Area - Ac. 0.24 sq. mi. 0.0004 Land Use Open Space/Grass Landscape Areas Paved Areas Building Roof POSTDEVE I -OP- Ratio nal-Equation-COeIf. XIS Area. Ac. C 0.00 0.40 0.03 0.55 0.21 0.90 0.00 0.90 0.24 Area. Ac. C 0.00 0.40 0.02 0.55 0.22 0.90 0.00 0.90 0.24 Weighted C 0.20 0.02 0.18 0.23 0.63 Weighted C 0.00 0.07 0.78 0.00 1 :. Weighted C 0.00 0.05 0.82 0.00 0.87 RATIONAL EQUATION RUNOFF COEFFICIENTS Drainaae Area - 209 Drainaqe Areas - 210 Area - Ac. 0.08 Area - Ac. 0.16 sq. mi. 0.0001 sq. mi. 0.5100 Weighted Weighted Land Use Area, Ac. C C Land Use Area, Ac. C C Open Space/Grass 0.00 0.40 0.00 Open Space/Grass 0.04 0.40 0.11 Landscape Areas 0.01 0.55 0.10 Landscape Areas 0.04 0.55 0.14 Paved Areas 0.07 0.90 0.74 Paved Areas 0.03 0.90 0.19 Building Roof 0.00 0.90 0.00 Building Roof 0.04 0.90 0.24 Total - C 0.08 0.84 Total - C 0.16 0.68 Drainaae Area - 211 Drainage Area - 212 Area - Ac. 0.06 Area - Ac. 0.19 sq. mi. 0.0001 sq. mi. 0.0003 Weighted Weighted Land Use Area, Ac. C C Land Use Area, Ac. C C Open Space/Grass 0.00 0.40 0.00 Open Space/Grass 0.00 0.40 0.00 Landscape Areas 0.01 0.55 0.05 Landscape Areas 0.01 0.55 0.03 Paved Areas 0.06 0.90 0.82 Paved Areas 0.18 0.90 0.85 Building Roof OM 0.90 0.00 Building Roof 0.00 0.90 0.00 Total - C 0.06 0.87 Total - C 0.19 0.88 POSTDFVELOP-Rational-Fduation-COeff.XIS APPENDIX D Time of Concentration Calculations I ITime of Concentration Calculations I ' Drainage Area 9101 I Sheet Flow: Flow length = 300' = L Slope = 2.15% n = 0. 15, short grass prairie P, = 4.5" 7 T, = 0.007 (0.15 * 300)0.8 (4.5)0-' (0.0215)0.4 = 0.322 hours = 19.3 minutes Shallow Concentrated Flow: Flow length = 377' = L Slope = 2.15% For unpaved surface at 2.15%, Velocity, V = 2.35 fps (see Fig. 3-1) Y = 377' / (60*2.35) = 2.7 minutes 7 T, = 19.3 + 2.7 = 22.0 minutes Drainage Area #102 Sheet Flow: Flow length = 175' = L Slope= 1.95% n = 0. 15, short grass prairie Pz = 4.5" y T, = 0.007 (0.15 * 175 (4.5)0'5 (0.0195)0.4 = 0.218 hours = 13.1 minutes Shallow Concent -aced Flow: . Flow length= 95'=L Slope = 1.95% For unpaved surface at 1.95%, Velocity, V = 2.25 fps (see Fig. 3-1) Y = 95' / (60*2.25) = 0.7 minutes Y T, = 13.1 + 0.7 = 13.8 minutes APPENDIX E Storage Routing Analysis Copy Corner 08/02/03 Storage Routing Analysis Parameters t=60s Inlet 1 Elevation ft Depth ft) Discharge (cfs) Storage Is, c z sit z sit + o 297.50 0.00 0.00 0.0 --------- - 9.0 0.00 0.00 -- 297.75 -- -- 0.25 --------- 0.54 ---- -- 0.30 ------ 0.84 298.00 _ 0.50 0.76 93.3 3.11 3.87 298.25 0.75 0.93 366.5 12.22 13.15 Inlet 2, 3 & 3A Elevation ft Depth ft) Discharge (cfs) Storage (s, CO 2 sit 2 sit + O 298.2 0.00 0.00 0.0 0.00 0.00 298.25 0.05 0.90 3.9 0.13_ 1.03 298.50 0.30 2.20 361.4 12.05 _ 14.25 298.75 299.00 0.55 2.98 1349.4 4zl.98 47.96 95.91 0.80 3.59 2769.7 92.32 299.05 0.85 3.70 3119.2 103.97 107.67 Inlet 4 Elevation (ft) Depth (ft) Discharge cfs) Storage (s, CO 2 sit 2 sit + O 298.25 0.00_ 0.00 0 0.00 0.00_ 298.50 0.25_ _ 0.40 _0.00 162.23 5.41 _ 5.81 298.75 0.50 0.57 873.21 29.11 29.68 299.00 0.75 0.70 2,137.17 _ _ 71.24 71.94 _ 299.10 0.85 0.74 2,811.92 93.73 94.47 Inlet 5 Elevation ft Depth ft) Discharge (cfs) Storage Is, cf 2 sit 2 sit + O 298.25 0.00 0.00 0 0.00 0.00 298.50 -- - 0.25 0.40 66.50 2.22 2.62 _ 298.75_ __ _0.25 0.50 0.57 521.34 17.38 _ 17.95 299.00 0.75 0.70 1,703.84 56.79 57.49 299.10 0.85 0.74 2,411.36 80.38 81.12 Inlet 6 Elevation ft Depth ft Discharge (cfs) Storage Is, cf) 2 sit 2 sit + O 298.25 0.00 0.00 0.00 0.00 0.00 - 298.50 -- - 0.25 - --- 0.27 --4-.11 -- 7_ - -- - 2.74 _ 298.75 0.50 0.38 443.02 _ -2.47 _ 14.77 36.23 46.87 _ 15.15 36.69 47.36 299.00 299.10 0.75 0.46 0.49 1087.02 1406.21 0.85 Storm Sewer Pipe Elevation Depth Discharge Storage 2 sit 2 sit + O ft (ft) cfs) (s, CO 294.25 0.00 0.00 0.00 0.00 0.00 295.25 1.00 8.47 104.80 3.49 11.96 296.25 2.00 16.94 375.30 12.51 29.45 297.25 3.00 17.89 775.40 25.85 43.74 298.25 4.00 23.56 784.40 26.15 49.71 Slorage Routing Analysis Parameters-A.xls-Incl 3 Storage Routing Analysis Inlet 1 Storage Routing Analysis Inlet 1 10 -Year Storm Event Time Inflow 11+12 Outflow Depth mind (cfs) (cfs) 2s/t-0 2s/t+O cfs ft. 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.11 0.11 -0.03 0.11 0.07 0.00 2 0.23 0.34 -0.09 0.31 0.20 0.03 3 0.34 0.57 -0.14 0.48 0.31 0.08 4 0.46 0.80 -0.19 0.66 0.42 0.16 5 0.57 1.03 -0.24 0.84 0.54 0.25 6 0.68 1.25 -0.09 1.01 0.55 0.27 7 0.80 1.48 0.23 1.39 0.58 0.29 8 0.91 1.71 0.70 1.94 0.62 0.34 9 1.03 1.94 1.30 2.64 0.67 0.39 10 1.14 2.17 2.00 3.46 0.73 0.47 11 1.08 2.17 2.64 4.17 0.77 0.51 12 1.03 2.11 3.19 4.75 0.78 0.53 13 0.97 2.05 3.68 5.25 0.79 0.54 14 0.91 1.88 3.98 5.56 0.79 0.55 15 0.86 1.77 4.15 5.74 0.79 0.55 16 0.80 1.65 4.22 5.81 0.80 k55- 17 0.74 1.54 4.17 5.76 0.79 0.55 18 0.68 1.43 4.01 5.59 0.79 0.55 19 0.63 1.31 3.75 5.32 0.79 0.54 20 0.57 1.20 3.38 4.94 0.78 0.53 21 0.51 1.08 2.92 4.47 0.77 0.52 22 0.46 0.97 2.37 3.89 0.76 0.50 23 0.40 0.86 1.80 3.23 0.71 0.44 24 0.34 0.74 1.21 2.54 0.66 0.38 25 0.29 0.63 0.62 1.84 0.61 0.33 26 0.23 0.51 0.01 1.13 0.56 0.27 27 0.17 0.40 -0.12 0.41 0.26 0.06 28 0.11 0.29 -0.05 0.17 0.11 0.01 29 0.06 0.17 -0.04 0.12 0.08 0.01 30 0.00 0.06 -0.01 0.02 0.01 0.00 31 0.00 0.00 0.00 -0.01 0.00 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 36 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 inlet 1-r3a.xis Storage Routing Analysis Inlet 1 25 -Year Storm Event Time Inflow 11+12 Outflow Depth mind (cfs) (cfs) 2s/t-0 2s/t+O cfs ft. 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.13 0.13 -0.04 0.13 0.08 0.01 2 0.26 0.39 -0.10 0.35 0.23 0.04 3 0.39 0.65 -0.16 0.55 0.35 0.11 4 0.52 0.91 -0.22 0.75 0.48 0.20 5 0.65 1.17 -0.14 0.95 0.55 0.26 6 0.78 1.43 0.14 1.29 0.57 0.29 7 0.91 1.69 0.61 1.83 0.61 0.33 8 1.04 1.95 1.23 2.56 0.66 0.39 9 1.17 2.21 1.98 3.44 0.73 0.46 10 1.30 2.47 2.91 4.45 0.77 0.52 11 1.24 2.47 3.81 5.38 0.79 0.54 12 1.17 2.41 4.60 6.21 0.80 0.56 13 1.11 2.34 5.31 6.94 0.82 0.58 14 1.04 2.15 5.81 7.46 0.83 0.59 15 0.98 2.02 6.16 7.82 0.83 0.60 16 0.91 1.89 6.37 8.04 0.84 0.61 17 0.85 1.76 6.45 8.12 0.84 0.61 18 0.78 1.63 6.40 8.07 0.84 0.61 19 0.72 1.50 6.23 7.89 0.83 0.61 20 0.65 1.37 5.93 7.59 0.83 0.60 21 0.59 1.24 5.53 7.17 0.82 0.59 22 0.52 1.11 5.01 6.63 0.81 0.57 23 0.46 0.98 4.39 5.99 0.80 0.56 24 0.39 0.85 3.66 5.23 0.78 0.54 25 0.33 0.72 2.84 4.38 0.77 0.52 26 0.26 0.59 1.97 3.43 0.73 0.46 27 0.20 0.46 1.12 2.43 0.66 0.37 28 0.13 0.33 0.27 1.44 0.58 0.30 29 0.07 0.20 -0.13 0.47 0.30 0.08 30 0.00. 0.07 0.02 -0.07 -0.04 0.00 31 0.00 0.00 -0.01 0.02 0.01 0.00 32 0.00 0.00 0.00 -0.01 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 36 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 inlet 1-r3a.xls Storage Routing Analysis Inlet 1 50 -Year Storm Event Time Inflow 11+12 Outflow Depth mind (cfs) (cfs) 2s/t-0 2s/t+O cfs ft. 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.15 0.15 -0.04 0.15 0.09 0.01 2 0.29 0.44 -0.11 0.40 0.26 0.06 3 0.44 0.74 -0.18 0.62 0.40 0.14 4 0.59 1.03 -0.23 0.85 0.54 0.26 5 0.74 1.32 -0.02 1.09 0.56 0.27 6 0.88 1.62 0.40 1.59 0.59 0.31 7 1.03 1.91 1.02 2.31 0.65 0.37 8 1.18 2.21 1.80 3.23 0.71 0.44 9 1.32 2.50 2.76 4.30 0.77 0.51 10 1.47 2.79 3.97 5.56 0.79 0.55 11 1.40 2.79 5.14 6.77 0.81 0.58 12 1.32 2.72 6.19 7.86 0.83 0.61 13 1.25 2.65 7.14 8.84 0.85 0.63 14 1.18 2.43 7.83 9.56 0.86 0.65 15 1.10 2.28 8.36 10.11 0.87 0.67 16 1.03 2.13 8.73 10.50 0.88 0.68 17 0.96 1.98 8.95 10.72 0.89 0.68 18 0.88 1.84 9.01 10.78 0.89, 0.69 19 0.81 1.69 8.93 10.70 0.89 0.68 20 0.74 1.54 8.71 10.47 0.88 0.68 21 0.66 1.40 8.36 10.11 0.87 0.67 22 0.59 1.25 7.88 9.61 0.87 0.65 23 0.51 1.10 7.28 8.98 0.85 0.64 24 0.44 0.96 6.55 8.23 0.84 0.61 25 0.37 0.81 5.71 7.36 0.82 0.59 26 0.29 0.66 4.76 6.37 0.81 0.57 27 0.22 0.51 3.70 5.28 0.79 0.54 28 0.15 0.37 2.54 4.07 0.76 0.51 29 0.07 0.22 1.29 2.76 0.74 0.48 30 0.00 0.07 0.20 1.36 0.58 0.29 31 0.00 0.00 -0.06 0.20 0.13 0.01 32 0.00 0.00 0.02 -0.06 -0.04 0.00 33 0.00 0.00 0.00 0.02 0.01 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 36 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 inlet 1-r3a.xls Storage Routing Analysis Inlet 1 100 -Year Storm Event Time Inflow 11+12 Outflow Depth mind (cfs) (cfs) 2s/t-0 2s/t+O cfs ft. 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.15 0.15 -0.04 0.15 0.10 0.01 2 0.31 0.46 -0.12 0.42 0.27 0.06 3 0.46 0.77 -0.19 0.65 0.42 0.15 4 0.62 1.08 -0.20 0.89 0.54 0.26 5 0.77 1.39 0.06 1.19 0.57 0.28 6 0.92 1.69 0.54 1.75 0.61 0.32 7 1.08 2.00 1.22 2.54 0.66 0.38 8 1.23 2.31 2.06 3.53 0.73 0.47 9 1.39 2.62 3.12 4.67 0.77 0.52 10 1.54 2.93 4.45 6.05 0.80 0.56 11 1.46 3.00 5.80 7.45 0.83 0.59 12 1.39 2.85 6.96 8.65 0.85 0.63 13 1.31 2.70 7.92 9.65 0.87 0.65 14 1.23 2.54 8.70 10.46 0.88 0.68 15 1.16 2.39 9.30 11.09 0.89 0.69 16 1.08 2.23 9.73 11.53 0.90 0.71 17 ' 1.00 2.08 10.00 11.81 0.91 0.71 18 0.92 1.93 10.11 11.93 0.91 0.72 19 0.85 1.77 10.07 11.88 0.91 0.72 20 0.77 1.62 9.88 11.69 0.90 0.71 21 0.69 1.46 9.55 11.34 0.90 0.70 22 0.62 1.31 9.08 10.86 0.89 0.69 23 0.54 1.16 8.48 10.24 0.88 0.67 24 0.46 1.00 7.76 9.48 0.86 0.65 25 0.39 0.85 6.91 8.61 0.85 0.63 26 0.31 0.69 5.95 7.61 0.83 0.60 27 0.23 0.54 4.87 6.49 0.81 0.57 28 0.15 0.39 3.69 5.26 0.79 0.54 29 0.08 0.23 2.39 3.92 0.76 0.50 30 0.00 0.08 1.15 2.47 0.66 0.38 31 0.00 0.00 0.03 1.15 0.56 0.28 32 0.00 0.00 -0.01 0.03 0.02 0.00 33 0.00 0.00 0.00 -0.01 -0.01 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 36 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 inlet1-r3a.xls Storage Routing Analysis Inlet 2,3 & 3A 1a in1et2-3-3A-r3a.x1s Storage Routing Analysis Inlet 2, 3 & 3A 10 -Year Storm Event Time Inflow 11+12 Outflow Depth minJ (cfS) (cfs) 20-0 2s/t+O cfs ft. 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.34 0.34 -0.25 0.34 0.30 0.01 2 0.68 1.02 -0.57 0.77 0.67 0.03 3 1.02 1.70 -0.69 1.13 0.91 0.05 4 1.36 2.38 -0.24 1.69 0.96 0.06 5 1.70 3.06 0.67 2.82 1.08 0.07 6 2.04 3.74 1.94 4.41 1.23 0.09 7 2.38 4.42 3.51 6.36 1.42 0.13 8 2.72 5.10 5.32 8.61 1.65 0.17 9 3.06 5.78 7.32 11.10 1.89 0.22 10 3.40 6.46 9.47 13.78 2.15 0.29 11 3.74 7.48 12.43 16.95 2.26 0.32 12 4.08 7.82 15.57 20.25 2.34 0.34 13 4.42 8.16 18.89 23.73 2.42 0.36 14 4.76 9.18 23.03 28.07 2.52 0.39 15 4.59 9.35 27.14 32.38 2.62 0.43 16 4.42 9.01 30.74 36.15 2.71 0.45 17 4.25 8.67 33.85 39.41 2.78 0.48 18 4.08 8.33 36.48 42.18 2.85 0.50 19 3.91 7.99 38.67 44.47 2.90 0.52 20 3.74 7.65 40.44 46.32 2.94 0.54 21 3.57 7.31 41.80 47.75 2.98 0.55 22 3.40 6.97 42.79 48.77 2.99 0.55 23 3.23 6.63 43.42 49.42 3.00 0.56 24 3.06 6.29 43.71 49.71 3.00 0.56 25 2.89 5.95 43.65 49.66 3.00 0.56 26 2.72 5.61 43.27 49.26 3.00 0.56 27 2.55 5.27 42.57 48.54 2.99 0.55 28 2.38 4.93 41.56 47.50 2.97 0.55 29 2.21 4.59 40.27 46.15 2.94 0.54 30 2.04 4.25 38.72 44.52 2.90 0.52 31 1.87 3.91 36.92 42.63 2.86 0.51 32 1.70 3.57 34:87 40.49 2.81 0.49 33 1.53 3.23 32.60 38.10 2.75 0.47 34 1.36 2.89 30.11 35.49 2.69 0.45 35 1.19 2.55 27.40 32.66 2.63 0.43 36 1.02 2.21 24.50 29.61 2.56 0.40 37 0.85 1.87 21.41 26.37 2.48 0.38 38 0.68 1.53 18.14 22.94 2.40 0.36 39 0.51 1.19 14.70 19.33 2.32 0.33 40 0.34 0.85 11.09 15.55 2.23 0.31 41 0.17 0.51 7.72 11.60 1.94 0.23 42 0.00 0.17 4.74 7.89 1.57 0.15 43 0.00 0.00 2.21 4.74 1.26 0.10 44 0.00 0.00 0.18 2.21 1.02 0.06 45 0.00 0.00 -0.13 0.18 0.16 0.00 in1et2-3-3A-r3a.x1s Storage Routing Analysis Inlet 2, 3 & 3A 25 -Year Storm Event Time Inflow 11+12 Outflow Depth mind (cfs) (cfs) 2s/t-0 2s/t+O cfs ft. 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.39 0.39 -0.29 0.39 0.34 0.01 2 0.78 1.17 -0.66 0.88 0.77 0.04 3 1.17 1.95 -0.56 1.29 0.93 0.05 4 1.56 2.73 0.14 2.16 1.01 0.06 5 1.95 3.50 1.33 3.65 1.16 0.08 6 2.34 4.28 2.91 5.61 1.35 0.11 7 2.73 5.06 4.81 7.97 1.58 0.16 8 3.11 5.84 6.95 10.65 1.85 0.21 9 3.50 6.62 9.31 13.57 2.13 0.28 10 3.89 7.40 12.19 16.70 2.26 0.32 11 4.28 8.56 16.05 20.75 2.35 0.34 12 4.67 8.95 20.11 25.01 2.45 0.37 13 5.06 9.34 24.35 29.45 2.55 0.40 14 5.45 10.51 29.50 34.86 2.68 0.44 15 5.26 10.71 34.61 40.21 2.80 0.49 16 5.06 10.32 39.11 44.92 2.91 0.52 17 4.87 9.93 43.04 49.03 2.99 0.56 18 4.67 9.54 46.50 52.58 3.04 0.57 19 4.48 9.15 49.50 55.65 3.08 0.59 20 4.28 8.76 52.03 58.26 3.11 0.60 21 4.09 8.37 54.13 60.40 3.14 0.61 22 3.89 7.98 55.79 62.11 3.16 0.62 23 3.70 7.59 57.03 63.38 3.18 0.63 24 3.50 7.20 57.85 64.23 3.19 0.63 25 3.31 6.81 58.28 64.67 3.19 0.63 26 3.11 6.42 58.32 64.70 3.19 0.63 27 2.92 6.03 57.98 64.35 3.19 0.63 28 2.73 5.64 57.26 63.62 3.18 0.63 29 2.53 5.26 56.19 62.52 3.17 0.62 30 2.34 4.87 54.76 61.05 3.15 0.61 31 2.14 4.48 52.99 59.24 3.12 0.60 32 1.95 4.09 50.89 57.08 3.10 0.59 33 1.75 3.70 48.45 54.58 3.06 0.58 34 1.56 3.31 45.71 51.76 3.03 0.57 35 1.36 2.92 42.65 48.63 2.99 0.55 36 1.17 2.53 39.35 45.18 2.92 0.53 37 0.97 2.14 35.83 41.49 2.83 0.50 38 0.78 1.75 32.10 37.58 2.74 0.47 39 0.58 1.36 28.17 33.46 2.64 0.43 40 0.39 0.97 24.06 29.15 2.54 0.40 41 0.19 0.58 19.76 24.64 2.44 0.37 42 0.00 0.19 15.29 19.96 2.33 0.34 43 0.00 0.00 10.84 15.29 2.22 0.31 44 0.00 0.00 7.11 10.84 1.87 0.22 45 0.00 0.00 4.12 7.11 1.50 0.14 in1et2-3-3A-r3a.x1s Storage Routing Analysis Inlet 2, 3 & 3A 50 -Year Storm Event Time Inflow 11+12 Outflow Depth minj (cfS) (cfs) 2s/t-0 2s/t+O cfs ft. 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.44 0.44 -0.33 0.44 0.39 0.01 2 0.88 1.32 -0.74 0.99 0.87 0.05 3 1.32 2.20 -0.42 1.46 0.94 0.06 4 1.76 3.09 0.54 2.66 1.06 0.07 5 2.20 3.97 2.02 4.51 1.24 0.10 6 2.64 4.85 3.92 6.87 1.47 0.13 7 3.09 5.73 6.16 9.65 1.75 0.19 8 3.53 6.61 8.66 12.77 2.05 0.26 9 3.97 7.49 11.66 16.15 2.24 0.31 10 4.41 8.37 15.37 20.04 2.33 0.34 11 4.85 9.70 20.16 25.06 2.45 0.37 12 5.29 10.14 25.16 30.30 2.57 0.41 13 5.73 10.58 30.34 35.73 2.70 0.45 14 6.17 11.90 36.54 42.24 2.85 0.50 15 5.95 12.12 42.69 48.66 2.99 0.55 16 5.73 11.68 48.24 54.36 3.06 0.58 17 5.51 11.24 53.23 59.48 3.13 0.61 18 5.29 10.80 57.66 64.02 3.18 0.63 19 5.07 10.36 61.54 68.01 3.24 0.65 20 4.85 9.92 64.90 71.46 3.28 0.67 21 4.63 9.48 67.74 74.38 3.32 0.68 22 4.41 9.03 70.09 76.78 3.35 0.69 23 4.19 8.59 71.94 78.68 3.37 0.70 24 3.97 8.15 73.31 80.09 3.39 0.71 25 3.75 7.71 74.22 81.03 3.40 0.72 26 3.53 7.27 74.68 81.50 3.41 0.72 27 3.31 6.83 74.70 81.51 3.41 0.72 28 3.09 6.39 74.29 81.09 3.40 0.72 29 2.86 5.95 73.46 80.24 3.39 0.71 30 2.64 5.51 72.22 78.97 3.37 0.71 31 2.42 5.07- 70.58 77.28 3.35 0.70 32 2.20 4.63 68.55 75.21 3.33 0.69 33 1.98 4.19 66.15 72.74 3.30 0.67 34 1.76 3.75 63.38 69.90 3.26 0.66 35 1.54 3.31 60.25 66.68 3.22 0.64 36 1.32 2.86 56.77 63.11 3.17 0.62 37 1.10 2.42 52.94 59.19 3.12 0.60 38 0.88 1.98 48.79 54.93 3.07 0.58 39 0.66 1.54 44.31 50.33 3.01 0.56 40 0.44 1.10 39.57 45.41 2.92 0.53 41 0.22 0.66 34.63 40.23 2.80 0.49 42 0.00 0.22 29.50 34.85 2.68 0.44 43 0.00 0.00 24.39 29.50 2.55 0.40 44 0.00 0.00 19.52 24.39 2.43 0.37 45 0.00 0.00 14.88 19.52 2.32 0.33 in1et2-3-3A-r3a.x1s Storage Routing Analysis Inlet 2, 3 & 3A 100 -Year Storm Event Time Inflow 11+12 Outflow Depth cfs) (cfs) 2s/t-0 2s/t+O cfs ft. 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.46 0.46 -0.34 0.46 0.40 0.01 2 0.92 1.38 -0.77 1.04 0.90 0.05 3 1.38 2.30 -0.36 1.53 0.95 0.06 4 1.84 3.22 0.70 2.86 1.08 0.07 5 2.30 4.14 2.29 4.84 1.27 0.10 6 2.76 5.06 4.31 7.35 1.52 0.14 7 3.22 5.98 6.67 10.29 1.81 0.20 8 3.68 6.90 9.20 13.57 2.18 0.30 9 4.14 7.82 12.49 17.02 2.26 0.32 10 4.60 8.74 16.51 21.23 2.36 0.35 11 5.06 9.66 21.21 26.17 2.48 0.38 12 5.52 10.58 26.58 31.79 2.61 0.42 13 5.98 11.50 32.58 38.08 2.75 0.47 14 6.44 12.42 39.18 45.00 2.91 0.53 15 6.21 12.65 45.77 51.83 3.03 0.57 16 5.98 12.19 51.74 57.96 3.11 0.60 17 5.75 11.73 57.12 63.47 3.18 0.63 18 5.52 11.27 61.91 68.39 3.24 0.65 19 5.29 10.81 66.13 72.72 3.29 0.67 20 5.06 10.35 69.79 76.48 3.34 0.69 21 4.83 9.89 72.92 79.68 3.38 0.71 22 4.60 9.43 75.51 8.2.35 3.42 0.72 23 4.37 8.97 77.59 84.48 3.44 0.74 24 4.14 8.51 79.17 86.10 3.47 0.74 25 3.91 8.05 80.26 87.22 3.48 0.75 26 3.68 7.59 80.88 87.85 3.49 0.75 27 3.45 7.13 81.03 88.01 3.49 0.75 28 3.22 6.67 80.73 87.70 3.49 0.75 29 2.99 6.21 79.99 86.94 3.48 0.75 30 2.76 5.75 78.82 85.74 3.46 0.74 31 2.53 5.29 77.23 84.11 3.44 0.73 32 2.30 4.83 75.23 82.06 3.41 0.72 33 2.07 4.37 72.83 79.60 3.38 0.71 34 1.84 3.91 70.05 76.74 3.35 0.69 35 1.61 3.45 66.89 73.50 3.30 0.68 36 1.38 2.99 63.36 69.88 3.26 0.66 37 1.15 2.53 59.48 65.89 3.21 0.64 38 0.92 2.07 55.24 61.55 3.15 0.62 39 0.69 1.61 50.66 56.85 3.09 0.59 40 0.46 1.15 45.76 51.81 3.03 0.57 41 0.23 0.69 40.56 46.45 2.94 0.54 42 0.00 0.23 35.16 40.79 2.81 0.49 43 0.00 0.00 29.79 35.16 2.68 0.45 44 0.00 0.00 24.67 29.79 2.56 0.41 45 0.00 0.00 19.79 24.67 2.44 0.37 in1et2-3-3A-r3a.x1s Storage Routing Analysis Inlet 4 Storage Routing Analysis Inlet 4 10 -Year Storm Event Time Inflow 11+12 Outflow Depth minj (cfs) (cfs 2s/t-0 2s/t+O cfs ft. 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.17 0.17 0.15 0.17 0.01 0.00 2 0.34 0.51 0.57 0.66 0.05 0.00 3 0.51 0.86 1.23 1.42 0.10 0.01 4 0.68 1.20 2.09 2.43 0.17 0.04 5 0.86 1.54 3.13 3.63 0.25 0.10 6 1.03 1.88 4.32 5.01 0.35 0.18 7 1.20 2.22 5.73 6.54 0.41 0.25 8 1.37 2.57 7.46 8.30 0.42 0.27 9 1.54 2.91 9.51 10.37 0.43 0.29 10 1.71 3.25 11.86 12.75 0.45 0.31 11 1.62 3.25 14.17 15.10 0.47 0.34 12 1.54 3.16 16.37 17.34 0.48 0.36 13 1.45 3.08 18.46 19.45 0.50 0.38 14 1.37 2.82 20.26 21.28 0.51 0.40 15 1.28 2.65 21.86 22.91 0.52 0.42 16 1.20 2.48 23.28 24.34 0.53 0.44 17 1.11 2.31 24.51 25.59 0.54 0.45 18 1.03 2.14 25.55 26.64 0.55 0.47 19 0.94 1.97 26.40 27.51 0.55 0.48 20 0.86 1.80 27.08 28.20 0.56 0.48 21 0.77 1.62 27.58 28.71 0.56 0.49 22 0.68 1.45 27.90 29.03 0.57 0.50 23 0.60 1.28 28.05 29.18 0.57 0.50 24 0.51 1.11 28.03 29.16 0.57 0.50 25 0.43 0.94 27.84 28.97 0.56 0.49 26 0.34 0.77 27.49 28.61 0.56 0.49 27 0.26 0.60 26.97 28.08 0.56 0.48 28 0.17 0.43 26.29 27.39 0.55 0.47 29 0.09 0.26 25.45 26.54 0.55 0.46 30 0.00 0.09 24.45 25.53 0.54 0.45 31 0.00 0.00 23.39 24.45 0.53 0.44 32 0.00 0.00 22.34 23.39 0.53 0.43 33 0.00 0.00 21.30 22.34 0.52 0.42 34 0.00 0.00 20.28 21.30 0.51 0.40 35 0.00 0.00 19.27 20.28 0.50 0.39 36 0.00 0.00 18.28 19.27 0.50 0.38 37 0.00 0.00 17.30 18.28 0.49 0.37 38 0.00 0.00 16.34 17.30 0.48 0.36 39 0.00 0.00 15.39 16.34 0.48 0.35 40 0.00 0.00 14.45 15.39 0.47 0.34 41 0.00 0.00 13.53 14.45 0.46 0.33 42 0.00 0.00 12.62 13.53 0.45 0.32 43 0.00 0.00 11.72 12.62 0.45 0.31 44 0.00 0.00 10.84 11.72 0.44 0.30 45 0.00 0.00 9.97 10.84 0.44 0.29 in1e(4-r3a-.x1s Storage Routing Analysis Inlet 4 25 -Year Storm Event Time Inflow 11+12 Outflow Depth mind (cfs) (cfs) 2s/t-0 2s/t+O cfs ft. 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.20 0.20 0.17 0.20 0.01 0.00 2 0.39 0.59 0.65 0.75 0.05 0.00 3 0.59 0.98 1.40 1.62 0.11 0.02 4 0.78 1.37 2.38 2.77 0.19 0.06 5 0.98 1.76 3.57 4.14 0.29 0.13 6 1.17 2.15 4.93 5.71 0.39 0.24 7 1.37 2.54 6.64 7.46 0.41 0.26 8 1.56 2.93 8.71 9.56 0.43 0.28 9 1.76 3.32 11.14 12.03 0.44 0.31 10 1.95 3.71 13.91 14.84 0.46 0.33 11 1.85 3.71 16.65 17.62 0.48 0.36 12 1.76 3.61 19.25 20.26 0.50 0.39 13 1.66 3.51 21.72 22.76 0.52 0.42 14 1.56 3.22 23.87 24.94 0.54 0.45 15 1.46 3.02 25.79 26.89 0.55 0.47 16 1.37 2.83 27.49 28.62 0.56 0.49 17 1.27 2.63 28.98 30.12 0.57 0.51 18 1.17 2.44 30.27 31.42 0.58 0.51 19 1.07 2.24 31.35 32.51 0.58 0.52 20 0.98 2.05 32.24 33.40 0.58 0.52 21 0.88 1.85 32.92 34.09 0.58 0.53 22 0.78 1.66 33.41 34.58 0.59 0.53 23 0.68 1.46 33.70 34.87 0.59 0.53 24 0.59 1.27 33.80 34.97 0.59 0.53 25 0.49 1.07 33.70 34.87 0.59 0.53 26 0.39 0.88 33.40 34.57 0.59 0.53 27 0.29 0.68 32.92 34.09 0.58 0.53 28 0.20 0.49 32.24 33.41 0.58 0.52 29 0.10 0.29 31.38 32.54 0.58 0.52 30 0.00 0.10 30.32 31.48 0.58 0.51 31 0.00 0.00 29.18 30.32 0.57 0.51 32 0.00 0.00 28.05 29.18 0.57 0.50 33 0.00 0.00 26.93 28.05 0.56 0.48 34 0.00 0.00 25.83 26.93 0.55 0.47 35 0.00 0.00 24.75 25.83 0.54 0.46 36 0.00 0.00 23.68 24.75 0.53 0.44 37 0.00 0.00 22.62 23.68 0.53 0.43 38 0.00 0.00 21.58 22.62 0.52 0.42 39 0.00 0.00 20.56 21.58 0.51 0.41 40 0.00 0.00 19.55 20.56 0.51 0.40 41 0.00 0.00 18.55 19.55 0.50 0.38 42 0.00 0.00 17.57 18.55 0.49 0.37 43 0.00 0.00 16.60 17.57 0.48 0.36 44 0.00 0.00 15.65 16.60 0.48 0.35 45 0.00 0.00 14.71 15.65 0.47 0.34 in1el4-r3a-.x1s Storage Routing Analysis Inlet 4 50 -Year Storm Event Time Inflow 11+12 Outflow Depth mind (cfs) (cfs 2s/t-0 2s/t+O cfs ft. 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.22 0.22 0.19 0.22 0.02 0.00 2 0.44 0.66 0.74 0.85 0.06 0.01 3 0.66 1.11 1.59 1.84 0.13 0.02 4 0.88 1.55 2.70 3.13 0.22 0.07 5 1.11 1.99 4.05 4.69 0.32 0.16 6 1.33 2.43 5.67 6.48 0.40 0.25 7 1.55 2.87 7.70 8.54 0.42 0.27 8 1.77 3.32 10.14 11.02 0.44 0.30 9 1.99 3.76 12.98 13.90 0.46 0.32 10 2.21 4.20 16.22 17.18 0.48 0.36 11 2.10 4.20 19.41 20.42 0.50 0.39 12 1.99 4.09 22.45 23.50 0.53 0.43 13 1.88 3.98 25.33 26.43 0.55 0.46 14 1.77 3.65 27.85 28.98 0.57 0.49 15 1.66 3.43 30.13 31.27 0.57 0.51 16 1.55 3.20 32.17 33.33 0.58 0.52 17 1.44 2.98 33.98 35.15 0.59 0.53 18 1.33 2.76 35.56 36.74 0.59 0.54 19 1.22 2.54 36.91 38.10 0.60 0.55 20 1.11 2.32 38.03 39.23 0.60 0.56 21 0.99 2.10 38.92 40.13 0.60 0.56 22 0.88 1.88 39.59 40.80 0.60 0.57 23 0.77 1.66 40.04 41.25 0.61 0.57 24 0.66 1.44 40.26 41.48 0.61 0.57 25 0.55 1.22 40.27 41.48 0.61 0.57 26 0.44 0.99 40.05 41.26 0.61 0.57 27 0.33 0.77 39.61 40.82 0.60 0.57 28 0.22 0.55 38.96 40.17 0.60. 0.56 29 0.11 0.33 38.09 39.29 0.60 0.56 30 0.00 0.11 37.01 38.20 0.60 0.55 31 0.00 0.00 35.83 37.01 0.59 0.54 32 0.00 0.00 34.65 35.83 0.59 0.54 33 0.00 0.00 33.48 34.65 0.59 0.53 34 0.00 0.00 32.32 33.48 0.58 0.52 35 0.00 0.00 31.16 32.32 0.58 0.52 36 0.00 0.00 30.01 31.16 0.57 0.51 37 0.00 0.00 28.87 30.01 0.57 0.51 38 0.00 0.00 27.74 28.87 0.56 0.49 39 0.00 0.00 26.63 27.74 0.56 0.48 40 0.00 0.00 25.53 26.63 0.55 0.47 41 0.00 0.00 24.45 25.53 0.54 0.45 42 0.00 0.00 23.38 24.45 0.53 0.44 43 0.00 0.00 22.33 23.38 0.53 0.43 44 0.00 0.00 21.30 22.33 0.52 0.42 45 0.00 0.00 20.28 21.30 0.51 0.40 in1el4-r3a-.x1s Storage Routing Analysis Inlet 4 100 -Year Storm Event Time Inflow 11+12 Outflow Depth mind (cfs) (cfs) 20-0 2s/t+O cfs ft. 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.23 0.23 0.20 0.23 0.02 0.00 2 0.46 0.69 0.77 0.89 0.06 0.01 3 0.69 1.15 1.65 1.92 0.13 0.03 4 0.92 1.61 2.81 3.26 0.22 0.08 5 1.15 2.07 4.21 4.88 0.34 0.18 6 1.38 2.53 5.93 6.74 0.41 0.26 7 1.61 2.99 8.07 8.92 0.42 0.28 8 1.84 3.45 10.64 11.52 0.44 0.30 9 2.07 3.91 13.63 14.55 0.46 0.33 10 2.30 4.37 17.02 18.00 0.49 0.37 11 2.19 4.49 20.49 21.51 0.51 0.41 12 2.07 4.26 23.67 24.74 0.53 0.44 13 1.96 4.03 26.58 27.70 0.56 0.48 14 1.84 3.80 29.23 30.38 0.57 0.51 15 1.73 3.57 31.64 32.80 0.58 0.52 16 1.61 3.34 33.80 34.98 0.59 0.53 17 1.50 3.11 35.72 36.91 0.59 0.54 18 1.38 2.88 37.40 38.60 0.60 0.55 19 1.27 2.65 38.84 40.05 0.60 0.56 20 1.15 2.42 40.05 41.26 0.61 0.57 21 1.04 2.19 41.02 42.23 0.61 0.57 22 0.92 1.96 41.75 42.97 0.61 0.58 23 0.80 1.73 42.25 43.47 0.61 0.58 24 0.69 1.50 42.52 43.74 0.61 0.58 25 0.58 1.27 42.56 43.78 0.61 0.58 26 0.46 1.04 42.37 43.59 0.61 0.58 27 0.35 0.80 41.95 43.17 0.61 0.58 28 0.23 0.57 41.30 42.52 0.61 0.58 29 0.12 0.34 40.43 41.65 0.61 0.57 30 0.00 0.11 39.34 40.55 0.60 0.56 31 0.00 0.00 38.14 39.34 0.60 0.56 32 0.00 0.00 36.95 38.14 0.60 0.55 33 0.00 0.00 35.77 36.95 0.59 0.54 34 0.00 0.00 34.59 35.77 0.59 0.54 35 0.00 0.00 33.42 34.59 0.59 0.53 36 0.00 0.00 32.26 33.42 0.58 0.52 37 0.00 0.00 31.10 32.26 0.58 0.52 38 0.00 0.00 29.95 31.10 0.57 0.51 39 0.00 0.00 28.81 29.95 0.57 0.50 40 0.00 0.00 27.68 28.81 0.56 0.49 41 0.00 0.00 26.57 27.68 0.56 0.48 42 0.00 0.00 25.47 26.57 0.55 0.46 43 0.00 0.00 24.39 25.47 0.54 0.45 44 0.00 0.00 23.33 24.39 0.53 0.44 45 0.00 0.00 22.28 23.33 0.52 0.43 in1et4-r3a-.x1s Storage Routing Analysis Inlet 5 Storage Routing Analysis Inlet 5 10 -Year Storm Event Time Inflow 11+12 Outflow Depth minl cfs) (cfs) 2slt-0 2slt+O cfs ft. 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.18 0.18 0.13 0.18 0.03 0.00 2 0.36 0.54 0.46 0.67 0.10 0.02 3 0.54 0.90 0.95 1.36 0.21 0.07 4 0.72 1.26 1.53 2.21 0.34 0.18 5 0.90 1.62 2.34 3.15 0.41 0.26 6 1.08 1.98 3.48 4.32 0.42 0.27 7 1.26 2.34 4.95 5.82 0.44 0.29 8 1.44 2.70 6.74 7.65 0.46 0.32 9 1.62 3.06 8.84 9.80 0.48 0.36 10 1.80 3.42 11.25 12.26 0.51 0.40 11 1.71 3.42 13.60 14.67 0.53 0.44 12 1.62 3.33 15.81 16.93 0.56 0.48 13 1.53 3.24 17.91 19.05 0.57 0.51 14 1.44 2.97 19.72 20.88 0.58 0.52 15 1.35 2.79 21.34 22.51 0.58 0.53 16 1.26 2.61 22.77 23.95 0.59 0.54 17 1.17 2.43 24.01 25.20 0.59 0.55 18 1.08 2.25 25.06 26.26 0.60 0.55 19 0.99 2.07 25.93 27.13 0.60 0.56 20 0.90 1.89 26.62 27.82 0.60 0.56 21 0.81 1.71 27.12 28.33 0.60 0.57 22 0.72 1.53 27.44 28.65 0.61 0.57 23 0.63 1.35 27.58 28.79 0.61 0.57 24 0.54 1.17 27.54 28.75 0.61 0.57 25 0.45 0.99 27.32 28.53 0.60 0.57 26 0.36 0.81 26.92 28.13 0.60 0.56 27 0.27 0.63 26.35 27.55 0.60 0.56 28 0.18 0.45 25.60 26.80 0.60 0.56 29 0.09 0.27 24.68 25.87 0.60 0.55 30 0.00 0.09 23.58 24.77 0.59 0.54 31 0.00 0.00 22.41 23.58 0.59 0.54 32 0.00 0.00 21.24 22.41 0.58 0.53 33 0.00 0.00 20.08 21.24 0.58 0.52 34 0.00 0.00 18.92 20.08 0.58 0.52 35 0.00 0.00 17.76 18.92 0.58 0.52 36 0.00 0.00 16.62 17.76 0.57 0.50 37 0.00 0.00 15.51 16.62 0.56 0.48 38 0.00 0.00 14.43 15.51 0.54 0.46 39 0.00 0.00 13.37 14.43 0.53 0.44 40 0.00 0.00 12.33 13.37 0.52 0.42 41 0.00 0.00 11.31 12.33 0.51 0.40 42 0.00 0.00 10.32 11.31 0.50 0.38 43 0.00 0.00 9.35 10.32 0.49 0.36 44 0.00 0.00 8.40 9.35 0.47 0.35 45 0.00 0.00 7.47 8.40 0.46 0.33 in1e15-r3a.x1s Storage Routing Analysis Inlet 5 25 -Year Storm Event Time Inflow 11+12 Outflow Depth mind (cfs) (cfs) 20-0 2s/t+O cfs ft. 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.21 0.21 0.14 0.21 0.03 0.00 2 0.41 0.62 0.53 0.76 0.12 0.02 3 0.62 1.03 1.08 1.56 0.24 0.09 4 0.82 1.44 1.75 2.52 0.39 0.23 5 1.03 1.85 2.79 3.61 0.41 0.26 6 1.24 2.27 4.20 5.05 0.43 0.28 7 1.44 2.68 5.98 6.88 0.45 0.31 8 1.65 3.09 8.13 9.07 0.47 0.34 9 1.85 3.50 10.63 11.63 0.50 0.39 10 2.06_ 3.91 13.48 14.54 0.53 0.44 11 1.96 3.91 16.27 17.39 0.56 0.49 12 1.85 3.81 18.92 20.08 0.58 0.52 13 1.75 3.71 21.46 22.63 0.59 0.53 14 1.65 3.40 23.67 24.86 0.59 0.54 15 1.55 3.19 25.67 26.87 0.60 0.56 16 1.44 2.99 27.45 28.66 0.61 0.57 17 1.34 2.78 29.01 30.23 0.61 0.58 18 1.24 2.58 30.35 31.58 0.61 0.59 19 1.13 2.37 31.48 32.72 0.62 0.59 20 1.03 2.16 32.40 33.65 0.62 0.60 21 0.93 1.96 33.11 34.36 0.62 0.60 22 0.82 1.75 33.61 34.86 0.63 0.61 23 0.72 1.55 33.90 35.16 0.63 0.61 24 0.62 1.34 33.99 35.24 0.63 0.61 25 0.52 1.13 33.87 35.12 0.63 0.61 26 0.41 0.93 33.54 34.80 0.63 0.61 27 0.31 0.72 33.02 34.27 0.62 0.60 28 0.21 0.52 32.29 33.53 0.62 0.60 29 0.10 0.31 31.36. 32.60 0.62 0.59 30 0.00 0.10 .30.24 31.47 0.61 0.58 31 0.00 0.00 29.02 30.24 0.61 0.58 32 0.00 0.00 27.80 29.02 0.61 0.57 33 0.00 0.00 26.60 27.80 0.60 0.56 34 0.00 0.00 25.40 .26.60 0.60 0.55 35 0.00 0.00 24.21 25.40 0.59 0.55 36 0.00 0.00 23.03 24.21 0.59 0.54 37 0.00 0.00 21.86 23.03 0.59 0.53 38 0.00 0.00 20.69 21.86 0.58 0.53 39 0.00 0.00 19.54 20.69 0.58 0.52 40 0.00 0.00 18.38 19.54 0.58 0.51 41 0.00 0.00 17.24 18.38 0.57 0.51 42 0.00 0.00 16.12 17.24 0.56 0.49 43 0.00 0.00 15.02 16.12 0.55 0.47 44 0.00 0.00 13.94 15.02 0.54 0.45 45 0.00 0.00 12.89 13.94 0.53 0.43 inlets-r3a.xls Storage Routing Analysis Inlet 5 50 -Year Storm Event Time Inflow 11+12 Outflow Depth minj cfs) (cfs) 2slt-0 2slt+O cfs ft. 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.23 0.23 0.16 0.23 0.04 0.00 2 0.47 0.70 0.60 0.86 0.13 0.03 3 0.70 1.17 1.22 1.76 0.27 0.11 4 0.93 1.63 2.05 2.86 0.40 0.25 5 1.17 2.10 3.31 4.15 0.42 0.27 6 1.40 2.56 5.00 5.88 0.44 0.29 7 1.63 3.03 7.11 8.03 0.46 0.33 8 1.86 3.50 9.63 10.61 0.49 0.37 9 2.10 3.96 12.55 13.59 0.52 0.42 10 2.33 4.43 15.86 16.98 0.56 0.48 11 2.21 4.43 19.13 20.28 0.58 0.52 12 2.10 4.31 22.26 23.44 0.59 0.54 13 1.98 4.19 25.26 26.46 0.60 0.55 14 1.86 3.84 27.89 29.11 0.61 0.57 15 1.75 3.61 30.28 31.50 0.61 0.59 16 1.63 3.38 32.41 33.65 0.62 0.60 17 1.51 3.15 34.30 35.56 0.63 -0.61 18 1.40 2.91 35.95 37.21 0.63 0.62 19 1.28 2.68 37.35 38.63 0.64 0.63 20 1.17 2.45 38.51 39.80 0.64 0.64 21 1.05 2.21 39.44 40.73 0.64 0.64 22 0.93 1.98 40.12 41.42 0.65 0.65 23 0.82 1.75 40.57 41.87 0.65 0.65 24 0.70 1.51 40.79 42.09 0.65 0.65 25 0.58 1.28 40.77 42.07 0.65 0.65 26 0.47 1.05 40.52 41.82 0.65 0.65 27 0.35 0.82 40.04 41.34 0.65 0.65 28 0.23 0.58 39.34 40.63 0.64 0.64 29 0.12 0.35 38.40 39.69 0.64 0.64 30 0.00 0.12 37.25 38.52 0.64 0.63 31 0.00 0.00 35.98 37.25 0.63 0.62 32 0.00 0.00 34.72 35.98 0.63 0.61 33 0.00 0.00 33.47 34.72 0.63 0.61 34 0.00 0.00 32.23 33.47 0.62 0.60 35 0.00 0.00 30.99 32.23 0.62 0.59 36 0.00 0.00 29.77 30.99 0.61 0.58 37 0.00 0.00 28.55 29.77 0.61 0.57 38 0.00 0.00 27.34 28.55 0.60 0.57 39 0.00 0.00 26.14 27.34 0.60 0.56 40 0.00 0.00 24.95 26.14 0.60 0.55 41 0.00 0.00 23.76 24.95 0.59 0.54 42 0.00 0.00 22.58 23.76 0.59 0.54 43 0.00 0.00 21.41 22.58 0.59 0.53 44 0.00 0.00 20.25 21.41 0.58 0.52 45 0.00 0.00 19.09 20.25 0.58 0.52 in1et5-r3a.x1s Storage Routing Analysis Inlet 5 100 -Year Storm Event Time Inflow 11+12 Outflow Depth min. cfs) (cfs) 2s/t-0 2s/t+O cfs ft. 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.24 0.24 0.17 0.24 0.04 0.00 2 0.49 0.73 0.62 0.90 0.14 0.03 3 0.73 1.22 1.28 1.84 0.28 0.12 4 0.97 1.70 2.17 2.98 0.40 0.25 5 1.22 2.19 3.52 4.36 0.42 0.27 6 1.46 2.67 5.31 6.19 0.44 0.30 7 1.70 3.16 7.54 8.47 0.46 0.33 8 1.94 3.65 10.20 11.19 0.50 0.38 9 2.19 4.13 13.27 14.33 0.53 0.43 10 2.43 4.62 16.75 17.89 0.57 0.50 11 2.31 4.74 20.32 21.49 0.58 0.52 12 2.19 4.50 23.63 24.82 0.59 0.54 13 2.07 4.25 26.68 27.88 0.60 0.56 14 1.94 4.01 29.47 30.69 0.61 0.58 15 1.82 3.77 31.99 33.23 0.62 0.60 16 1.70 3.52 34.26 35.51 0.63 0.61 17 1.58 3.28 36.27 37.54 0.63 0.62 18 1.46 3.04 38.03 39.31 0.64 0.63 19 1.34 2.79 39.53 40.82 0.65 0.64 20 1.22 2.55 40.78 42.08 0.65 0.65 21 1.09 2.31 41.79 43.09 0.65 0.66 22 0.97 2.07 42.54 43.85 0.66 0.66 23 0.85 1.82 43.05 44.37 0.66 0.67 24 0.73 1.58 43.32 44.63 0.66 0.67 25 0.61 1.34 43.34 44.65 0.66 0.67 26 0.49 1.09 43.12 44.43 0.66 0.67 27 0.36 0.85 42.66 43.97 0.66 0.67 28 0.24 0.61 41.96 43.26 0.65 0.66 29 0.12 0.36 41.02 42.32 0.65 0.65 30 0.00 0.12 39.85 41.14 0.65 0.65 31 0.00 0.00 38.57 39.85 0.64 0.64 32 0.00 0.00 37.29 38.57 0.64 0.63 33 0.00 0.00 36.02 37.29 0.63 0.62 34 0.00 0.00 34.76 36.02 0.63 0.61 35 0.00 0.00 33.51 34.76 0.63 0.61 36 0.00 0.00 32.27 33.51 0.62 0.60 37 0.00 0.00 31.04 32.27 0.62 0.59 38 0.00 0.00 29.81 31.04 0.61 0.58 39 0.00 0.00 28.59 29.81 0.61 0.57 40 0.00 0.00 27.38 28.59 0.60 0.57 41 0.00 0.00 26.18 27.38 0.60 0.56 42 0.00 0.00 24.99 26.18 0.60 0.55 43 0.00 0.00 23.80 24.99 0.59 0.54 44 0.00 0.00 22.62 23.80 0.59 0.54 45 0.00 0.00 21.45 22.62 0.59 0.53 inlel5-r3a.xls Storage Routing Analysis Inlet 6 17 Storage Routing Analysis Inlet 6 10 -Year Storm Event Time Inflow 11+12 Outflow. Depth min. cfs) (cfs) 20-0 2slt+O cfs ft. 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.08 0.08 0.06 0.08 0.01 0.00 2 0.15 0.23 0.23 0.29 0.03 0.00 3 0.23 0.38 0.48 0.60 0.06 0.01 4 0.30 0.53 0.81 1.01 0.10 0.03 5 0.38 0.68 1.19 1.49 0.15 0.07 6 0.45 0.83 1.62 2.02 0.20 0.14 7 0.53 0.98 2.08 2.60 0.26 0.23 8 0.60 1.13 2.66 3.21 0.27 0.26 9 0.68 1.28 3.37 3.94 0.28 0.27 10 0.75 1.43 4.22 4.80 0.29 0.29 11 0.71 1.43 5.06 5.65 0.30 0.31 12 0.68 1.39 5.84 6.44 0.30 0.32 13 0.64 1.35 6.57 7.19 0.31 0.33 14 0.60 1.24 7.18 7.81 0.31 0.35 15 0.56 1.16 7.70 8.34 0.32 0.36 16 0.53 1.09 8.14 8.79 0.32 0.37 17 0.49 1.01 8.50 9.15 0.33 0.37 18 0.45 0.94 8.78 9.44 0.33 0.38 19 0.41 0.86 8.98 9.64 0.33 0.38 20 0.38 0.79 9.10 9.77 0.33 0.39 21 0.34 0.71 9.15 9.81 0.33 0.39 22 0.30 0.64 9.12 9.79 0.33 0.39 23 0.26 0.56 9.02 9.68 0.33 0.38 24 0.23 0.49 8.85 9.51 0.33 0.38 25 0.19 0.41 8.60 9.26 0.33 0.37 26 0.15 0.34 8.29 8.94 0.32 0.37 27 0.11 0.26 7.91 8.55 0.32 0.36 28 0.08 0.19 7.46 8.10 0.32 0.35 29 0.04 0.11 6.95 7.58 0.31 0.34 30 0.00 0.04 6.37 6.99 0.31 0.33 31 0.00 0.00 5.77 6.37 0.30 0.32 32 0.00 0.00 5.18 5.77 0.30 0.31 33 0.00 0.00 4.59 5.18 0.29 0.30 34 0.00 0.00 4.02 4.59 0.29 0.29 35 0.00 0.00 3.46 4.02 0.28 0.28 36 0.00 0.00 2.90 3.46 0.28 0.27 37 0.00 0.00 2.36 2.90 0.27 0.26 38 0.00 0.00 1.90 2.36 0.23 0.19 39 0.00 0.00 1.52 1.90 0.19 0.12 40 0.00 0.00 1.22 1.52 0.15 0.08 41 0.00 0.00 0.98 1.22 0.12 0.05 42 0.00 0.00 0.79 0.98 0.10 0.03 43 0.00 0.00 0.63 0.79 0.08 0.02 44 0.00 0.00 0.51 0.63 0.06 0.01 45 0.00 0.00 0.41 0.51 0.05 0.01 inlet6-r3a.xls Storage Routing Analysis Inlet 6 25 -Year Storm Event Time Inflow 11+12 Outflow Depth mind (cfS) (cfs) 20-0 2slt+O cfs ft. 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.09 0.09 0.07 0.09 0.01 0.00 2 0.17 0.26 0.26 0.33 0.03 0.00 3 0.26 0.43 0.56 0.69 0.07 0.02 4 0.34 0.60 0.93 1.16 0.11 0.05 5 0.43 0.77 1.37 1.70 0.17 0.10 6 0.52 0.95 1.86 2.31 0.23 0.18 7 0.60 1.12 2.43 2.98 0.27 0.26 8 0.69 1.29 3.16 3.72 0.28 0.27 9 0.77 1.46 4.05 4.63 0.29 0.29 10 0.86 1.63 5.09 5.69 0.30 0.31 11 0.82 1.63 6.12 6.73 0.31 0.33 12 0.77 1.59 7.08 7.71 0.31 0.34 13 0.73 1.55 7.98 8.63 0.32 0.36 14 0.69 1.42 8.75 9.40 0.33 0.38 15 0.65 1.33 9.41 10.08 0.34 0.39 16 0.60 1.25 9.97 10.66 0.34 0.40 17 0.56 1.16 10.45 11.14 0.34 0.41 18 0.52 1.08 10.83 11.52 0.35 0.42 19 0.47 0.99 11.11 11.82 0.35 0.43 20 0.43 0.90 11.31 12.02 0.35 0.43 21 0.39 0.82 11.42 12.13 0.35 0.44 22 0.34 0.73 11.45 12.15 0.35 0.44 23 0.30 0.65 11.39 12.09 0.35 0.43 24 0.26 0.56 11.24 11.95 0.35 0.43 25 0.22 0.47 11.02 11.72 0.35 0.43 26 0.17 0.39 10.71 11.40 0.35 0.42 27 0.13 0.30 10.32 11.01 0.34 0.41 28 0.09 0.22 9.86 10.54 0.34 0.40 29 0.04 0.13 9.32 9.99 0.33 0.39 30 0.00 0.04 8.71 9.36 0.33 0.38 31 0.00 0.00 8.06 8.71 0.32 0.36 32 0.00 0.00 7.43 8.06 0.32 0.35 33 0.00 0.00 6.80 7.43 0.31 0.34 34 0.00 0.00 6.19 6.80 0.31 0.33 35 0.00 0.00 5.59 6.19 0.30 0.32 36 0.00 0.00 5.00 5.59 0.30 0.30 37 0.00 0.00 4.42 5.00 0.29 0.29 38 0.00 0.00 3.85 4.42 0.28 0.28 39 0.00 0.00 3.29 3.85 0.28 0.27 40 0.00 0.00 2.74 3.29 0.27 0.26 41 0.00 0.00 2.20 2.74 0.27 0.25 42 0.00 0.00 1.77 2.20 0.22 0.16 43 0.00 0.00 1.42 1.77 0.17 0.11 44 0.00 0.00 1.14 1.42 0.14 0.07 45 0.00 0.00 0.91 1.14 0.11 0.04 inlet6-r3a.xls Storage Routing Analysis Inlet 6 50 -Year Storm Event Time Inflow 11+12 Outflow Depth min. cfs) (cfs) 20-0 2s/t+O cfs ft. 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.10 0.10 0.08 0.10 0.01 0.00 2 0.19 0.29 0.30 0.37 0.04 0.00 3 0.29 0.49 0.63 0.78 0.08 0.02 4 0.39 0.68 1.05 1.31 0.13 0.06 5 0.49 0.87 1.54 1.92 0.19 0.13 6 0.58 1.07 2.10 2.61 0.26 0.23 7 0.68 1.26 2.81 3.36 0.28 0.26 8 0.78 1.46 3.69 4.26 0.28 0.28 9 0.87 1.65 4.76 5.34 0.29 0.30 10 0.97 1.84 5.99 6.60 0.30 0.32 11 0.92 1.84 7.20 7.83 0.32 0.35 12 0.87 1.79 8.35 9.00 0.33 0.37 13 0.82 1.75 9.42 10.09 0.34 0.39 14 0.78 1.60 10.34 11.02 0.34 0.41 15 0.73 1.50 11.14 11.84 0.35 0.43 16 0.68 1.41 11.83 12.55 0.36 0.44 17 0.63 1.31 12.42 13.14 0.36 0.46 18 0.58 1.21 12.90 13.63 0.37 0.47 19 0.53 1.12 13.27 14.01 0.37 0.48 20 0.49 1.02 13.55 14.29 0.37 0.48 21 0.44 0.92 13.72 14.47 0.37 0.49 22 0.39 0.82 13.79 14.54 0.37 0.49 23 0.34 0.73 13.77 14.52 0.37 0.49 24 0.29 0.63 13.66 14.40 0.37 0.49 25 0.24 0.53 13.45 14.19 0.37 0.48 26 0.19 0.44 13.15 13.88 0.37 0.47 27 0.15 0.34 12.76 13.49 0.37 0.47 28 0.10 0.24 12.28 13.00 0.36 0.45 29 0.05 0.15 11.71 12.42 0.36 0.44 30 0.00 0.05 11.06 11.76 0.35 0.43 31 0.00 0.00 10.37 11.06 0.34 0.41 32 0.00 0.00 9.70 10.37 0.34 0.40 33 0.00 0.00 9.03 9.70 0.33 0.38 34 0.00 0.00 8.38 9.03 0.33 0.37 35 0.00 0.00 7.74 8.38 0.32 0.36 36 0.00 0.00 7.11 7.74 0.31 0.34 37 0.00 0.00 6.49 7.11 0.31 0.33 38 0.00 0.00 5.89 6.49 0.30 0.32 39 0.00 0.00 5.29 5.89 0.30 0.31 40 0.00 0.00 4.71 5.29 0.29 0.30 41 0.00 0.00 4.13 4.71 0.29 0.29 42 0.00 0.00 3.57 4.13 0.28 0.28 43 0.00 0.00 3.01 3.57 0.28 0.27 44 0.00 0.00 2.47 3.01 0.27 0.26 45 0.00 0.00 1.98 2.47 0.24 0.21 inlel6-r3a.xls Storage Routing Analysis Inlet 6 100 -Year Storm Event Time Inflow 11+12 Outflow Depth min. f cfs) (cfs) 2s/t-0 2s/t+O cfs ft. 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.10 0.10 0.08 0.10 0.01 0.00 2 0.20 0.30 0.31 0.38 0.04 0.00 3 0.30 0.51 0.65 0.81 0.08 0.02 4 0.40 0.71 1.09 1.36 0.13 0.06 5 0.51 0.91 1.61 2.00 0.20 0.14 6 0.61 1.11 2.18 2.72 0.27 0.25 7 0.71 1.31 2.94 3.50 0.28 0.27 8 0.81 1.52 3.89 4.46 0.29 0.28 9 0.91 1.72 5.01 5.60 0.30 0.30 10 1.01 1.92 6.32 6.93 0.31 0.33 11 0.96 1.97 7.65 8.29 0.32 0.36 12 0.91 1.87 8.86 9.52 0.33 0.38 13 0.86 1.77 9.94 10.62 0.34 0.40 14 0.81 1.67 10.91 11.61 0.35 0.42 15 0.76 1.57 11.77 12.48 0.36 0.44 16 0.71 1.46 12.51 13.23 0.36 0.46 17 0.66 1.36 13.13 13.87 0.37 0.47 18 0.61 1.26 13.65 14.39 0.37 0.49 19 0.56 1.16 14.05 14.81 0.38 0.50 20 0.51 1.06 14.36 15.12 0.38 0.50 21 0.45 0.96 14.55 15.32 0.38 0.51 22 0.40 0.86 14.65 15.41 0.38 0.51 23 0.35 0.76 14.65 15.41 0.38 0.51 24 0.30 0.66 14.54 15.30 0.38 0.51 25 0.25 0.56 14.34 15.10 0.38 0.50 .26 0.20 0.45 14.04 14.79 0.38 0.50 27 0.15 0.35 13.65 14.39 0.37 0.49 28 0.10 0.25 13.16 13.90 0.37 0.47 29 0.05 0.15 12.58 13.31 0.36 0.46 30 0.00 0.05 11.92 12.64 0.36 0.45 31 0.00 0.00 11.22 11.92 0.35 0.43 32 0.00 0.00 10.53 11.22 0.35 0.42 33 0.00 0.00 9.85 10.53 0.34 0.40 34 0.00 0.00 9.18 9.85 0.33 0.39 35 0.00 0.00 8.53 9.18 0.33 0.37 36 0.00 0.00 7.89 8.53 0.32 0.36 37 0.00 0.00 7.25 7.89 0.32 0.35 38 0.00 0.00 6.63 7.25 0.31 0.34 39 0.00 0.00 6.03 6.63 0.30 0.32 40 0.00 0.00 5.43 6.03 0.30 0.31 41 0.00 0.00 4.84 5.43 0.29 0.30 42 0.00 0.00 4.26 4.84 0.29 0.29 43 0.00 0.00 3.70 4.26 0.28 0.28 44 0.00 0.00 3.14 3.70 0.28 0.27 45 0.00 0.00 2.59 3.14 0.27 0.26 h106-r3a.xls Storage Routing Analysis Storm Sewer Pipes 8 Storage Routing Analysis Storm Sewer Pipes 10 -Year Storm Event Time Inflow 11+12 Outflow I min. cfs) (cfs) 2s/t-0 2s/t+O cfs 0 0.00 0.00 0.00 0.00 0.00 1 0.61 0.61 -0.25 0.61 0.43 f 2 1.22 1.83 -0.66 1.58 1.12 I 3 1.83 3.06 -1.00 2.40 1.70 4 2.45 4.28 -1.37 3.28 2.32 f 5 3.06 5.50 -1.72 4.14 2.93 I 6 3.67 6.73 -2.08 5.00 3.54 7 4.28 7.95 -2.44 5.86 4.15 8 4.89 9.17 -2.80 6.73 4.77 L9 5.50 10.39 -3.16 7.59 5.38 10 6.11 11.62 -3.52 8.45 5.99 11 6.73 13.45 -4.13 9.93 7.03 12 7.34 14.06 -4.13 9.93 7.03 13 7.95 14.67 -4.39 10.54 7.46 14 8.56 16.51 -4.98 12.12 8.55 15 9.17 17.73 -4.96 12.75 8.85 16 9.78 18.95 -4.92 14.00 9.46 17 10.39 20.18 -4.88 15.26 10.07 18 11.00 21.40 -4.84 16.52 10.68 19 11.62 22.62 -4.80 17.78 11.29 20 12.23 23.84 -4.76 19.05 11.90 21 12.84 25.07 -4.72 20.31 12.51 22 13.45 26.29 -4.68 21.57 13.12 23 13.14 26.59 -4.67 21.92 13.29 24 12.84 25.98 -4.69 21.32 13.00 25 12.53 25.37 -4.71 20.69 12.70 26 12.23 24.76 -4.73 20.05 12.39 27 11.92 24.15 -4.75 19.42 12.08 28 11.62 23.54 -4.77 18.79 11.78 29 11.31 22.93 -4.79 18.16 11.47 30 11.00 22.31 -4.80 17.53 11.17 31 10.70 21.70 -4.82 16.90 10.86 32 10.39 21.09 -4.84 16.27 10.56 33 10.09 20.48 -4.86 15.64 10.25 34 9.78 19.87 -4.88 15.00 9.94 35 9.48 19.26 -4.90 14.37 9.64 36 9.17 18.65 -4.92 13.74 9.33 37 8.86 18.04 -4.94 13.11 9.03 38 8.56 17.42 -4.96 12.48 8.72 39 8.25 16.81 -4.93 11.85 8.39 40 7.95 16.20 -4.69 11.27 7.98 41 7.64 15.59 -4.54 10.90 7.72 42 7.34 14.98 -4.35 10.44 7.39 43 7.03 14.37 -4.17 10.02 7.10 44 6.73 13.76 -3.99 9.58 6.79 45 6.42 13.14 -3.81 9.15 6.48 storm-pipes-24in-r3a-As Storage Routing Analysis Storm Sewer Pipes 25 -Year Storm Event Time Inflow 11+12 Outflow mind (cfs) fcfs) 2s/t-0 2s/t+O cfs 0 0.00 0.00 0.00 0.00 0.00 1 0.74 0.74 0.42 0.74 0.16 2 1.47 2.21 1.50 2.63 0.57 3 2.21 3.68 2.95 5.18 1.11 4 2.95 5.15 4.61 8.10 1.74 5 3.68 6.63 6.40 11.24 2.42 6 4.42 8.10 8.26 14.50 3.12 7 5.15 9.57 10.15 17.83 3.84 8 5.89 11.05 12.07 21.20 4.56 9 6.63 12.52 14.00 24.59 5.29 10 7.36 13.99 15.94 27.99 6.03 11 8.10 16.20 18.30 32.14 6.92 12 8.84 16.94 20.06 35.24 7.59 13 9.57 17.67 21.49 37.74 8.12 14 10.31 19.88 23.96 41.37 8.70 15 11.05 21.35 27.00 45.32 9.16 16 11:78 22.83 30.47 49.82 9.68 17 12.52 24.30 34.27 54.77 10.25 18 13.25 25.77 38.33 60.04 10.86 19 13.99 27.25 42.59 65.57 11.49 20 14.73 28.72 46.99 71.30 12.15 21 15.46 30.19 51.52 77.19 12.83 22 16.20 31.66 56.13 83.18 13.52 23 15.83 32.03 59.97 88.17 14.10 24 15.46 31.30 62.35 91.26 14.46 25 15.10 30.56 63.62 92.91 14.65 26 14.73 29.82 64.03 93.44 14.71 27 14.36 29.09 63.78 93.11 14.67 28 13.99 28.35 63.01 92.13 14.56 29 13.62 27.61 61.86 90.63 14.38 30 13.25 26.88 60.41 88.74 14.17 31 12.89 26.14 58.73 86.55 13.91 32 12.52 25.40 56.86 84.13 13.63 33 12.15 24.67 54.86 81.53 13.33 34 11.78 23.93 52.76 78.79 13.02 35 11.41 23.20 50.57 75.95 12.69 36 11.05 22.46 48.32 73.03 12.35 37 10.68 21.72 46.03 70.04 12.01 38 10.31 20.99 43.69 67.01 11.66 39 9.94 20.25 41.33 63.94 11.31 40 9.57 19.51 38.94 60.84 10.95 41 9.20 18.78 36.54 57.72 10.59 42 8.84 18.04 34.13 54.58 10.23 43 8.47 17.30 31.71 51.43 9.86 44 8.10 16.57 29.27 48.27 9.50 45 7.73 15.83 26.84 45.11 9.13 storm-pipes-24in-r3a.As Storage Routing Analysis Storm Sewer Pipes 50 -Year Storm Event Time Inflow 11+12 Outflow min.l (cfs) (cfs) 2s/t-0 2s/t+O cfs 0 0.00 0.00 0.00 0.00 0.00 1 0.81 0.81 0.46 0.81 0.17 2 1.62 2.43 1.65 2.89 0.62 3 2.43 4.05 3.25 5.70 1.23 4 3.24 5.67 5.08 8.92 1.92 5 4.05 7.29 7.04 12.37 2.66 6 4.86 8.92 9.09 15.96 3.44 7 5.67 10.54 11.17 19.62 4.22 8 6.48 12.16 13.28 23.33 5.02 9 7.29 13.78 15.41 27.06 5.83 10 8.10 15.40 17.54 30.81 6.63 11 8.92 17.83 20.14 35.37 7.62 12 9.73 18.64 22.08 38.78 8.35 13 10.54 19.45 24.09 41.53 8.72 14 11.35 21.88 27.50 45.97 9.23 15 12.16 23.50 31.37 51.00 9.81 16 12.97 25.12 35.60 56.50 10.45 17 13.78 26.75 40.10 62.35 11.12 18 14.59 28.37 44.81 68.47 11.83 19 15.40 29.99 49.68 74.80 12.56 20 16.21 31.61 54.68 81.29 13.31 21 17.02 33.23 59.77 87.91 14.07 22 17.83 34.85 64.93 94.62 14.84 23 17.42 35.25 69.22 100.19 15.48 24 17.02 34.44 71.89 103.66 15.89 25 16.61 33.63 73.32 105.53 16.10 26 16.21 32.82 73.80 106.15 16.17 27 15.80 32.01 73.55 105.82 16.13 28 15.40 31.20 72.73 104.75 16.01 29 14.99 30.39 71.48 103.12 15.82 30 14.59 29.58 69.89 101.06 15.59 31 14.18 28.77 68.04 98.66 15.31 32 13.78 27.96 66.00 96.00 15.00 33 13.37 27.15 63.80 93.15 14.67 34 12.97 26.34 61.49 90.14 14.33 35 12.56 25.53 59.08 87.02 13.97 36 12.16 24.72 56.61 83.80 13.60 37 11.75 23.91 54.08 80.52 13.22 38 11.35 23.10 51.52 77.18 12.83 39 10.94 22.29 48.92 73.80 12.44 40 10.54 21.48 46.29 70.40 12.05 41 10.13 20.67 43.65 66.96 11.65 42 9.73 19.86 41.00 63.51 11.26 43 9.32 19.05 38.33 60.04 10.86 44 8.92 18.24 35.65 56.56 10.46 45 8.51 17.42 32.97 53.08 10.05 storm -pipes -24 in -ria. x I s Storage Routing Analysis Storm Sewer Pipes 100 -Year Storm Event Time Inflow 11+12 Outflow cfs) (cfs) 2slt-0 2slt+O cfs 0 0.00 0.00 0.00 0.00 0.00 1 0.78 0.78 -0.32 0.78 0.55 2 1.56 2.33 -0.84 2.01 1.42 3 2.33 3.89 -1.27 3.05 2.16 4 3.11 5.44 -1.74 4.17 2.96 5 3.89 7.00 -2.19 5.26 3.73 6 4.67 8.56 -2.65 6.36 4.51 7 5.44 10.11 -3.11 7.46 5.28 8 6.22 11.67 -3.56 8.56 6.06 9 7.00 13.22 -4.02 9.66 6.84 10 7.78 14.78 -4.48 10.76 7.62 11 8.56 16.33 -4.94 11.85 8.39 12 9.33 17.89 -4.95 12.95 8.95 13 10.11 19.44 -4.90 14.49 9.70 14 10.89 21.00 -4.85 16.10 10.47 15 11.67 22.55 -4.80 17.70 11.25 16 12.44 24.11 -4.75 19.31 12.03 17 13.22 25.67 -4.70 20.92 12.81 18 14.00 27.22 -4.65 22.52 13.58 19 14.78 28.78 -4.60 24.13 14.36 20 15.55 30.33 -4.55 25.73 15.14 21 16.33 31.89 -4.50 27.34 15.92 22 17.11 33.44 -4.45 28.95 16.70 23 16.72 33.83 -4.43 29.39 16.91 24 16.33 33.05 -4.46 28.62 16.54 25 15.94 32.28 -4.48 27.82 16.15 26 15.55 31.50 -4.51 27.02 15.76 27 15.17 30.72 -4.53 26.21 15.37 28 14.78 29.94 -4.56 25.41 14.98 29 14.39 29.16 -4.58 24.61 14.60 30 14.00 28.39 -4.61 23.80 14.21 31 13.61 27.61 -4.63 23.00 13.82 32 13.22 26.83 -4.66 22.20 13.43 33 12.83 26.05 -4.68 21.40 13.04 34 12.44 25.28 -4.71 20.59 12.65 35 12.05 24.50 -4.73 19.79 12.26 36 11.67 23.72 -4.76 18.99 11.87 37 11.28 22.94 -4.78 18.18 11.48 38 10.89 22.17 -4.81 17.38 11.10 39 10.50 21.39 -4.83 16.58 10.71 40 10.11 20.61 -4.86 15.77 10.32 41 9.72 19.83 -4.89 14.97 9.93 42 9.33 19.05 -4.91 14.17 9.54 43 8.94 18.28 -4.94 13.37 9.15 44 8.56 17.50 -4.96 12.56 8.76 45 8.17 16.72 -4.90 11.76 8.33 storm-pipes-24in-r3a.xIs u EXHIBIT A Pre -Development Drainage Area Map Iff ` \ \ \ \ \ \ � \ / / \ / \ / / / \ \ / \ ' / / \ / . / � � // / / / / \ 601N _- Ilk / / / / ' / '_- / VATE ACCESS &,, -_ DRAINAGE EASEMENT' EXISTING 12" ~ / CULVERT ^| / \ , ` \ ' \ /|EXIS71NG CURB INLETS \0.96 EXISTING CULVsRr | | Is' + is -S | \ / \' | / [ EXISTING STORM oswen / // TING / / -_-Pl Pr -.��� ___ _ | ST . EXISTING snnnw SEWER Uws / vwnEn FLOW DIRECTION TIME OF CONCENTRATION FLOW PATH ---77--_-- ~^ |� STORM SEWER / S�I�TING � a � (61 LF) 73 LF) X5 INLET 0 0� . c 0 _ ,_ FL OU117=293.1 � EXISTING Cn _ S LINE 24"X24" 106 / `^ / \ v' v, uu o- / / bi mo Ld \ \ � / ~ ( ^ -- »|= `) ---~ l K| » |C|"^|��| V) no | ^| / / / / \ 601N _- Ilk / / / / ' / '_- / VATE ACCESS &,, -_ DRAINAGE EASEMENT' EXISTING 12" ~ / CULVERT ^| / \ , ` \ ' \ /|EXIS71NG CURB INLETS \0.96 EXISTING CULVsRr | | Is' + is -S | \ / \' | / [ EXISTING STORM oswen / // TING / / -_-Pl Pr -.��� ___ _ | EXISTING 2il 24-X12EXISTING 24" 4` ' =vxM SEWER L� �u^ ~ -- . 2 ST ST EXISTING snnnw SEWER Uws rl~ vwnEn FLOW DIRECTION TIME OF CONCENTRATION FLOW PATH ---77--_-- =�EXISTIN&GUILD |� STORM SEWER TO M SEWVJER S�I�TING � a � (61 LF) 73 LF) X5 INLET 0 0� . c 0 _ ,_ FL OU117=293.1 � EXISTING Cn _ S LINE 24"X24" 106 _ �� _ � 0.21 v' v, uu o- | bi mo Ld \ \ � / ~ ( ^ -- »|= `) ---~ l K| » |C|"^|��| V) no | ^| EXISTING 2il 24-X12EXISTING 24" 4` ' =vxM SEWER L� �u^ ~ -- . 2 � \ 7-[-\/��� AVENUE \ /�_K]/ |[- \ TEXAS �\V [_/�L}L_ } / I F- L�---- 476-71 °~ 50 25 0 50 -- SCALE IN FEET PROJECT BOUNDARY EXISTING CONTOUR sXu;nwu STORM osmEn uwc S ST ST EXISTING snnnw SEWER Uws rl~ vwnEn FLOW DIRECTION TIME OF CONCENTRATION FLOW PATH ---77--_-- |� STORM SEWER TO M SEWVJER S�I�TING � a � (61 LF) 73 LF) X5 INLET 0 0� . c 0 _ ,_ FL OU117=293.1 � Cn _ S LINE 24"X24" _ �� _ � rl- 0 v' v, uu o- | � \ 7-[-\/��� AVENUE \ /�_K]/ |[- \ TEXAS �\V [_/�L}L_ } / I F- L�---- 476-71 °~ 50 25 0 50 -- SCALE IN FEET PROJECT BOUNDARY EXISTING CONTOUR sXu;nwu STORM osmEn uwc S ST EXISTING STORM SEWER GRATE INLET EXISTING snnnw SEWER Uws rl~ vwnEn FLOW DIRECTION TIME OF CONCENTRATION FLOW PATH ---77--_-- DRAINAOE AREA # AND ACREAGE 11 VICINITY |C|]|T\MIP NTS / V) 0 u� mQ rl~ |� 0 0 -4— c- � a � � 0 0 0� . c 0 _ ,_ � Cn _ _ �� _ � rl- 0 v' v, uu o- | bi mo Ld (D ^ »|= `) Cr-�|y���I-�| l K| » |C|"^|��| V) no | ^| / V) 0 u� mQ rl~ |� 0 0 -4— c- � a � 0 0 0� . c 0 _ ,_ � Cn (D _ �� _ � rl- 0 / EXHIBIT B Post -Development Drainage Area Map 41 T u INLET NO. 3 A \ 3,000 1 F. - 2nd FLOOR ;OLACHE 61107 .F. - 1st FLOOR ,OLF'S OPOSED BUILDING FF = 29Q.80 1,3009 '107 S.F. S.F. 203 0.19 COPY CORNER � 24" PIPE � � I (' FLout=- EXISTING ACCESS & EASEMENT is I PIPE 6 _�/ � �`�• (v ,� II !fFLn EXISTING CONCRETE LX SUNG STORM SEWERHEADWALL (TO BE 0 30 I REMOVED) li PI E 9 , 0 2 1 / JUN I LEGEND SIZE (IN) LENGTH (FT) SLOPE (%) PROJECT BOUNDARY ELEV FT OUTLET INVERT ELEV FT 1 24 EXISTING CONTOUR - 0.50 --- - 294.30 EXISTING STORM SEWER LINE 12 ST 0.50 2915.25 EXISTING STORM SEWER GRATE INLET 295.12 3 18 23.6 PROPOSED STORM SEWER LINE - 2915.97 - 295.38 4 PROPOSED STORM SEWER GRATE INLET 72.4 0.35 29115.63 PROPOSED STORM SEWER JUNCTION BOX 5 ❑O 66.0 0.35 WATER FLOW DIRECTION 295.68 6 12 DRAINAGE AREA BOUNDARY 0.50 2915.58 295.30 7 II 208 0.50 298.14 DRAINAGE AREA # AND ACREAGE _ 110.1:6_ ( 12 VICINITY MA NOT TO SCALE PROJI LOCA PIPE NO. SIZE (IN) LENGTH (FT) SLOPE (%) INLET INVERIt ELEV FT OUTLET INVERT ELEV FT 1 24 116.0 0.50 2914.88 294.30 2 1 12 26.0 0.50 2915.25 295.12 3 18 23.6 2.50 2915.97 295.38 4 18 72.4 0.35 29115.63 295.38 5 18 66.0 0.35 2915.91 295.68 6 12 55.6 0.50 2915.58 295.30 7 12 48.4 0.50 298.14 295.90 8 12 35.8 0.50 296.59 w` J 296.41 9 12 99.5 0.50 2916.13 295.63 INLET 12 PIPE / FLout 0 1 NO. 4 FLin % / / FLin 20' PRIVATE } =295.63 295.30 q24 DRAINAGE EASEMENT J -4 F` Flout �'� ` 2 1/4- DIA. HOLE TYP 2 1/4 DIA„ NOI E (TYP)' Flout -296.13 Flin=295.90 =295.58 y e EXISTING 24"X12" TEE PIPE C 12 X12" TEE STORM SEXISTING 24' ---'PIPED ~3 INLET f 11 (104.7 LF24" FL 293.57 STORM EXISTING 24" �J fl� 0: 2 1 If N 6 y S T S T '8" FL=293.82 -1 f (731 STORM SEWER z z Y MIN. S R r I I` f T 9' I S T T i( I If \ S t _ 2" I 2' MIN. 2' MIN.�O G-06 _"„' t N its 2' INN ( 2' MIN. O O „ 0 i I `- EXISTING 2" MIN E) III 1 PPE �I II II P/ r 1X5' INLET I) 2" MIN + II a) IPE A � TG=296.1 T T EXISTING 18" I i FL OUT=293.1 i ( R6 OFSEWER ) 1 11 I �� 19" MIN. (19" MIN. T m 208 0.24 EXISTING 0 GAS LINE L3 15" MIN. 115' MIN. TOTAL OPEN AREA=24 IN TOTAL OPEN AREA=24 IN INLET 4 GRATE INLET I 5 GRATE NTS NTS n e /" n ♦ gni r (-I-ir-1 P.P. y IBMQJ :4L��EXISTING A METERS LIGHT POLE BASE ELEV=301.07 LP { EXISTING SANITARY SEWER ---,____299 _ -. - - { MANHOLES (TOP TO BE IST. WATER METER Q 2g - - ADJUSTED TO DESIGN GRADE) _ EXIST. R.C.P. _� `�2" EXIST. R.C.P. 299 --- �` EXISTING SLOPED END TREATMENT EXTENSION OF EXISTING CULVERT (TO BE REMOVED) 36 LF OF 24" RCP TEXASA 115' R.O.W. _`300-` 12" MIN. TOTAL OPEN AREA=16 IN INLET 6 GRATE NTS ! I I FL iut=296 14 �3 �{ Z 3: 208 0.24 EXISTING 0 GAS LINE L3 15" MIN. 115' MIN. TOTAL OPEN AREA=24 IN TOTAL OPEN AREA=24 IN INLET 4 GRATE INLET I 5 GRATE NTS NTS n e /" n ♦ gni r (-I-ir-1 P.P. y IBMQJ :4L��EXISTING A METERS LIGHT POLE BASE ELEV=301.07 LP { EXISTING SANITARY SEWER ---,____299 _ -. - - { MANHOLES (TOP TO BE IST. WATER METER Q 2g - - ADJUSTED TO DESIGN GRADE) _ EXIST. R.C.P. _� `�2" EXIST. R.C.P. 299 --- �` EXISTING SLOPED END TREATMENT EXTENSION OF EXISTING CULVERT (TO BE REMOVED) 36 LF OF 24" RCP TEXASA 115' R.O.W. _`300-` 12" MIN. 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G) O O f l fri Z .9 t j 0 01 05 c i � � \� �� �, £9'96-}no1311. � 89�fiZ=�!I� l � L6'S Z � 1013 0 00'662 O C (� i ! r {{ ti \ 1 06 z 7' Z� �7 01 b6'86Z4� ( 1 05.66 \, m m r O ! F Ol 09.66Z Ol S8'86Z 662 01 1,.662 M 3 0 0 „z L t B6Z=13 01s8'86z of OL*rlrlz--.l Lmc.l Iii i D z SaVB b# Ol OZ 662 Ol 00'662 z z z '.9 S 1 N 011 08.862 Ol O 1, 66Z o , d I d «8 L F- F- ]did «8 L <-- ----� f 0 0 _ ! Z ON ON 3dld «Z L z Cl) .s d dbVW )\1INDIA 3did «8 L V 3did S 3dlcl < 2 3dld i Copy Coiner Development Summary of Design Changes — August Revision The Developer of this project requested that the detention facility design be review to determine if the underground detention pipes could be eliminated. This was requested for 2 reasons. Cost of the piping system and that the proposed pipe system would be located over several existing and proposed utility lines including an existing gas line. It would be much more difficult to access and repair utility lines beneath the pipe system than it would be where a single pipe crosses the utility line. It was also noted that the maximum depth of water storage at the inlet location in the parking lot was 0.68' and was only 0.31' at Inlet 6. This is because the previous design utilized grate inlets that are standard sizes. This revised design uses custom fabricated grate inlets, which are sized to restrict the flow to increase the depth of water storage at the inlet. Since the storage volume increases substantially when the depth increases, then made a significant reduction in the outflow from each inlet into the storm sewer. We also made some slight adjustments to the grading plan so that there could be additional depth of water storage at each inlet. The revised storage volumes and discharge data for each inlet is provided in the report. Also, we had an error in the calculation of the storage volume for Inlet 4. This increased volume also reduced the outflow from this inlet. In summary, these design changes eliminate the need for the underground detention pipe system because the post -development flow is less than the pre -development area.