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Home My WebLink AboutDrainage Analysis COLLEGE STATION INDEPENDENT SCHOOL DISTRICT CENTER FOR ALTERNATIVE LEARNING REBUILD DRAINAGE ANALYSIS November 2014 Prepared for: COLLEGE STATION INDEPENDENT SCHOOL DISTRICT 1812 WELSH AVENUE COLLEGE STATION, TX 77840 Submitted to flCIZOF COLLEGE STATION he heart of the Raearrh Valley By MITCHELL MORGAN ENGINEERS &CONSTRUCTORS 3204 EARL RUDDER FREEWAY SOUTH COLLEGE STATION, TX 77845 OFFICE (979) 260-6963 FAX(979) 260-3564 CERTIFICATION This report for the drainage design for the Center for Alternative Learning Rebuild was prepared under my supervision in accordance with provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits required by any and all state and federal regulatory agencies for the proposed drainage improvements have been issued. III 411/ r-�P'S �F rF'I'gt��l i VERONICA J.B.MORGAN Veronica JB I ".E. 7 -�•. -7689 'Qi Registered Profess .nal Engineer p'.;•• ,0,9 �o: iv:7 r ••FG�sTE•i • �_� State of Texas No. 77689 +iii sS/pN..�•�� Firm#F-1443 ��,�� ~ Center for Alternative Learning Rebuild Drainage Analysis INTRODUCTION . The purpose of this drainage report is to present an analysis of the necessary drainage infrastructure for the Center for Alternative Learning (CAL) rebuild, (formally known as Timber Academy and the City of College Station Conference Center) located on the block adjacent to George Bush Drive, Holik Street and Timber Street. GENERAL LOCATION & DESCRIPTION . Located on the eastern corner of the intersection at George Bush Drive and Bizzel/Timber, the Center for Alternative Learning (CAL) rebuild property consists of an approximately 15 acre tract • bounded by Timber Street on the west, George Bush Drive on the north, Oakwood School on . the south and Holik Street on the east as seen in Exhibit 1. Prior to demolition, the site contained the COCS Conference Center, a portion of the Barbara Bush Parent Center, and Timber Academy. The project will be redeveloped into a two-story learning center, adjacent to flo the remainder of the Barbara Bush Parent Center and Oakwood Intermediate School. No portion of the property lies within the regulatory 100-year floodplain per the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) panel 48041C0305E, with an effective date of May 16, 2012 (Exhibit 1A). The overall storm drain layout for the site can be seen on Exhibit 2. DRAINAGE DESIGN CRITERIA All drainage design is in accordance with the Bryan/College Station USDG. As such: • Design rainstorm events consist of the 2-, 5-, 10-, 25-, 50- and 100-year, 24 hour duration hypothetical frequency storm events in order to analyze the effectiveness of the storm water facilities as well as capture conservative peak flow values. • Initial flow calculations are based on the Rational Method (used to determine if detention is necessary.) • Detention and hydrograph data were computed using HEC-HMS. • The target peak runoff rate for the post-development condition is that of the pre- development peak flow rates at the study confluence. gift PRIMARY DRAINAGE BASIN DESCRIPTION The CAL Rebuild project is located within the Wolf Pen Creek Watershed. Currently, there are no offsite drainage areas that flow through the site. All onsite drainage currently flows to two outfall points (Study Points "OUT1" and "OUT2"). OUT1 discharges to George Bush Drive, while OUT2 discharges to Wolf Pen Creek. STORMWATER RUNOFF ANALYSIS ON-SITE STORM SEWER SYSTEM Pre-Development Drainage Basin The pre-development areas for the CAL rebuild project consist of 10 drainage subbasins as seen in Exhibit 3. This exhibit illustrates the total area contained within each of these drainage subbasins. It is important to note that the existing site has a high percent of impervious cover. Subbasins E-DA1, 2, 3, and 8 all drain to the existing gutterlines of Timber and George Bush Center for Alternative Learning, CSISD 1 Drainage Report Drive and ultimately flow to Study Point OUT1 which is a 15 foot curb inlet on George Bush Drive discharging directly into Wolf Pen Creek. All other drainage basins with the exception of E-DA-9 and E-DA-4 flow to an onsite storm sewer system or overland flow to Holik Street and to Study Point OUT3 in Wolf Pen Creek. Drainage area E-DA-4 flows to an existing 5 foot inlet in IL the parking lot near Holik Street and to OUT2 in Wolf Pen Creek. And E-DA-9 flows south down Timber Street and does not contribute to Wolf Pen Creek. These subbasins were used to • compute storm water discharge for the pre-development conditions. The discharge flows for the - 2, 5, 10, 25, 50, and 100 year storm events were computed using the Rational method and are seen in Exhibit 5. ID - Post-Development Drainage Basin The post-development drainage areas for the CAL rebuild project consists of 20 subbasins as seen in Exhibit 4. The discharge flows for the 2, 5, 10, 25, 50, and 100 year storm events were computed for each of these subbasins using the Rational method and are seen in Exhibit 5. Drainage areas P-DA-1, 2, 3, 3A and 4 all drain to George Bush Drive and then to OUT1. Drainage area P-DA-16 drains to 1-13 and then to OUT2 while drainage area P-DA-5 drains to the underground detention pond and ultimately to OUT3. All remaining drainage basins drain to the underground drainage system being constructed with the CAL project between the CAL and Oakwood schools and then undetained to OUT3. There is an existing underground drainage system between the Oakwood and old Conference Center building but when looking at the 10-100 year flows to that system, calculations show it is severely undersized. With such a small area between the buildings and this area being a major corridor for underground and overland relief of stormwater this project upsized this storm line to carry through the 100 year storm event. As stated earlier this project currently has a great deal of impervious cover on the site. As such much of the flow will be leaving the site undetained. Both OUT1 and OUT2 will not have any detention provided for flow exiting the site in those directions. All flows in those directions have been significantly reduced due to the regrading of the site and shifting of storm flows in other directions. Table 1 below shows the flows for all storm events both pre- and post-development to these 2 outfall locations. 2-YR Q 10-YR Q 25-YR Q 50-YR Q 100-YR Q OUTFALLS PRE POST PRE POST PRE POST PRE POST PRE POST OUT1 8.4 7.2 11.4 9.71 13 11.1 14.7 12.6 16.5 14.1 OUT2 3.6 1.2 5.0 1.6 5.7 1.8 6.4 2.1 7.2 2.3 Table 1 — Pre- and Post-Development Flows As seen in Table 1, the runoff contributing to outfalls OUT1 and OUT2 for the post-developed condition is less than the runoff contributing to these outfall locations in the pre-developed scenario. The runoff from the remaining drainage areas does increase runoff amounts which required the need for underground detention. This is mainly due to the amount of impervious area that was added in drainage areas E-DA-3 and E-DA-6. The sizing of the underground detention is discussed later in this report. Center for Alternative Learning, CSISD 2 Drainage Report Storm Sewer System The storm sewer system designed for CAL consists of one major run of storm sewer pipe. The pipe sizes were determined using Exhibit 6. This spreadsheet illustrates the pipe calculations used to size the storm drain system on the project. The calculations use the Manning's - Formula, and utilizes the flow at each pipe segment to optimize the slope and size of each pipe segment. The pipe calculations can be seen for both the 10-year and 100-year storm events in both Exhibits 6 and 7. As seen on these exhibits, the pipes range in size from 8 to 30 inches to . facilitate collection of the storm water for the 100-year event. This design well exceeds the City of College Station standards. This was intentional to assure there would be no concerns with the building finished floor elevations vs. flooding depths over storm inlets given the proximity of i the storm sewer to the buildings. This storm sewer will be privately owned and maintained by CSISD. C ,r The CAL rebuild project includes 9 grate inlets and one new curb inlet on Holik Street. In addition, one existing curb inlet (1-13) in the parking lot near Holik Street was checked for capacity to assure its size is sufficient to handle the flows directed to it. 4 All inlets were sized using both the 10-year and 100-year storm events. Exhibits 8 and 9 show 0 each grate inlet as well as the flow directed to it under each storm event. All depths calculated over these storm inlets was less than an 8 inch ponded depth during the 10-year and 100-year storm events. It should be noted, there is no flow to inlet 1-3. That is because inlet 1-3 which has a top of grate elevation 1 foot higher than inlet 1-2 will only receive flow if 1-2 becomes clogged and reaches a depth of 12 inches. This extra grate was added, to an already required junction box, because of the proximity of the doorways into the school building and the emergency services area. In addition to sizing the storm sewer piping and inlets, hydraulic grade lines (HGL) were calculated to illustrate the water level in these pipe systems during the 10- and 100-year events. As seen in Exhibits 10 and 11, the HGL elevations are below the proposed ground elevations which can be seen on Exhibit 2. These HGL's were computed using the soffit elevation of 298.50 at the 30-inch pipe at Wolf Pen Creek for the 10-year storm event and 303ft which is the 100-year floodplain elevation at the discharge location in the creek, which can be seen on Exhibit 1A. In addition, the flows used per pipe were the unadjusted flows shown on Exhibits 6 and 7 for the 10-year and 100-year events. Underground Detention System The underground detention system consists of five 48-inch HDPE pipes, approximately 40 feet in length each, embedded in cement stabilized backfill. The increased runoff from the development drains to the underground detention system and is controlled by an outlet orifice ' consisting of a 1/4- steel plate with a 6"x5" rectangular orifice opening in the plate. The plate is to be bolted into place over a 12" outlet pipe. In addition, a grate inlet is located at the downstream end of the detention pipe system to provide for an emergency release of stormwater, if the outlet orifice becomes clogged. This emergency outflow grate is set just downstream of the detention pond header pipe and is set at elevation 317.97ft with a flowline of 310.97ft. -- From this detention pond header, the 12-inch PVC and then 30-inch RCP storm sewer carries • the outflow to Wolf Pen Creek and the study point OUT3. At Wolf Pen Creek all three outfalls will converge (OUT1, OUT2 and OUT3) Center for Alternative Learning, CS/SD 3 Drainage Report The USAGE HEC-HMS flood hydrograph program was used to create hydrographs for each storm event for all existing and proposed drainage areas. Also modeled in HEC-HMS was the underground detention system or pond. These hydrographs were routed through HEC-HMS, IP with the results shown in Appendix A. As seen in Table 2 below, the total post-detention peak runoff at the discharge location in Wolf Pen Creek where all three outfalls converge approximates existing flows are less than the existing peak runoff, showing that the - underground detention has effectively detained the runoff to below pre-existing rates. • Table 2: HEC-HMS Model Results . Pre vs. Post Discharge @ Wolf Pen Creek (OUT1 + OUT2 + OUT3) Pond Existing Proposed Difference . 5-YR 28.9 28.6 -0.3 10 YR 32.4 32 -0.4 25-YR 37.9 37.4 -0.5 50-YR 42.3 41.7 -0.6 100-YR 46.5 45.8 -0.7 * Flows in units of cfs. CONCLUSION & RECOMMENDATIONS The Center for Alternative Learning (CAL) project discharges to 3 study points, OUT1, OUT2 and OUT3. As seen in Table 1, the proposed stormwater discharge from OUT1 and OUT2 study points are less than predevelopment flowrates. The project has designed an underground detention facility to accommodate the increases seen at study point OUT3. As seen in Table 2, the underground detention has effectively reduced the discharge from OUT3 to below predevelopment rates. The CAL site will not cause an increase in runoff to any of the outfall locations and the internal storm sewer system has been designed in accordance with the Bryan/College Station USDG. • lb AIM • Center for Alternative Learning, CSISD 4 - Drainage Report - ATTACHMENTS EXHIBIT 1: Site & Storm Sewer Layout EXHIBIT 1A: General Location Map — FEMA Firmette EXHIBIT 2: Storm Drain Layout Sheet 1 of 2 EXHIBIT 3: Existing Drainage Area Map EXHIBIT 4: Proposed Drainage Area Map EXHIBIT 5: Rational Formula Calculations EXHIBIT 6: Pipe Capacity Calculations— 10-year Design Storm EXHIBIT 7: Pipe Capacity Calculations— 100-year Design Storm EXHIBIT 8: Inlet Capacity Calculations— 10-year Design Storm EXHIBIT 9: Inlet Capacity Calculations— 100-year Design Storm EXHIBIT 10: Hydraulic Grade Line Calculations— 10-year Design Storm EXHIBIT 11: Hydraulic Grade Line Calculations— 100-year Design Storm APPENDIX A: HEC-HMS Results Center for Alternative Learning, CSISD 5 Drainage Report EXHIBIT 5 Rational Formula Drainage Area Calculations CSISD-Center for Alternative Learning 3 3 • w• j LL -I 3 3 0 0 a n z zz Qi LL a Q• J H 0 2 J JF- J ~W F W U F O Q N W W Q d'U a' J F L r J 0 N o Q f Q > > 1- W z W J Z J J 14 WO b o o O re O W Q O > 111 > 4 = W n Q '.. W N to N O W N O N O • F- U' G d F- O J O u. U' J U' u. > U 7 N G7 C7 N r N Ca I ',I C7 NO. AC. 0.40 0.7 0.95 ft. , ft. , ft. , ft. f/s min min ,In/Hr, cfs In/Hr;cfs In/Hr cfs , In/Hr cfs In/Hr! cfs EDA-1 0.08 0.00 0.00 0.08 0.07 100.0 1.0 1.0 1.0 0.7 2.4 10.0 6.33 0.5 8.6 0.6 9.9 0.7 11.1 0.8 12.5 0.9 EDA-2 0.17 0.00 0.00 0.17 0.16 200.0 2.0 1.0 1.0 0.7 4.7 10.0 6.33 1.0 8.6 1.4 9.9 1.6 11.1 1.8 12.5 2.0 EDA-3 1.58 0.94 0.00 0.64 0.98 300.0 11.0 180.0 2.0 1.6 5.1 10.0 6.33 6.2 8.6 8.5 9.9 9.7 11.1 10.9 12.5 12.3 EDA-4 0.74 0.22 0.00 0.51 0.58 100.0 1.0 1.0 1.0 0.7 2.4 10.0 6.33 3.6 8.6 5.0 9.9 5.7 11.1 6.4 12.5 7.2 EDA-5 0.52 0.07 0.00 0.45 0.46 100.0 1.0 1.0 1.0 0.7 2.4 10.0 6.33 2.9 8.6 3.9 9.9 4.5 11.1 5.1 12.5 5.7 EDA-6 1.08 0.97 0.00 0.10 0.49 300.0 6.0 150.0 12.0 1.4 5.4 10.0 6.33 3.1 8.6 4.2 9.9 4.8 11.1 5.4 12.5 6.1 EDA-7 1.27 1.01 0.00 0.26 0.65 100.0 1.0 1.0 1.0 0.7 2.4 10.0 6.33 4.1 8.6 5.6 9.9 6.4 11.1 7.3 12.5 8.2 EDA-8 0.11 0.00 0.00 0.11 0.11 100.0 1.0 1.0 1.0 0.7 2.4 10.0 6.33 0.7 8.6 0.9 9.9 1.0 11.1 1.2 12.5 1.3 EDA-9 0.14 0.00 0.00 0.14 0.13 100.0 1.0 1.0 1.0 0.7 2.4 10.0 6.33 0.8 8.6 1.2 9.9 1.3 11.1 1.5 12.5 1.7 EDA-10 1.87 0.00 0.00 1.87 1.78 100.0 1.0 1.0 1.0 0.7 2.4 10.0 6.33 11.2 8.6 15.3 9.9 17.5 11.1 19.8 12.5 22.3 PDA-1 0.08 0.00 0.00 0.08 0.07 100.0 1.0 1.0 1.0 0.7 2.4 10.0 6.33 0.5 8.6 0.6 9.9 0.7 11.1 0.8 12.5 0.9 PDA-2 0.17 0.00 0.00 0.17 0.16 200.0 2.0 1.0 1.0 0.7 4.7 10.0 6.33 1.0 8.6 1.4 9.9 1.6 11.1 1.8 12.5 2.0 PDA-3 1.01 0.46 0.00 0.55 0.71 300.0 11.0 180.0 2.0 1.6 5.1 10.0 6.33 4.5 8.6 6.11 9.9 7.0 11.1 7.9 12.5 8.9 PDA-4 0.27 0.13 0.00 0.14 0.19 90.0 8.0 160.0 2.0 2.2 1.9 10.0 6.33 1.2 8.6 1.6 9.9 1.8 11.1 2.1 12.5 2.3 PDA-5 0.64 0.00 0.00 0.64 0.60 1.0 1.0 180.0 3.0 2.6 1.2 10.0 6.33 3.8 8.6 5.2 9.9 6.0 11.1 6.7 12.5 7.6 PDA-6 1.17 1.04 0.00 0.13 0.54 1.0 1.0 210.0 4.0 2.7 1.3 10.0 6.33 3.4 8.6 4.6 9.9 5.3 11.1 6.0 12.5 6.7 PDA-6a 0.32 0.00 0.00 0.32 0.31 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.9 8.6 2.6 9.9 3.0 11.1 3.4 12.5 3.8 PDA-6b 0.06 0.00 0.00 0.06 0.06 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.4 8.6 0.5 9.9 0.6 11.1 0.7 12.5 0.7 PDA-6c 0.63 0.63 0.00 0.00 0.25 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.6 8.6 2.2 9.9 2.5 11.1 2.8 12.5 3.2 PDA-7 0.03 0.00 0.00 0.03 0.03 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.2 8.6 0.2 9.9 0.3 11.1 0.3 12.5 0.3 PDA-8 0.11 0.01 0.00 0.09 0.09 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.6 8.6 0.8 9.9 0.9 11.1 1.0 12.5 1.1 PDA-9 0.06 0.02 0.00 0.04 0.04 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.3 8.6 0.4 9.9 0.4 11.1 0.5 12.5 0.6 PDA-10 0.06 0.02 0.00 0.04 0.04 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.3 8.6 0.4 9.9 0.4 11.1 0.5 12.5 0.6 PDA-11 0.09 0.05 0.00 0.03 0.05 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.3 8.6 0.5 9.9 0.5 11.1 0.6 12.5 0.7 PDA-12 0.08 0.04 0.00 0.04 0.06 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.4 8.6 0.5 9.9 0.6 11.1 0.6 12.5 0.7 PDA-13 0.09 0.04 0.00 0.04 0.06 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.4 8.6 0.5 9.9 0.6 11.1 0.7 12.5 0.7 PDA-14 0.58 0.32 0.00 0.26 0.38 151.0 12.0 175.0 3.0 2.3 2.4 10.0 6.33 2.4 8.6 3.2 9.9 3.7 11.1 4.2 12.5 4.7 PDA-15A 0.16 0.00 0.00 0.16 0.15 1.0 1.0 85.2 0.9 2.0 0.7 10.0 6.33 0.9 8.6 1.3 9.9 1.5 11.1 1.7 12.5 1.9 PDA-16 0.25 0.09 0.00 0.16 0.19 1.0 1.0 129.0 7.2 4.7 0.5 10.0 6.33 1.2 8.6 1.6 9.9 1.8 11.1 2.1 12.5 2.3 PDA-15B 0.15 0.00 0.00 0.15 0.15 1.0 1.0 114.9 1.1 2.0 1.0 10.0 6.33 0.9 8.6 1.3 9.9 1.4 11.1 1.6 12.5 1.8 PDA-15C 0.15 0.00 0.00 0.15 0.14 1.0 1.0 116.9 1.2 2.0 1.0 10.0 6.33 0.9 8.6 1.2 9.9 1.4 11.1 1.5 12.5 1.7 PDA-15D 0.48 0.00 0.00 0.48 0.45 1.0 1.0 182.0 1.8 2.0 1.5 10.0 6.33 2.9 8.6 3.9 9.9 4.5 11.1 5.1 12.5 5.7 Exhibit 5 t 0 a Ill - EXHIBIT 6 Pipe Capacity Calculations • CSISD-Center for Alternative Learning • 10-year Design Storm L III e°III .61n ' as i a+ ill d W aa v+" . � a e 4, Z O O a, a+ C 'O o C O, W 1 es W : s. 1 v F F I F G La. : Q Z 1 4. La.. 4. > ' U E- F # # Ac. min yr 1 cfs cfs # , cfs % : % fps cfs ft. 1 min min PDA-5 Pond 0.60'10.0 10 5.2 6.5 1 6.5 1 1.01 2.150 ,":' 7.7 • 9.5 30 i 0.06 1 10.06 PDA-6b 1-2 0.06 10.0 10 0.5 0.6 1 0.6 I 0.28 1.000 3.5 I 1.2 90 1 0.43 10.43 PDA-7 1-3 0.12 10.2 10 1.0 1.3 1 1.31 0.34 1.000 4.0 1 2.2 10 1 0.04 10.19 PDA-8 PDA-7 0.09 10.0 10 0.8 1.0 1 1.0 1 0.20 f1.000 4.0 2.2 37 i 0.15 10.15 PDA-9 1-5 0.04 10.0 10 0.4 0.5 1 0.5 1 0.16 11.000 3.5 1.2 11 i 0.05 10.05 PDA-10 1-6 0.04 10.0 10 0.4 0.5 1 0.5 1 0.15 11.000 3.5 I 1.2 22 0.11 10.11 It PDA-12 1-8 0.06 10.0 10 0.5 0.6 1 0.6 I 0.25 11.000 3.5 1.2 42 i 0.20 10.20 PDA-13 1-9 0.06 10.0 10 0.5 0.6 1 0.6 0.27 1.000 3.5 1.2 30 i 0.14 10.14 1-1 1-2 0.31 10.0 10 2.7 3.3 1 3.3 0.26 1.000 5.3 6.5 37 ' 0.12 10.12 1-2 1-3 0.90 10.4 10 7.7 9.6 1 9.6 0.83 1.740 7.9 13.9 551 0.12 10.55 tow 1-3 JB-4 1.02 10.5 10 8.6 10.8 1 10.8 0.23 11.000 7.2 22.7 70 0.16 10.71 JB-4 1-5 1.43 10.7 10 12.0 15.0 1 15.0 0.43 :1.000 7.2 22.7 43 ' 0.10 10.81 1-5 1-6 1.47 10.8 10 12.3 15.4 1 15.4 0.46 11.000 7.2 22.7 561 0.13 10.94 1-6 JB-7 1.51 10.9 10 12.6 15.7 1 15.7 0.48 11.000 . 7.2 22.7 38 0.09 11.03 i JB-7 1-8 , 1.51 11.0 10 12.6 15.7 1 15.71 0.48 .1.000 7.2 ' 22.7 32 1 0.07 11.10 1-8 1-9 1.62 11.1 10 13.4 16.8 1 16.81 0.55 11.150 7.7 I 24.3 1091 0.23 11.33 1-9 1-10 1.68 11.3 10 13.8 17.2 1 17.21 0.58 11.220 8.0 i 25.0 87 0.18 11.52 1-10 1-11 1.68 11.5 1013.7 13.7 1 13.71 0.11 1.000 8.4 I 41.1 73 0.15 11.66 1-11 Out3 2.06 11.7 10 I 16.7 16. 7 1 16.71 0.16 :2.000 11.8 58.2 134 0.19 111.85 I :ID C C C C Or IExhibit 6 EXHIBIT 7 Pipe Capacity Calculations CSISD-Center for Alternative Learning 100-year Design Storm ° 1 i I I E A .w r, a : a as O F d `o A a, a. ' ° „ E z W U .. V .� a 6 € a = 1 e ..a .. p a c o .. F F W F z d c -, - C. o 7 u W U a, .a ~ F 44, 3 ? ° 3 u as ■.7 . q z ea * z 0 O u as e ° b O o � s. W 1 00 W 6.-- E- u F F F 1 A La, d Z W la. a. > 1 U W F , F # # Ac. min yr cfs cfs # cfs % % fps cfs ft. min min PDA-5 i Pond 0.60 10.0 100 7.6 ; 9.5 1 9.5 2.13 2.150 7.7 I 9.5 30 0.06 ; 10.06 PDA-6b 1-2 0.06 10.0 100 0.7 0.9 1 0.91 0.58 !1.000 3.5 1.2 90 0.43 10.43 PDA-7 1-3 0.12 10.2 100 1.5 1.9 1 1.91 0.71 1.000 4.0 2.2 10 0.04 10.19 PDA-8 PDA-7 0.09 10.0 100 1.1 1.4 1 1.4 j 0.43 1.000 4.0 2.2 37 0.15 10.15 PDA-9 1-5 0.04 10.0 100 0.6 0.7 1 0.7 i 0.33 1.000 3.5 1.2 11 0.05 10.05 PDA-10 1-6 0.04 10.0 100 0.6 0.7 1 0.7I 0.32 1.000 3.5 1.2 22 0.11 10.11 PDA-12 1-8 0.06 10.0 100 0.7 0.9 1 0.9 i 0.52 1.000 3.5 I 1.2 42 0.20 10.20 PDA-13 1-9 0.06 10.0100 0.7 0.9 1 0.91 0.58 1.000 4 3.5 1.2 30 0.14 10.14 1-1 1-2 0.31 10.0 100 3.8 4.8 1 4.8 1 0.55 1.000 All 5.3 6.5 37 0.12 10.12 1-2 1-3 0.90 10.4 100 11.1 13.9 1 13.9! 1.74 1.740 7.9 I 13.9 55 i 0.12 10.55 1-3 JB-4 1.02 10.5 100 12.5 15.7 1 15.7; 0.48 1.000 7.2 22.7 70 0.16 10.71 JB-4 1-5 1.43 10.7100 17.4 21.7 1 21.7 0.92 1.000 7.2 1 22.7 431 0.10 10.81 1-5 1-6 1.47 10.8 100 17.9 22.3 1 22.3 0.97 1.000 7.2 22.7 561 0.13 10.94 1-6 JB-7 1.51 10.9 100 18.3 22.9 1 22.91 1.02 :1.000 7.2 22.7 381 0.09 11.03 JB-7 1-8 1.51 11.0100 18.2 22.8 1 22.81 1.01 1.000 7.2 I 22.7 321 0.07 11.10 1-8 1-9 1.62 11.1 100 19.5 1 24.4 1 24.41 1.16 1.150 7.7 24.3 1091 0.23 11.33 1-9 1-10 1.68 11.3100 20.0 i 25.1 1 25.11 1.22 1.220 8.0 25.0 87 I 0.18 11.52 1-10 1-11 1.68 11.5 100 19.9 i 19.9 1 19.91 0.23 1.000 8.4 41.1 73 I 0.15 11.66 1-11 Out3 , 2.06 11.7 100 24.2 ' 24.2 1 24.21 0.35 2.000 11.8 I 58.2 1341 0.19 11.85 L III III III III ID - 41111 III - Exhibit 7 III • EXHIBIT 8 CSISD-Center for Alternative Learning INLET CAPACITY 10-YEAR STORM SUMP GRATE (10 Year Storm) I-1 1-2 Q= 2.65 cfs 0= 4.64 cfs clog= 25% clog= 25% Q clogged= 3.31 cfs Q dogged= 5.80 cfs Inlet Selected= V-5724-1 EJIW Inlet Selected= V-5726 EJIW Open Area Open Area Selected= 1.86 ft2 Selected= 2.23 ft2 T/G= 327.15 ft T/G= 326.00 ft h=I 0.141ft h= 0.29 ft WSE= 327.29 ft WSE= 326.29 ft 1-3 1-5 Q= 0.00 cfs Q= 0.30 cfs dog= 25% clog= 25% Q clogged= 0.00 cfs 0 dogged= 0.37 cfs Inlet Selected= V-5712-ADA EJIW Inlet Selected= V-5712 EJIW Open Area Open Area Selected= 0.30 ft2 Selected= 0.46 ft2 T/G= 327.01 ft T/G= 326.56 ft h= 0.00ft h= ft WSE= 327.01 ft WSE= 326.59 ft 1-6 1-8 Q= 0.13cfs Q= 0.32cfs clog= 25% clog= 25% Q clogged= 0.16 cfs 0 dogged= 0.40 cfs Inlet Selected= V-5712 EJIW Inlet Selected= V-5712 EJIW Open Area Open Area Selected= 0.46 ft2 Selected= 0.46 ft2 T/G= 324.72 ft T/G= 324.96 ft - h= ft h= 0.03 ft • WSE= 324.73 ft WSE= 324.99 ft 1-9 1-10 - Q= 0.52 cfs Q= 0.13 cfs dog= 25% clog= 25% Q clogged= 0.65 cfs Q dogged= 0.17 cfs • Inlet Selected= V-5712 EJIW Inlet Selected= V-5712 EJIW Open Area Open Area • Selected= 0.46 ft2 Selected= T/G= 0.46 ft2 T/G= 324.56 ft315.32 ft • h= 0.09ft h= 0.01 ft WSE= 324.65 ft WSE= 315.33 ft • 1-12 Q= 0.12 cfs • dog= 25% Q clogged= 0.15 cfs • Inlet Selected= V-5712 EJIW Open Area Selected= 0.46 ft2 • T/G= 318.02 ft • h=I WSE= 0.00Ift 318.02 ft I I • Note* SUMP CURB: Recessed inlets curb opening= Q=3.0`L'y^1.5 Height of curb+depression L=Q/(3.0`y"1.5) • y=6"+4"=equal 10" SUMP GRATE: • Q=4.82`A'100.5 A=Q/(4.82`y^0.5) SUMP CURB (recessed) (10 Year Storm) 4116 I-11 1-13(Check) Q= 3.25 cfs Q= 1.61 cfs clog= 10% clog= 10% 0 clogged= 3.57 cfs Q dogged= 1.77 cfs IL y= 0.83ft y= 0.83ft L= 1.57 ft L= 0.78 ft r SUMP CURB: 416 Q=3.0*L*y"1.5 L=Q/(3.0'y"1.5) • Exhibit 8 0 EXHIBIT 9 CSISD-Center for Alternative Learning INLET CAPACITY 100-YEAR STORM SUMP GRATE (100 Year Storm) I-1 1-2 Q= 3.84 cfs Q= 6.73 cfs clog= 25% clog= 25% Q clogged= 4.80 cfs 0 clogged= 8.41 cfs Inlet Selected= V-5724-1 EJIW Inlet Selected= V-5726 EJIW Open Area Open Area Selected= 1.86 ft2 Selected= 2.23 ft2 T/G= 327.15 ft T/G= 326.00 ft h= 0.29 ft h= 0.61 ft WSE= 327.44 ft WSE= 326.61 ft 1-3 1-5 Q= 0.00 cfs Q= 0.43cfs clog= 25% clog= 25% Q clogged= 0.00 cfs Q clogged= 0.54 cfs Inlet Selected= V-5712-ADA EJIW Inlet Selected= V-5712 EJIW Open Area Open Area Selected= 0.30 ft2 Selected= 0.46 ft2 T/G= 327.01 ft T/G= 326.56 ft h= 0.00 ft h= 0.06 ft WSE= 327.01 ft WSE= 326.62 ft 1-6 1-9 Q= 0.19cfs Q= 0.46 cfs clog= 25% clog= 25% Q clogged= 0.24 cfs Q clogged= 0.58 cfs Inlet Selected= V-5712 EJIW Inlet Selected= V-5712 EJIW Open Area Open Area Selected= 0.46 ft2 Selected= 0.46 ft2 T/G= 324.72 ft T/G= 324.96 ft h= 0.01 ft h= 0.07ft WSE= 324.73 ft WSE= 325.03 ft 1-9 1-10 Q= 0.76cfs Q= 0.19cfs clog= 25% clog= 25% Q clogged= 0.95 cfs Q clogged= 0.24 cfs Inlet Selected= V-5712 EJIW Inlet Selected= V-5712 EJIW Open Area Open Area Selected= 0.46 ft2 Selected= 0.46 ft2 T/G= 324.56 ft T/G= 315.32 ft h= 0.18 ft h= 0.01 ft WSE= 324.74 ft WSE= 315.33 ft 1-12 Q= 0.24 cfs clog= 25% Q clogged= 0.29 cfs Inlet Selected= V-5712 EJIW Open Area Selected= 0.46 ft2 T/G= 318.02 ft h=I 0.02Ift I I WSE= 318.04 ft Note` SUMP CURB Recessed inlets curb opening= 0=3.0`Ly"1.5 Height of curb+depression L=Q/(3.0*y"1.5) y=6"+4"=equal 10" SUMP GRATE. Q=4.82`A'h"0.5 A=0/(4.82y^0.5) SUMP CURB (recessed) (100 Year Storm) I-11 1-13(Check) Q= 4.71 cfs 0= 2.33 cfs clog= 10% clog= 10% Q clogged= 5.18 cfs 0 clogged= 2.56 cfs y= 0.83 ft y= 0.83 ft L= 2.28 ft L= 1.13 ft SUMP CURB Q=3.0*Ly^1.5 L=Q/(3.0'y^1.5) Exhibit 9 • • • • • • r • • • • • • • APPENDIX A • • r • • • • • • • • • • • • • • • • • • • • • • a a • a • • CAL EXISTING CONDITIONS HEC-HMS DIAGRAM • a or a FrontOfBldg 1111 StudyPt c 46 I 0 -ear OfBldg a IP a a a aaa - Appendix A a • CAL PROPOSED CONDITIONS HEC-HMS DIAGRAM 4. FrontOfBidg -,• �.�� _. • ��StudyPt earOBldg Appendix A CAL 5-YR EXISTING DISCHARGE SUMMARY �r Project: Cal Simulation Run: E5 tit Start of Run: 165ep1986, 00:00 Basin Model: ExistingSystem End of Run: 175ep1986, 00:00 Meteorologic Model: 5 YR STORM Compute Time: 185ep2014, 20:16:20 Control Specifications: HYDROLOGY Show Elements: All Elen-een' Volume Units: (_) IN ' : AC-FT Sorting: Hydrologic Ne, Hydrologic Drainage Area Peak Discharge Time of Peak Volume Iror O Element (MI2) (CFS) (IN) RearOfBldg 0,004481 14.5 165ep1986, 12:07 4.74 FrontOFBldg 0.004170 14.4 165ep1986, 12:07 5.31 StudyPt 0.008651 28,9 165ep1986, 12:07 5.01 • 1111111 4111 • fib Appendix A • • • • a a a • • CAL a • 5 YEAR EXISTING OUTFLOW HYDROGRAPH • • • Junction"StudyPt"Results for Run"E5" • 30 a • 25- 20- • 520-• • 15- 1111 5• GO 10- t 1 11 5- 1 `4 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:01 16Sep1885 Legend(Compute Time:185ep2014,20:16:20) Run:E5 Element:STUDYPT Result:Outflow ——-Run:E5 Element:REAROFBLDG Result:Outflow Run:E5 Element:FRONTOFBLDO Result:Outflow 41 el • a a a Appendix A • • • • • • • CAL • 5-YR PROPOSED DISCHARGE SUMMARY • • • • Project: Cal Simulation Run: P5 • Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem • End of Run: 175ep1986, 00:00 Meteorologic Model: 5 YR STORM • Compute Time: 185ep2014, 20:16:48 Control Specifications: HYDROLOGY • Shove Elements: Volume Units: IN tr_`'r AC-FT Sorting: Hydrologic `+ • Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) RearOfBldg 0.005107 16,7 165ep1986, 12:07 4.84 FrontOfBldg 0.003094 10.7 165ep1986, 12:07 5.29 • ProposedBldg 0.000670 2.5 165ep1986, 12:07 6.19 • Pond1 0.000670 1.5 165ep1986, 12:16 6.19 StudyPt 0.008871 28.6 165ep1986, 12:07 5.10 • C • ARM tit C Appendix A CAL 5 YEAR PROPOSED OUTFLOW HYDROGRAPH Junction"StudyPt"Results for Run"P5" 30 25- 20- 15- 0- 5- 20- 15-0- 41111 • 5- f. .l 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:01 16Sep1986 Legend(Compute Time:185ep2014,20:16:48) —Run:P5 Element:STUDYPT Result:Outflow —— —Run:P5 Element:REAROFBLDG Result:Outflow . Run:P5 Element:FRONTOFBLDG Result:Outflow —-— Run:P5 Element:POND1 Result:Outflow e e • • • e Appendix A • CAL DETENTION POND SUMMARY FOR 5-YR STORM Reservoir"Pond1"Results for Run"P5" 0.030 313.00 0.025- --i- - i -312.70 E 0.020- - 312.40 o 1 C a 0.015- j- --- -312.10 m W MEI GP ,,o,, 0.010- --+--- -- -311.80 1 111 0.005i - . --- I -311.50 • 0.000- -311.20 3.0 • • 2.5- • 2.0- • • 1.5 3 0 • 1.0- • 0.5- 0.0 ' 1 I i1 i I kg 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 Legend(Compute Time:185ep201 i,20:16:48) Run:PS Element:POND1 Result:Storage Run:P5 Element:POND1 Result:Pool Elevation -Run:P5 Element:POND1 Resutt:0utflow --- Run:P5Element:POND1 Result:Combined Flow CIF • • Chiv • as • Appendix A CAL 10-YR EXISTING DISCHARGE SUMMARY Project: Cal Simulation Run: El0 Start of Run: 165ep1986, 00:00 Basin Model: ExistingSystem End of Run: 175ep 1986, 00:00 Meteorologic Model: 10 YR STORM Compute Time: 18Sep2014, 20:17:22 Control Specifications: HYDROLOGY i Show Elements: Volume Units: 0 IN AC-FT Sorting: Hydrologic v a 0, Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) RearOfBldg 0.004481 16.3 165ep1986, 12:07 5.81 r FrontOfBldg 0.004170 16.0 165ep1986, 12:07 6.40 di StudyPt 0.008651 32.4 165ep1986, 12:07 6.09 a IMO AI Appendix A a CAL 10 YEAR EXISTING OUTFLOW HYDROGRAPH Junction"StudyPt"Results for Run"E10" 35 30- 25- • • 20- • • o E.- 15- 11 • 10- --... 1 t 5- ! 00:00 03:00 06:00 09:00 12:00 15:00 16:00 21:00 00:01 16Sep1986 Legend(Compute Time:185ep2014,20:17:22) RumE10 Element:STUDYPT Result:Outflow ——-Run:El0 Element:REAROFBLDG Result:Outflow Run:El 0 Element:FRONTOFBLDG Result Outflow • ( IOW • • sYfY11' Appendix A a • • • • S • S S • CAL 10-YR PROPOSED DISCHARGE SUMMARY S S • • S Project: Cal Simulation Run: P10 L. Start of Run: 165ep1906, 00:00 Basin Model: ProposedSystem • End of Run: 17Sep 1986, 00:00 Meteorologic Model: 10 YR STORM • Compute Time: 185ep2014, 20:17:47 Control Specifications: HYDROLOGY Show Elements: 'Hrite, Volume Units: IN AC-FT Sorting: Hydrologic. Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) R.earOfBldg 0.005107 18.8 165ep1986, 12:07 5.92 FrontOfBldg 0,003094 11,9 165ep1986, 12:07 6,38 ProposedBldg 0.000670 2.8 165ep1986, 12:07 7.32 Ponds 0,000670 1,6 165ep1986, 12:17 7.32 StudyPt 0.008871 32,0 165ep1986„ 12:07 6.18 • • C Appendix A S 0 CAL 10 YEAR PROPOSED OUTFLOW HYDROGRAPH , Junction"StudyPt"Results for Run"P10" 35 30- 25- 20- f ,y 15- 10- 5- f; 1‘ 11 0 1 —' _-_ •11 •-- _;--------------_____ 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:01 16Sep1986 Legend(Compute Time:18Sep2014,20:17:47) Run:P10 Element:STUDYPT Result:Outflow ——-Run:P10 Element:REAROFBLDG Result:Outflow Run:P10 Element:FRONTOFBLDG Result:Outflow —-— Run:P10 ElementPOND1 Result Outflow Appendix A C C C • CAL 0 DETENTION POND SUMMARY • FOR 10-YR STORM 0 • • • Reservoir"Pond1"Results for Run"P10" - 0.030- i 313.06 • p 0. I025 — — -312.71 • a 0.020- — I i — -312.37 • - m 0.015- -312.03 w `o • co 0.010 • — 311.69 !! MEI0.005- 1 - •--- -- -311.34 • 0.000 311.00 3.0 r 2.5- II. 2.0- S LI' 1.5- 3 0 1.0- i k 0.5- 1 (Ili. 0.0 , I I I I I i • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 ( 16Sep1986 Legend(Compute Time:185ep2014,20:17:47) L, Run:P10 Element:POND1 Result:Storage Run:P10 Element POND1 Resutt:Pool Elevation Run:P10 Element:POND1 Result:Outflow --- Run:P10 Element:POND1 Resutt:Combined Flow 'rte • 0 C. • Appendix A • r • • CAL • 25-YR EXISTING DISCHARGE SUMMARY • C Project: Cal Simulation Run: E25 Start of Run: 165ep1986, 00:00 Basin Model: ExistingSystem End of Run: 175ep1986, 00:00 Meteorologic Model: 25 YR STORM Compute Time: 18Sep2014, 20:18:14 Control Specifications: HYDROLOGY — Show Elements: All Elements Volume Units: IN 1: AC-FT Sorting: Hydrologic v Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) RearOfBldg • 0.004481 19.2 165ep1986, 12:07 6.85 FrontOfBldg 0.004170 18.7 165ep1986„ 12:07 7.45 4 StudyPt 0.008651 37.9 165ep1986., 12:07 7.14 C C C C C C C C C C Appendix A C C • • CAL 25 YEAR EXISTING OUTFLOW HYDROGRAPH . . . . . Junction"StudyPt"Results for Run"E25" • 40 • 35- . . 30- 25- 20- • 0-2520- • LL . 15- 10- 1111 5-10- I� Il rfr t 5- 1 00:00 03:00 06:00 09:00 12:00 15:00 10:00 21:00 00:01 • 16Sep1906 Legend(Compute Time:18Sep2014,20:18:14) Run:E25 Element:STUDYPT Result:Outflow ---Run:E25 Element REAROFBLDG Result Outflow Run E25 Element FRONTOFBLDG Result:Outflow • S . • Appendix A CAL 25-YR PROPOSED DISCHARGE SUMMARY Project: Cal Simulation Run: P25 Start of Run: 165ep1986, 00:00 Basin Model: ProposedSystem End of Run: 17Sep1986, 00:00 Meteorologic Model: 25 YR STORM Compute Time: 185ep2014, 20:18:43 Control Specifications: HYDROLOGY Show Elements: All Elements Volume Units: ® IN ,11;:, AC-FT Sorting: Hydrologic Ne_, r Hydrologic Drainage Area Peak DischargeTime of Peak Volume Element (MI2) (CFS) (IN) lRearOfBldg 0.005107 22.1 16Sep1986, 12:07 6,95 FrontOfBldg 0.003094 13.8 165ep1986, 12:07 7,43 ProposedBldg 0.000670 3.2 165ep1986, 12:07 8,39 ;Pand1 0.000670 1.8 165ep1986, 12:18 8.39 StudyPt 0.008871 37.4 165ep1986, 12:07 7.23 I Appendix A CAL 25 YEAR PROPOSED OUTFLOW HYDROGRAPH Junction"StudyPt"Results for Run"P25" 40 35- -..1 i _.._---�___._____.....__� 30- I i 25- --_.____._..__ I 1 I o , I LL 15- .—._. ...---- r. 1 T ;.-____ 1 is i G,1 1 I NO 1,;1tl 1 If 1 l T 5 =---ji .` r..- •�----__�-------- 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:01 I 16Sep1986 Legend(Compute Time:18Sep2014,20:10:43) Run:P25 Element:STUDYPT Result:Outflow ———Run:P25 Element:REAROFBLOG Result:Outflow -- ---Run:P25 EIement:FRONTOFBLDG Result:Outflow —-—•Run:P25 Element:POND1 Result:Outflow Appendix A CAL DETENTION POND SUMMARY FOR 25-YR STORM Reservoir"Pond1"Results for Run"P25" 0.045 314.00 0.040 i.-.--- hk- ------- -313.67 0.035 — — — 313.33 E 0.030- - ---- - ----- i \ - ---- -313.00 d 0.025 -- G 1111; - -- -312.67 g m m c 0.020- --t -312.33 w 62, 0.015- ---___ + - - -312.00 0.010- _ I -311.67 0.005- -311.33 0.000- 311.00 3.5 3.0- t II !I 2.5- III t 2.0- I I- N V 1 0 1.5- I I --- LL It 1.0 I t 1 0.5- I i I I I I 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 I 16Sep1986 Legend(Compute Time:185ep2014,20:18:43) Run:P25 Element:POND1 Result:Storage Run:P25 Element:POND1 Result:Pool Elevation Run:P25 Element:POND1 Resul:Outflow ---- Run:P25 Element:POND1 Resul:Combined Flow Appendix A CAL 50-YR EXISTING DISCHARGE SUMMARY Project: Cal Simulation Run: E50 Start of Run: 165ep1986, 00:00 Basin Model: ExistingSystem End of Run: 175ep1986, 00:00 Meteorologic Model: 50 YR STORM Compute Time: 18Sep2014, 20:19:13 Control Specifications: HYDROLOGY 5hov' Elements: Volume Units: ; IBJ (I: AC-FT Sorting: Hydrologic v Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) RearOfBldg__ 0.004481 21,6 165ep1986, 12:07 8.20 C FrontOfBldg 0.004170 20.7 165ep1986, 12:07 8.82 C StudyPt 0.008651 42.3 165ep1986, 12:07 8.50 C • • 3 3 • - Appendix A CAL 50 YEAR EXISTING OUTFLOW HYDROGRAPH Junction"StudyPt"Results for Run"E50" 45 40- 35- 30- 25- 0 20- 11 \15 f 1 1 1 10- 5- 1 1 ! 1 00:00 03:00 05:00 09:00 12:00 15:00 18:00 21:00 00:01 16Sep1906 Legend(Compute Time:185ep2014,20:19:13) Run:E50 Element:STUDYPT Result:Outflow --—-Run:E50 ElementREAROFBLDG Result:Outflow Run:E50 Element:FRONTOFBLDG Result:Outflow Appendix A CAL 50-YR PROPOSED DISCHARGE SUMMARY Project: Cal Simulation Run: P50 Start of Run: 165ep1986, 00:00 Basin Model: ProposedSystem End of Run: 175ep1986, 00:00 Meteorologic Model: 50 YR STORM Compute Time: 18Sep2014, 20:19:40 Control Specifications: HYDROLOGY Show Elements: ',II Elerm,ents Volume Units: IN 0 AC-FT Sorting: Hydrologic se Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) RearOfBldg 0.005107 24.7 165ep1986, 12:07 8,31 Front(fBldg 0.003094 15.4 165ep1986, 12:07 8.80�i ProposedBldg 0.000670 3.5 165ep1986, 12:07 9.79 Pond1 0.000670 1.9 165ep1986, 12:18 9.79 StudyPt 0.008871 41.7 165ep1986, 12:07 8.59 Appendix A CAL 50 YEAR PROPOSED OUTFLOW HYDROGRAPH Junction"StudyPt"Results for Run"P50" 45 40- 35- 30- 25- ti 1 0 20- LL V 1 15- ?1 L':l • I;tl 0- Itil • 1 11111 111 00:00I Th- 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:01 . Legend(Compute Time:185ep2014,20:19:40) 16Sep1986 • —Run:P50 Element:STLOYPT Result:Outflow ---Run:P50 Element:REAROFBLDG Result.Outflow Run:P50 Element:FRONTOFBLDG Result:Outflow - Run:P50 EIementPOND1 Result:Outflow • / • • • • • • • • Appendix A • • CAL DETENTION POND SUMMARY FOR 50-YR STORM Reservoir"Pond1"Results for Run"P50" ;, 0.04- i --- -313.80 E. 6 0.03- -F ---i------ -- -313.10 - Q n mal m `>E 0.02- ___ —___ -312.40 �' 0 co I I iniI 0.01- 311.70 0.00 311.00 4.0 3.5- 3.0- 2.5- w 2.0- O I 1.5- I I 4 1.0- l I 1 0.5- 1 0.0 ' I I i I I I I 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 16Sep1986 Legend(Compute Time:185ep2014,20:19:40) Run:P50 Element:POND1 Result:Storage Run:P50 Element:POND1 Result:Pool Elevation Run:P50 Element:POND1 Result:Outflow --- Run:P50 Element:POND1 Result Combined Flow Appendix A CAL 100-YR EXISTING DISCHARGE SUMMARY Project: Cal Simulation Run: E100 Start of Run: 165ep1906, 00:00 Basin Model: ExistingSystem End of Run: 17Sep1986, 00:00 Meteorologic Model: 100 YR STORM Compute Time: 185ep2014, 20:20:11 Control Specifications: HYDROLOGY Show Elements: All Element-,� Volume Units: ::_ IN AC-FT Sorting: [Hydrologic Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) RearOfBldg 2 0.004481 23.8 165ep1986, 12:07 9,37 FrontOfbldg 0.004170 22,7 165ep1986, 12:07 10,00 StudyPt 0,008651 46.5 165ep1986, 12:07 9.68 I if 1 Appendix A CAL 100 YEAR EXISTING OUTFLOW HYDROGRAPH Junction"StudyPt"Results for Run"E100" 50 45- 40- 35- 30- 3 25- 3 LL 11 20- I4 15- It 1 1 10- I 1 5- • i 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:01 16Sep1986 Legend(Compute Time:185ep2014,20:20:11) Run:E100 EIement:STUDYPT Resuft:Outflow ---Run:E100 EIement:REAROFBLDG Resul:Outflow Run:E100 Element:FRONTOFBLDG Result:Outflow • . . . Appendix A CAL 100-YR PROPOSED DISCHARGE SUMMARY Project: Cal Simulation Run: P100 Start of Run: 165ep1986, 00:00 Basin Model: ProposedSystem End of Run: 175ep1986, 00:00 Meteorologic Model: 100 YR STORM Compute Time: 185ep2014, 20:20:44 Control Specifications: HYDROLOGY Show Elements: All Volume Units: () IN 0 AC-FT Sorting: [_Hydrologic V Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) RearOfBldg 0.005107 27.2 165ep1986, 12:07 9.48 FrontOfBldg 0.003094 16.9 165ep1986, 12:07 9.98 ProposedBldg 0.000670 3.8 165ep1986, 12:07 10.99 Pond 1 0.000670 2.0 165ep1986, 12:19 10.99 5tudyPt 0.008871 45.8 165ep1986, 12:07 9.77 • • . Appendix A 0 0 CAL 100 YEAR PROPOSED OUTFLOW HYDROGRAPH Junction"StudyPt"Results for Run"P100" 50 45- 40- 35- 30- 25- � 1 o l LL 20- 1 15- '1 '1 ;1 I it 10- 1, ;1 7: ;1 I It 5- 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:01 - I 16Sep1986 Legend(Compute Time:185ep2014,20:20:44) —Run:P100 Element:STUDYPT Result:Outflow ----Run:P100 Element:REAROFBLDG Result:Outflow • Run:P100 Element:FRONTOFBLDG Result:Outflow —-— Run:P1 00 Element:POND1 Result Outflow - - 11111 4111 • r fin Appendix A CAL DETENTION POND SUMMARY FOR 100-YR STORM Reservoir"Pond1"Results for Run"P100" 0.06 315.00 0.05- ---III i -314.33 It I 0.04- - I i . -- --. -313.67 a I � 1 0.03- I — 313.00 aa l 1.- LT o ¢ -- -312.33 - 0.02- r 0.01- 1'1 -�- --- — -311.67 L .__ i '..--_ _ ._r- - - - 0.00 -311.00 4.0 1 3.5- l I 3.0- I I I 2.5- 1 III I 2.0- aI III , t_5- I I 1.0- r t r I • 0.5 ___1 • 00 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • 16Sep1986 Legend(Compute Time:185ep2014,20:20:44) • Run:P100 Element:POND1 Result:Storage Run:P100 Element POND1 Result:Pool Elevation --- Run:P100 Element:POND1 Result:Outflow --- Run:P100 Element:POND1 Result:Combined Flow IIII- - III - ID - • III • Appendix A III a