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HomeMy WebLinkAboutDrainage Analysis • • • • • CERTIFICATION • • This report for the drainage design for the Cottages of College Station Development was • prepared under my supervision in accordance with provisions of the Bryan /College Station Unified Drainage Design Guidelin rIb'e gwners of the property. All licenses and • permits required by any and allsa d..014 regulatory agencies for the proposed drainage improvements have bcg�is's v Fp,ONic . MUF? G AN j 0. . /7689 • II IN lb t) atr 1 NeAut, E c44 • ■ I 1 1 1 \' Veronica J.:. Mo "1: n, P.E., C.F.M. • Registered Professional Engineer • State of Texas No. 77689 • • • • • • • • • • • • • • • • • • • • • • • • • • • • The Cottages of College Station Drainage Analysis • I '• . INTRODUCTION The purpose of this drainage report is to present an analysis of the necessary drainage • infrastructure for the proposed Cottages of College Station development. The new residential • site will be located in south College Station, near the Harvey Mitchell Pkwy (FM2818) and • Holleman Drive intersection, adjacent to the newly constructed Cottage Lane and Market Street. The newly constructed roads will be connected to the S. Holleman Drive Extension. Holleman Drive has been extended from Harvey Mitchell Pkwy (2818) to Jones - Butler Road. • The drainage report provides analysis for the infrastructure required to facilitate attenuation and removal of onsite flow. The report includes the analysis of the 54.4 acre property. • • GENERAL LOCATION & DESCRIPTION • The Cottages of College Station development will be located in College Station, Texas, south of the Harvey Mitchell Pkwy S (FM2818) and Holleman Drive intersection. The site is • currently undeveloped. The development is situated at the top of the White Creek Drainage • Basin as seen on Exhibit 1. The site will gain driveway access from Cottage Lane and Junction Boys Road, which are located on the north and northeast sides of the site. The • proposed development includes a clubhouse, one, two, three, and four bedroom apartments, • three, four and five bedroom duplexes, five bedroom fourplexes and one, two, three, four & • five bedroom cottages. Exhibit 3 illustrates the types of units that will be constructed on the site along with the numbers of bedrooms in each unit. All underground utilities on the site will • be constructed in a single phase. Proposed stormwater systems will be used to convey runoff • from the site. Additionally, the development will include the construction of two detention ponds that will provide detention storage for the project. Onsite detention will utilize • Tributaries 1 & 3 as storage facilities. • DRAINAGE DESIGN CRITERIA • All drainage design is in accordance with the Bryan /College Station USDG. As such: • Design rainstorm events consist of the 5 -, 10 -, 25 -, 50- and 100 -year, 24 hour duration • hypothetical frequency storm events in order to analyze the effectiveness of the detention facilities as well as capture conservative peak flow values. • • Flow calculations are based on the Soil Conservation Service Curve Number Loss • Method. Curve Numbers are based on soil type and land use in the subbasins and • impervious cover data was used to calculate percent impervious. • The target peak runoff rate for the post - development condition is that of the pre- • development peak flow rate at the study confluence. • The analysis locations for the study are identified as two tributaries, Tributaries 1 & 3, of White • Creek located on the west side of the property as well as a study point NE and NW for • portions of the site in the proximity of S. Holleman Drive. The effects of the proposed development at the study confluences will be considered in determining whether the design objectives were satisfied. • • PRIMARY DRAINAGE BASIN DESCRIPTION The proposed project site is located within the White Creek Drainage Basin. As demonstrated • in Exhibit 2.1, the property does not lie within the regulatory 100 -year floodplain per the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) panel • 0182C, with an effective data of May 22, 2008. With the adoption of the LOMR on May 22, • The Cottages of College Station 1 • Drainage Report • • 2008, the regulatory floodplain was no longer extended up Tributary 1 and 3 within the Cottages development. • Exhibit 2.2 was prepared for modeling of the culverts on S. Holleman Drive and general ft information purposes. Tributary 1 and 3 per FEMA do not contain any regulatory floodplain on the Capstone property. All regulatory floodplain ends at the 2818 Place Properties . property line. Only the main branch of Tributary 1 contains regulatory floodplain within the Capstone property and this branch does not affect the Cottages site development. The 100 - • year floodplain depicted on Exhibit 2.2 for the Tributary 1 and 3 are not regulatory floodplain but rather the water surface elevations in these channels for a 1% recurrence interval storm • event. Currently, there are only a few minor drainage areas from offsite that contribute to the - property. These are drainage areas EA14 -19 from the properties to the west of the project. All drainage areas will be located onsite and will drain to four outfall points. These are di discharges to the existing Tributaries 1 & 3 of Whites Creek on the west property line of the ft subject tract, a discharge to the NW of the site and a discharge to the NE of the site. The site . consists of grasslands and approximately 50% tree cover. The tree cover is mainly covered along the tributaries of White Creek. Percent impervious cover for the site will be computed al for the pre - development and the post - development conditions. STORMWATER RUNOFF ANALYSIS ft ON -SITE STORM SEWER SYSTEM - Pre - Development Drainage Basin The pre - development analysis for the Cottages development consisted of 24 drainage basins di (See Exhibit 4). These basins were used to create the drainage area divides and compute flows for each of the four study points. ft Site Plan Post - Development Drainage Basin The development of the multi - family residential buildings will result in a significant addition of impervious cover and a larger peak runoff rate from the site. The post - development analysis of the Cottage project includes a large portion of the 85 drainage subbasins (contained within di the Area of Focus) as seen in Exhibit 4. All subbasins, within the site area of focus, will drain di through a proposed stormsewer system to the proposed detention ponds located in • Tributaries 1 & 3 and one small pipe discharges to the NE toward an existing small pond. The stormsewer system was designed as two separate systems that would release flow from the • site to one location within each detention pond. Each stormsewer system was designed to • contain approximately half of the development. Stormsewer infrastructure was sized based on rational method flows determined from defined proposed drainage areas as shown in • Exhibit 4A. Exhibit 5 illustrates the pipe sizes calculated using the runoff from each of these drainage areas. Because the site contains areas where structures are clustered with internal - green spaces, the pipes were sized for the 100 -year event rather than the 10 -year event. This was to prevent any significant ponding within these clustered green space areas. Hydraulic grade lines (HGL's) were calculated for the stormsewer system for the 100 -year storm event • and can be seen in Exhibits 6. Tailwater elevations for the stormsewer system were based upon calculated water surface elevations in the detention ponds for each storm event. As • seen on Exhibit 6, all HGL elevations throughout the pipe system are less than the gutter grade of the inlet or the top of grate, as applicable. Inlet and grate capacity calculations (Exhibit 7.1 & 7.2) were performed for the 100 -year storm ID events to size proposed curb and grate inlets. Peak runoff rates were calculated using the mh The Cottages of College Station 2 IMP Drainage Report Rational Method (Exhibit 4A) and used to size the inlets. All curb inlets will be standard 5', 10' and 15' inlets, sized for the 100 -year event. Grates were sized as well for the 100 -year event • and the results can be seen in Exhibits 7.1 and 7.2. As seen on these exhibits, the ponded water surface elevation at each of these inlets is lower than the top of the recessed inlet or less than 6" for the grates, as applicable. • HEC -HMS ID General Information . For the purpose of this analysis, storms were generated for all studied rainfall events using the depth- duration data taken from the National Weather Service TP -40. The storms generated were used for post - development analyses. Post - development hydraulic modeling was performed for all specified rainfall events and included the required 2- through 100 -year rainfall events specified by Bryan /College Station USDG. Pre - development conditions were defined by modeling contained in the Place Properties Flood Analysis generated by Dodson & • Associates, Inc. Runoff losses due to infiltration and initial abstractions were calculated using - the SCS (NRCS) Curve Number Loss Method. These parameters were calculated using the Curve Number, established from soil type in the Brazos County Soil Survey, and percentage of impervious cover in the basins. The project drainage basin consists of Type D soil with a . Curve Number of 75 for Antecedent Moisture Condition (AMC) 11. Direct runoff hydrographs were generated using the calculated runoff depths and the SCS dimensionless unit hydrograph. This analysis was performed for all four study points. - Pre - Development Drainage Basin Basin runoff was computed for the flows contributing to Tributary 1 and 3 as well as the study lb points NW and NE. Tributaries 1 and 3 are designed to be used as detention facilities for - onsite drainage. Total peak runoff from Tributaries 1 and 3 and study points NE and NW are shown below in Table 1. A schematic of the HEC -HMS drainage basin model for the existing conditions can be seen in Exhibit 8.1. . Post - Development Drainage Basin The increased runoff from the development drains to the two pond and are reduced with outlet f structures. The outlet structure for Tributary 1 detention pond consists of a 24" RCP and 20' - emergency overflow weir that will drain directly into the existing Tributary 1 reach. The outlet structure for Tributary 3 detention pond consists of an 18" RCP pipe and 48" grate inlet along with a 20' emergency overflow weir. These 2 outlet structures which control the flow then discharge into a 36" RCP discharge pipe. The discharge pipes from the 2 ponds will directly - discharge into the existing creeks, Tributary 1 and 3 respectively, while the overflow weir discharges around the side of the berm to the creek to avoid damage to the berm. As seen on Exhibit 8.2, the HEC -HMS modeling consists of the onsite flow being routed through the pond . and discharging into the existing Tributaries 1 & 3. • As seen in Table 1 below, the detention ponds have effectively reduced the runoff to predevelopment levels. Pond 1 had significant reductions in post - developed flowrates for • each storm while Pond 2 reduces flows to pre - development levels for all but the 10, 25 and 50 -year storms, where increases were slight (1 -2 cfs). In looking at the downstream system • on the adjoining downstream FM2818 Place property, the confluence of the discharges for - Pond 2 as well as for those coming from Study point NE and NW occur almost immediately on the FM2818 Place property (refer to Exhibit 1). When comparing the cumulative flow from each of these discharge locations, we have significantly reduced the flowrate for all storm • events on the downstream system as evidenced in Table 2 below. • The Cottages of College Station 3 IN Drainage Report • • We are utilizing a natural creek bed to detain within and to accomplish that we are • constructing berms at the downstream point of the tributaries but upstream from the property boundary such that velocities can be reduced prior to the property line. The berms will be graded with 3:1 slopes and some 4:1 slopes for ease of maintenance with heights of 15.5 feet (Pond 1) and 11.5 feet (Pond 2). . Exhibits 9 & 10 illustrate these berms as well as the pipe - outlets. The detention pond size was determined using the ultimate development of the Cottage development as well as the addition of the A -1 multi - family site. The future development of all retail sites and the multi - family A -3 site have not been accommodated • within these ponds. However, it should be rioted that the flowrates have been reduced so significantly in the system that some of these future development areas may be able to take advantage of that reduction. • Table 1: Hydraulic Model Results Study • Study Study Point Study Pond 1 Pond 2 Pond 2 Point NE Point NE NW Point NW Existing Pond 1 Existing Proposed Existing Proposed Existing Proposed Storm Flow Proposed Flow Flow Flow Flow Flow Flow • Event (cfs) Flow (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) • 2 yr 42.7 37.3 27.3 27.3 23.2 8.3 21 0 5 yr 73.3 47.0 46,6 43.4 38.9 11.4 35.5 0 ▪ 1 0 yr 86.8 50.8 54.9 55.9 45.3 12.5 40.8 0 • 25 yr 105.4 54.6 66.6 68.5 54.6', 14.5 48.8 0 • 50 yr 121.1 57.2 76.4 77.0 62.3 16.0 55.4 0 100 yr 136 59.6 85.7 84.8 69.6 17.5 61.6 0 SD Table 2: Hydraulic Model Results • Confluence Confluence of Pond 2/ of Pond 2/ NE and NW NE and NW • Storm Existing Proposed Event Flow (cfs) Flow (cfs) 2 yr 72.1 35.6 5 yr 121.0 54.8 • 10 yr 141.0 68.4 - 25 yr 170.0 83.0 50 yr 194.1 93.0 • 100 yr 216.9 102.3 • • The Cottages of College Station 4 VIP Drainage Report • The ponds were designed with sufficient freeboard to meet the design criteria. The water • surface elevation within each pond for the individual storm events are listed in Table 3 below. • • Table 3: Pond Water Surface Elevations • • • • Storm Pond 1 Pond 2 Pond 1 WS Pond 2 WS Event Details (ft) Details (ft) Elev (ft) Elev (ft) • Berm Ht 314.10 317.80 Spillway • Ht 311.5 316.0 • 2yr 304.5 312.7 5 yr 307.1 314.4 10 yr 308.3 314.7 • 25 yr 309.6 315.1 • 50 yr 310.5 315.6 • 100 y 311.4 316.0 • In addition to water surface elevations we also computed discharge velocities from the detention • pond outlets. Both ponds have discharge locations set away from the property line to allow • velocities to dissipate before entering the downstream property. In the case of Pond 1, the discharge pipe is set 20 feet upstream of the property line. The • discharge velocity from Pond 1 in the 100 year event in the pipe is 19 fps but we have designed baffle blocks in the headwall as well as a plunge pool at the headwall outfall to allow this velocity to dissipate before the property line. Calculations show that at the property line this velocity will • drop to 2.6 fps. • In the case of Pond 2, the discharge pipe is set 70 feet upstream of the property line. The • discharge velocity from Pond 2 in the 100 year event in the pipe is 7.25 fps but we have • designed baffle blocks in the headwall to allow this velocity to dissipate before the property line. Calculations show that at the property line, this velocity will drop to 2.7 fps. • CONCLUSION • Although the development of the new Cottages of College Station will significantly increase volume of runoff from the site along with the future development of the A -1 multi - family site, the - proposed on -site detention facilities were designed to mitigate the effects of the development of these developments (see Table 1). The changes in the drainage patterns that occur as the • result of developing the tract will have little impact on the properties surrounding the site. • • The Cottages of College Station 5 Drainage Report • • • • • ATTACHMENTS EXHIBIT 1: General Location Map • EXHIBIT 2.1 Firmette —FEMA Map Panel 0182C (Effective May, 2008) • EXHIBIT 2.2: Topographic Map and Floodplain Comparison EXHIBIT 3: Site Development Map IN EXHIBIT 4: Drainage Area Map — Existing & Ultimate Development • EXHIBIT 4A: Rational Formula Drainage Area Calculations • EXHIBIT 5: Pipe Capacity Calculations EXHIBIT 6: HGL Calculations — 10 -Year Storm • EXHIBIT 7.1: Recessed Inlet Capacity Calculations — 100 Year Storm • EXHIBIT 7.2: Grate Inlet Capacity Calculations — 100 Year Storm I I EXHIBIT 8.1: HEC -HMS Subbasin Map - Existing • EXHIBIT 8.2: HEC -HMS Subbasin Map — Proposed • EXHIBIT 9: Detention Pond 1 Grading Plan EXHIBIT 10: Detention Pond 2 Grading Plan • EXHIBIT 11: HEC -HMS 2 -year Existing Conditions Output • EXHIBIT 12: HEC -HMS 2 -year Proposed Conditions Output • EXHIBIT 13: HEC -HMS 5 -year Existing Conditions Output EXHIBIT 14: HEC -HMS 5 -year Proposed Conditions Output • EXHIBIT 15: HEC -HMS 10 -year Existing Conditions Output • EXHIBIT 16: HEC -HMS 10 -year Proposed Conditions Output EXHIBIT 17: HEC -HMS 25year Existing Conditions Output • EXHIBIT 18: HEC -HMS 25year Proposed Conditions Output • EXHIBIT 19: HEC -HMS 50 -year Existing Conditions Output • EXHIBIT 20: HEC -HMS 50 -year Proposed Conditions Output EXHIBIT 21: HEC -HMS 100 -year Existing Conditions Output • EXHIBIT 22: HEC -HMS 100 -year Proposed Conditions Output • EXHIBIT 23: HEC -HMS Emergency Overflow Output • • • • • • • • • • • • • • • • The Cottages of College Station 6 • Drainage Report • • r 119111909909119999999999•999•9999999119119999111118 - 1 'I3, - 7 : - / 7 „-`: 4." 4'. : . s . ,ti 4,C R`.3'8 '*Jt. �.r rw .. .w.s+., ... 3 1 / ,+�r ,< . { ) ''''''..\-....-•-••••-....„,........„ A/I'C''''F') . . , c3, ), „, , . t .......k ' C 1. \...\ . n . 5, ; 4r, -;f4100,..?' t . ii" 4 '2 4 4 \ , 7 / \ 54:, k-- .,.., ..,.. \ J n' ( s # " �1' ,r I ' C �\ ,„ ,,,,,,,' ,,,, i -65 / ) ..„, ' " ; ' , , , * *":1 , , , ' II ( \ \ \ / ) 1 , , } 2 --;-\9 C - , , , _ IF . s, . � r te " ' -- 1 l - , t - , ~ 4 l / r.3 . , i i, ifit, C `a «sue^ • ., � L -- _ ".'` . h . � s....�.�,� ...�. �a ff tile ... ` s i4�T a ' til4i*1 NORTH bxryt)1� r7� N oauR e Zc k d 4 y ,,pa�Rp .. , r F R } . . - gym 1t •-_ , i * P. .� aA urn r m rn ,µ .. t t h \ ' A .4.... a.1 .., 1 -, r� c 8 0 o m N o o g .11, 4 Q. c v v 1 � I - o I - o i ✓ • - n T m o o ,° . r`' 8- 8- o° ° a o "' ..,, , t a 5' -0 r O o o lit O Q 0 0 0 r ... n co � ,, 0 u 0 ? t. r Mitchell & Morgan, L.L.P. 5 0 0 o D �, X GENERAL LOCATION MAP Consulting Engineers and Constructors § w 32 ` m O 1 I - ", m COTTAGES OF COLLEGE STATION 511 University Drive East, Suite 204 a a� =3 Gt _ %m W'4 yrf -1 Colle Station, Texas 77840 a"3 > m , i W o o j (979) 260 -6963 Fax: (979) 260 -3564 � ' _ Z r `� 2 0 is C ill ? 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N Na' Cn Cs1 •••••••••••••••••••••••••••••••••••••••••••• • • • • • Project: Capstone Simulation Run: E2 • Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 2 YR STORM • Compute Time: 31 Mar2011, 10:53:46 Control Specifications: HYDROLOGY • • Hydrologic Drainage Area Peak DischargeTime of Peak Volume • Element (MI2) (CFS) (IN) • Pond1 -DA 0.0598 42.7 16Sep1986, 12:50 2.17 • Pond2 -DA 0.0329 27.3 16Sep1986, 12:40 2.14 • NE -E -DA 0.0204 23.2 16Sep1986, 12:23 2.15 • NW -E -DA 0.0139 21.6 16Sep1986, 12:12 2.16 • • • • • • • • • • • • • • • • • • • • • • • • • • • • EXHIBIT 11 Project: Capstone Simulation Run: E2 Subbasin: Pond1 -DA Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 2 YR STORM Compute Time: 31 Mar2011, 10:53:46 Control Specifications: HYDROLOGY - Volume Units: IN Computed Results • Peak Discharge : 42.7 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:50 Total Precipitation : 3.96 (IN) Total Direct Runoff : 2.17 (IN) Total Loss : 1.76 (IN) Total Baseflow : 0.00 (IN) Total Excess : 2.20 (IN) Discharge : 2.17 (IN) • • • 4D • • • • r • • • • • • • • • • • • Subbasin "Pond1 -DA" Results for Run "E2" • 0.00 • • 0.02 - • ` 0.04 - - a) 0.06 • 0.08- • • • 45 • 40 • 35 • 30 • • .. 25 w • ° 20 • 15 • 10- • 5 - • • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • 1 16Sep1986 • • Run:E2 Element:POND1 -DA Result:Precipitation'' Run:E2 Element:POND1 -DA Result:Precipitation Loss • Run:E2 Element:POND1 -DA Result:Outflow - -- Run:E2 Element:POND1 -DA Result:Baseflow • • • • • • • • • • • • • • • • • • Project: Capstone • Simulation Run: E2 Subbasin: Pond2 -DA • Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 2 YR STORM Compute Time: 31 Mar2011, 10:53:46 Control Specifications: HYDROLOGY • • Volume Units: IN I • Computed Results • Peak Discharge : 27.3 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:40 • Total Precipitation : 3.96 (IN) Total Direct Runoff : 2.14 (IN) • Total Loss : 1.79 (IN) Total Baseflow : 0.00 (IN) Total Excess : 2.17 (IN) Discharge : 2.14 (IN) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Subbasin "Pond2 -DA" Results for Run "E2" 0.00 • 0.02 - • x 0.04 • • 0 0.06' 0.08 • • 30 • 25 - • • 20" • • 15 • 3 . 10- • • 5- • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 16Sep1986 • • Run:E2 Element:POND2 -DA Result:Precipitation""" Run:E2 Element:POND2 -DA Result:Precipitation Loss • Run:E2 Element:POND2 -DA Result:Outflow - -- Run:E2 Element:POND2 -DA Result:Baseflow • • • • • • • • • • • • • Project: Capstone Simulation Run: E2 Subbasin: NE -E -DA Start of Run: 16Sep1986, 00 :00 Basin Model: ExistingSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 2 YR STORM Compute Time: 31 Mar2011, 10:53:46 Control Specifications: HYDROLOGY • • Volume Units: IN • • Computed Results • Peak Discharge : 23.2 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:23 • Total Precipitation : 3.96 (IN) Total Direct Runoff : 2.15 (IN) Total Loss : 1.79 (IN) Total Baseflow : 0.00 (IN) Total Excess : 2.17 (IN) Discharge : 2.15 (IN) • • • • • • ID • • r • • 0 0 0 • • • • • • Subbasin "NE -E -DA" Results for Run "E2" • 0.00 • • 0.02 - • 0.04 • * 0 0.06 • 0.08 • • • • 20 • • 15 • U • 3 10- • o • 5 • • • 0 i 1 • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • Run:E2 Element:NE - - Result:Precipitation Run:E2 Element:NE-E-DA Result:Precipitation Loss • Run:E2 Element:NE -E -DA Result:Outflow - -- Run:E2 Element:NE -E -DA Result:Baseflow • • • • • • • • • • • • • • • • • Project: Capstone • Simulation Run: E2 Subbasin: NW -E -DA • Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 2 YR STORM Compute Time: 31 Mar2011, 10:53:46 Control Specifications: HYDROLOGY • Volume Units: IN • • Computed Results Peak Discharge : 21.6 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:12 • Total Precipitation : 3.96 (IN) Total Direct Runoff : 2.16 (IN) • Total Loss : 1.79 (IN) Total Baseflow : 0.00 (IN) Total Excess : 2.17 (IN) Discharge : 2.16 (IN) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Subbasin "NW -E -DA" Results for Run "E2" • 0.00 • • O.o2 0.04 00.06 - • 0.08 . • • • ` • 20 • 15 • • v 10 3 • ° 5 • • 4111 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • • Run:E2 Element:NW -E -DA Result:Precipitation Run:E2 Element:NW -E -DA Result:Precipitation Loss • Run:E2 Element:NW-E-DA Result:Outflow - -- Run:E2 Element:NW -E -DA Result:Baseflow • • • • • • • • • • • • • • • • Project: Capstone Simulation Run: P2 • Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 2 YR STORM Compute Time: 23May2011, 14:55:10 Control Specifications: HYDROLOGY • • Hydrologic Drainage Area Peak DischargeTime of Peak Volume • Element (MI2) (CFS) (IN) fib Pond1 -DA 0.076100 63.8 16Sep1986, 12:49 2.71 Pond1 0.076100 37.3 16Sep1986, 13:24 2.70 • Pond2 -DA 0.047200 58.1 16Sep1986, 12:33 3.24 • Pond2 0.047200 27.3 16Sep1986, 13:05 3.24 • NE -P -DA 0.003627 8.3 16Sep1986, 12:11 3.68 • • • • • • • • • 1 • in • • • • • • • • • • • • • • • • EXHIBIT 12 411 • • • • • Project: Capstone • Simulation Run: P2 Reservoir: Pond1 • Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 2 YR STORM Compute Time: 23May2011, 14:55:10 Control Specifications: HYDROLOGY • Volume Units: IN • Computed Results • Peak Inflow : 63.8 (CFS) Date/Time of Peak Inflow : 16Sep1986, 12:49 • Peak Outflow : 37.3 (CFS) Date/Time of Peak Outflow : 16Sep1986, 13:24 111 Total Inflow : 2.71 (IN) Peak Storage : 2.1 (AC -FT) Total Outflow : 2.70 (IN) Peak Elevation : 304.5 (FT) IS • ■ • • • • • • • • • • • • • • • • • • • • • • • • • • • Reservoir "Pond1" Results for Run "P2" • 2.0 - 304.36 • ( 1.5 - 302.77 w • rn 1.0 - 301.18 0 Y • 0.5 - 299.59 • 0.0 298.00 70 60 • • 50 .. 40 N • �- • 0 30- • 20 •_ 10 0 '-' 1 1 1 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 16Sep1986 • Run:P2 Element:POND1 Result:Storage Run:P2 Element:POND1 Result:Pool Elevation Run:P2 Element:POND1 Result:Outflow - -- Run:P2 Element:POND1 Result:Combined Flow • • • • • • • • • • • • • • • • Project: Capstone • Simulation Run: P2 Reservoir: Pond2 • Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 2 YR STORM • Compute Time: 23May2011, 14:55:10 Control Specifications: HYDROLOGY • Volume Units: IN • • Computed Results Peak Inflow : 58.1 (CFS) Date/Time of Peak Inflow : 16Sep1986, 12:33 • Peak Outflow : 27.3 (CFS) Date/Time of Peak Outflow : 16Sep1986, 13:05 • Total Inflow : 3.24 (IN) Peak Storage : 1.6 (AC -FT) • Total Outflow : 3.24 (IN) Peak Elevation : 312.7 (FT) • • • • • • • • • • • • • • • • • • • • • • • • • • 411 • • Reservoir "Pond2" Results for Run "P2" 1.8 313.00 1.6 - 312.11 w X 1.4 - - 311.22 U 1.2- -310.33 .. Q 1.0 - 309.44 $ 0.8 -308.56 w • 2 0.6 - 307.67 0.4 - 306.78 0.2 - 305.89 0.0 305.00 60 50 • • 40 o 30 • Li. 20 • 10- 0 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 fib 16Sep1986 • Run:P2 Element:POND2 Result:Storage Run:P2 Element:POND2 Result:Pool Elevation f Run:P2 Element:POND2 Result:Outflow - -- Run:P2 Element:POND2 Result:Combined Flow • • • • • • • • • • Project: Capstone • Simulation Run: P2 Subbasin: NE -P -DA • Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 2 YR STORM • Compute Time: 23May2011, 14:55:10 Control Specifications: HYDROLOGY • Volume Units: IN • • Computed Results • Peak Discharge : 8.3 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:11 • Total Precipitation : 3.96 (IN) Total Direct Runoff : 3.68 (IN) • Total Loss : 0.27 (IN) Total Baseflow : 0.00 (IN) • Total Excess : 3.69 (IN) Discharge : 3.68 (IN) • • • • • • I • • • • • • • • • • • • • • • • • • • • • • • • Subbasin "NE -P -DA" Results for Run "P2" • 0.00 • • 0.02 .. • � 0.04 - • 0 0.06 • 0.08 • • • 9 • 8 • 7 • 6 _ • • 5 • v 4 • u. 3 • • 1 _ • • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • "m" Run:P2 Element:NE -P -DA Result:Precipitation °". Run:P2 Element:NE -P -DA Result:Precipitation Loss • Run:P2 Element:NE -P -DA Result:Outflow - -- Run:P2 Element:NE -P -DA Result:Baseflow • • • • • • • • • • • • • • • Project: Capstone Simulation Run: E5 ID Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem ID End of Run: 17Sep1986, 00:00 Meteorologic Model: 5 YR STORM • Compute Time: 31 Mar2011, 10:56:30 Control Specifications: HYDROLOGY Hydrologic Drainage Area Peak DischargeTime of Peak Volume Element (MI2) (CFS) (IN) Pond1 -DA 0.0598 73.3 16Sep1986, 12:49 4.15 Pond2 -DA 0.0329 46.6 16Sep1986, 12:39 4.13 ID NE -E -DA 0.0204 38.9 16Sep1986, 12:23 4.15 NW -E -DA 0.0139 35.5 16Sep1986, 12 :12 4.16 ID ID e ID s • ID ID lb • r • • f MI ED • • EXHIBIT 13 • • Project: Capstone • Simulation Run: E5 Subbasin: Pond1 -DA Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem End of Run: 17Sep1986, 00:00 Meteorologic Model: 5 YR STORM - Compute Time: 31 Mar2011, 10:56:30 Control Specifications: HYDROLOGY • Volume Units: IN • Computed Results Peak Discharge : 73.3 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:49 Total Precipitation : 6.20 (IN) Total Direct Runoff : 4.15 (IN) . Total Loss : 1.99 (IN) Total Baseflow : 0.00 (IN) Total Excess : 4.21 (IN) Discharge : 4.15 (IN) 0 • ID 0 • • • • • • • 0 • 0 • 0 0 0 • • • • • • Subbasin "Pondl -DA" Results for Run "E5" • o.00 0.02 - • 0.04 0.06' 0 0.08- • 0.10- • 0.12 • 80 • 70 • 60 • • 50- • - 40- • • • � 30 • 20- • 0 • • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • 1 16Sep1986 • • Run:E5 Element:POND1 -DA Result:Precipitation Run:E5 Element:POND1 -DA Result:Precipitation Loss • Run:E5 Element:POND1 -DA Result:Outflow - -- Run:E5 Element:POND1 -DA Result:Baseflow • • • • • • • • • • • • 1 - Project: Capstone Simulation Run: E5 Subbasin: Pond2 -DA • Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem End of Run: 17Sep1986, 00:00 Meteorologic Model: 5 YR STORM - Compute Time: 31 Mar2011, 10:56:30 Control Specifications: HYDROLOGY • Volume Units: IN ID • Computed Results Peak Discharge : 46.6 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:39 • Total Precipitation : 6.20 (IN) Total Direct Runoff : 4.13 (IN) - Total Loss : 2.03 (IN) Total Baseflow : 0.00 (IN) Total Excess : 4.17 (IN) Discharge : 4.13 (IN) ID • ID • fD ID ID • 1 r fit • ID ID ID • • ID ID • • • • Subbasin "Pond2 -DA" Results for Run "E5" • 0.00 0.02 - .. 0.04 - 0.06 II 0.08 = 0.10 • 0.12 - • 50 • 45- • 40 • 35 • 30 • 6 25- • 3 20 • IL 15 • 10 _ • _ • 5 --` • 0 • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • • Run:E5 Element:POND2 -DA Result:Precipitation' Run:E5 Element:POND2 -DA Result:Precipitation Loss • Run:E5 Element:POND2 -DA Result:Outflow - -- Run:E5 Element:POND2 -DA Result:Baseflow • • • • • • • • • • • • • • • • • Project: Capstone • Simulation Run: E5 Subbasin: NE -E -DA • Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 5 YR STORM • Compute Tinie: 31 Mar2011, 10:56:30 Control Specifications: HYDROLOGY • Volume Units: IN • • Computed Results • Peak Discharge : 38.9 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:23 • Total Precipitation : 6.20 (IN) Total Direct Runoff : 4.15 (IN) • Total Loss : 2.03 (IN) Total Baseflow : 0.00 (IN) • Total Excess : 4.17 (IN) Discharge : 4.15 (IN) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Subbasin "NE -E -DA" Results for Run "E5" • o.00 r 0.02 • .. 0.04 • 0.06 - • • Q 0.08 - • 0.10 • 0.12 • • 40 1 • 35 • 30 _ • • 25 • t 20 • 0 15 u_ • 10 • 5 - • L_ • 0 • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • Run:E5 Element:NE -E -DA Result:Precipitation — Run:E5 Element:NE -E -DA Result:Precipitation Loss • Run:E5 Element:NE -E -DA Result:Outflow - -- Run:E5 Element:NE -E -DA Result:Baseflow • • • • • • • • • r • • Project: Capstone Simulation Run: E5 Subbasin: NW -E -DA Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem End of Run: 17Sep1986, 00:00 Meteorologic Model: 5 YR STORM - Compute Time: 31 Mar2011, 10:56:30 Control Specifications: HYDROLOGY Volume Units: IN • Computed Results Peak Discharge : 35.5 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:12 Total Precipitation : 6.20 (IN) Total Direct Runoff : 4.16 (IN) - Total Loss : 2.03 (IN) Total Baseflow : 0.00 (IN) Total Excess : 4.17 (IN) Discharge : 4.16 (IN) • • • • • • • • • • • • • • • • • • • • • • • • • Subbasin "NW -E -DA" Results for Run "E5" • 0.00 • 0.02 • .. 0.04 • 0.06 - • • Q 0.08 • 0.10- • 0.12 • • 40 • 35 • 30 _ • • 25 • 20 • • 0 15 • 10- • 5- • • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • mum Run:E5 Element:NW -E -DA Result:Precipitation Run:E5 Element:NW -E -DA Result:Precipitation Loss • Run:E5 Element:NW -E -DA Result:Outflow — — – Run:E5 Element:NW -E -DA Result:Baseflow • • • • • • • • • • • • • • • lil • • Project: Capstone Simulation Run: P5 • • Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 5 YR STORM Compute Time: 03Apr2011, 15:35:35 Control Specifications: HYDROLOGY • • Hydrologic Drainage Area Peak DischargeTime of Peak Volume • Element (MI2) (CFS) (IN) • Pond 1 -DA 0.076100 101.3 16Sep1986, 12:49 4.76 • Pond1 0.076100 47.0 16Sep1986, 13:37 4.76 • Pond2 -DA 0.047200 85.7 16Sep1986, 12:32 5.37 • Pond2 0.047200 43.4 16Sep1986, 13:04 5.37 • NE -P -DA 0.003627 11.4 16Sep1986, 12:11 5.88 • • • • • • • • • • • • • • • • • • • • • • • • • • • • EXHIBIT 14 • • • • Project: Capstone • Simulation Run: P5 Reservoir: Pond1 Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 5 YR STORM • Compute Time: 03Apr2011, 15:35:35 Control Specifications: HYDROLOGY • Volume Units: IN • • Computed Results • Peak Inflow : 101.3 (CFS) Date/Time of Peak Inflow : 16Sep1986, 12:49 • Peak Outflow : 47.0 (CFS) Date/Time of Peak Outflow : 16Sep1986, 13:37 • Total Inflow : 4.76 (IN) Peak Storage : 4.8 (AC -FT) • Total Outflow : 4.76 (IN) Peak Elevation : 307.1 (FT) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Reservoir "Pondl" Results for Run "P5" • 5.0 - 308.00 • - • 4.0 - - 306.00 LL. • Q 3.0 - 304.00 .. m 2.0 302.00 w • 0 • 1.0 - 300.00 0.0 298.00 • 120 • • 100- • 80 - • 6 60- • o • 40 • 20 • • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • 1 16Sep1986 • Run:P5 Element:POND1 Result:Storage Run:P5 Element:POND1 Result:Pool Elevation • Run:P5 Element:POND1 Result:Outflow - -- Run:P5 Element:POND1 Result:Combined Flow • • • • • • • • • • • • • • • • • Project: Capstone Simulation Run: P5 Reservoir: Pond2 Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 5 YR STORM • Compute Time: 03Apr2011, 15:35:35 Control Specifications: HYDROLOGY Volume Units: IN • Computed Results Peak Inflow : 85.7 (CFS) Date/Time of Peak Inflow : 16Sep1986, 12:32 • Peak Outflow : 43.4 (CFS) Date/Time of Peak Outflow : 16Sep1986, 13:04 • Total Inflow : 5.37 (IN) Peak Storage : 3.1 (AC -FT) • Total Outflow : 5.37 (IN) Peak Elevation : 314.4 (FT) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Reservoir "Pond2" Results for Run "P5" 3.5 3.0 - 313.57 • P- LL 2.5 - < 2.0 -310.71 $ - =' � 1.5' L 2 1.0 - 307.86 0.5 0.0 - 305.00 • 90 80 • 70 • 60 • ; 50 40 o 30 r u 20 _ 10 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 . I 16Sep1986 • Run:P5 Element:POND2 Result:Storage Run:P5 Element:POND2 Result:Pool Elevation • Run:P5 Element:POND2 Result:Outflow — — - Run:P5 Element:POND2 Result:Combined Flow • • r ID fib • • • • • • • Project: Capstone • Simulation Run: P5 Subbasin: NE -P -DA • Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem End of Run: 17Sep1986, 00:00 Meteorologic Model: 5 YR STORM • Compute Time: 03Apr2011, 15:35:35 Control Specifications: HYDROLOGY • Volume Units: IN • • Computed Results Peak Discharge : 11.4 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:11 • Total Precipitation : 6.20 (IN) Total Direct Runoff : 5.88 (IN) • Total Loss : 0.30 (IN) Total Baseflow : 0.00 (IN) • Total Excess : 5.90 (IN) Discharge : 5.88 (IN) • • • • • • • • • • • • • • • • • • • • • • • • 111 • O • • • Subbasin "NE -P -DA" Results for Run "P5" • 0.00 0.02 - .. 0.04 - 0.06 ai 0.08 - 0.10 • 0.12' • • 12 • 10- • • 8 - • w 6 0 • 3 • 2 4 • • 2 • L.. • 0 ' ~ • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • Run:P5 Element:NE -P -DA Result:Precipitation Run:P5 Element:NE -P -DA Result:Precipitation Loss • Run:P5 Element:NE -P -DA Result:Outflow - -- Run:P5 Element:NE -P -DA Result:Baseflow • • • • • • • • • • • • • Project: Capstone Simulation Run: E10 ft • Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem End of Run: 17Sep1986, 00:00 Meteorologic Model: 10 YR STORM Compute Time: 20May2011, 13:57:14 Control Specifications: HYDROLOGY r vs Hydrologic Drainage Area Peak DischargeTime of Peak Volume Element (MI2) (CFS) (IN) lb Pond1 -DA 0.0598 86.8 16Sep1986, 12:49 5.20 IR Pond2 -DA 0.0329 54.9 16Sep1986, 12:38 5.17 • NE -E -DA 0.0204 45.3 16Sep1986, 12:22 5.19 NW -E -DA 0.0139 40.8 16Sep1986, 12:11 5.21 ID • ID ID GI • ID ID ID ID ID • • ID • • ID ID EXHIBIT 15 Project: Capstone Simulation Run: E10 Subbasin: Pond1 -DA Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 10 YR STORM • Compute Time: 20May2011, 13:57:14 Control Specifications: HYDROLOGY Volume Units: IN Computed Results Peak Discharge : 86.8 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:49 • Total Precipitation : 7.33 (IN) Total Direct Runoff : 5.20 (IN) • Total Loss : 2.06 (IN) Total Baseflow : 0.00 (IN) • Total Excess : 5.26 (IN) Discharge : 5.20 (IN) • • • Er • • • • • • • • • • • • • • • • Subbasin "Pondl -DA" Results for Run "El0" • 0.00 • 0.02 - • 0.04 - r 0.06- a0.08 0.10 0.12 • 90 • 80 • 70 • 60-. • • v 40 3 • : 30 • 20 • 10 - • • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • Run:E10 Element:POND1 -DA Result:Precipitation Run:E10 Element:POND1 -DA Result:Precipitation Loss • Run:E10 Element:POND1 -DA Result:Outflow - -- Run:E10 Element:POND1 -DA Result:Baseflow • • • • • • • • • • • 411 r Project: Capstone 0.00 Simulation Run: E10 Subbasin: Pond2 -DA �• Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem 401m End of Run: 17Sep1986, 00:00 Meteorologic Model: 10 YR STORM Compute Time: 20May2011, 13:57:14 Control Specifications: HYDROLOGY allw maw Volume Units: IN Computed Results Peak Discharge : 54.9 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:38 MO. Total Precipitation : 7.33 (IN) Total Direct Runoff : 5.17 (IN) Total Loss : 2.10 (IN) Total Baseflow : 0.00 (IN) ..' Total Excess : 5.22 (IN) Discharge : 5.17 (IN) mem AIM VIM OM flab fib r Oa N alb fra fe Project: Capstone • Simulation Run: E10 Subbasin: NE -E -DA • Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 10 YR STORM Compute Time: 20May2011, 13:57:14 Control Specifications: HYDROLOGY • Volume Units: IN • • Computed Results Peak Discharge : 45.3 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:22 • Total Precipitation : 7.33 (IN) Total Direct Runoff : 5.19 (IN) fib Total Loss : 2.10 (IN) Total Baseflow : 0.00 (IN) Total Excess : 5.22 (IN) Discharge : 5.19 (IN) • lb wir • • • • • • • • • • • • • • ID ID • • • • Subbasin "NE -E -DA" Results for Run "El 0" • 0.00 - • 0.02 • 0.04 - 0.06 • m 0.08 i 0 0.10- • 0.12 • • 50 • 45 • 40 35 • 30 • 6 25- • 3 20 • u- 15- • 10- • • 5 • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • 1 16Sep1986 Run:E10 Element:NE -E -DA Result:Precipitation limn Run:E10 Element:NE -E -DA Result:Precipitation Loss • Run:E10 Element:NE -E -DA Result:Outflow - -- Run:E10 Element:NE -E -DA Result:Baseflow • • • • • • • • • • • • e Project: Capstone • Simulation Run: E10 Subbasin: NW -E -DA • Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 10 YR STORM Compute Time: 20May2011, 13:57:14 Control Specifications: HYDROLOGY • Volume Units: IN • • Computed Results Peak Discharge : 40.8 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:11 • Total Precipitation : 7.33 (IN) Total Direct Runoff : 5.21 (IN) - Total Loss : 2.10 (IN) Total Baseflow : 0.00 (IN) Total Excess : 5.22 (IN) Discharge : 5.21 (IN) ID ID ft • ED • • • • • • • • • • • • Subbasin "NW -E -DA" Results for Run "El0" • 0.0o • 0.02 • 0.04 • r 0.06 - 0.08_ 0.10- • 0.12 • • 45 • 40- • 35 • 30 - • • N 25_ 20 3 • L i 15 10 • _ • 5 • 1 T 1 1 • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • mimm• Run:E10 Element:NW -E -DA Result:Precipitation ' Run:E10 Element:NW -E -DA Result:Precipitation Loss Run:E10 Element:NW-E-DA Result:Outflow - -- Run:E10 Element:NW -E -DA Result:Baseflow • • • • • • • • • • • • • • • • • Project: Capstone Simulation Run: P10 • Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 10 YR STORM • Compute Time: 03Apr2011, 15:34:53 Control Specifications: HYDROLOGY • Hydrologic Drainage Area Peak DischargeTime of Peak Volume • Element (MI2) (CFS) (IN) • Pond1 -DA 0.076100 117.9 16Sep1986, 12:48 5.83 • Pond1 0.076100 50.8 16Sep1986, 13:44 5.82 • Pond2 -DA 0.047200 97.1 16Sep1986, 12:32 6.46 • Pond2 0.047200 55.9 16Sep1986, 13:01 6.46 • NE -P -DA 0.003627 12.5 16Sep1986, 12:11 6.99 • • • • • • • • • • • • • • • • • • • • • • • • • • • • EXHIBIT 16 r • Project: Capstone Simulation Run: P10 Reservoir: Ponds • Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem S End of Run: 17Sep1986, 00:00 Meteorologic Model: 10 YR STORM • Compute Time: 03Apr2011,15:34:53 Control Specifications: HYDROLOGY • - Volume Units: IN f♦ Comactec ResJits • • Peak Inflow : 117.9 (CFS) Datef ime of Peak Inflow : 16Sep1986, 12:48 • Peak Outflow: 50.8 (CFS) Datelfime of Peak Outflow : 16Sep1986, 13:44 Total Inflow: 5.83 (IN) Peak Storage : 6.3 (AC-FT) Total Outflow : 5.82 (IN) Peak Elevation : 308.3 (FT) • • r • • • • • • • r • • • Reservoir "Pond1" Results for Run "P10" r - 309.00 • P 6 - 307.43 - - 305.86 • 4 o -304.29 302.11 w 2 - 301.14 - - 299.57 0 — 298.00 120 8o_ • 3 • O LL 0 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 0000 16Sep1986 • Run:P10 ElementPOND1 ResultStorage Run:P10 ElementPOND1 ResultPool Elevation Run:P10 ElementPOND1 Resuk:Outllow - -- Run:P10 ElementPOND1 ResultConbined Flow • • • • • • • • • • • • • • • • • • • • • • • • • • Project: Capstone • Simulation Run: P10 Reservoir: Pond2 • Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 10 YR STORM Compute Time: 03Apr2011, 15:34:53 Control Specifications: HYDROLOGY • • Volume Units: IN • • Computed Results • Peak Inflow : 97.1 (CFS) Date/Time of Peak Inflow : 16Sep1986, 12:32 • Peak Outflow : 55.9 (CFS) Date/Time of Peak Outflow : 16Sep1986, 13:01 • Total Inflow : 6.46 (IN) Peak Storage : 3.5 (AC -FT) Total Outflow : 6.46 (IN) Peak Elevation : 314.7 (FT) ID • • • • • • • • • • • • • • • • • • • • • • • • • • • • • a a Reservoir "Pond2" Results for Run "P10" • 4.0 315.00 • 3.5 - u_ 3.0 312.50 v 2.5 F $ 2.0 -310.00 m • rn — • o 1.5 - w c 1.0 - 307.50 0 0.5 • 0.0 - 305.00 • 100 90 • 80- e 70 • 60 50 • 40 4 30 - 20 • 10' • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • 16Sep1986 • Run:P10 Element:POND2 Result:Storage Run:P10 Element:POND2 Result:Pool Elevation Run:P10 Element:POND2 Result:Outflow - -- Run:P10 Element:POND2 Result:Combined Flow • • • • • • • lb a • • • • • • Project: Capstone • Simulation Run: P10 Subbasin: NE -P -DA • Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 10 YR STORM • Compute Time: 03Apr2011, 15:34:53 Control Specifications: HYDROLOGY • Volume Units: IN • • Computed Results • Peak Discharge : 12.5 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:11 • Total Precipitation : 7.33 (IN) Total Direct Runoff : 6.99 (IN) • Total Loss : 0.32 (IN) Total Baseflow : 0.00 (IN) Total Excess : 7.01 (IN) Discharge : 6.99 (IN) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Subbasin "NE -P -DA" Results for Run "P10" • 0.00 • 0.02 • .. 0.04 • 0.06 - • m 0.08- • 0 0.10- • • 0.12 • 14 • 12 _ • • 10 • • U • 3 6 - • 4 • 2 • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21 :00 00:00 • ( 16Sep1986 • 'u' Run:P10 Element:NE -P -DA Result:Precipitation Run:P10 Element:NE -P -DA Result:Precipitation Loss • Run:P10 Element:NE -P -DA Result:Outflow - -- Run:P10 Element:NE -P -DA Result:Baseflow • • • • • • • • • • • • • Project: Capstone Simulation Run: E25 Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem ID End of Run: 17Sep1986, 00:00 Meteorologic Model: 25 YR STORM • Compute Time: 31Mar2011, 11:09:43 Control Specifications: HYDROLOGY ID • Hydrologic Drainage Area Peak DischargeTime of Peak Volume Element (MI2) (CFS) (IN) ID Pond1 -DA 0.0598 105.4 16Sep1986, 12:49 6.22 Pond2 -DA 0.0329 66.6 16Sep1986, 12:38 6.19 NE -E -DA 0.0204 54.6 16Sep1986, 12:22 6.21 a NW -E -DA 0.0139 48.8 16Sep1986, 12:11 6.23 lb • • lb I/ • ID ft • • • fib r • • • EXHIBIT 17 • • • • Project: Capstone • Simulation Run: E25 Subbasin: Pond1 -DA • Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 25 YR STORM Compute Time: 31Mar2011, 11:09:43 Control Specifications: HYDROLOGY • Volume Units: IN • • Computed Results Peak Discharge : 105.4 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:49 • Total Precipitation : 8.40 (IN) Total Direct Runoff : 6.22 (IN) • Total Loss : 2.12 (IN) Total Baseflow : 0.00 (IN) Total Excess : 6.28 (IN) Discharge : 6.22 (IN) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Subbasin "Pondl -DA" Results for Run "E25" • o.00 • 0.02 • 0.04 • 0.06 • Q 0.08 • 0 0.10 , • 0.12 1 • 0.14 • 0.16 • 120 • 100 - I • • 80 • • 0 60- • • —° 40 u_ • • 20 • • 0' I r I I i i r • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • mimm Run:E25 Element:POND1 -DA Result:Precipitation Run:E25 Element:POND1 -DA Result:Precipitation Loss • Run:E25 Element:POND1 -DA Result:Outflow - -- Run:E25 Element:POND1 -DA Result:Baseflow • • • • • • • • • • Project: Capstone • Simulation Run: E25 Subbasin: Pond2 -DA • Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 25 YR STORM Compute Time: 31 Mar2011, 11:09:43 Control Specifications: HYDROLOGY • • Volume Units: IN • Computed Results Peak Discharge : 66.6 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:38 • Total Precipitation : 8.40 (IN) Total Direct Runoff : 6.19 (IN) - Total Loss : 2.16 (IN) Total Baseflow : 0.00 (IN) Total Excess : 6.24 (IN) Discharge : 6.19 (IN) ID • ID fib ID • • ID ID • • IID • • • • • • • • • • • Subbasin "Pond2 -DA" Results for Run "E25" • 0.00 • 0.02 • 0.04 - • 0.06 • a 0.08- • p 0.10- • 0.12 • 0.14 - ,• 0.16 • 70 • 60 • • 50 • 40- • • 3 30- u.. 20 _ • • 10- 0 • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • Run:E25 Element:POND2 -DA Result:Precipitation "MUM Run:E25 Element:POND2 -DA Result:Precipitation Loss • Run:E25 Element:POND2 -DA Result:Outflow — — - Run:E25 Element:POND2 -DA Result:Baseflow • • • • • • • • • • • • w • • • Project: Capstone • Simulation Run: E25 Subbasin: NE -E -DA • Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 25 YR STORM Compute Time: 31 Mar2011, 11:09:43 Control Specifications: HYDROLOGY • • Volume Units: IN • Computed Results • Peak Discharge : 54.6 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:22 • Total Precipitation : 8.40 (IN) Total Direct Runoff : 6.21 (IN) • Total Loss : 2.16 (IN) Total Baseflow : 0.00 (IN) Total Excess : 6.24 (IN) Discharge : 6.21 (IN) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Subbasin "NE -E -DA" Results for Run "E25" • 0.00 • 0.02 • 0.04 .. • g 0.06 - Q0.08 • p 0.10 - 0.12 • 0.14 - • 0.16 60 • • 50 • 40 • • 4- 30 • U • 20 • • 10 • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • Run:E25 Element:NE -E -DA Result:Precipitation Run:E25 Element:NE -E -DA Result:Precipitation Loss • Run:E25 Element:NE -E -DA Result:Outflow - -- Run:E25 Element:NE -E -DA Result:Baseflow • • • • • • • • • • • • • Project: Capstone - Simulation Run: E25 Subbasin: NW -E -DA - Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem . End of Run: 17Sep1986, 00:00 Meteorologic Model: 25 YR STORM Compute Time: 31 Mar2011, 11:09:43 Control Specifications: HYDROLOGY • Volume Units: IN . Computed Results Peak Discharge : 48.8 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:11 - Total Precipitation : 8.40 (IN) Total Direct Runoff : 6.23 (IN) - Total Loss : 2.16 (IN) Total Baseflow : 0.00 (IN) Total Excess : 6.24 (IN) Discharge : 6.23 (IN) • • • • r It • ID ID • • ID • r • • • • • • • • • Subbasin "NW -E -DA" Results for Run "E25" • 0.00 • 0.02 , • 0.04 .. • v 0.06 - Q 0.08 • 0 0.10- • 0.12 • 0.14 • 0.16 • 50 • 45 • 40 • 3 5 - • 30 • 25 • 3 20 15 • 10 - • 5 _ • • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • 16Sep1986 • • nem= Run:E25 Element:NW -E -DA Result:Precipitation UMW" Run:E25 Element:NW -E -DA Result:Precipitation Loss • Run:E25 Element:NW -E -DA Result:Outflow — — – Run:E25 Element:NW-E-DA Result:Baseflow • • • • • • • • • • • • 411 Project: Capstone Simulation Run: P25 Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem ft End of Run: 17Sep1986, 00:00 Meteorologic Model: 25 YR STORM • Compute Time: 03Apr2011, 15:32:51 Control Specifications: HYDROLOGY ta Hydrologic Drainage Area Peak DischargeTime of Peak Volume • Element (MI2) (CFS) (IN) - Pond1 -DA 0.076100 141.4 16Sep1986, 12:48 6.87 - Pond1 0.076100 54.6 16Sep1986, 13:50 6.87 - Pond2 -DA 0.047200 114.9 16Sep1986, 12:32 7.52 ft Pond2 0.047200 68.5 16Sep1986, 13:00 7.52 - NE -P -DA 0.003627 14.5 16Sep1986, 12:11 8.06 • • • • • ft • ID • • • ID f • • • EXHIBIT 18 • Project: Capstone . Simulation Run: P25 Reservoir: Pond1 Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem - End of Run: 17Sep1986, 00:00 Meteorologic Model: 25 YR STORM Compute Time: 03Apr2011, 15:32:51 Control Specifications: HYDROLOGY Volume Units: IN Computed Results Peak Inflow : 141.4 (CFS) Date/Time of Peak Inflow : 16Sep1986, 12:48 Peak Outflow : 54.6 (CFS) Date/Time of Peak Outflow : 16Sep1986, 13:50 Total Inflow : 6.87 (IN) Peak Storage : 8.4 (AC -FT) Total Outflow : 6.87 (IN) Peak Elevation : 309.6 (FT) s • • • • • • • • • • • ID • • • • • • • • • Reservoir "Pond1" Results for Run "P25" • 9 - 310.00 • 8 i - 308.67 • 7 - 307.33 • v 6 - 306.00 ,� • Q 5 - 304.67 $ • 4 - 303.33 w • 0 3 - 302.00 • 2 - 300.67 • 1 - - 299.33 • 0 298.00 • 160 • 140 - • 120 - • • 100 - 80- • U • 0 60 • u_ 40- • 20 • . • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • Run:P25 Element:POND1 Result:Storage Run:P25 Element:POND1 Result:Pool Elevation • Run:P25 Element:POND1 Result:Outflow - -- Run:P25 Element:POND1 Result:Combined Flow • • • • • • • • • • • • • • • • Project: Capstone • Simulation Run: P25 Reservoir: Pond2 ! Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem all End of Run: 17Sep1986, 00:00 Meteorologic Model: 25 YR STORM • Compute Time: 03Apr2011, 15:32:51 Control Specifications: HYDROLOGY • Volume Units: IN • • Computed Results • Peak Inflow : 114.9 (CFS) Date/Time of Peak Inflow : 16Sep1986, 12:32 • Peak Outflow : 68.5 (CFS) Date/Time of Peak Outflow : 16Sep1986, 13:00 • Total Inflow : 7.52 (IN) Peak Storage : 4.2 (AC -FT) • Total Outflow : 7.52 (IN) Peak Elevation : 315.1 (FT) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Reservoir "Pond2" Results for Run "P25" • 4.5 - 316.00 • 4.0 - 314.67 • p 3.5 - - 313.33 • 3.0 - 312.00 • Q 2.5- - 310.67 • a 2.0 - 309.33 w • 0 1.5 - 308.00 • (i) 1.0 - 306.67 • 0.5 I - 305.33 • 0.0 304.00 • 120 100 • • 80- • .. \I lk • 6 60- v • ° 40 • • 20- • • 0 — 1 , i , ► i 1 7 • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • Run:P25 Element:POND2 Result:Storage Run:P25 Element:POND2 Result:Pool Elevation • Run:P25 Element:POND2 Result:Outflow --- Run:P25 Element:POND2 Result:Combined Flow • • • • • • • • • • • • • • • Project: Capstone • Simulation Run: P25 Subbasin: NE -P -DA • Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 25 YR STORM Compute Time: 03Apr2011, 15:32:51 Control Specifications: HYDROLOGY S Volume Units: IN • Computed Results • Peak Discharge : 14.5 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:11 • Total Precipitation : 8.40 (IN) Total Direct Runoff : 8.06 (IN) • Total Loss : 0.32 (IN) Total Baseflow : 0.00 (IN) Total Excess : 8.08 (IN) Discharge : 8.06 (IN) • • • • • • • • • • • • • • • • • • ID • • • • • • Subbasin "NE -P -DA" Results for Run "P25" • 0.00 • 0.02 - • 0.04 - • 0.06 0.08 • 0 0.10- • 0.12 - 0.14 • 0.16 • 16 • 14 - • 12 • • 10- • U 8 • 0 6- • u_ • 4- • 2- • • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • 16Sep1986 • • �� Run:P25 Element:NE -P -DA Result:Precipitation I Run:P25 Element:NE -P -DA Result:Precipitation Loss • Run:P25 Element:NE -P -DA Result:Outflow - -- Run:P25 Element:NE -P -DA Result:Baseflow • • • • • • • • • • • • • • • • • Project: Capstone Simulation Run: E50 • Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 50 YR STORM • Compute Time: 31 Mar2011, 10:57:33 Control Specifications: HYDROLOGY I I• • Hydrologic Drainage Area Peak DischargeTime of Peak Volume • Element (MI2) (CFS) (IN) Pond 1 -DA 0.0598 121.1 16Sep1986, 12:49 7.54 • Pond2 -DA 0.0329 76.4 16Sep1986, 12:38 7.52 • NE -E -DA 0.0204 62.3 16Sep1986, 12:22 7.55 NW -E -DA 0.0139 55.4 16Sep1986, 12:11 7.56 • • • • • • • • • • • • • • • • • • • • • • • at • • • • EXHIBIT 19 • Project: Capstone - Simulation Run: E50 Subbasin: Pond1 -DA - Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem - End of Run: 17Sep1986, 00:00 Meteorologic Model: 50 YR STORM 1111 Compute Time: 31 Mar2011, 10:57:33 Control Specifications: HYDROLOGY - Volume Units: IN • * Computed Results • Peak Discharge : 121.1 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:49 - Total Precipitation : 9.80 (IN) Total Direct Runoff : 7.54 (IN) . Total Loss : 2.17 (IN) Total Baseflow : 0.00 (IN) Total Excess : 7.63 (IN) Discharge : 7.54 (IN) • • • • • • • • • ID • • • • • • • • • • • Subbasin "Pond1 -DA" Results for Run "E50" • 0.00 • • 0.04' • X 0.08 _ • 0 0.12' • • 0.16' • • 140 • 120' • • 100- • 80 _ • 4 - U • 3 60- • 40' • 20' • 0 1 r i i 1 • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • �' Run:E50 Element:POND1 -DA Result:Precipitation • Run:E50 Element:POND1 -DA Result:Precipitation Loss • Run:E50 Element:POND1 -DA Result:Outflow — — - Run:E50 Element:POND1 -DA Result:Baseflow • • • • • • • • • • • • • r Project: Capstone • Simulation Run: E50 Subbasin: Pond2 -DA • Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 50 YR STORM ID Compute Time: 31 Mar2011, 10:57:33 Control Specifications: HYDROLOGY • Volume Units: IN • Computed Results • Peak Discharge : 76.4 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:38 • Total Precipitation : 9.80 (IN) Total Direct Runoff : 7.52 (IN) Total Loss : 2.22 (IN) Total Baseflow : 0.00 (IN) Total Excess : 7.58 (IN) Discharge : 7.52 (IN) • ID • • • • • • • • • • Subbasin "Pond2 -DA" Results for Run "E50" • 0.00 • 0.04 .. _ • • 0.08_ a • 0 0.12 - • 0.16 • • 80 • 70 n • 60 - • • 50- • 40_ o • ., • LL 30 20 • 10 0 i t • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • Run:E50 Element:POND2 -DA Result:Precipitation — m Run:E50 Element:POND2 -DA Result:Precipitation Loss • Run:E50 Element:POND2 -DA Result:Outflow - -- Run:E50 Element:POND2 -DA Result:Baseflow • • • • • • • • • • • • • • Project: Capstone • Simulation Run: E50 Subbasin: NE -E -DA • Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 50 YR STORM Compute Time: 31Mar2011, 10:57:33 Control Specifications: HYDROLOGY • • Volume Units: IN • • Computed Results • Peak Discharge : 62.3 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:22 • Total Precipitation : 9.80 (IN) Total Direct Runoff : 7.55 (IN) . Total Loss : 2.22 (IN) Total Baseflow : 0.00 (IN) Total Excess : 7.58 (IN) Discharge : 7.55 (IN) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Subbasin "NE -E -DA" Results for Run "E50" • 0.00 • 0.04 .. • Q0.08_ • 0 0.12 • • 0.16 • 70 • 60- • • 50 _ • 40 - • • 3 30- 20 • • 10- •, • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • Run:E50 Element:NE -E -DA Result:Precipitation Run:E50 Element:NE-E-DA Result:Precipitation Loss • Run:E50 Element:NE -E -DA Result:Outflow - -- Run:E50 Element:NE -E -DA Result:Baseflow • • • • • • • • • • • • • Project: Capstone - Simulation Run: E50 Subbasin: NW -E -DA Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem - End of Run: 17Sep1986, 00:00 Meteorologic Model: 50 YR STORM Compute Time: 31 Mar2011, 10:57:33 Control Specifications: HYDROLOGY . Volume Units: IN • • Computed Results Peak Discharge : 55.4 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:11 • Total Precipitation : 9.80 (IN) Total Direct Runoff : 7.56 (IN) - Total Loss : 2.22 (IN) Total Baseflow : 0.00 (IN) Total Excess : 7.58 (IN) Discharge : 7.56 (IN) GI • • • • • • • • • fib • • • • • • • • • • Subbasin "NW -E -DA" Results for Run "E50" • 0.00 • 0.04 — • • s ; 0.08 Q • 0 0.12 • • 0.16 • • 60 • • 50 • 40 • • 6 30— • • j 20 • 10 • • 0 1 411 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • mew= Run:E50 Element:NW -E -DA Result:Precipitation • Run:E50 Element:NW-E-DA Result:Precipitation Loss • Run:E50 Element:NW-E-DA Result:Outflow - -- Run:E50 Element:NW -E -DA Result:Baseflow • • • • • • • • • • • • • • • • • • Project: Capstone Simulation Run: P50 • Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem IS End of Run: 17Sep1986, 00:00 Meteorologic Model: 50 YR STORM • Compute Time: 03Apr2011, 15:30:36 Control Specifications: HYDROLOGY • • Hydrologic Drainage Area Peak DischargeTime of Peak Volume • Element (MI2) (CFS) (IN) • Pond1 -DA 0.076100 160.6 16Sep1986, 12:48 8.21 • Pond1 0.076100 57.2 16Sep1986, 13:53 8.20 Pond2 -DA 0.047200 128.8 16Sep1986, 12:32 8.88 to Pond2 0.047200 77.0 16Sep1986, 13:00 8.88 • NE -P -DA 0.003627 16.0 16Sep1986, 12:11 9.45 • • • • • • • • • • • • • • • • • • • • • • • • • • • EXHIBIT 20 • Project: Capstone • Simulation Run: P50 Reservoir: Pond1 • Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 50 YR STORM • Compute Time: 03Apr2011, 15:30:36 Control Specifications: HYDROLOGY - Volume Units: IN I I • Computed Results • Peak Inflow : 160.6 (CFS) Date/Time of Peak Inflow : 16Sep1986, 12:48 • Peak Outflow : 57.2 (CFS) Date/Time of Peak Outflow : 16Sep1986, 13:53 1111 Total Inflow : 8.21 (IN) Peak Storage : 10.3 (AC -FT) Total Outflow : 8.20 (IN) Peak Elevation : 310.5 (FT) • • • • • • • • • • • • • • ID • • • • • • • • • • • Reservoir "Pond1" Results for Run "P50" 12 312.00 • • 10 - 309.67 1 • U 8 - 307.33 6 -305.00 a� • w • 2 4 - - 302.67 • 2 - 300.33 • 0 298.00 • 180 • 160 • 140 - • 120 - • ; 100_ • ° 80- • ° 60 • u_ • 40 • 20_ • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • 16Sep1986 • • 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 • • • • • • • • • • • • 411 Project: Capstone • Simulation Run: P50 Reservoir: Pond2 • Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 50 YR STORM Compute Time: 03Apr2011, 15:30:36 Control Specifications: HYDROLOGY • Volume Units: IN • Computed Results • Peak Inflow : 128.8 (CFS) Date/Time of Peak Inflow : 16Sep1986, 12:32 • Peak Outflow : 77.0 (CFS) Date/Time of Peak Outflow : 16Sep1986, 13:00 • Total Inflow : 8.88 (IN) Peak Storage : 4.7 (AC -FT) Total Outflow : 8.88 (IN) Peak Elevation : 315.6 (FT) • • • • • ED SI ID • • • • • ID • • • • • Reservoir "Pond2" Results for Run "P50" • 5.0 316.00 • - - 314.80 4.0 - 313.60 • v ; - - 312.40 • Q 3.0 - 311.20 - - 310.00 'm • 2.0 - 308.80 w • ° - - 307.60 • 1.0 - 306.40 - 305.20 • 0.0 304.00 • 140 • 120 - • 100 - 80 v 60 • _o • u- 40 I • 20- • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • 16Sep1986 • Run:P50 Element:POND2 Result:Storage Run:P50 Element:POND2 Result:Pool Elevation Run:P50 Element:POND2 Result:Outflow - -- Run:P50 Element:POND2 Result:Combined Flow • • • • • • • • • • • • • • • • • • Project: Capstone • Simulation Run: P50 Subbasin: NE -P -DA • Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 50 YR STORM Compute Time: 03Apr2011, 15:30:36 Control Specifications: HYDROLOGY • Volume Units: IN • • Computed Results • Peak Discharge : 16.0 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:11 • Total Precipitation : 9.80 (IN) Total Direct Runoff : 9.45 (IN) 411 Total Loss : 0.33 (IN) Total Baseflow : 0.00 (IN) Total Excess : 9.47 (IN) Discharge : 9.45 (IN) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Subbasin "NE -P -DA" Results for Run "P50" • 0.00 • - so 0.04 - • . • 0.08_ • 0 0.12 • • 0.16 • • 18 • 16 • 14 • 12 • • .. 10 w • 0 3 • 8 • 2 6 • 4- • 2 _ • � y • 0 • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • Run:P50 Element:NE -P -DA Result:Precipitation " Run:P50 Element:NE -P -DA Result:Precipitation Loss • Run:P50 Element:NE -P -DA Result:Outflow - -- Run:P50 Element:NE -P -DA Result:Baseflow • • • • • • • • • • • • • sr • • • • Project: Capstone Simulation Run: E100 • Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 100 YR STORM • Compute Time: 31 Mar2011, 10:58:07 Control Specifications: HYDROLOGY • • Hydrologic Drainage Area Peak DischargeTime of Peak Volume • Element (MI2) (CFS) (IN) • Pond 1 - 0.0598 136.0 16Sep1986, 12:48 8.69 • Pond2 -DA 0.0329 85.7 16Sep1986, 12:38 8.67 • NE -E -DA 0.0204 69.6 16Sep1986, 12:22 8.70 • NW -E -DA 0.0139 61.6 16Sep1986, 12:11 8.72 • • • • • • • • • • • • • • • • • • • • • • • • • • • • EXHIBIT 21 i Project: Capstone Simulation Run: E100 Subbasin: Pond1 -DA - Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem End of Run: 17Sep1986, 00:00 Meteorologic Model: 100 YR STORM Compute Time: 31Mar2011, 10:58:07 Control Specifications: HYDROLOGY • Volume Units: IN Computed Results Peak Discharge : 136.0 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:48 • Total Precipitation : 11.00 (IN) Total Direct Runoff : 8.69 (IN) Total Loss : 2.21 (IN) Total Baseflow : 0.00 (IN) Total Excess : 8.79 (IN) Discharge : 8.69 (IN) • • • • • • • • • IP • ID • • • • • • • • Subbasin "Pond1 -DA" Results for Run "E100" • 0.00 • 0.04_ c • t 0.08' • m • 0 0.12_ 0.16' • • 140 • 120' • • 100 • 80' • ° 60' • o • u 40' • 20' • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • • Run:E100 Element:POND1 -DA Result:Precipitation • • Run:E100 Element:POND1 -DA Result:Precipitation Loss • Run:E100 Element:POND1 -DA Result:Outflow • Run:E100 Element:POND1 -DA Result:Baseflow • • • • • • • • • • • • • • Project: Capstone • Simulation Run: E100 Subbasin: Pond2 -DA • Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 100 YR STORM • Compute Time: 31 Mar2011, 10:58:07 Control Specifications: HYDROLOGY • Volume Units: IN • Com puted Results_ • Peak Discharge : 85.7 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:38 • Total Precipitation : 11.00 (IN) Total Direct Runoff : 8.67 (IN) i Total Loss : 2.26 (IN) Total Baseflow : 0.00 (IN) Total Excess : 8.74 (IN) Discharge : 8.67 (IN) • • • • • • • • • • i • • • • • • • • • • • • • • • • • • • • Subbasin "Pond2 -DA" Results for Run "E100" • • 4 EE - • 0 0.12_ 0.16 • • 90 • 80 70 • 60' • 50 • 2 - 40- • 0 30- 20 • 10 • • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • 16Sep1986 • • • Run:E100 Element:POND2 -DA Result:Precipitation • mum= Run:E100 Element:POND2 -DA Result:Precipitation Loss • Run:E100 Element:POND2 -DA Result:Outflow • Run:E100 Element:POND2 -DA Result:Baseflow • • • • • • • • • • • • • • • • Project: Capstone • Simulation Run: E100 Subbasin: NE -E -DA Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 100 YR STORM Compute Time: 31 Mar2011, 10:58:07 Control Specifications: HYDROLOGY • Volume Units: IN • • Computed Results Peak Discharge : 69.6 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:22 • Total Precipitation : 11.00 (IN) Total Direct Runoff : 8.70 (IN) • Total Loss : 2.26 (IN) Total Baseflow : 0.00 (IN) Total Excess : 8.74 (IN) Discharge : 8.70 (IN) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Subbasin "NE -E -DA" Results for Run "E100" • 0.00 • 0.04 .. _ • 0.08 . _ a • 0 0.12 - • • 0.16 • • 80 • 70- • 60 • • 50 • 5 40- • • 0 30' • • 20- • 1 0- • • 0 • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • 1 16Sep1986 • • Run:E100 Element:NE-E-DA Result:Precipitation "' Run:E100 Element:NE-E-DA Result:Precipitation Loss • Run:E100 Element:NE-E-DA Result:Outflow - -- Run:E100 Element:NE -E -DA Result:Baseflow • • • • I i • • • • • • • 1111 Project: Capstone Simulation Run: E100 Subbasin: NW -E -DA • Start of Run: 16Sep1986, 00:00 Basin Model: ExistingSystem - End of Run: 17Sep1986, 00:00 Meteorologic Model: 100 YR STORM Compute Time: 31 Mar2011, 10:58:07 Control Specifications: HYDROLOGY • Volume Units: IN • Computed Results • Peak Discharge : 61.6 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:11 - Total Precipitation : 11.00 (IN) Total Direct Runoff : 8.72 (IN) • Total Loss : 2.26 (IN) Total Baseflow : 0.00 (IN) Total Excess : 8.74 (IN) Discharge : 8.72 (IN) • • • • • r • • • • • • • • • • • ID • • • • ID • • • • Subbasin "NW -E -DA" Results for Run "E100" • o.00 • 0.04 .. • .1 a • 0 0.12 - • • 0.16 • 11111 70 • 60 • 50 • 40 • 0 3 30- • • 20 • 0- • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • Run:E100 Element:NW -E -DA Result:Precipitation Run:E100 Element:NW -E -DA Result:Precipitation Loss • Run:E100 Element:NW -E -DA Result:Outflow - -- Run:E100 Element:NW -E -DA Result:Baseflow • • • • • • • • • • • • • Project: Capstone Simulation Run: P100 fib Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem End of Run: 17Sep1986, 00:00 Meteorologic Model: 100 YR STORM Compute Time: 03Apr2011, 15:29:44 Control Specifications: HYDROLOGY • Hydrologic Drainage Area Peak Discharge Time of Peak Volume • Element (MI2) (CFS) (IN) Pond1 - 0.076100 179.1 16Sep1986, 12:48 9.37 • Pond1 0.076100 59.6 16Sep1986, 13:58 9.36 Pond2 -DA 0.047200 142.4 16Sep1986, 12:32 10.06 Pond2 0.047200 84.8 16Sep1986, 13:00 10.06 IA NE -P -DA 0.003627 17.5 16Sep1986, 12:11 10.64 ID ID • ID • ID ID ID El ID • IR • lb • ID ID ID ID ID EXHIBIT 22 • Project: Capstone • Simulation Run: P100 Reservoir: Pond1 • Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 100 YR STORM Compute Time: 03Apr2011, 15:29:44 Control Specifications: HYDROLOGY Volume Units: IN • • Computed Results Peak Inflow : 179.1 (CFS) Date/Time of Peak Inflow : 16Sep1986, 12:48 • Peak Outflow : 59.6 (CFS) Date/Time of Peak Outflow : 16Sep1986, 13:58 - Total Inflow : 9.37 (IN) Peak Storage : 12.2 (AC -FT) Total Outflow : 9.36 (IN) Peak Elevation : 311.4 (FT) • • • • • • • • • • • • • • • • 41 • • • • • • Reservoir "Pond1" Results for Run "P100" 14 312.00 12 - 310.00 w ^ • Li. 10 - 308.00 w Q 8 - 306.00 w comma 6 - 304.00 w • o � 4 - 302.00 • • 2 - 300.00 0 - 298.00 w 200 180 - • 160 - • 140 - • 120' • : ioo - 80 o • u_ 60 • 40 • 20 • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 1 16Sep1986 • Run:P100 Element:POND1 Result:Storage Run:P100 Element:POND1 Result:Pool Elevation SD Run:P100 Element:POND1 Result:Outflow - -- Run:P100 Element:POND1 Result:Combined Flow • w ID w w w • • w ID • w • w • w Project: Capstone . Simulation Run: P100 Reservoir: Pond2 Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem End of Run: 17Sep1986, 00:00 Meteorologic Model: 100 YR STORM Compute Time: 03Apr2011, 15:29:44 Control Specifications: HYDROLOGY Volume Units: IN • Computed Results Peak Inflow : 142.4 (CFS) Date/Time of Peak Inflow : 16Sep1986, 12:32 • Peak Outflow : 84.8 (CFS) Date/Time of Peak Outflow : 16Sep1986, 13:00 Total Inflow : 10.06 (IN) Peak Storage : 5.3 (AC -FT) Total Outflow : 10.06 (IN) Peak Elevation : 316.0 (FT) • • • • • • • • • • • • • • • • • • • Reservoir "Pond2" Results for Run "P100" 6 - 318.00 - 5 - 315.67 u 4 - 313.33 .. • Q $ 3 - 311.00 0>� • • 0 2 - 308.67 • 1 - 306.33 • 0 - 304.00 • 160 140 - 120 • 100- fib fib r, 80- v • 111 0 60 40 • 20 _ e 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • 16Sep1986 • • Run:P100 Element:POND2 Result:Storage Run:P100 Element:POND2 Result:Pool Elevation • Run:P100 Element:POND2 Result:Outflow - -- Run:P100 Element:POND2 Result:Combined Flow • • • • • • 411 • • • • • Project: Capstone • Simulation Run: P100 Reservoir: Pond2 • Start of Run: 16Sep1986, 00:00 Basin Model: ProposedSystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 100 YR STORM • Compute Time: 03Apr2011, 15:29:44 Control Specifications: HYDROLOGY • Volume Units: IN • • Computed Results • Peak Inflow : 142.4 (CFS) Date/Time of Peak Inflow : 16Sep1986, 12:32 • Peak Outflow : 84.8 (CFS) Date/Time of Peak Outflow : 16Sep1986, 13:00 • Total Inflow : 10.06 (IN) Peak Storage : 5.3 (AC -FT) Total Outflow : 10.06 (IN) Peak Elevation : 316.0 (FT) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Subbasin "NE -P -DA" Results for Run "P100" • 0.00 • 0.04 ,. - era • Q 0.08_ • 0 0.12 • • 0.16- • • 18 • 16 • 14 • 12- • • N 10 0 • v $ _ • • 0 6- u- • 4 • 2 _ • • 0 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • '�� Run:P100 Element:NE -P -DA Result:Precipitation® Run:P100 Element:NE -P -DA Result:Precipitation Loss • Run:P100 Element:NE -P -DA Result:Outflow - -- Run:P100 Element:NE -P -DA Result:Baseflow • • • • • • • • • • • • • • • • Project: Capstone Simulation Run: EmergencyRun • Start of Run: 16Sep1986, 00:00 Basin Model: EmergencySystem IS End of Run: 17Sep1986, 00:00 Meteorologic Model: 100 YR STORM • Compute Time: 03Apr2011, 16:01:57 Control Specifications: HYDROLOGY • Hydrologic Drainage Area Peak DischargeTime of Peak Volume • Element (MI2) (CFS) (IN) • Pond1 -DA 0.076100 179.1 16Sep1986, 12:48 9.37 • Pond1 0.076100 169.1 16Sep1986, 12:59 9.30 1 • Pond2 -DA 0.047200 142.4 16Sep1986, 12:32 10.06 • Pond2 0.047200 136.2 16Sep1986, 12:39 10.02 • NE -P -DA 0.003627 17.5 16Sep1986, 12:11 10.64 • • • • • • • • • • • • • • • • • • • • • • • • • • • EXHIBIT 23 - Project: Capstone • Simulation Run: EmergencyRun Reservoir: Pond1 • Start of Run: 16Sep1986, 00:00 Basin Model: EmergencySystem • End of Run: 17Sep1986, 00:00 Meteorologic Model: 100 YR STORM Compute Time: 03Apr2011, 16:01:57 Control Specifications: HYDROLOGY ID - Volume Units: IN Computed Results • Peak Inflow : 179.1 (CFS) Date/Time of Peak Inflow : 16Sep1986, 12:48 - Peak Outflow : 169.1 (CFS) Date/Time of Peak Outflow : 16Sep1986, 12:59 Total Inflow : 9.37 (IN) Peak Storage : 14.6 (AC -FT) Total Outflow : 9.30 (IN) Peak Elevation : 313.0 (FT) sb • • • • • • • • • • • • I • • • • Reservoir "Pond1" Results for Run "EmergencyRun" • 15.0 313.20 • - • p 14.0 - 312.80 • Q 13.0 - - 312.40 8 • E 12.0 - 312.00 w • 11.0_ _311.60 • 10.0 311.20 • 200 • 160 - • • ,� 120_ � 80 • 40 • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • • Run:EmergencyRun Element:POND1 Result:Storage • Run:EmergencyRun Element:POND1 Result:Pool Elevation • Run:EmergencyRun Element:POND1 Result:Outflow • Run:EmergencyRun Element:POND1 Result:Combined Flow • • • • • • • • • • • • • Project: Capstone Simulation Run: EmergencyRun Reservoir: Pond2 • Start of Run: 16Sep1986, 00:00 Basin Model: EmergencySystem . End of Run: 17Sep1986, 00:00 Meteorologic Model: 100 YR STORM Compute Time: 03Apr2011, 16:01:57 Control Specifications: HYDROLOGY . Volume Units: IN • Computed Results • Peak Inflow : 142.4 (CFS) Date/Time of Peak Inflow : 16Sep1986, 12:32 - Peak Outflow : 136.2 (CFS) Date/Time of Peak Outflow : 16Sep1986, 12:39 - Total Inflow : 10.06 (IN) Peak Storage : 7.9 (AC -FT) Total Outflow : 10.02 (IN) Peak Elevation : 317.3 (FT) • • ID ID • • • • • ID • • OD • • • IP • Es 0 • Reservoir "Pond2" Results for Run "EmergencyRun" • 8.0 317.40 r • p 7.5 - 317.09 u_ • Q 7.0 - 316.78 • m 6.5 - 316.48 w L ID 2, 6.0 - 316.17 ID i • 5.5 - 315.86 0 160 140 • 120 ,, j • 100 • 6 80 60 1 40 ' ID 20 0 1 1 1 1 1 1 I 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 16Sep1986 I • Run:EmergencyRun Element:POND2 Result:Storage • Run:EmergencyRun Element:POND2 Result:Pool Elevation ID Run:EmergencyRun Element:POND2 Result:Outflow • - - - Run:EmergencyRun Element:POND2 Result:Combined Flow • • at • III 11 III III • Project: Capstone . Simulation Run: EmergencyRun Subbasin: NE -P -DA i Start of Run: 16Sep1986, 00:00 Basin Model: EmergencySystem i End of Run: 17Sep1986, 00:00 Meteorologic Model: 100 YR STORM Compute Time: 03Apr2011, 16:01:57 Control Specifications: HYDROLOGY - Volume Units: IN • - Computed Results • Peak Discharge : 17.5 (CFS) Date/Time of Peak Discharge : 16Sep1986, 12:11 - Total Precipitation : 11.00 (IN) Total Direct Runoff : 10.64 (IN) • Total Loss : 0.34 (IN) Total Baseflow : 0.00 (IN) Total Excess : 10.66 (IN) Discharge : 10.64 (IN) ID • • • • • • • • ID • • • • • • • • • Subbasin "NE -P -DA" Results for Run "EmergencyRun" • 0.00 • 0.04_ • s 0.08 - a - 0 0.12 • 0.16 • • 18 • 16 • 14 • 12 • N 10 U $_ • 0 6- • 4 • 2- • 00:00 03:00 06:00 09:00 12:00 15:00 18:00 21:00 00:00 • I 16Sep1986 • • • Run:EmergencyRun Element:NE -P -DA Result:Precipitation • ® Run:EmergencyRun Element:NE-P-DA Result:Precipitation Loss • Run:EmergencyRun Element:NE -P -DA Result:Outflow • Run:EmergencyRun Element:NE -P -DA Result:Baseflow • • • • • • • • • • • • • SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY • The Cities of Bryan and College Station both require storm drainage design to follow these • Unified Stormwater Design Guidelines. Paragraph C2 of Section III (Administration) requires submittal of a drainage report in support of the drainage plan (stormwater management plan) • proposed in connection with land development projects, both site projects and subdivisions. 1111 That report may be submitted as a traditional prose report, complete with applicable maps, graphs, tables and drawings, or it may take the form of a "Technical Design Summary". The • format and content for such a summary report shall be in substantial conformance with the 4111 description in this Appendix to those Guidelines. In either format the report must answer the questions (affirmative or negative) and provide, at minimum, the information prescribed in the • "Technical Design Summary" in this Appendix. • The Stormwater Management Technical Design Summary Report shall include several parts as listed below. The information called for in each part must be provided as applicable. In • addition to the requirements for the Executive Summary, this Appendix includes several pages detailing the requirements for a Technical Design Summary Report as forms to be • completed. These are provided so that they may be copied and completed or scanned and • digitized. In addition, electronic versions of the report forms may be obtained from the City. Requirements for the means (medium) of submittal are the same as for a conventional report • as detailed in Section III of these Guidelines. • Note: Part 1 — Executive Summary must accompany any drainage report required to be provided in connection with any land development project, • regardless of the format chosen for said report. • • Note: Parts 2 through 6 are to be provided via the forms provided in this • Appendix. Brief statements should be included in the forms as requested, but additional information should be attached as necessary. • • Part 1 — Executive Summary Report • Part 2 — Project Administration • Part 3 — Project Characteristics • Part 4 — Drainage Concept and Design Parameters • Part 5 — Plans and Specifications • Part 6 — Conclusions and Attestation STORMWATER MANAGEMENT TECHNICAL DESIGN SUMMARY REPORT • • Part 1 — Executive Summary This is to be a brief prose report that must address each of the seven areas listed below. Ideally it will include one or more paragraphs about each item. 1. Name, address, and contact information of the engineer submitting the report, and • of the land owner and developer (or applicant if not the owner or developer). The date of submittal should also be included. • 2. Identification of the size and general nature of the proposed project, including any proposed project phases. This paragraph should also include reference to • STORMWATER DESIGN GUIDELINES Page 1 of 26 APPENDIX. D: TECH. DESIGN SUMMARY • Effective February 2007 As Revised February 2008 411 • • • SECTION IX • APPENDIX D - TECHNICAL DESIGN SUMMARY • applications that are in process with either City: plat(s), site plans, zoning requests, • or clearing /grading permits, as well as reference to any application numbers or codes assigned by the City to such request. 3. The location of the project should be described. This should identify the Named Regulatory Watershed(s) in which it is located, how the entire project area is • situated therein, whether the property straddles a watershed or basin divide, the approximate acreage in each basin, and whether its position in the Watershed dictates use of detention design. The approximate proportion of the property in the • city limits and within the ETJ is to be identified, including whether the property straddles city jurisdictional lines. If any portion of the property is in floodplains as described in Flood Insurance Rate Maps published by FEMA that should be • disclosed. 4. The hydrologic characteristics of the property are to be described in broad terms: • existing land cover; how and where stormwater drains to and from neighboring properties; ponds or wetland areas that tend to detain or store stormwater; existing • creeks, channels, and swales crossing or serving the property; all existing drainage • easements (or ROW) on the property, or on neighboring properties if they service runoff to or from the property. • 5. The general plan for managing stormwater in the entire project area must be • outlined to include the approximate size, and extent of use, of any of the following • features: storm drains coupled with streets; detention / retention facilities; buried • conveyance conduit independent of streets; swales or channels; bridges or culverts; outfalls to principal watercourses or their tributaries; and treatment(s) of existing • watercourses. Also, any plans for reclaiming land within floodplain areas must be outlined. • 6. Coordination and permitting of stormwater matters must be addressed. This is to • include any specialized coordination that has occurred or is planned with other I• entities (local, state, or federal). This may include agencies such as Brazos County • government, the Brazos River Authority, the Texas A &M University System, the Texas Department of Transportation, the Texas Commission for Environmental • Quality, the US Army Corps of Engineers, the US Environmental Protection Agency, • et al. Mention must be made of any permits, agreements, or understandings that pertain to the project. • 7. Reference is to be made to the full drainage report (or the Technical Design • Summary Report) which the executive summary represents. The principal • elements of the main report (and its length), including any maps, drawings or construction documents, should be itemized. An example statement might be: • "One -page drainage report dated , one set of • construction drawings ( sheets) dated , and a - -page specifications document dated comprise the drainage report for this project." • Part 2 — Proiect Administration Start (Page 2.1) • Engineering and Design Professionals Information • • STORMWATER DESIGN GUIDELINES Page 2 of 26 APPENDIX. D. TECH. DESIGN SUMMARY • Effective February 2007 As Revised February 2008 • • • • • • SECTION IX • APPENDIX D - TECHNICAL DESIGN SUMMARY • • Engineering Firm Name and Address: Jurisdiction Mitchell and Morgan, LLP City: Bryan • 511 University Drive East, Suite 204 X College Station • College Station, TX 77840 Date of Submittal: • 05/20/11 Lead Engineer's Name and Contact Info.(phone, e-mail, fax): Other: • Veronica Morgan ( 979 - 260- 6963,v @mitchellandmorgan.com) • Supporting Engineering / Consulting Firm(s): Other contacts: • N/A • • Developer/ Owner /Applicant Information • Developer / Applicant Name and Address: Phone and e-mail: Rob Howland, COO • Capstone -CS, LLC. 214 -574 -1500 431 Office Park Drive • Birmingham, AL 35223 • Property Owner(s) if not Developer / Applicant (& address): Phone and e-mail: • • Project Identification • Development Name: cottages of College Station • Is subject property a site project, a single -phase subdivision, or part of a multi -phase subdivision? Multi -Phase Subdivision If multi - phase, subject property is phase 1 of 5 . • Legal description of subject property (phase) or Project Area: • (see Section 11, Paragraph B -3a) • Project Area: Lott Blockl Phase 1: The Cottages of College Station Area = 54.41 AC • • • If subject property (phase) is second or later phase of a project, describe general status of all • earlier phases. For most recent earlier phase Include submittal and review dates. • • • General Location of Project Area, or subject property (phase): Located south of FM 2818 approx. 652 feet south on Holleman Drive South. • In City Limits? Extraterritorial Jurisdiction (acreage): Bryan: acres. Bryan: College Station: • College Station: 54 Acres acres. Acreage Outside ETJ: • • Part 2 — Project Administration Continued (page 2.2) • Project Identification (continued) • • STORMWATER DESIGN GUIDELINES Page 3 of 26 APPENDIX. D: TECH. DESIGN SUMMARY • Effective February 2007 As Revised February 2008 • • • • SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Roadways abutting or within Project Area or Abutting tracts, platted land, or built subject property: developments: Dowling Road abuts to the south 2818 Place located west of subject property. and Holleman Drive S. to the north. Named Regulatory Watercourse(s) & Watershed(s): Tributary Basin(s): Whites Creek Watershed • Plat Information For Project or Subject Property (or Phase) Preliminary Plat File #: Unknown Final Plat File #: Unknown Date: 4/5/09 i Name: Status and Vol /Pg: Approved V10119 /pg231 -233 If two plats, second name: File #: Status: Date: Zoning Information For Project or Subject Property (or Phase) Zoning Type: PDD with R -4 base Existing or Proposed? Case Code: Case Date Status: Ordinance #3137 Zoning Type: Existing or Proposed? Case Code: Case Date Status: Stormwater Management Planning For Project or Subject Property (or Phase) Planning Conference(s) & Date(s): Participants: • • • Preliminary Report Required? No Submittal Date Review Date Review Comments Addressed? Yes No In Writing? When? Compliance With Preliminary Drainage Report. Briefly describe (or attach documentation i explaining) any deviation(s) from provisions of Preliminary Drainage Report, if any. N/A • i • i Part 2 — Project Administration Continued (page 2.3) Coordination For Project or Subject Property (or Phase) • STORMWATER DESIGN GUIDELINES Page 4 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2008 i i III SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY • Note: For any Coordination of stormwater matters indicated below, attach documentation • describing and substantiating any agreements, understandings, contracts, or approvals. Coordination Dept. Contact: Date: Subject: 411 With Other Departments of Jurisdiction City (Bryan or - College Station) Coordination With Summarize need(s) & actions taken (include contacts & dates): - Non - jurisdiction City Needed? Yes No X Coordination with Summarize need(s) & actions taken (include contacts & dates): - Brazos County Needed? - Yes No X Coordination with Summarize need(s) & actions taken (include contacts & dates): - TxDOT Needed? - Yes No X Coordination with Summarize need(s) & actions taken (include contacts & dates): TAMUS Needed? Yes No X • Permits For Project or Subject Property (or Phase) As to stormwater management, are permits required for the proposed work from any of the entities listed below? If so, summarize status of efforts toward that objective in spaces below. Entity Permitted or Status of Actions (include dates) ' Approved . US Army Crops of PERMIT granted. Mitigation credits purchased • Engineers Approved from Steele Creek Mitigation Bank for No Yes x disturbance due to project. - US Environmental Protection Agency No X Yes Texas Commission on 411 Environmental Quality No x Yes Brazos River Authority . No X Yes Part 3 — Property Characteristics Start (Page 3.1) Nature and Scope of Proposed Work • STORMWATER DESIGN GUIDELINES Page 5 of 26 APPENDIX. D: TECH. DESIGN SUMMARY - Effective February 2007 As Revised February 2008 • • SECTION IX • APPENDIX D - TECHNICAL DESIGN SUMMARY Existing: Land proposed for development currently used, including extent of impervious cover? Redevelopment of one platted lot, or two or more adjoining platted lots. Site Development X Building on a single platted lot of undeveloped land. Project Building on two or more platted adjoining lots of undeveloped land. (select all Building on a single lot, or adjoining lots, where proposed plat will not form applicable) a new street (but may include ROW dedication to existing streets). - Other (explain): Subdivision Construction of streets and utilities to serve one or more platted lots. Development Construction of streets and utilities to serve one or more proposed lots on Project lands represented by pending plats. Site projects: building use(s), approximate floor space, impervious cover ratio. Describe Subdivisions: number of lots by general type of use, linear feet of streets and Nature and drainage easements or ROW. Size of Site Project: Cottages of CS - Multi- family housing development Proposed 54.41 acres - 369 units with 1352 bedrooms Project • Is any work planned on land that is not platted If yes, explain: - or on land for which platting is not pending? The leasing trailer is being No X Yes constructed on an unplatted lot. FEMA Floodplains Is any part of subject property abutting a Named Regulatory Watercourse No Yes x (Section II, Paragraph B1) or a tributary thereof? Is any part of subject property in floodplain No X Yes Rate Map Panel 0182 area of a FEMA - regulated watercourse? Encroachment(s) Encroachment purpose(s): Building site(s) Road crossing(s) into Floodplain areas planned? Utility crossing(s) Other (explain): No X Yes If floodplain areas not shown on Rate Maps, has work been done toward amending the FEMA- approved Flood Study to define allowable encroachments in proposed areas? Explain. No, FEMA does not require amendments to Rate Maps due to the small drainage area above tributary. This property is above the limit of detailed study. • • Part 3 — Property Characteristics Continued (Page 3.2) Hydrologic Attributes of Subject Property (or Phase) Has an earlier hydrologic analysis been done for larger area including subject property? STORMWATER DESIGN GUIDELINES Page 6 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2008 • SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY • • Yes Reference the study (& date) here, and attach copy if not already in City files. LOMR for Unnamed Tributary of Whites Creek per Dodson & Associates (9/8/07) II • - Is the stormwater management plan for the property in substantial conformance with the earlier study? Yes No X If not, explain how it differs. No development was projected for property when model was developed. • • No If subject property is not part of multi -phase project, describe stormwater management plan for the property in Part 4. If property is part of multi -phase project, provide overview of stormwater management plan • for Project Area here. In Part 4 describe how plan for subject property will comply • therewith. • • • • Do existing topographic features on subject property store or detain runoff? X No Yes • Describe them (include approximate size, volume, outfall, model, etc). • • Any known drainage or flooding problems in areas near subject property? X No Yes Identify: • • Based on location of study property in a watershed, is Type 1 Detention (flood control) needed? • (see Table B -1 in Appendix B) 1• Detention is required. x Need must be evaluated. Detention not required. • What decision has been reached? By whom? • Detention will be provided with site development. If the need for • Type 1 Detention How was determination made? must be evaluated: Development is located downstream, therefore it is necessary • to detain to predeveloped levels. • • Part 3 — Property Characteristics Continued (Page 3.3) • Hydrologic Attributes of Subject Property (or Phase) (continued) • Does subject property straddle a Watershed or Basin divide? X No Yes If yes, describe splits below. In Part 4 describe design concept for handling this. • Watershed or Basin Larger acreage Lesser acreage • • STORMWATER DESIGN GUIDELINES Page 7 of 26 APPENDIX. D: TECH. DESIGN SUMMARY • Effective February 2007 As Revised February 2008 • • • 0 SECTION IX • APPENDIX D — TECHNICAL DESIGN SUMMARY • • • Above - Project Areas(Section II, Paragraph B3 -a) Does Project Area (project or phase) receive runoff from upland areas? No X Yes 0 Size(s) of area(s) in acres: 1) 4 •2 2) 0 . 6 7 3) 0.54 4 .64/2.6/1.83 Flow Characteristics (each instance) (overland sheet, shallow concentrated, recognizable concentrated section(s), small creek (non - regulatory), regulatory Watercourse or tributary); • Flow characteristics consist of overland sheet, shallow concentrated, and regulatory Unnamed Tributary to Whites Creeks. • Flow determination: Outline hydrologic methods and assumptions: 0 The SCS Curve Number Method was used to determine hydrologic characteristics 1111 and analysis was performed with HEC -HMS 3.5.0. Does storm runoff drain from public easements or ROW onto or across subject property? 0 x No Yes If yes, describe facilities in easement or ROW: • 0 0 Are changes in runoff characteristics subject to change in future? Explain • No, this property will be fully deve oped. There may be changes on adjacent properties with future development. Conveyance Pathways (Section II, Paragraph C2) Must runoff from study property drain across lower properties before reaching a Regulatory Watercourse or tributary? x No Yes Describe length and characteristics of each conveyance pathway(s). Include ownership of 0 property(ies). - i • i • • Part 3 — Property Characteristics Continued (Page 3.4) 0 Hydrologic Attributes of Subject Property (or Phase) (continued) 0 Conveyance Pathways (continued) 0 Do drainage If yes, for what part of length? % Created by? plat, or 0 easements instrument. If instrument(s), describe their provisions. exist for any • part of STORMWATER DESIGN GUIDELINES Page 8 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2008 0 0 F SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY - pathway(s)? x No Yes - - Where runoff must cross lower properties, describe characteristics of abutting lower property(ies). (Existing watercourses? Easement or Consent aquired ?) Existing watercourses, tributaries to Whites Creek are unchanged by • Pathway proposed development because we will be detaining on site in Areas combination with a shift (decrease) of drainage subwatershed runoff • pre vs post. • Describe any built or improved drainage facilities existing near the property (culverts, - bridges, lined channels, buried conduit, swales, detention ponds, etc). Several culverts are located within the 2818 Place Property project that - this project will flow through. • Nearby • Drainage Do any of these have hydrologic or hydraulic influence on proposed stormwater Facilities design? X No Yes If yes, explain: - - - - - - - - Part 4 — Drainage Concept and Design Parameters Start (Page 4.1) • Stormwater Management Concept - Discharge(s) From Upland Area(s) If runoff is to be received from upland areas, what design drainage features will be used to - accommodate it and insure it is not blocked by future development? Describe for each area, • flow section, or discharge point. 411 STORMWATER DESIGN GUIDELINES Page 9 of 26 APPENDIX. D: TECH. DESIGN SUMMARY . Effective February 2007 As Revised February 2008 - - SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY A swale on the subject property will carry the minor sheet flow from the 2 adjacent single family homes toward teh creek. Discharge(s) To Lower Property(ies) (Section II, Paragraph El) Does project include drainage features (existing or future) proposed to become public via platting? X No Yes Separate Instrument? X No Yes Per Guidelines reference above, how will Establishing Easements (Scenario 1) runoff be discharged to neighboring x property(ies)? Pre - development Release (Scenario 2) Combination of the two Scenarios Scenario 1: If easements are proposed, describe where needed, and provide status of actions on each. (Attached Exhibit # ) ID Scenario 2: Provide general description of how release(s) will be managed to pre - development conditions (detention, sheet flow, partially concentrated, etc.). (Attached Exhibit # ) Proposed Development will release runoff from 2 detention ponds to predevelopment levels. Combination: If combination is proposed, explain how discharge will differ from pre - development conditions at the property line for each area (or point) of release. If Scenario 2, or Combination are to be used, has proposed design been coordinated with owner(s) of receiving property(ies)? x No Yes Explain and provide documentation. Discharge remains unchanged or has been reduced. Part 4 — Drainage Concept and Design Parameters Continued (Page 4.2) Stormwater Management Concept (continued) Within Proiect Area Of Multi -Phase Project Will project result Identify gaining Basins or Watersheds and acres shifting: in shifting runoff - between Basins or between STORMWATER DESIGN GUIDELINES Page 10 of 26 APPENDIX. D: TECH. DESIGN SUMMARY • Effective February 2007 As Revised February 2008 • • SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY • . Watersheds? What design and mitigation is used to compensate for increased runoff No from gaining basin or watershed? • x Yes Detention • How will runoff from Project 1. With facility(ies) involving other development projects. Area be mitigated to pre- • development conditions? 2. Establishing features to serve overall Project Area. • Select any or all of 1, 2, 3. x On phase (or site) project basis within Project Area. and /or 3, and explain below. 1. Shared facility (type & location of facility; design drainage area served; relationship to size of Project Area): (Attached Exhibit # ) • • • 2. For Overall Project Area (type & location of facilities): (Attached Exhibit # ) • With site development there will be 2 detention ponds. • • 3. By phase (or site) project: Describe planned mitigation measures for phases (or sites) in • subsequent questions of this Part. • Are aquatic echosystems proposed? No Yes In which phase(s) or 1111 project(s)? >- Are other Best Management Practices for reducing stormwater pollutants proposed? • o- No Yes Summarize type of BMP and extent of use: N Z .5 If design of any runoff - handling facilities deviate from provisions of B -CS Technical Specifications, check type facility(ies) and explain in later questions. Detention elements Conduit elements Channel features Q Swales Ditches Inlets Valley gutters Outfalls • Culvert features Bridges Other • • Part 4 — Drainage Concept and Design Parameters Continued (Page 4.3) • Stormwater Management Concept (continued) • Within Project Area Of Multi -Phase Project (continued) • • Will Project Area include bridge(s) or culvert(s)? X No Yes Identify type and general size and In which phase(s). • • STORMWATER DESIGN GUIDELINES Page 11 of 26 APPENDIX. D: TECH. DESIGN SUMMARY • Effective February 2007 As Revised February 2008 • • . . . SECTION IX • APPENDIX D - TECHNICAL DESIGN SUMMARY • If detention /retention serves (will serve) overall Project Area, describe how it relates to subject . phase or site project (physical location, conveyance pathway(s), construction sequence): - The detention will be constructed with this project - there are no phases. . . Within Or Serving Subject Property (Phase, or Site) If property part of larger Project Area, is design in substantial conformance with earlier analysis - and report for larger area? Yes No, then summarize the difference(s): N/A . Identify whether each of the types of drainage features listed below are included, extent of use, . and general characteristics. Typical shape? Surfaces? 0 N Steepest side slopes: Usual front slopes: Usual back slopes: . a) o Flow line slopes: least Typical distance from travelway: o typical greatest (Attached Exhibit # ) z 2 < Are longitudinal culvert ends in compliance with B - Standard Specifications? 411 Yes No, then explain: At intersections or otherwise, do valley gutters cross arterial or collector streets? c- } No Yes If yes explain: U . Y 7 N 4 — , Are valley gutters proposed to cross any street away from an intersection? pm a No Yes Explain: (number of locations ?) Z 2 as Q . Part 4 — Drainage Concept and Design Parameters Continued (Page 4.4) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Gutter line slopes: Least Usual Greatest . Are inlets recessed on arterial and collector streets? Yes No If "no ", s identify where and why. 3 . STORMWATER DESIGN GUIDELINES Page 12 of 26 APPENDIX. D: TECH. DESIGN SUMMARY IN Effective February 2007 As Revised February 2008 - 111 III • III SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY • • Will inlets capture 10 -year design stormflow to prevent flooding of intersections (arterial with arterial or collector)? Yes No If no, explain where and why not. IIII III Will inlet size and placement prevent exceeding allowable water spread for 10 -year • design storm throughout site (or phase)? Yes No If no, explain. III Sag curves: Are inlets placed at low points? Yes No Are inlets and • conduit sized to prevent 100 -year stormflow from ponding at greater than 24 inches? Yes No Explain "no" answers. • III - Will 100 -yr stormflow be contained in combination of ROW and buried conduit on • whole length of all streets? Yes No If no, describe where and why. • N/A no public street within development • Do designs for curb, gutter, and inlets comply with B -CS Technical Specifications? x Yes No If not, describe difference(s) and attach justification. III III • Are any 12 -inch laterals used? No x Yes Identify length(s) and where used. • N/A This is a private storm system ill N N Pipe runs between system Typical n / a Longest n/a = access points (feet): - aa)) x Are junction boxes used at each bend? x Yes No If not, explain where • N I a why. III . o m III -0 E III 6 Are downstream soffits at or below upstream soffits? Least amount that hydraulic • N Yes x No If not, explain where and why: grade line is below gutter line Cover issues caused some pipes to match flow- (System- wide): • lines and not soffits. This occurs completely 100 yr storm event: • within the private stormsewer system. 0.15ft • Part 4 — Drainage Concept and Design Parameters Continued (Page 4.5) • Stormwater Management Concept (continued) • Within Or Serving Subject Property (Phase, or Site) (continued) • a) a , ) Describe watercourse(s), or system(s) receiving system discharge(s) below 'u 72 4 y (include design discharge velocity, and angle between converging flow lines). • 3 (0 o = E. a i . 6 T 1) Watercourse (or system), velocity, and angle? III 3 o t < p Tributary 1 of Whites Creek, 2.6 fps at property line, 0 degree angle III . II STORMWATER DESIGN GUIDELINES Page 13 of 26 APPENDIX. D: TECH. DESIGN SUMMARY • Effective February 2007 As Revised February 2008 III • SECTION IX 411 APPENDIX D - TECHNICAL DESIGN SUMMARY 2) Watercourse (or system), velocity, and angle? Tributary 3 of Whites Creek, 2.7 fps at property line, 0 degree angle . 3) Watercourse (or system), velocity, and angle? • For each outfall above, what measures are taken to prevent erosion or scour of 41111 receiving and all facilities at juncture? 1)No scour within pipe system. - 2)Baffle blocks at the downstream end of the proposed culvert. 411 3 ) RipRap at the upstream and downstream locations of the proposed culvert with plunge pool downstream of Pond 1. Are swale(s) situated along property lines between properties? X No Yes Number of instances: For each instance answer the following questions. Surface treatments (including low -flow flumes if any): - Flow line slopes (minimum and maximum): c - m • 0 s o Z Outfall characteristics for each (velocity, convergent angle, & end treatment). m, a . Will 100 -year design storm runoff be contained within easement(s) or platted drainage ROW in all instances? Yes No If "no" explain: i Part 4 — Drainage Concept and Design Parameters Continued (Page 4.6) Stormwater Management Concept (continued) - Within Or Serving Subject Property (Phase, or Site) (continued) • Are roadside ditches used? x No Yes If so, provide the following: 111 Is 25 -year flow contained with 6 inches of freeboard throughout ? Yes No Y °' . Are top of banks separated from road shoulders 2 feet or more? Yes No i 0 Are all ditch sections trapezoidal and at least 1.5 feet deep? Yes No STORMWATER DESIGN GUIDELINES Page 14 of 26 APPENDIX. D: TECH. DESIGN SUMMARY - Effective February 2007 As Revised February 2008 411 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY • • For any "no" answers provide location(s) and explain: • Road systems will be used for drainage conveyance. If conduit is beneath a swale, provide the following information (each instance). Instance 1 Describe general location, approximate length: N • o Is 100 -year design flow contained in conduit/swale combination? Yes No If "no" explain: z 15 Space for 100 -year storm flow? ROW Easement Width Swale Surface type, minimum Conduit Type and size, minimum and maximum - I g and maximum slopes: slopes, design storm: • �-0 c ca - • c Inlets Describe how conduit is loaded (from streets /storm drains, inlets by type): m r - U O 0_ O 0 Access Describe how maintenance access is provided (to swale, into conduit): • E m • o • = c 41111 m E Instance 2 Describe general location, approximate length: N y • N 6 • g . o Is 100 -year design flow contained in conduit/swale combination? Yes No a If "no" explain: • a o N Space for 100 -year storm flow? ROW Easement Width U m Swale Surface type, minimum Conduit Type and size, minimum and maximum ca and maximum slopes: slopes, design storm: . o �N c Inlets Describe how conduit is loaded (from streets /storm drains, inlets by type): • 3 0 • Access Describe how maintenance access is provided (to swale, into conduit): Part 4 — Drainage Concept and Design Parameters Continued (Page 4.7) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) a If "yes" provide the following information for each instance: ° :t Instance 1 Describe general location, approximate length, surfacing: ca • cn 3 c — 0 • • STORMWATER DESIGN GUIDELINES Page 15 of 26 APPENDIX. D: TECH. DESIGN SUMMARY • Effective February 2007 As Revised February 2008 SECTION IX • APPENDIX D - TECHNICAL DESIGN SUMMARY Is 100 -year design flow contained in swale? Yes No Is swale wholly within drainage ROW? Yes No Explain "no" answers: Access Describe how maintenance access is provide: Instance 2 Describe general location, approximate length, surfacing: Is 100 -year design flow contained in swale? Yes No Is swale wholly within drainage ROW? Yes No Explain "no" answers: . Access Describe how maintenance access is p rovided: • Instance 3, 4, etc. If swales are used in more than two instances, attach sheet S providing all above information for each instance. • "New" channels: Will any area(s) of concentrated flow be channelized (deepened, widened, or straightened) or otherwise altered? x No Yes If only slightly shaped, see "Swales" in this Part. If creating side banks, provide information below. °n' • m Will design replicate natural channel? Yes No If "no ", for each instance fib a X describe section shape & area, flow line slope (min. & max.), surfaces, and 100 -year w design flow, and amount of freeboard: m Instance 1: • a) ° Instance 2: fib CL E o • Z s Instance 3: • Part 4 — Drainage Concept and Design Parameters Continued (Page 4.8) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) 111 Existing channels (small creeks): Are these used? No x Yes i If "yes" provide the information below. c Will small creeks and their floodplains remain undisturbed? Yes x No How • o ( many disturbance instances? 2 Identify each planned location: -c U a i Disturbance where the proposed berms to create the detention ponds 111 E - will be located. - STORMWATER DESIGN GUIDELINES Page 16 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2008 i • SECTION IX 411 APPENDIX D - TECHNICAL DESIGN SUMMARY • For each location, describe length and general type of proposed improvement Prl incudingq floodplain chap es): oposed9 berths and dichar culverts 1) 24" pipe in Pond 1 • 2) 36" pipe in Pond 2 (with 18" outlet control pipe and 36" grate inlet. 111 For each location, describe section shape & area, flow line slope (min. & max.), • surfaces, and 100 -year design flow. • N/A we are not altering the natural channel • Watercourses (and tributaries): Aside from fringe changes, are Regulatory Watercourses proposed to be altered? X No Yes Explain below. Submit full report describing proposed changes to Regulatory Watercourses. Address existing and proposed section size and shape, surfaces, alignment, flow line changes, - length affected, and capacity, and provide full documentation of analysis procedures and data. Is full report submitted? Yes No If "no" explain: All Proposed Channel Work: For all proposed channel work, provide information - requested in next three boxes. If design is to replicate natural channel, identify location and length here, and describe • design in Special Design section of this Part of Report. 411 No channel modifications were implemented, only enough to fit the proposed berm and discharge pipe. • Will 100 -year flow be contained with one foot of freeboard? x Yes No If not, identify location and explain: Are ROW / easements sized to contain channel and required maintenance space? • Yes X No If not, identify location(s) and explain: • These improvements are privately owned and maintained. 4 Part 4 — Drainage Concept and Design Parameters Continued (Page 4.9) Stormwater Management Concept (continued) • Within Or Serving Subject Property (Phase, or Site) (continued) How many facilities for subject property project? 2 For each provide info. below. • o For each dry -type facilitiy: Facility 1 Facility 2 • C N o 45.8ac 13.4acft 30.2ac 5.8acft Acres served &design volume + 10 /o o ru ( 100 -yr volume: free flow & plugged ` 12.2acft 14.6acft 5.3acft 7.9acft r 86.8cfs 105.4cfs 54.9cfs 66.6cfs • Q Y) Design 9 discharge 9 ( 10 Y & 25 r • ° Spillway crest at 100 -yr WSE? X yes no X yes no • STORMWATER DESIGN GUIDELINES Page 17 of 26 APPENDIX. D: TECH. DESIGN SUMMARY • Effective February 2007 As Revised February 2008 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY a Berms 6 inches above plugged WSE? x yes no x yes no Explain any "no" answers: . For each facility what is 25 -yr design Q, and design of outlet structure? Facility 1: 105.4cfs - 24" pipe Facility 2: 66.6cfs - 18" pipe & 36" grate • Do outlets and spillways discharge into a public facility in easement or ROW? 411 Facility 1: Yes x No Facility 2: Yes x No - If "no" explain: These discharge into a regulatory stream. - For each, what is velocity of 25 -yr design discharge at outlet? & at spillway? - Facility 1: 17.4fps & 2.6fps Facility 2: 6 . 7fps & 2.5fps Are energy dissipation measures used? No x Yes Describe type and location: Both ponds have rock rip rap at their discharge point. - For each, is spillway surface treatment other than concrete? Yes or no, and describe: . Facility 1: yes, vegetation Facility 2: yes, vegetation 111 For each, what measures are taken to prevent erosion or scour at receiving facility? - Facility 1: Rock rip rap and discharge is 20' upstream of receiving facility. Facility 2: Rock rip rap and discharge is 70' upstream of receiving facility. If berms are used give heights, slopes and surface treatments of sides. - Facility 1: 15. 5ft/3 : 1 /vegetation Facility 2: 11 . 5ft /3 : 1 & 4:1/vegetation i Part 4 — Drainage Concept and Design Parameters Continued (Page 4.10) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Do structures comply with B - Specifications? Yes or no, and explain if "no ": - Facility 1; Yes . u_ o o Facility 2: Yes • C U 0-- • N 0 For additional facilities provide all same information on a separate sheet. STORMWATER DESIGN GUIDELINES Page 18 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2008 411 411 • • • SECTION IX • APPENDIX D — TECHNICAL DESIGN SUMMARY • • Are parking areas to be used for detention? X No Yes What is • maximum depth due to required design storm? • Roadside Ditches: Will culverts serve access driveways at roadside ditches? No X Yes If "yes ", provide information in next two boxes. • Will 25 -yr. flow pass without flowing over driveway in all cases? X Yes No • Without causing flowing or standing water on public roadway? X Y es No • Designs & materials comply with B -CS Technical Specifications? X Yes No Explain any "no" answers: • • • rn • o Are culverts parallel to public roadway alignment? X Yes No Explain: • U N • • 8_ Creeks at Private Drives: Do private driveways, drives, or streets cross drainage • m ways that serve Above - Project areas or are in public easements/ ROW? o z X No Yes If "yes" provide information below. • I How many instances? Describe location and provide information below. • > Location 1: Location 2: • Q • Location 3: • For each location enter value for: 1 2 3 • Design year passing without toping travelway? • Water depth on travelway at 25 -year flow? • Water depth on travelway at 100 -year flow? • For more instances describe location and same information on separate sheet. • • Part 4 — Drainage Concept and Design Parameters Continued (Page 4.11) • Stormwater Management Concept (continued) • Within Or Serving Subject Property (Phase, or Site) (continued) • Named Regulatory Watercourses (& Tributaries): Are culverts proposed on these facilities? X No Yes, then provide full report documenting assumptions, • > a S criteria, analysis, computer programs, and study findings that support proposed • io design(s). Is report provided? Yes No If "no ", explain: Q • • • • • STORMWATER DESIGN GUIDELINES Page 19 of 26 APPENDIX. D: TECH. DESIGN SUMMARY • Effective February 2007 As Revised February 2008 • • SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Arterial or Maior Collector Streets: Will culverts serve these types of roadways? X No Yes How many instances? For each identify the ID location and provide the information below. Instance 1: Instance 2: Instance 3: Yes or No for the 100 -year design flow: 1 2 3 Headwater WSE 1 foot below lowest curb top? Spread of headwater within ROW or easement? Is velocity limited per conditions (Table C -11)? Explain any "no" answer(s): ID Minor Collector or Local Streets: Will culverts serve these types of streets? X No Yes How many instances? for each identify the location and provide the information below: - Instance 1: Instance 2: • Instance 3: For each instance enter value, or "yes" / "no" for: 1 2 3 ID Design yr. headwater WSE 1 ft. below curb top? 100 -yr. max. depth at street crown 2 feet or less? Product of velocity (fps) & depth at crown (ft) _ ? Is velocity limited per conditions (Table C -11)? Limit of down stream analysis (feet)? - Explain any "no" answers: Part 4 — Drainage Concept and Design Parameters Continued (Page 4.12) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) All Proposed Culverts: For all proposed culvert facilities (except driveway /roadside ditch intersects) provide information requested in next eight boxes. ft S Do culverts and travelways intersect at 90 degrees? Yes No If not, 41111 •S identify location(s) and intersect angle(s), and justify the design(s): • o 0 0 ft STORMWATER DESIGN GUIDELINES Page 20 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2008 * • • SECTION IX • APPENDIX D - TECHNICAL DESIGN SUMMARY • • Does drainage way alignment change within or near limits of culvert and surfaced approaches thereto? No Yes If "yes" identify location(s), describe • change(s), and justification: • • Are flumes or conduit to discharge into culvert barrel(s)? No Yes If yes, • identify location(s) and provide justification: • • Are flumes or conduit to discharge into or near surfaced approaches to culvert ends? No Yes If "yes" identify location(s), describe outfall design treatment(s): • • • Is scour /erosion protection provided to ensure long term stability of culvert structural • components, and surfacing at culvert ends? Yes No If "no" Identify locations and provide justification(s): • • • Will 100 -yr flow and spread of backwater be fully contained in street ROW, and /or • drainage easements/ ROW? Yes No if not, why not? • • Do appreciable hydraulic effects of any culvert extend downstream or upstream to • neighboring land(s) not encompassed in subject property? No Yes If • "yes" describe location(s) and mitigation measures: • • • Are all culvert designs and materials in compliance with B -CS Tech. Specifications? Yes No If not, explain in Special Design Section of this Part. • • Part 4 — Drainage Concept and Design Parameters Continued (Page 4.13) • Stormwater Management Concept (continued) • Within Or Serving Subject Property (Phase, or Site) (continued) • Is a bridge included in plans for subject property project? x No Yes • If "yes" provide the following information. • Name(s) and functional classification of the roadway(s)? u) • a) rn • 00 What drainage way(s) is to be crossed? • • • STORMWATER DESIGN GUIDELINES Page 21 of 26 APPENDIX. D: TECH. DESIGN SUMMARY • Effective February 2007 As Revised February 2008 • • SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY • • A full report supporting all aspects of the proposed bridge(s) (structural, geotechnical, - hydrologic, and hydraulic factors) must accompany this summary report. Is the report • provided? Yes No If "no" explain: a • Is a Stormwater Provide a general description of planned techniques: Pollution Prevention • To Plan (SW3P) d established for a� project construction? To' - No Yes Special Designs — Non - Traditional Methods - Are any non - traditional methods (aquatic echosystems, wetland -type detention, natural stream - replication, BMPs for water quality, etc.) proposed for any aspect of subject property project? x No Yes If "yes" list general type and location below. fit s Provide full report about the proposed special design(s) including rationale for use and - expected benefits. Report must substantiate that stormwater management objectives will not be compromised, and that maintenance cost will not exceed those of traditional design solution(s). Is report provided? Yes No If "no" explain: i Part 4 — Drainage Concept and Design Parameters Continued (Page 4.14) Stormwater Management Concept (continued) - Within Or Serving Subject Property (Phase, or Site) (continued) Special Designs — Deviation From B -CS Technical Specifications 411 If any design(s) or material(s) of traditional runoff - handling facilities deviate from provisions of B -CS Technical Specifications, check type facility(ies) and explain by specific detail element. Detention elements Drain system elements Channel features • Culvert features Swales Ditches Inlets Outfalls Valley gutters Bridges (explain in bridge report) In table below briefly identify specific element, justification for deviation(s). Specific Detail Element Justification for Deviation (attach additional sheets if needed) fil STORMWATER DESIGN GUIDELINES Page 22 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2008 111 • • SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY • • 1) • • 2) • 3) • 4) • 5) • Have elements been coordinated with the City Engineer or her /his designee? For each item above provide "yes" or "no ", action date, and staff name: 1) 2) • 3) 4) 5) • Design Parameters • Hydrology - Is a map(s) showing all Design Drainage Areas provided? x Yes No Briefly summarize the range of applications made of the Rational Formula: • Drainage areas boundaries were defined and then area characteristics were • determined. Area, impervious cover, curve number, hydraulic longest path, overland flow, shallow concentrated flow, time of concentration, and lag time • were the characteristics defined for each drainage area. Rational formula was • used to size stormsewer and inlets only. What is the size and location of largest Design Drainage Area to which the Rational Formula has been applied? 2.36 acres Location (or identifier): DAS6 within site. • 4 Part 4 — Drainage Concept and Design Parameters Continued (Page 4.15) Des Parameters (cont Hydrology (continued) In making determinations for time of concentration, was segment analysis used? • No x Yes In approximately what percent of Design Drainage Areas? 100 As to intensity- duration - frequency and rain depth criteria for determining runoff flows, were any • criteria other than those provided in these Guidelines used? x No Yes If "yes" • identify type of data, source(s), and where applied: • • • STORMWATER DESIGN GUIDELINES Page 23 of 26 APPENDIX. D: TECH. DESIGN SUMMARY • Effective February 2007 As Revised February 2008 • • • • SECTION IX • • APPENDIX D - TECHNICAL DESIGN SUMMARY For each of the stormwater management features listed below identify the storm return • frequencies (year) analyzed (or checked), and that used as the basis for design. • Feature Analysis Year(s) Design Year Storm drain system for arterial and collector streets Storm drain system for local streets 10&100 Zoo • Open channels • Swale /buried conduit combination in lieu of channel • Swales • Roadside ditches and culverts serving them 25 &100 25 • Detention facilities: spillway crest and its outfall • Detention facilities: outlet and conveyance structure(s) 2,5, 1 0 , 2 5 , 1 o o all • Detention facilities: volume when outlet plugged • Culverts serving private drives or streets • Culverts serving public roadways • Bridges: provide in bridge report. • Hydraulics • What is the range of design flow velocities as outlined below? Design flow velocities; Gutters Conduit Culverts Swales Channels Highest (feet per second) 4.6 Lowest (feet per second) • Streets and Storm Drain Systems Provide the summary information outlined below: Roughness coefficients used: For street gutters: For conduit type(s) RCP Coefficients: 0.013 • • • Part 4 — Drainage Concept and Design Parameters Continued (Page 4.16) Design Parameters (continued) Hydraulics (continued) • Street and Storm Drain Systems (continued) • For the following, are assumptions other than allowable per Guidelines? • Inlet coefficients? x No Yes Head and friction losses x No Yes • Explain any "yes" answer: • • In conduit is velocity generally increased in the downstream direction? x Yes No • Are elevation drops provided at inlets, manholes, and junction boxes? x Yes No • Explain any "no" answers: • • STORMWATER DESIGN GUIDELINES Page 24 of 26 APPENDIX. D: TECH. DESIGN SUMMARY • Effective February 2007 As Revised February 2008 • • 411 ID • SECTION IX • APPENDIX D - TECHNICAL DESIGN SUMMARY i • Are hydraulic grade lines calculated and shown for design storm? x Yes No For 100 -year flow conditions? x Yes No Explain any "no" answers: i What tailwater conditions were assumed at outfall point(s) of the storm drain system? Identify each location and explain: • Tailwater conditions were based on the elevation of water in the detention ponds. If the tailwater elevation was lower than the stormwater pipe soffit at the culvert, stormwater pipe was assumed to be full. • Open Channels If a HEC analysis is utilized, does it follow Sec VI.F.5.a? Yes No Outside of straight sections, is flow regime within limits of sub - critical flow? Yes No • If "no" list locations and explain: • Culverts If plan sheets do not provide the following for each culvert, describe it here. For each design discharge, will operation be outlet (barrel) control or inlet control? Inlet - - - Entrance, friction and exit losses: 411 0.5, 0.013, 1.0 • - • Bridges Provide all in bridge report Part 4 — Drainage Concept and Design Parameters Continued (Page 4.17) Design Parameters (continued) Computer Software What computer software has been used in the analysis and assessment of stormwater i management needs and /or the development of facility designs proposed for subject property project? List them below, being sure to identify the software name and version, the date of the • version, any applicable patches and the publisher 1. HEC -HMS 3.5 2. Microsoft Excel • Part 5 — Plans and Specifications • STORMWATER DESIGN GUIDELINES Page 25 of 26 APPENDIX. D: TECH. DESIGN SUMMARY • Effective February 2007 As Revised February 2008 • • • • SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Requirements for submittal of construction drawings and specifications do not differ due to use of a Technical Design Summary Report. See Section III, Paragraph C3. Part 6 — Conclusions and Attestation Conclusions • Add any concluding information here: 0 0 0 0 • Attestation - Provide attestation to the accuracy and completeness of the foregoing 6 Parts of this Technical Design Summary Drainage Report by signing and sealing below. "This report (plan) for the drainage design of the development named in Part B was prepared • by me (or 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 re.. ired by any and all state and federal regulatory agencies for thee drainage 411 i p ovements have been issued or fall under applicable general per 'E .. n, � /' (Affix Seal) F * �_ ►� * 4 t .1 Imo 1 ` "�'� • 111 P VEPONICA .) L� MORGAN Licensed Pro e . sion � e gineer 1 77689 ;44 U I'f I S G 1 ! . � F State of Texas PE No. 1 o rZ� c I S iONA� 0 i • 0 • 0 • 0 • • 0 STORMWATER DESIGN GUIDELINES Page 26 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2008 - 0 0