Loading...
HomeMy WebLinkAboutDrainage ReportSiti0-8LI 'oNI HN N S178LL X,L `uoi;e;S 08allo0 £SZ6 XoH'O'd S69b00-3'oAI u008.11SPaH uiaiA sexa,I, s taau►Aua �lu►;Insuoa am g p—aa> 8£L8L X.L `u11snV OOZ-•L 'a;S "pnlg Silunoa IM OOLZI d'I `(do) sjujuNIIININiOa SIIdN va AIVDrna v :aod paaeT Jo I IOZ `b IiadV — pasinag IIOZ `£Z Uvnag3A suxas, ISlunoa somitt uoilulS ataIIoa au0 3IaoIg I lo'I as igs asugd luoisinipgnS Svmuiiva aAIISIIOH ZNAM IS 12taHIS H:4HIfI'I HOd spnjs alticuil".�Q ��-0 7 (AQ i - 0212d I^aN-I,1odaa 02nu1eJQ 81 h0-SLI Sl.................................... ..... ........ .... ....... ........ .................................................... .......................... uoiluagl;raD 0'9 bl............................................................................................................................ sllnpuo� utn.[Q wiols CS hl............................................................................................................................... walsss a2eulerQ carols 0'S £ l .......................................................................................................... suolsnlauoo pun sllnsaN ftilmd 9'b Zl ...................................................................................................... sarnlonalS laNno X19land uollualaQ S'b Zl..... ............ .............................. .................. ............... ................ .......... ............. suo4nraplsuo3aa;nmQey h'b I [ ...... ............ ......................... .................... ........... ................................. uollean2guoD f111!and uollualaQ £'b Z'b OI ..................................................................................................................... nuallaD Xll[lan,d uollualaQ I'b ol...................................................................................................................... gul;nog 7gXjjjlau3 uollualaQ 0'17 6............... .... ................. ......................... ............. .............. ....... .................. salillunna33ounNralnmw.wlS 9'£ 8............... ................... ............................. .... .......... ........... ................ .QolopogjoW pun nlnwao31suolln2t S'£ L........ ......... ................. ................................ ......................... ........ ............... ........... uolln.quaauo33oawld, b'£ 9................. ..................... ..................... ................................ ...............<N�,> saagwnN anjnD jjounx SDS £'£ 9....................................................................................................................d>, uolln8dloajd angnlnwnD Z'£ p.............. ................ ........................ ......................... ..................... .C2olopogloW T nlnuuod OZN.L — SDS I'£ b..................................................................................................................................... 2ugaPOW 312010rP,(H 0'£ b....................................................................... wals,(S uogaalloD ramoS wrolS zo; utsug olnulniQ-qns £'Z £............................................................................ (suolllpuoD posodo.1d) spagsaalnM XIIP.and uollualaQ Z'Z £............................................................................. (suolllpuoD 2ullslxg) spagsaaluM ,tlllland uollualaQ 17 ...... ..... .................. suard 32uul941 V spaq OWAX 07 Z..................................................................................................................................uollnwzolulvwgA b'1 Z..................................................................... suaauud a2mria pun suocllpuoD 2ugsixg;o uolldlrosa(i £' I ................. .......................... uotin307 puouoD pun allS Z'1 l.......................................................................................................................................liodoN;oodonS I'1 1...................................................................................................................................... uol)uwroluIlurauag 0.1 gJVd :S.LN31N00 30 a'la'.L suxal, lfqunoD somitt uopulS a2alloa au0 Ivolg `I lo'I £ asugd'uois►nlpgnS Sumellua DMSIIOH IN2[GfIIS .L3aHlS HUHIfYl T 'ON •nag - Spn;S Auutu.xQ LIST OF TABLES: Section 3.0 — Hvdrolo¢ic Modelin PAGE Table#1: Rainfall Depth........................................................................................................................................6 Table #2: Composite Curve Number...................................................................................................................... 6 Table#3: Tu — Overland Sheet Flow..................................................................................................................... 7 Table #4: T12 — Shallow and/or Concentrated Flow................................................................................................ 8 Table#5: Tc Summary........................................................................................................................................... 8 Table #6: Drainage Basin Runoff Quantities......................................................................................................... 9 Section 4.0 — Detention Facility Routing Table #7: Pond 1 Stage/Storage Data................................................................................................................... 12 Table #8: Detention Facility Routing................................................................................................................... 13 Table #9: Undetained Drainage Areas.................................................................................................................. 14 Section 5.0 — Storm Drainage System Table #10: Storm Drainage Summary.................................................................................................................. 15 178-0418 Drainage Report-Revl Page - ii ATTACHMENTS: Section 1.0—General Information Preliminary Plat Vicinity Map FIRM Panel Map Section 2.0 — Watersheds & Drainage Areas Bee Creek Watershed Area Existing Conditions Drainage Area Map Proposed Conditions Drainage Area Map Storm System Drainage Area Map Section 3.0 — Hydrologic Modeling CoCS Email Correspondence Hydrologic Soil Group Data HydroCAD — Existing Conditions Drainage Calculations HydroCAD — Proposed Conditions Drainage Calculations Section 4.0 — Detention Facility & Routing GP-OIA, GP-Ol B & GP-01C: Site Grading & Drainage Plan HydroCAD — Proposed Conditions Pond Routing Calculations — Pond 1 Section 5.0 — Storm Drainage System Winstorm — Hydraulic Computations — Storm Drainage System "1" than "T 178-0418 Drainage Report -Rev 1 Page - iii Drainage Study — Rev. No.1 LUTHER STREET STUDENT HOUSING Callaway Subdivision, Phase 3 Lot 1, Block One College Station Brazos County, Texas 1.0 GENERAL INFORMATION 1.1 Scope of Report. This report addresses the existing conditions and proposed drainage improvements for the Luther Street Student Housing (LSSH) development which is located on Lot 1, Block One of the Callaway Subdivision, Phase Three. This drainage study's scope will analyze the proposed detention facility design methods and proposed configurations and the internal storm drainage system improvements designed for the development. All drainage system improvements (i.e. detention facilities, storm sewer, etc...) will be designed to accommodate the anticipated proposed/ultimate development conditions. The proposed development and drainage improvements are designed and analyzed in accordance with the criteria outlined in the "Unified Stormwater Design Guidelines" (USDG) manual of the City of College Station (CoCS). 1.2 Site and General Location: The LSSH development is as mentioned before located on Lot 1, Block One of the Callaway Subdivision, Phase 3 which is identified as 101 Luther Street. This lot is a 16.673 acre tract that is zoned as R-4 (high density residential). The proposed improvements will generally consist of thirty-six (36) residential buildings with a total of 160 dwelling units and a 640 bed count. The development will also include a community clubhouse, maintenance building along with all necessary associated improvements of paving, drainage, and utilities. The subject property is more fully illustrated on the Preliminary Plat which is provided in the "Attachment — Section 1.0" portion of this report. LSSH has access to Marion Pugh Drive along its west property line and Holleman Drive along with south property line. Developments adjacent to this project are all high -density residential consisting Callaway Villas to the north, Meadow Point Apartments to the west, and Holleman Arms Apartments to the south. The Union Pacific Railroad (UPRR) and Wellborn Road (FM 2154) are adjacent and to the east of this project. A Vicinity May, for this project site, is provided and is located in the "Attachment — Section 1.0" portion of this manual. This map is being provided as an aid in locating the site. Drawings describing the work and its specific locations are contained in the Construction Drawings prepared by RME Consulting Engineers, College Station, Brazos 178-0418 Drainage Report-Revl Page -1 The Townhomes on Marion Pugh Drainage Study — Rev. No. 1 RME Consulting Engineers April 4, 2011 County, TX. These Construction Drawings are included as part of this Drainage Report by reference. 1.3 Description of Existing Conditions and Drainage Patterns: The 16.673 acre tract of land, which contains the proposed development, is a moderately well sloping (approximately 2%) substantially undeveloped site with natural overland drainage that conveys runoff to the headworks of a secondary drainage system of Bee Creek. The headwork of this secondary drainage system is a 42" diameter CMP (under the Union Pacific Railroad) which then discharges runoff into a 4'x4' box culvert (under Wellborn Road — FM 2154). Runoff is then conveyed into an unnamed tributary that is well defined and traverses through Wayne Smith Park and W.A. Tarrow Park. The headworks/subdivision discharge point is approximately 790 linear feet upstream from its confluence with Tributary B of Bee Creek. The subject development area is primarily an unimproved area. Existing land -cover general consists of open grassy areas with some thick brush, weeds, and trees along the fence lines and tree clusters scattered through -out the site. Elevations range on the site from approximately 330' Mean Sea Level (MSL) to approximately 313' MSL. The Brazos County soil maps, as reported on the NRCS Web Soil Survey web -based program, indicates that the studied area is primarily comprised of Type D soils. These soils generally consist of clays or silty clay/sand mixtures with low absorption rates. Both pre -and post -runoff from the subject development will drain in an easterly direction through the proposed drainage structures or detention facility. Detained runoff is also received from the existing development of Callaway Villas. The runoff from this existing development is detained on -site (within an existing underground pipeing system), metered by a 30" ADS pipe at a 0.15% slope, and then discharges through a 42" ADS pipe with rock rip -rap erosion control protection. The runoff from the Callaway Villas is further discussed and reported in Section 3.6 of this report. Runoff is then discharged into the headworks of the 42" diameter CMP. Eventually the unnamed tributary discharges into Tributary B of Bee Creek, thence to Carters Creek, thence to the Navasota River, thence to the Brazos River and ultimately to the Gulf of Mexico. 1.4 FEMA Information: No portion of the subject development lies within mapped 100-year floodplain as graphically depicted by the Federal Emergency Management Agency (FEMA) — Flood Insurance Rate Map (FIRM) Community/Panel number 480083 0144C and 0182C, with an effective date of July 2, 1992. A portion of this FIRM Panel Man is located in the "Attachment — Section 1.0" section of the Drainage Report. 178-0418 Drainage Report-Revl Page-2 The Townhomes on Marion Pugh RME Consulting Engineers Drainage Study — Rev. No. 1 April 4, 2011 2.0 WATERSHEDS & DRAINAGE AREAS 2.1 Detention Facility Watersheds (Existing Conditions): As previously discussed, the subject development area is located in a watershed of an unnamed tributary that drains into the Bee Creek Watershed Area. An exhibit of this watershed is taken from the USDG manual with the Luther Street Student Housing area identified and has been included in the "Attachment — Section 2.0" appendix of the report. Since this drainage study will include the hydrologic/hydraulic modeling of one (1) detention facility, an appropriate drainage area map called the Existing Conditions Drainage Area Man (which is located in the "Attachment — Section 2.0" portion of the Drainage Report), was developed for considerations of runoff patterns and quantities. For pre -development conditions two (2) individual drainage basins were considered, analyzed, and are as follows. Drainage Area "X" — This drainage area is approximately 20.57 acres and will consist of the proposed development area and all upstream contributing areas (excluding the original Callaway Villas (CVI) development), at pre -development or existing conditions. At the downstream limit of this drainage area is the 42" CMP drainage structure which traverses under the Union Pacific Railroad. Analysis of this drainage area, plus detained runoff discharges from CVI, will provide runoff values that are being conveyed through the existing UPRR drainage structure. This runoff data will be the "benchmark" data for the respective post -development area analysis so that increased runoff can be measured and appropriately detained. Drainage Area "X3" — This drainage area is approximately 1.13 acres and will consist of a portion of the western edge of the proposed development area, at pre -development or existing conditions. Runoff from this drainage area discharges into the curb & gutter section of Marion Pugh Drive. Runoff is then conveyed in a southern direction in the existing storm drainage system of Marion Pugh Drive. This area eventually drains to Bee Creek but through an independent drainage system exclusive of the existing 42" CMP drainage structure under the UPRR. Therefore this drainage area will be treated as a "different and independent" watershed. Analysis of this drainage area will provide runoff characteristics for the appropriate portion of the subject development at its current existing conditions. 2.2 Detention Facility Watersheds (Proposed Conditions): For post -development conditions three (3) individual drainage basins were considered and analyzed and are as follows. The Proposed Conditions Drainage Area Map illustrates these drainage areas and is located in the "Attachment — Section 2.0" section of the Drainage Study. Drainage Area Map "Pl" — This drainage area is a portion of Drainage Area "X" and comprises of 15.29 acres of land. Proposed runoff conditions from this drainage area will be evaluated at the anticipated development conditions. The hydrologic data generated from this drainage area will be collected into the internal storm drainage system and drain into Pond 1. Runoff will then be routed through the detention facility and discharged into 178-0418 Drainage Report-Revl Page - 3 The Townhomes on Marion Pugh Drainage Study —Rev. No. I RME Consulting Engineers April 4, 2011 the existing 42" CMP drainage structure which traverses under the Union Pacific Railroad. Ultimately, routed flows, combined with flows from undetained flows from Drainage Area "P2", will be compared to the runoff values generated from Drainage Area 11V; Drainage Area Map "P2" — This drainage area consists of an area within Drainage Area "X" and comprises of 5.50 acres of land. Proposed runoff conditions from this drainage area will be evaluated at the anticipated development conditions and released from the site undetained; Drainage Area Map "P3" — This drainage area consists of an area near the same as Drainage Area "X3" and comprises 0.91 acres of land. Proposed runoff conditions from this drainage area will be evaluated at the anticipated development conditions and released from the site undetained. These runoff values will be compared to Drainage Area "X3"; 2.3 Subdrainage Basins far Storm Sewer Collection System: For analysis of the internal storm drainage system, the proposed Drainage Area "P2" was further broken down into smaller sub -drainage areas so that individual curb inlets, grate inlets, and conveyance elements could properly be designed and analyzed. The Storm System Drainage Area Man illustrates these sub -drainage areas and is located in the "Attachment — Section 2.0" portion of this Drainage Study. 3.0 HYDROLOGIC MODELING 3.1 SCS — TR 20 Formula and Methodology: The Natural Resources Conservation Service (MRCS), formerly the Soil Conservation Service, developed the runoff curve number method as a means of estimating the amount of rainfall appearing as runoff. The SCS-TR 20 formula calculates the peak discharge and volumes in a reliable fashion for moderate sized (50 to 400 acres) watersheds. Typically the Rational Method would be utilized with this project since its watersheds are well outside the range of the SCS method. However the City of College Station has directed this office to utilize the SCS Method per CoCS Email Correspondence which is located in the "Attachment — Section 3.0" portion of this Drainage Study. Therefore the SCS hydrologic method will also be utilized for all detention facility sizing regardless of the size of the contributing drainage area. The SCS unit hydrograph procedure (also known as the TR-20 runoff method) generates a runoff hydrograph by the following basic steps: (For brevity, this is a simplified description.) The SCS-TR20 methodology was employed for hydrologic computations of the Unnamed Tributary's Watershed and Post -Development Watersheds/Drainage Areas. 1. A rainfall distribution is selected which indicates how the storm depth will be distributed over time. This is usually a standardized distribution, such as the SCS Type II storm, and often a standardized duration of 24 hours is selected; 178-0418 Drainage Report-Revl Page -4 The Townhomes on Marion Pugh Drainage Study — Rev. No. 1 RME Consulting Engineers April 4, 2011 2. The design storm depth is determined from rainfall maps, based on the return period being modeled. Combined with the rainfall distribution, this specifies the cumulative rainfall depth at all times during the storm; 3. Based on the Time -of -Concentration (Te), the storm is divided into "bursts" of equal duration. For each burst, the SCS runoff equation and the average Curve Number (CN) are used to determine the portion of that burst that will appear as runoff, The SCS runoff equation determines the precipitation excess runoff that results from a given cumulative precipitation: (P-Ia)2 Q=------------ (Q=0 if P<Ia) (P-Ia)+S 1000 S= --------- - 10 CN with In = 0.2 S (P-.2S)2 Q=------------ where, (P+.BS) Q = Precipitation excess runoff (inches); P = Cumulative precipitation (inches) — Table C-6 of the USDG — further discussion in the next sub -section; Ia = Initial abstraction (inches); S = Potential maximum retention (inches); CN = Curve Number — The Antecendent Mositure Condition (AMC) 1 and 3 are implemented by adjusting the Curve Numbers. The AMC specifies the moisture level in the ground immediately prior to the storm. Four conditions are defined: 1 - I Dry 2 - II Normal 3 - III Wet 4 - Frozen or Saturated It is common policy to use AMC 2 for most design work. Other values should be used only under special circumstances. AMC 3 is sometimes used to study wet conditions, such as a spring rainfall event. AMC 3 usually causes a dramatic increase in runoff, and is not normally used for design purposes. Unless otherwise specified AMC 2 will be utilized for all hydrologic computations that employ the SCS-TR 20 method. 178-0418 Drainage Report-Revl Page-5 The Townhomes on Marion Pugh Drainage Study - Rev. No. 1 RME Consulting Engineers April 4, 2011 4. A Unit Hydrograph, in conjunction with the Tc, is used to determine how the runoff from a single burst is distributed over time. The result is a complete runoff hydrograph for a single burst; 5. Individual hydrographs are added together for all bursts in the storm, yielding the complete runoff hydrograph for the storm. 3.2 Cumulative Precipitation "P". As sited earlier the NRCS SCS-TR20 methodology utilizes rainfall depth "P" at various storm durations for the various storm frequencies that will be analyzed. The information reported in the SCS TP40 is provided in Table C-6 of the USDG, for Brazos County, TX, and is summarized below in Table #1- "Rainfall Depth". TABLE #1 Rainfall Depth Storm Duration 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR 24-hr 4.50 6.20 7.40 8.40 9.80 11.00 3.3 SCS Runoff Curve Numbers "CN". The Soils Conservation Service (SCS) runoff Curve Number, for each sub -drainage basin, was determined by composite method of percentage of land cover to the total sub - drainage basin. These CNs were estimated from the NRCS, Urban Hydrology for Small Watersheds, TR 55 (June 1986) by comparison of runoff surface types. Runoff surface types where determined by field reconnaissance, aerial maps, and utilizing the NRCS Web Soil Survey web -based program. The associated sectional maps and Hydrologic Soil Group Data figures and tables which substantiate the selection of these CNs are contained in the "Attachment - Section 3.0" section of the Drainage Study. Calculations for the composite runoff CNs are illustrated below in Table #2 - "Composite Curve Number". TABLE #2 Composite Curve Number (CNwtd) Type D Open Space Undeveloped Woods Good Good Rooftop or Drainage Orass Areas Condition Condition Pavement Composite Area I.D. CN-73 CN=75 CN=81 CN=98 CNWtd X 80.4% 18.0% 0.0% 1.6% 74 X3 89.0% 11.0% 0.0% 0.0% 73 Pi 0.0% 0.0% 31.2% 68.8% 93 P2 65.0% 0.0% 26.4% 8.6% 77 P3 0.0% 0.0% 97.9% 2.1% 81 178-0418 Drainage Report-Revl Page - 6 The Townhomes on Marion Pugh Drainage Study — Rev. No. I RME Consulting Engineers April 4, 2011 3.4 Time of Concentration: The Time -of -Concentration (Tc), for each watershed, is used to determine the intensity of the rainfall event for the corresponding drainage basin. Time -of -Concentration is defined as the time required for the surface runoff to flow from the most hydraulically remote point in a watershed to the point of analysis. The Tc is the summation of the flow time for overland sheet flow plus shallow overland flow and/or concentrated flow to the lower reach of the watershed. Overland sheet flow is a method developed by Overton and Meadows and is typically used for flow distances of 300 feet or less. Concentrated flows are estimated by velocities determined by use of the Manning's Equation. These two types of flow time calculations are further explained as follows. Overland Sheet Flow, Tt = {0.007 (n L)a's} / {PP S"') where, Tt = travel time (hours); n = Manning's roughness coefficient — This represents the flow -ability of runoff across a particular surface type and is a dimensionless coefficient. These coefficients are obtained from Table C-5 of the USDG; Pi = i°i-year recurrence interval for the 24-hour rainfall depth (inches) — Rainfall depths are obtained from Table C-6 of the USDG; S = land slope (feet/foot) Shallow Concentrated Flow, Tt = D/(60V) where, Tt = Travel time (minutes); D = Flow distance (feet); V = Average velocity of runoff (ft/sec) — These values are determined from interpolation velocities recorded in Table C-4 of the USDG; Table #3 — "Tti-Overland Sheet Flow" and Table 44 — "Tt2-Shallow Concentrated Flow" illustrates the flow travel times for each segment of the sub -drainage basin in respect to the condition of the flow. The Tc's for each sub -drainage basin where then computed and are summarized below in Table #5 — "Tc Summary". TABLE #3 Ttl - Overland Sheet Flow Overland Average Flow Land Travel Drainage Manning's Distance Pi Slope Time AreaI.D. "n" (L) (100- ear) (S) (Tc) X 0.24 155 11.0 0.0050 0.317 P1 0.24 75 11.0 0.0100 0.134 P2 0.24 100 11.0 0.0130 0.152 178-0418 Drainage Report-Revl Page - 7 The Townhomes on Marion Pugh Drainage Study — Rev. No. 1 RME Consulting Engineers April 4, 2011 TABLE #4 Tt2 - Shallow and/or Concentrated Flow Shallow (Unpaved) Shallow (Transition) Shallow (Paved) Flow Average Flow Average Flow Average Drainage Distance Velocity Distance Velocity Distance Velocity Time Areal.D. DI 1(DI) (VI) D2 V2 Tc X 566 1.8 682 1.6 0 0.0 12.34 Pi 400 2.0 187 2.0 498 1.7 8.22 P2 2122 1.7 0 0.0 0 0.0 20.80 1) Unpaved Shallow Flow average velocities were estimated using the following equation V = 16.135*So" where, V = fps S = average slope Assumptions — Manning's N = 0.05 & Hydraulic radius = 0.4 ft 2) Paved Shallow Flow average velocities were estimated using the following equation V = 20.328*S05 where, V=fps S = average slope Assumptions — Manning's N = 0.025 & Hydraulic radius = 0.2 ft TABLE #5 Tc SUMMARY Combined Drainage Overland Channel Flow Tc Area I.D. Flow Time Time (min) X 0.317 12.34 31.4 PI 0.134 8.22 16.3 P2 0.152 20.80 29.9 3.5 Rational Formula and Methodology: The Rational Method (Q=CIA) is one of the more frequently used methods to determine the peak runoff from a watershed and is typically reliable for small watersheds (< 50 acres). The Rational Method generates hydrologic data based on drainage area geometries, surface conditions, and rainfall intensities. The Rational Method will be employed to determine the sizes of watershed's runoff values for the sub -drainage areas, for the internal storm drain systems, and it is explained further as: Q = CIA where, Q = peak runoff rate (cubic feet per second); C = runoff coefficient — This represents the average runoff characteristics of the land cover within the drainage area and is a dimensionless coefficient. Runoff coefficients are interpolated from either Table C-2 or C-3 of the USDG; I = average rainfall intensity (in/hr); A = area of land that contributes stormwater runoff to the area of study (acres); 178-0418 Drainage Report-Revl Page-8 The Townhomes on Marion Pugh Drainage Study - Rev. No. 1 RME Consulting Engineers April 4, 2011 RUNOFF COEFFICIENT (C): The runoff coefficient (C) for various sub -drainage basins was estimated from the USDG, Table C-2 and C-3 by comparison of runoff surface types to percentage of land coverage and total drainage area. TIME OF CONCENTRATION "Tc": Stated previously Tc's for the Rational Method will be ten (10) minutes. RAINFALL INTENSITY (I): Rainfall intensities (I) are the average rate of rainfall in inches per hour for a given rainfall event. The duration of "I" is assumed to occur at the computed Time -of - Concentration for each respective drainage basin. Rainfall intensities can be determined by use of intensity -duration -frequency QDF) curves or from intensity equations which are provided in the TxDOT Hydraulic Manual. 3.6 Stormwater Runoff Quantities: Stormwater runoff quantities were calculated, using the SCS-TC 20 formula and Rational Method, with the assistance of the Hydrologic/Hydraulic stormwater modeling program HydroCAD. Runoff values for the larger watersheds are summarized below in Table #6 - "Drainage Basin Runoff Quantifies". HydroCAD-Existing Conditions Drainage Calculations and HydroCAD-Proposed Conditions Drainage Calculations and their supporting data are contained the "Attachment - Section 3.0" appendix of this Drainage Report. These calculated runoff quantifies were reviewed and considered reasonable for the studied watershed. Also shown in Table #6 are the routed/detained discharge values from Callaway Villa Apartments (CVI). This data was taken from the Drainage Study prepared by this office on June 27, 2005. It is identified at Drainage Area "CVI". TABLE #6 DRAINAGE BASIN RUNOFF QUANTITIES Drainage Drainage Drainage Drainage Drainage Drainage Rainfall Area Area Area Area Area Area Event (X) (X3) (Pl) (P2) (P3) (CVI) (yr) cfs) cfs cfs (efs) (ofs) cfs 2 33.46 3.23 66.04 10.47 3.50 25.77 5 57.91 5.57 93.84 17.43 5.51 30.86 10 76.02 7.29 113.30 22.52 6.94 35.49 25 91.40 8.75 129.45 26.81 8.14 41.95 50 113.17 10.82 151.97 32.84 9.81 49.09 100 1 131.95 12.60 171.22 38.03 11.23 1 50.15 Runoff values generated from the smaller sub -drainage areas, for purposes of modeling the proposed internal storm sewer system, are not summarized in this section but are covered in the subsequent Section 5.0 - Storm Drainage System. 178-0418 Drainage Report-Revl Page-9 The Townhomes on Marion Pugh Drainage Study — Rev. No. I 4.0 DETENTION FACILITY & ROUTING 4.1 Detention Facility Criteria RME Consulting Engineers April 4, 2011 STORAGE: 1. The storage ability of the detention facility is such that it can adequately detain the receiving stormwater runoff from upstream drainage areas so that runoff from the project site is controlled to pre -development "existing" conditions. The storage requirements are more fully explained in the following section; 2. The maximum storage depths for design and ultimate conditions shall be as follows: Facility Location Design Hydrograph Ultimate Hydrograph Parking Areas 0.50 ft 1.5 ft Rooftops 0.50 ft 1.0 ft Landscaped Areas 3.0 ft 4.50 ft 3. All detention facilities located on natural streams or water courses that are designed with a permanent storage component shall meet all criteria, in terms of design and construction, for Dams and Reservoirs as required by the Texas Commission on Environmental Quality (TCEQ); 4. Detention facilities shall have an additional 10% in storage to account for sedimentation, except those located in parking areas or rooftops. OUTLETSTRUCTURES: The detention facility outlet structures are designed so that the system can be drained by means of gravity. Discharge velocities shall be verified that they are below the minimum velocities receivable by the type and nature of the receiving system or attenuated so that they are below these minimums. PHYSICAL CHARACTERISTICS: 1. Side slopes shall not exceed 4:1 for vegetative cover and 2:1 for non -vegetative cover; 2. Bottom slopes must be 2.00% or steeper to low flow outlet; 3. A low -flow invert shall be provided for all facilities which have a vegetative cover at the facility bottom; EMERGENCY OVERFLOW: 1. The geometry of the emergency overflow shall be that of a rectangular weir; 2. Surface treatment of the overflow weir shall be consistent with the expected velocities at ultimate conditions. Proper treatments shall be provided to accommodate or attenuate the discharge velocities; 3. A minimum of 0.5 feet of freeboard shall be provided around the perimeter of the detention facility as measured between the maximum water surface elevation and the pool elevation and the ultimate conditions. 178-0418 Drainage Report-Revl Page -10 The Townhomes on Marion Pugh Drainage Study — Rev. No. 1 RME Consulting Engineers April 4, 2011 4.2 Methodology: The purpose of a detention facility is to store the increased runoff created by the impervious and improved areas, and discharge it at a rate so that the immediate downstream structure and/or property experiences decreases or no change as compared to existing conditions. Using the peak runoff rates, generated and illustrated in Section 3.6 of this report, hydrographs for each rainfall event and respective drainage basins were created for existing conditions. These hydrographs were constructed by means of triangular approximation method which is limited to smaller watersheds located within the secondary drainage system of a major watershed. Other assumptions and geometric conditions that are used to build these hydrographs are as listed below. Using this data, and inputting it into HydroCAD, approximate hydrographs were determined for each drainage basin at selected rainfall events. Triangular Approximation: 1. Peak Runoff (Q) occurs at "Tc'; 2. The outflow portion of the triangular hydrograph is Tc x 2; Using this information, the storage volume of the detention facility can be estimated. This storage volume shall be such that the peak discharges of the development hydrograph, or the routed hydrograph, from the detention facilities will be equal to or less than the "Benchmark" discharges. For this project, at proposed development conditions, the discharge values shall be such that the routed flows through Pond 1 (from Drainage Area "Pl"), plus the undetained runoff values from Drainage Area "PT', are equal to or less than the peak discharge rates of Drainage Area "V. 4.3 Detention Facility Configuration: The detention facility for the subject development will consist of one pond which will in actuality be an underground storage facility. This underground storage facility will consisting of several vault or chambers and the storm drainage pipe through the site. With the construction of this detention facility, called Pond 1, an outlet structure will also be installed to detain/meter (discussed in Section 4.5) increased runoff from Drainage Area "PI". The proposed Grading & Drainage Plan "A". "B" & "C" for this project more fully depicts these improvements and is contained under the "Attachment — Section 4.0" portion of this report. The detention facility is briefly summarized below: Pond 1: As mentioned above Pond 1 will consist of a combination of a vault/chamber system in combination with the sites underground drainage system and some surface parking areas. The outfall of Pond 1 will be a two -staged outlet with the initial flowline at an elevation of 312.88' (being a discharged into a 36" ADS drainage pipe) and the second stage at an elevation of 317.00' (being discharged into a 30" ADS drainage pipe). The stage/storage volume of Pond 1 will consist of the following surface areas and will have a maximum storage elevation of 320.05' with the emergency spillway being engaged at an elevation of 319.55'. This stage/storage information, for the vault system, is quantified below in Table #7 — "Pond 1 Stage/Storage Data" for the underground vault/chamber. All vault/chambers will have a bottom slope of 0.25%: 178-0418 Drainage Report-Revl Page - 11 The Townhomes on Marion Pugh Drainage Study — Rev. No. 1 TABLE #7 POND 1- STAGE/STORAGE DATA Elevation Surface Area ft) s .ft. 312.88 0 313.00 4,668 313.50 28,560 313.62 34,227 313.80 40,527 313.90 41,696 318.40 41,696 RME Consulting Engineers April 4, 2011 4.4 Tailwater Considerations: The LSSH detention facility's outlet pipe is approximately 63 feet upstream of the existing 42" CMP that crossing under the Union Pacific Railroad. This existing culvert is at an approximate 4.15% slope with an estimated free -flow capacity of 110 cfs. Tailwater elevations, or water surface elevations, were determined by an analysis performed on the existing 42" CMP. The resulting headwaters on this culvert are estimated at 315.55' for storms from the 2-year rainfall event to the 25-year rainfall event and approximately 315.80' for the 50-year and 100-year. 4.5 Detention Facility Outlet Structure: The detention facility outlet structure has been designed to accommodate and route collected stormwater runoff, from Drainage Area "Pl" so that during analyzed/routed rainfall events the post -development discharge rates are near or less than the "benchmark" discharge values generated from Drainage Area "X". These "benchmark" discharge values are illustrated in Table #6 contained in Section 3.6 of this report. The discharge structure of each detention pond will serve as the restricting or metering device, and are summarized below: Stage 1: The initial discharge structure for the vault is a 36" ADS drainage pipe/culvert placed at a 0.25% slope. Its flowline out of the vault is 312.88'; Staff The second discharge structure for the vault is a 30" ADS drainage pipe/culvert placed at a 0.25% slope. Its flowline out of the vault is 317.00'; Emergency Spillway: The emergency spillway structure will consist of a ten -foot (10') wide curb/sidewalk leave -out with rock rip -rap treatment at the downstream end. This emergency structure will be engaged with the pond system reaches an elevation of 319.55'; 178-0418 Drainage Report-Revl Page -12 The Townhomes on Marion Pugh Drainage Study - Rev. No. I RME Consulting Engineers April 4, 2011 4.6 Routing Results and Conclusions: Once the project's detention facility and outlet structure was determined, then the hydrograph for Drainage Basins "Pl" could be routed through the detention system. The routing of this hydrograph, for each analyzed rainfall event, was accomplished by means of the Hydrologic/Hydraulic stormwater modeling program HydroCAD. The program mathematically solves for continuity between the detention facilities storage capabilities, in respect to height versus storage and height versus discharge rate, with the inflow hydrograph and inputted tailwater conditions. HVdroCAD - Proposed Conditions Pond Calculations - Pond 1 and its supporting data is contained the "Attachment - Section 4.0" section of this Drainage Report. An equivalent comparison of pre -development to post -development drainage areas is necessary to verify that the proposed detention facility is properly attenuating the increased impervious cover runoff. For this project Drainage Area "X" is the benchmark runoff values for pre -development conditions. Therefore, routed runoff values from Drainage Area "P1" plus undetained Drainage Area "P2" must be less than or equal to the benchmark runoff values. As shown below in Table #8 - "Detention Facility Routing", the designed detention facility system can accommodate inflow runoff and adequately detain this stormwater so that the facility's discharge rates are minimally below the "benchmark" discharges without surcharging the system. TABLE #8 DETENTION FACILITY ROUTING Benchmark Diff. in Routed D.A."PT' Discharge Discharge Rainfall Storage Max. Discharge Discharge Rate Rate Max. Berm Event Volume Pool Elev Rate Rate D.A."X" (Routed-P2) Elev. Freeboard cu.ft. ft) (cfs) cfs) cfs) (cfs) (ft) (ft) DETENTION POND 1 - PROPOSED CONDITIONS 2 110,945 315.94 21.09 10.47 33.46 -1.90 320.05 4.11 5 146,248 316.73 37.00 17.43 57.91 -3.48 320.05 332 10 171,752 317.31 45.50 22.52 76.02 -8.00 320.05 2.74 25 191,376 317.75 52.80 26.81 91.40 -11.79 320.05 2.30 50 221,414 319.11 77.46 32.84 113.17 -2.87 320.05 0.94 100 234,054 " 19.5 86.77 38.03 131.95 -7.15 320.05 0.50 1) Building No. 22 i st building on the project site. Its Finish Floor elevation is 320.65'. Therefore there wil b�se etween the 100-year pool elevation of the detention facility and this finish floor; 2) At a discharge of 12existing 42" CMP is estimated to have a tailwater elevation of 315.80% The discharge velocity, during the 25-year and 100-year rainfall event, from the combined 30" & 36" ADS pipe, will be approximately 7.3 fps and 7.6 fps respectively. Rock rip -rap, placed in concrete grout, will line the outfall of this drainage pipe to mitigate any erosion. Also velocity dissapator blocks will be installed in the concrete apron of the discharge pipe headwall. 178-0418 Drainage Report-Revl Page - 13 The Townhomes on Marion Pugh Drainage Study — Rev. No. 1 RME Consulting Engineers April 4, 2011 Also there are areas within the proposed development where drainage areas will leave the site undetained. Again post -development runoff values must be less than or equal to the comparable pre -development runoff values. For this project Drainage Area "X3" is the benchmark for projected runoffs from Drainage Area "M". As shown below in Table #9 — "Undetained Drainage Areas" illustrates that the post -development runoff values are less than the pre -development conditions with the exclusion of the 2-year rainfall frequency. This difference is an increase of 0.27 cfs and is a negligible amount. TABLE #9 UNDETAINED DRAINAGE AREAS Rainfall Event D.A. "XY D.A. VY Diff. ( ) cfs (cfs) (cfs) 2 3.23 3.50 0.27 5 5.57 5.51 -0.06 10 7.29 6.94 -0.35 25 8.75 8.14 -0.61 50 10.82 9.81 -1.01 100 12.60 11.23 -1.37 5.0 STORM DRAINAGE SYSTEM The "system criteria" listed below in the follow sub -sections are only the main highlights of the design criteria utilized for this private storm sewer system. 5.1 Storm Drain Conduits SYSTEM CRITERIA: 1. Storm drainage systems are designed to convey the design storm and analyzed during the 25-year rainfall event. A gravity over -flow route has been provided so that conduits that are unable to convey the 100-year storm can "spill" over into these over- flow systems so that situations that are hazardous to life, property, or public infrastructure is prevented; 2. For the design storm, the minimum flow velocity in a conveyance element shall not be less than 2.5 fps and not greater than 15.0 fps; 3. Roughness coefficients for storm sewer pipes were assigned at 0.012 for smooth -lined High Density Poly -Ethylene (HDPE) pipe and 0.013 for RCP; 4. Junction boxes were provided at all changes in conduit size and grade or alignment changes. Where junction box spacing exceeded 300 feet for 54" diameter pipe, or smaller, and 500' for pipes exceeding 54" in diameter, additional manhole were provided to maintain the desired spacing; 5. Storm sewer conduits with a diameter of 18" through 24" were hydraulically analyzed with a 25% reduction in cross -sectional area to compensate for potential partial blockage. Therefore 15" sized pipes were input as a 1.08' diameter pipe, 18" sized pipes were input as 1.30' diameter pipe, and 24" sized pipes were inputted as a 1.73' diameter pipe; 178-0418 Drainage Report-Revl Page -14 The Townhomes on Marion Pugh Drainage Study - Rev. No. 1 RME Consulting Engineers April 4, 2011 6. Conveyance elements were sized so that the design storm's hydraulic grade line would be equal to or less than grate inlet curb elevation; TAILWATER CONSIDERATIONS: Tailwater for the storm drainage system was set at a the pool elevation of the detention vault system during the 25-year rainfall event (317.75'). METHODOLGY & CONCLUSIONS: The hydraulic analysis, for storm drain conduits, and corresponding results, were determined by using the WINSTORM hydraulic program for stormwater modeling. This TxDOT program's typical use is for modeling gravity stormwater systems. The Winstorm data is summarized, for each system, under the Winstorm - Hydraulic Computations (reference "Attachment - Section 5.0" portion of the report). Storm drain conveyance elements and system, for the design storm (25-year rainfall event), are summarized below in Table #10 - "Storm Drainage Summary". TABLE #10 STORM DRAINAGE SUMMARY Pipe Size US Top of US Node DSNode Diameter Velocity Capacity RunoffQ USHGL Curb Diff ID ID m s cfs (cfs ft Elev. (ft) (ft) SYSTEM "I" D8 V2 36 3.32 51.54 23.43 317.79 320.62 -2.83 JBI D8 36 2.58 51.29 18.25 317.77 321.93 -4.16 D9 JBI 30 1.82 31.52 8.82 317.88 322.49 4.61 D10 D9 24 1.56 17.40 4.32 317.88 320.42 -2.54 J132 JBI 36 1.99 42.34 9.68 317.92 322.00 -4.08 D11 J132 36 3.12 41.99 9.68 317.94 321.50 -3.56 D12 D11 24 5.21 23.28 4.25 319.17 322.13 -2.96 D13 DI1 24 1.92 30.04 1.56 319.00 323.93 -4.93 SYSTEM "2" J133 V3 24 1.31 30.05 3.72 317.75 320.90 -3.15 D14 J133 24 5.61 24.51 3.72 318.03 320.25 -2.22 SYSTEM "3" D15 V4 24 0.58 29.94 1.82 317.75 319.75 -2.00 SYSTEM "4" J134 V5 36 1.48 79.74 9.92 317.75 320.28 -2.53 J135 J134 36 1.60 80.72 9.92 317.77 323.90 -6.13 D16 JB5 24 5.74 27.44 2.99 318.20 321.00 -2.80 D17 J135 30 5.20 31.64 7.05 318.38 323.78 -5.40 SYSTEM "5" D18 V6 24 1.37 30.17 4.30 317.77 319.25 -1.48 SYSTEM "6" D19 V7 36 2.55 43.07 17.99 317.78 319.63 -1.85 D20 D19 30 2.54 26.36 12.47 317.87 320.00 -2.13 D21 D20 30 1.62 26.13 7.93 317.90 319.25 -1.35 178-0418 Drainage Report-Revl Page -15 The Townhomes on Marion Pugh Drainage Study - Rev. No. 1 RMC Consulting Engineers April 4, 2011 TABLE #10 STORM DRAINAGE SUMMARY Pipe Size US Top of US Node DS Node Diameter Velocity Capacity Runoff Q US HGL Curb Diff ID ID (in) (fps) (cfs) (efs) (ft) Elev. (ft) (ft) SYSTEM "7" D22 V8 36 3.75 44.53 26.52 317.78 319.24 -1.46 J136 D22 36 3.26 45.64 23.06 317.87 319.95 -2.08 D23 J136 36 1.87 45.85 13.19 317.91 319.24 -1.33 D24 D23 36 1.30 45.50 9.16 317.92 321.20 -3.28 J117 D24 30 1.61 27.99 6.85 317.93 321.86 -3.93 D25 JB7 30 1.97 28.44 6.85 317.93 322.60 -4.67 D26 D25 30 2.28 27.83 6.38 317.94 321.30 -3.36 D27 D26 24 3.14 15.54 2.84 318.29 321.31 -3.02 D28 D26 24 2.85 17.34 2.58 318.62 322.13 -3.51 D29 J116 30 2.72 44.39 10.60 317.98 320.50 -2.52 JB8 D29 30 5.28 38.40 6.61 318.67 323.44 -4.77 D30 J138 24 5.01 21.16 3.56 319.66 322.60 -2.94 D31 J138 24 4.82 21.16 3.12 319.62 322.60 -2.98 6.0 CERTIFICATION "This report for the drainage design of The Townhomes on Marion Pugh - Callaway Subdivision, Phase Three - Lot 1, Block One 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 required by any and all state and federal regulatory agencies for the proposed drainage have been issued." ��P E of rj k;4 11 RA N A,.� F .. ..... / /CE115��• Ih�ss�oNAL Rabon Metcalf, P.E. State of Texas P.E. No. 88583 Texas Firm Registration No. F-004695 178-0418 Drainage Report-Revl Page -16 Section 1.0 GENERAL INFORMATION 86£0 - SLl ON 133rOHd ON IN3110 Sa33NION3 0NI1lnSNO3 3Wa 09-.1 OOOZ-1 'm -0,16 VOLO-69L(6L6)' WLO-ro94 (6L6) - 93 DMD..m6.,N.,g j!,A0 '.-1( Z69LL StlX31'NOI1tl1S 303". >wM6N}069lYlAA�O O IOZ 'l 3Nnr :(m3Aans S 31 'mNn00 SOZVa9 'NOIIVIS 3031100 L-V '3n0V31 l-BNana aHOJMO S380V £99'4l = 1V101 S3H0V 096'0=N0LLV3ia30 WO'N 3' SMOV £L9'91=101 l 3NO N00l8 't 101 JHUH,L HSVHd NOISIAIQSIIS AVnnvllVD lVId XHVNlWIjEXd 561E-99Z (6L6) 3NOHd x"\ 149LL SVX31 'NOIJVIS 3931100 Jam` 69Z We '0'd '133a1S HOanHO SOS 311 ONA3Nlns 883N :Ae a3/3A8nS Q aoDaN NOd ION W i n 1V 'SMN 1V3WdVMWd01 NOLLYIs SDS1U AN xOD IM 03d MAI.I11111 SV SI 03ZnUn VIVO NOINdV=dO1 6 'AMN. I'M AO a3 SMWV 1011 3W OW SN311 AMNM-MN IV SRANH 61WO 11V 'NOMP WAS SI IH3nlInMa 3llu mrs A'e 31 OMM VOI MAI 0960010/ AD 'ANVdNO3 3LN MYL103H AS OSMS1 I143MAHM0 31LL V AD IU309 3W MOS 036Vd3Nd SVM 1Vld SW '9 .a NDND A.SNd IAAM 03,AM soO 3NA AD OLY'Z'9 A.IS H1W DNVODOMY M 03TV1SN1 SW 03 MMU 39 11W SAMn 133WS 3D NOLLV WISNI 3W L SMON31 OW 39V Y. MR ONIN=0'SN9O ONO1V 'AM SHA 01 901931M NNON$ SNOMNMO 9 'S3vlV 0.6'0 30 TAOA Y 30 1S MOD VIVO NVVf3l10H A MIND mri N010IN ONOIV NRV01030 AVm-AO-AHO1N 'I '03ION 3SW.03M0 SS31NA SOS. NNNI ,M A9 031LL3NONON 3NV S93Mp3 AW3dONd llV 'Y 'Ma"A93500 SAO M83 03HSnWIS3 W MWN 010 IN 03SVO SI N03834 NNONS N31SAS OMNv3e 'OM9939-3Oi&9A r 'US, 'Z AIM 30 MST 31AD`AA3 NV MR Mon aZBM OIOOBV A OWO 01*M ON 13HYd AIINONNOD NNB -'Y N'3'J NO 031a1a30 AllValHd W SY NIYId 000V AM WHAM 3n ION S300 IDVM SIN 'Z SY ll 'MUDOO SOZYW3 fa SONO938 033QV`Vl0UA0 SINOAM (*1'O'9'a 0/0) I �s�.aa-1.aia-zaar6wri3ad 3 1 � , > Nol 5 anar3Nn 1N3W3SV3 -„---- 3Nn A1N3d0ad ----- 3NIl NDVBl3S DNIaire — -- XOa NOuoNnr .'0 131N1 V3aV NE 1V1S03d 3NOHd3lR u® 1NV8OAH 381f Mp 1nONV310 '0v 310HNVW =® 8313H SVO .l) a3MOJS NVa1 IVOIWO313 .0 MIVA IIVB WO 3AlVA DIH10313 e30 MIVA A03H3 318MO 6D9® a313W amvm .0 WVA a31Ym ANM 83Sa 3NIl3dId SVO EW UCH,OW 38M A00 I- 310d 1HDn tt 310d HWOd 0 �1V '3'n'd AI .3ltlm .BI xOuvDDI' lVUNMIS3N AiISN30-HOIH :3sn 03SOdOad iNVOVA :3sn iN3a8no ti—a :03NOZ (S38DV CL9'91) A) / d) / 1111 'n'e ,sz \ (66 39Vd '6 9 3nnXA) IND M \ \ (66/6999) OW3SVHd 'NOISNIOMS A MY11VO \ 3'n'd ,SL (66 33Vd '6W9 3 A) 'd'l '(SYIIN A D) d0 OOV d'd SIC \ \ \ MIS Atl.M S VO \ e DN96u3 3D (90BZ 'ON 3ONVNIaaO) \ \ \ NOAVD01 31VHAO.ddY .3'n'd DY BCZ'0 'ad 0•a \ / / \ 3NO N0018 — t 10� OL (S3NOY 960) / .3N3s "NOVAd, .9 ONilm 30 NOLLYaOI LYHINONtldY AS QC 10 XL N=99 B1i —,OZ'9ro=V V / 9o,lZ.roO1=a ;oosz=a m ZOLB=yO X \V -N lVM301S ,9 n3SOd08dlp \Pm V dl yd Y\. ,DI \ a% Md n ouu v /' \ dd r08'0414, - 3 ,00 ,f0 .99 N \ ad, :SaV38 OZZ# 'NOW SdO ,,>S000 - 3AHON00 NI X. 3131SINOa / pq v.[r31'3YJ9 09 0 Qom. CALLAWAY SUBDIVSION. PH 3: e� LOTS 1 — BLOCK ONE 101 LUTHER STREET N COLLEGE STATION, TX a° c o ?J S�eP S � OL T� �P Q 2154 2818 0/ICINITY MAP vALY iJI "Iy1til lV1aV vULIJI.lt raga Page I of I FIRM Panel Mayu 11-0 111�. 7 JAIARROWPARI, IN % 4SO111CO305E J�� �/� i4 v 01 ` Of, r 6. 1� Q�- , 'W J,jHN RT13H PAP. It WOODINA I DR 7 011 oi. Binx-, COt LEGE: 5-r.,1r1C-)N MCI.AINIEN; Hli, map i'apT .. I,i,l "I'the OtY orfin all (ils Depall"TCHI&VUlorcd Willi cmial"he coniNratioll bOw.11 dw CiIN of Illpil. dw Cit% of c. I h, Ilu,lo, fordd,niiining n4uracy- complOoie,% limclinvis. nwrehantabilil% and littic,, rorordw aplimprialow,s Jim ii,c r,,[-, oldv un illo I I" rite ol'Bryam the ('ily ol't%olkgc Slationasut llme )%County make no wawasillw,. uxprass or iii,plic,L ., to lfw mc ofllw infimiwi .... .. I'lain'-d i,. itidwlin, Ill. Copyrighl 24HB - zm it - cky or Brvau Geographic Inrorm ation Scr% ices" P.O.BON 10011 -` Hnaji, 'I X 778I5 littp:lliiiis.bryantx.govlgislservleticom.esH.esfimap.Esrimap?ServiceName--REGIONAL—... 1/10/2011 Section 2.0 t• T}: ..• `.�ri`. ,}� `'rot •ir 1.� � r+ji 4 'i . y;1 eu. Sty i f. p Q 1 r aJr l 'r zr Q� - il/ 1. ' .'% `9~/? +Pry '•f '-:.-- Jt 'Jti-• cfa p '•�� J P S Pe , Rock `q "n , cat Not Lon I IjI I�1 �p IY ?off �1 y' S4�`{� got O'l n 10 .. 1 i ? i Feet 0 2y300 5.200 10,400 Figure B-3: Bee Creek Watershed Area FOR EXISTING 42°0 ADSSTORM' iEWER — CALLAWAY 'LLAS EXISTING DISCHARGE POINT u i— Kn rn r EXISTING 42"0 CMP STORM yIELLBORN ROAD (FM IC IC RAILROAD - UNION PA -----42&— MARION PUGH DR. FLOW PATH —CHANNEL FLOW (CHANNEL) Dm682' ® 0.6% SLOPE FLOW PATH —SHALLOW CONCENTRATED FLOW / D 566'' ® 1.2% SLOPE / FLOW PATH —OVERLAND / SHEET FLOW (GRASS WATERWAY) / D-155' ® 0.5% SLOPE A 4=1.13 Ac_ I 1 5 A 1 I I 1 I I:. 11 I I II I I I N I� o to 2ao ecua� n.. tav HYDROLOGIC SUMMARY DRAINAGE AREA AREA (AC) COMPOSITE CURVE NUMBER (CN) Tc (MIN) X 20.57 74 31.4 X3 1.13 73 1010 RAINFALL EVENT (YR) D.A. X (CFS) D.A. X3 (US) 2 33.48 3.23 5 57.91 6.57 10 76.02 7.29 25 91.40 8.75 50 113.17 10.82 100 131.95 12.60 GENERAL NOTES: 1. THE CONTOUR DATA SHOWN IS BASED FROM A TOPOGRAPHICAL SURVEY PERFORMED BY RME CONSULTING ENGINEERS. 2, RUNOFF VALUES WERE DETERMINED BY EMPLOYING THE SOIL CONSERVATION SERVICE (SCS) TECHNICAL RELEASE No. 20 (TR20) FOR ALL DRAINAGE AREAS. 3. COMPOSITE CURVE NUMBERS 1 WERE DETERMINED BASED FROM THE FOLLOWING PARAMETERS: V UNDEVELOPED GRASSLAND (Cn-73) V UNDEVELCPED WOODLAND (Cn=75) OPEN SPACE (Cn=51) Nk\ ® ROOFTOP/PAVMENT (Cn=98) EXISTING CONDITIONS DRAINAGE AREA MAP OF LUTHER STREET STUDENT HOUSING CYRN[/.tQ �-R ;TMAT K OR, STE, 25OF <77840> FILE BOX 9253 iE STATION, TEXAS 77842 civil@.ngi.",cam TEXAS UMUNITES (M), V sm, m T-2C0 FLOW PATH -CHANNEL FLOW (CHANNEL) EXISTING 42"0 D=2122' ® 1.1% SLOPE CUP STORM-\ SEWER D.A."P211 _ AREA=5.50 AC - - CONTINUES IN THE SAME SHAPE FOR - - - - - -7 50' TO THE NORTH - - D.A. "P1" AREA=15.29 A( C=EDf EXISTING 4 L ADS STORM SEWER - CALLAW VILLAS EXISTING DISCHARGE POINT 0 e \ ROAD (FM WELLBORN UNION PACIFIC RAILROAD +"�*�" JW PATH -PIPE FLOW 1'/r-IMICZmlIre] MEN] �� e FLOW 37' T!D !HEE !H- P D.A. ?3 AREA=0.91 AC 1 I II I I 'I HYDROLOGIC SUMMARY DRAINAGE AREA AREA (AC) COMPOSITE CURVE NUMBER (CN) Tc (MIN) Pi 15.29 93 16.3 P2 5.50 77 29.9 P3 0.91 81 10.0 RAINFALL EVENT M) D.A. PI ICES) D.A. P2 ICES) D.A. P3 FOES) 2 66.04 10.47 3.50 5 93.84 17.43 5.51 10 113.30 22.52 0.94 25 129.0 26.81 8.14 50 151.97 32.84 9.81 100 1 171.22 38.03 1 11.23 ,I I GENERAL NOTES: I 1. THE CONTOUR DATA SHOWN IS BASED FROM A TOPOGRAPHICAL SURVEY PERFORMED BY RME II CONSULTING ENGINEERS. 1 2. RUNOFF VALUES WERE DETERMINED BY EMPLOYING THE I' SOIL CONSERVATION SERVICE (SCS) TECHNICAL RELEASE No. 20 (TR20) FOR ALL DRAINAGE AREAS. 1 1 3. COMPOSITE CURVE NUMBERS ( ` WERE DETERMINED BASED FROM THE FOLLOWING PARAMETERS: 1 UNDEVELOPED GRASSLAND (Cn-73) \ ® UNDEVELOPED WOODLAND (Cn-75) OPEN SPACE (Cn=81) ROOFTCP/PAVMENT (Cn=98) PROPOSED CONDITIONS °Q\\ DRAINAGEEFAREA MAP O STUDENT HOUSING Cewe/lEw B 91M EASTMARX DR., STE. 250F<77840> x[vsioxs: 'OFFICE BOX 9253 .EGE STATION, TEXAS 77842 4RAWN BY R CHECKED W: IL; Cml©.m ngineeccom nELO eoaK: CE(9]9)764-0]O4 RME CT - (979) 76,1-0704 CLIENT TEXAS IMUUNMES (DP), LP ..... T-too EXISTING 42"0 ADS STORM SEWER — CALLAWAY VILLAS EXISTING DISCHARGE POINT D.A. ITT' AREA=5.50 AC EXISTING 42"0 LLgORN ROAD 11 11 CMP STORM — — — D.A. Pl SEWER - RAILROAD�w+i+M�"'"r"�" AREAAJL AC - UNION PACIFIC -_- ' < D12 DS III \' TL, r� \ \ I O11 J —�— J • AREA DIRECTLY r -- -, lu MARION PUGH DR. 22 23 _�> 11�Y9'(V `- '1 ILL 29 , J ,�'----=J�' i`,' 26 ` ---- - '�--I( r _ < `30 ` ZJ` D31 �— t 28 D.A. IIP311- AREA=0.91 AC I I I II � GENERAL NOTES 1 I II 1 I _ - 1. THE CONTOUR DATA SHOWN IS BASED FROM THE ON -SITE TOPOGRAPHICAL SURVEY & PROPOSED GRADING PLAN. 2. RUNOFF VALUES WERE DETERMINED BY EMPLOYING THE I RATIONAL METHOD. I 3. WEIGHTED RUNOFF COEFFICIENTS WERE DETERMINED BASED FROM THE I FOLLOWING PARAMETERS: ( O LANDSCAPED AREAS (C=0.36) 0 PAVEMENT/ROOFTOPS (C=0.96) 1 4. ALL DRAINAGE AREAS UTILIZED _ A MINIMUM TIME OF CONCENTRATION (Tc) OF 10 MINUTES, SUB -DRAINAGE AREA MAP OF LUTHER STREET STUDENT HOUSING CALLAWAY SUBDIVISION, PHASE THREE LOT 1, BLOCK ONE COLLEGE STATION, 9RAZOS COUNTY, TEXAS Mn IC wrCRMAnnx AMFAICM CAMPUS COxMVxnIES (OP), La ,Alf szW wLL COuxrR! RLw., srz. i-zoo C---kkWMNII I I� (511f;ii-a'ISD FI,B"E04I8XoA EASTMARK DR., STE, 250F Q7840> s7mso wre: z n REMlsloxs. 'OFFICEBOX9253 DROWN BY: R,AM, _EGE STATION, TEXAS 77842 CHECKED W: RAM. IL: civil@rmengincercom nELO BOON'. 1] CE - (979) 7M-0704 RME CONSULTII -(979)76407N CLIENT NO. AS FIRM MOISTRATIONNo, F4695 178 — Section 3.0 HYDROLOGIC MODELING W-39 W 30° 36' 39' Hydrologic Soil Group —Brazos County, Texas (Hydrologic Soil Group Data) M pSpa:12,7a0 y printed on Ashe(9.6"x 11") sheet. _ N Meters m ^ 0 25 50 100 150 1$ ,(\V Feel 0 100 200 400 600 USDA Natural Resources Web Soil Survey 1/1012011 Conservagon Service National Cooperative Soil Survey Pagel of 4 w36'w 30° 36' 39' \\\ B ,\\\ § 5 \ ) [[ § $} 2 ram§ OW k /����� �0�-�k )\�/t!${0 K )�) r § (tf )! ■ ft) E.IL'a \ ) ,!® �« %, ~ «) «k �~ Ji± ' £/!WEw0Z:Q3rB!! 2 § ) w<<zmm�G�\|!,)!!»!w!] IL gOOH000H \ \ Hydrologic Soil Group -Brazos County, Texas Hydrologic Soil Group Hydrologic Soil Group Date Hydrologic Soil Group— Summary by Map Unit— Brazos County, Texas Map unit symbol Map unit name Rating Acres In AD[ Percent of AOI BOB Boonville fine sandy loam, 1 to 3 percent slopes D 19.1 90.9% Ur Urban land D 0.1 0.6% ZaB Zack fine sandy loam, 1 to 5 percent slopes D 1.8 8.6% Totals for Area of Interest 21.0 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water Infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (AM, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained orwell drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Hydrologic Soil Grou"razos County, Texas Component Percent Cutoff.., None Specified Tie -break Rule: Lower Hydrologic Soil Group Data USDA i� Natural Resources Web Soil Survey 1110/2011 Conservation Service National Cooperative Sall Survey Page 4 of 4 Rabon A. Metcalf, P.E. From: Josh Norton [Jnorton@cstx.gov] Sent: Friday, January 28, 2011 4:45 PM To: Rabon A. Metcalf, P.E. Subject: RE: Various Questions Rabon, Alan's response is SCS TR-55 Method. We can certainly further discuss if you would like to come by next week. Josh Joshua D. Norton, P.E., CFM Assistant City Engineer Public Works Department City of College Station P. 0. Box 9960 College Station, Texas 77842 Ph: (979) 764-3570 Fx: (979)764-3496 City of College Station Home ofTexasA&Ad University >>> "Rabon A. Metcalf, P.E." <rabon(@rmenaineer.com> 01/24/2011 3:43 PM >>> Any idea of when you think you will be able to give me a final decision on the Rational Method vs. the SCS Method for the detention facility. At the end of the day I will do whatever the City requires, I just wanted to express my concerns. Thanks, Rabon A. Metcalf, P.E. RME Consulting Engineers 7607 East mark Drive, Ste. 250-F <77840> P.O. Box 9253 College Station, TX 77842 PH: (979) 764-0704 FX: (979) 764-0704 MB: (979) 219-4174 Ei�,�tvlP<r,Y�s THE ELECTRONIC DATA, CONTENT, INFORMATION, AND/OR DRAWINGS GENERATED, BY RME CONSULTING ENGINEERS (RME), ATTACHED OR CONTAINED IN THIS ELECTRONIC TRANSMITTAL IS CONSIDERED BY RME TO BE CONFIDENTIAL. WHEN ISSUED, IT'S USE IS INTEND SOLELY FOR THE INDIVIDUAL OR ENTITY TO WHICH IT IS ADDRESSED. THIS MATERIAL IS INTENDED FOR USE BY THE RECIPIENT NAMED, ONLY, AND PERMISSION IS NOT GRANTED TO THE RECIPIENT FOR DISTRIBUTION OF THESE DOCUMENTS IN ANY FORM OR FASHION. THE RECIPIENT UNDERSTANDS THAT THIS DATA IS AUTHORIZED "AS IS" WITHOUT ANY WARRANTY AS TO ITS PERFORMANCE, ACCURACY, FREEDOM FROM ERROR, OR AS TO ANY RESULTS GENERATED THROUGH ITS USE. THE RECIPIENT ALSO UNDERSTANDS AND AGREES THAT RME, UPON RELEASE OF SUCH DATA, IS NO LONGER RESPONSIBLE FOR THEIR USE OR MODIFICATION. THE USER AND RECIPIENT OF THE ELECTRONIC DATA ACCEPTS FULL RESPONSIBILITY AND LIABILITY FOR ANY CONSEQUENCES ARISING OUT OF THEIR USE. From: Josh Norton [mailto•Jnorton(&utx Qov1 Sent: Thursday, January 20, 2011 11:30 AM To: rabonOrmenaineer corn Subject: Re: Various Questions Ration, In reviewing the Guidelines, I believe the answer to your first question is no, following the below inserts Section V.C.1- The Rational Method The Rational Formula shall be limited to use in determining the peak discharge from small areas of overland or sheet flow, and concentrated flows in street gutters, storm sewer, and man-made channels. It shall not be used for determining peak discharge from any Design Drainage Area exceeding 50 acres in size nor foi r!r�loimining or estimatin ur dischan for'! >tention facilities. Likewise it shall not be used to estimate stormwater discharges of the primary system. Its use is strictly limited to small Design Drainage Areas discharging to the secondary drainage system. Section V.C.4 - Detention Facilities Storm flow hydrographs for use in designing detention facilities shall be determined using one of '! ! ' 1, i i i ied in Paragraph B3 of this Section, The applications and limitations therein stated shall apply. SectionV.B.3 - Hydrograph Methodology Hydrographs Two methods of determining a hydrograph are accepted for use. These are the Tabular Method of NRCS (formerly SCS) Technical Release No. 55, and the NRCS (formerly SCS) Dimensionless Unit Hydrograph method. The principal aspects of each are outlined below. (1). Tabular Method of NRCS (': 1. 55 --The hydrograph is Computed by an empirical Invi.hud Lhal. relates drainage area, land use, and time of concentration. (2). NRCS (SCS) Dimensionless Unit Hydrograph - The hydrograph is -..!vl basin area,'rird I Ild precipitation as n pension l: (3). Combining Hydrographs - In larger Design Drainage Areas covering large Basins or entire Watersheds it may be necessary to combine hydrographs In order to accurately depict the runoff with one hydrograph where two or more sub -areas intersect and combine flows. If this occurs, the drainage report shall explain the location of these intersections, and provide the necessary input files in conjunction with the report. >>> "Rabon Metcalf' <rabon(alrmenaineer com> O1/18/201111:59 AM >>> 1. Is the Rational Method an acceptable hydrologic calculation for my Callaway 15 acre development detention? The SCS is generating numbers 40% larger and I just don't feel that they are accurate. 2. When would be a good time to call this afternoon about Emerald Parkway? I'm mobile today 219-4174. Sent from my Verizon Wireless BlackBerry HydroCAD-Existing Conditions Drainage Calculations CVII-TR20-021611 Type 1124-hr 2-Year Rainfall=4.50" Prepared by {enter your company name here} Page 1 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD_ Software Solutions LLC 2/2/2011 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-X: Pre -Development "X" Subcatchment DA-X3: Pre -Development "X3" Runoff Area=20.570 ac Runoff Depth>1.79" Tc=31.4 min CN=74 Runoff=33.46 cfs 3.062 of Runoff Area=1.130 ac Runoff Depth>1.73" Tc=10.0 min CN=73 Runoff=3.23 cfs 0.163 of Total Runoff Area = 21.700 ac Runoff Volume = 3.225 of Average Runoff Depth = 1.78" CVII-TR20-021611 Prepared by {enter your company name he HVdrnr.ADO 7. 10 s/n 003394 02005 HvdroCAD HydroCAD-Existing Conditions Drainage Calculations Type 1124-hr 2-Year Rainfall=4.50" Page 2 Subcatchment DA-X: Pre -Development "X" Runoff = 33.46 cfs @ 12.27 his, Volume= 3.062 af, Depth> 1.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=4.50" Area (ac) CN Description 20.570 74 Pre -Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 31.4 Direct Entry, Existing Conditions Subcatchment DA-X: Pre -Development "X" Hydrograph Type 11 24-hr 2-Year Rainfall=4.50 Runoff Area=20.570 ac Runoff Volume=3.062 of Runoff Depth>1.79" Tc=31.4 min CN=74 "- n 1 9 3 �13 11 12 13 Time (f1OOr6) 2 — Runaff HydroCAD-Existing Conditions Drainage Calculations CVII-TR20-021611 Type 1124-hr 2-Year Rainfall=4.50" Prepared by {enter your company name here} Page 3 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 2/2/2011 Subcatchment DA-X3: Pre -Development "X3" Runoff = 3.23 cfs @ 12.02 hrs, Volume= 0.163 af, Depth> 1.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=4.50" Area (ac) CN Description 1.130 73 Existing Conditions To Length Slope Velocity Capacity Description (min) (feet) (ff/ff) !ff/serl (rfa) 10.0 Direct Entry, Existing Conditions Subcatchment DA-X3: Pre -Development "X3" Hydrograph — Runoff Type II 24-hr 2-Year Rainfall=4.50" Runoff Area=1.130 ac Runoff Volume=0.163 of Runoff Depth>1.73" Tc=10.0 min CN=73 1 t2 is t4 tF 1R 17 1a Time (hours) CVII-TR20-021611 Prepared by {enter your company name HvdmCAD(@ 7.10 s/n 003394 © 2005 HvdroC HydroCAD-Existing Conditions Drainage Calculations Type 11 24-hr 5-Year Rainfall=6.20" Page 4 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-X: Pre -Development "X" Subcatchment DA-X3: Pre -Development "X3" Runoff Area=20.570 ac Runoff Depth>3.07" Tc=31.4 min CN=74 Runoff=57.91 cfs 5.263 of Runoff Area=1.130 ac Runoff Depth>3.00" Tc=10.0 min CN=73 Runoff=5.57 cfs 0.282 of Total Runoff Area = 21.700 ac Runoff Volume = 5.545 of Average Runoff Depth = 3.07" HydroCAD-Existing Conditions Drainage Calculations CVII-TR20-021611 Type /I 24-hr 5-Year Rainfall=6.20" Prepared by {enter your company name here} Page 5 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 2/2/2011 Subcatchment DA-X: Pre -Development "X" Runoff = 57.91 cfs @ 12.26 hrs, Volume= 5.263 af, Depth> 3.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 5-Year Rainfall=6.20" 20.570 74 Pre -Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.4 Direct Entry, Existing Conditions Subcatchment DA-X: Pre -Development "X" Hydrograph eu. 55- Type 11 24-hr 5-Year 50: Rainfall=6.20 45 Runoff Area=20.570 ac 35- Runoff Volume=5.263 of 30- Runoff Depth>3.07" _... _.. 25- Tc=31.4 min - 20- CN=74. 15 .. 0 1 2 3 4 5 5 7 a 9 10 11 —Runoff CVII-TR20-021611 Prepared by {enter your HvdroCAD® 7.10 s/n 0033i HydroCAD-Existing Conditions Drainage Calcullons Type 1124-hr 5-Year Rainfal1=120 " name here} ptp 6: _ ._AA A Subcatchment DA-X3: Pre -Development "X3" Runoff = 5.57 cfs @ 12.02 hrs, Volume= 0.282 af, Depth> 3.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 5-Year Rainfall=6.20" Area (ac) CN Description 1.130 73 Existing Conditions Tc Length Description 10.0 Direct Entry, Existing Conditions Subcatchment DA-X3: Pre -Development "X3" Hydrograph — Rv� Type 11 24-hr 5-Year Rainfal 1=6.20" Runoff Area=1130 ac Runoff Volume=0.282 of Runoff Depth>3.00" Tc=10.0 min CN=73 7 8 9 10 11 12 13 14 15 16 17 18 Time (hours) HydroCAD-Existing Conditions Drainage Calculations CVII-TR20-021611 Type 1124-hr 10-Year Rainfall=7.40" Prepared by {enter your company name here} Page 7 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 2/2/2011 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-X: Pre -Development "X" Runoff Area=20.570 ac Runoff Depth>4.04" Tc=31.4 min CN=74 Runoff-76.02 cfs 6.926 of Subcatchment DA-X3: Pre -Development "X3" Runoff Area=1.130 ac Runoff Depth>3.96" Tc=10.0 min CN=73 Runoff=7.29 cfs 0.373 of Total Runoff Area = 21.700 ac Runoff Volume = 7.299 of Average Runoff Depth = 4.04" HydroCAD-Existing Conditions Drainage Calculations CVII-TR20-021611 Type 1124-hr 10-Year Rainfall=7.40" Prepared by {enter your company name here} Page 8 HydroCAD®? 10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 2/2/2011 Subcatchment DA-X: Pre -Development "X" Runoff = 76.02 cfs @ 12.26 hrs, Volume= 6.926 af, Depth> 4.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=7.40" Area (ac) CN Description — 20.570 74 Pre -Development Conditions Tc Length Slope Velocity Capacity Description 31.4 Direct Entry, Existing Conditions Subcatchment DA4: Pre -Development "X" Hydrograph 15- 70_ Type II 24-hr 10-Year 65- Rainfall=7.40" 60- 55- Runoff Area=20.570 ac 50_ Runoff Volume=6.926 of 42 45- o Runoff Depth>4.04" LL 3" Tc=31.4 min 30: ,5_ CN=74 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 78 19 2 Time (hours) young — (Wnoy) owil £L=NO ,96'£<4pdea 3;ounM 18 £LS'0=auml0A I;ounb ou 0£ 6' 6=eaaV jjouna aeaA-06 a4-VZ II edA.L gduiBoipRH „£X„;uawdolGAea-aid :£X-va 4uawya;eagnS suolllpuo3 Bullslx3 'ti4u3;Dana 0M $lo oaS/ll , . 8R4_ E— ulw uolldposaa Alloedeo Alloolan edolS gl6ua-1 of Su0141pu00 6gllSlx3 EL OE V 4 ,.04'L=llelulea jeek-06 iq-tiZ II adAi S14 40'0 =lp 'siq 00'OZ-00'0 =uedS awll 'SOS=Hn 'poglaw OZ-2il SOS ftq l;ounb „96'E <glda(] $e ELE'0=ewnlon 'siq bO,Z6 @ Slo 6Z'L = younb ,.EX„;uewdolanaa-a,1d :EX-Va;uawyo4vogns 6 W616/6 Ol l suoilnlog aaeanyoS OVOoJP H 90OZ O b6EE00 u/s 0L L ®aVOOJP H 6 a6ed {aaaq aweu Auedwoo anon aalue) !q paied9Jd „Ob'L=llelwe& aeeA-Ol a4-pe 11 edAL 6MZO-OZ2fJAA3 suollelnoleo 96eulelp suolllpuoo 6uilslx3-oVOOJPAH ..L8'ti = g3dap }}ounm a6eaany ;e 608'8 = awnloA j4ounm oe OOL' 6Z = ea.iy.Uouna le3ol le 6gb'0 slo qL'8=_4ouna EL=NO ulw TO �=ol ,,6L't<gad9Q4ouna oe0£4'6=eajy4ouny le Lg£'8 sio Ob' W=gouna bL=NO u!w b' 6£=0l „88'r<g3d94 gouna oe OLg'OZ=eajy llouna ..£X..;uawdolanaa-aid :EX-1/O 3uawgo;eogng „X„;uawdolanaa-aid :X-tlo;uewgo;eognS poglew pul-jo;S Aq 6uilnoi puod - poglew sued+pul-cols Aq 6uilnoi goeaa SOS=Hn 'poglaw OZ-2i1 SOS Aq 4ounb slulod 60ti 'sjg 90'0=lp 'sjq 00'OZ-00'0=ueds awll 6 60Z/Z/Z 0'11 suopnloS aaennlloS QyoojpAH 900Z 0 b6££00 u/s 06'L ®(]HoojpAH 0L 06ed {alag oweu Auedwoo inol( aalua} Aq pajedald „OP"8=1leJu/e8 aeGA-gZ Ju-tiZ /I edAL MLZO-OZHI-IIAO suollelnoleo o6euleia suollipuo0 6uilslx3-GVOOJP \H HydroCAD-Existing Conditions Drainage Calculations CVII-TR20-021611 Type 11 24-hr 25-Year Rainfall=8.40" Prepared by {enter your company name here) Page 11 HydroCAD® 7.10 s/n 003394 _© 2005 HydroCAD_ Software Solutions LLC 2/2/2011 Subcatchment DA-X: Pre -Development "X" Runoff = 91.40 cfs @ 12.26 hrs, Volume= 8.357 af, Depth> 4.88" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Rainfall=8.40" Area (ac) CN Description 20.570 74 Pre -Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 31.4 Direct Entry, Existing Conditions Subcatchment DA-X: Pre -Development "X" Hydrograph 100 91.40 cFs ®Runof! 90, 65, Type 11 24-hr 25-Year - - L 80:Rainfall=8.40"Runoff Area=20.570 ac 65- 60_Runoff Volume=8.357 of 55.Runoff Depth>4.88" u 4546: Tc=31.4 min 35-CN=7425'20=155 0' . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD-Existing Conditions Drainage Calculations CVII-TR20-021611 Type 11 24-hr 25-Year Rainfall=8.40" Prepared by {enter your company name here} Page12 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 2/2/2011 Subcatchment DA-X3: Pre -Development "X3" Runoff = 8.75 cfs @ 12.01 hrs, Volume= 0.451 af, Depth> 4.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Rainfall=8.40" Area (ac) CN Description - 1.130 73 Existing Conditions Tc Length Slope Velocity Capacity Description 10.0 Direct Entry, Existing Conditions Subcatchment DA-X3: Pre -Development "X3" Hydrograph - EE Type 11 24-hr 25-Year Rainfall=8.40" Runoff Area=1.130 ac Runoff Volume=0.451 of Runoff Depth>4.79" Tc=10.0 min CN=73 6 7 8 9 10 11 12 13 14 15 Time (hours) HydroCAD-Existing Conditions Drainage Calculations CVII-TR20-021611 Type 1124-hr 50-Year Rainfall=9.80" Prepared by {enter your company name here} Page 13 HydroCAD® 7.10 s/n 003394 0_2005 HydroCAD Software Solutions LLC 2/2/2011 Time span=0.00-20.00 hts, dt=0.05 hrs,.401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-X: Pre -Development "X" Subcatchment DA-X3: Pre -Development "X3" Runoff Area=20.570 ac Runoff Depth>6.07' Tc=31.4 min CN=74 Runoff --I 13.17 cfs 10.411 of Runoff Area=1.130 ac Runoff Depth>5.99" Tc=10.0 min CN=73 Runoff=10.82 cfs 0.564 of Total Runoff Area = 21.700 ac Runoff Volume = 10.975 of Average Runoff Depth = 6.07" CVII-TR20-021611 Prepared by {enter your company name Hvrim(:AD(@ 7.10 s/n 003394 © 2005 HvdroC HydroCAD-Existing Conditions Drainage Calculations Type 1124-hr 50-Year Rainfall=9.60" Page 14 ...: 1f019n11 Subcatchment DA-X: Pre -Development "X" Runoff = 113.17 cfs @ 12.26 hrs, Volume— 10.411 af, Depth> 6.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 50-Year Rainfall=9.80" Area (ac) CN Description 20.570 74 Pre -Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec)_ _ (cfs) 31.4 Direct Entry, Existing Conditions Subcatchment DA-X: Pre -Development "X" Hydrograph 125. 120' FF13.17 cfs —Runoff 1W 110 105Type 11 24-hr 50-Year = 100_ 955 Rainfall=9.80" 90= 857 Runoff Area=20.570 ac 80= 75. Runoff Volume=10.411 of Y' 70 65_ RunoffDepth>6.07" ii 60 LL 55= Tc=31.4 min 50, 40- CN=74 35- 1 1 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD-Existing Conditions Drainage Calculations CVII-TR20-021611 Type // 24-hr 50-Year Rainfall=9.80" Prepared by {enter your company name here} Page 15 HydroCAD® 7.10 s/n 003394 © 2006 HydroCAD Software Solutions LLC 2/2/2011 Subcatchment DA-X3: Pre -Development "X3" Runoff = 10.82 cfs @ 12.01 hrs, Volume= 0.564 af, Depth> 5.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 his Type II 24-hr 50-Year Rainfall=9.80" Area (ac) CN Description 1.130 73 Existing Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 10.0 Direct Entry, Existing Conditions Subcatchment DA-X3: Pre -Development "X3" Hydrograph —Runoff 11- Type 11 24-hr 50-Year 9: Rainfall=9.80" - - 8: --Runoff Area=1.130 ac w 7- Runoff Volume=0.564 of Runoff Depth>5.99" LL 5- Tc=10.0 min 4 CN=73 3_ _. 2_ 1- 0 1 2 3 4 5 6 7 8 9 10 11 12 Time (hours) HydroCAD-Existing Conditions Drainage Calculations CVII-TR20-021611 Type/1 24-hr 100-Year Rainf611=11.00" Prepared by {enter your company name here} Page 16 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD SoPoNare Solutions LLC 2/2/2011 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TFt-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-X: Pre -Development "X" Subcatchment DA-X3: Pre -Development "X3" Runoff Area=20.570 ac Runoff Depth>7.12" Tc=31.4 min CN=74 Runoff=131.95 cfs 12.206 of Runoff Area=1.130 ac Runoff Depth>7.03" Tc=10.0 min CN=73 Runoff-12.60 cfs 0.662 of Total Runoff Area = 21.700 ac Runoff Volume = 12.868 of Average Runoff Depth = 7.12" HydroCAD-Existing Conditions Drainage Calculations CVII-TR20-021611 Type/1 24-hr 100-Year Rainfall=11.00" Prepared by {enter your company name here} Page 17 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 2/2/2011 Subcatchment DA-X: Pre -Development "X" Runoff = 131.95 cfs @ 12.25 hrs, Volume= 12.206 af, Depth> 7.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=11.00" Area (ac) CN Description 20.570 74 Pre -Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.4 Direct Entry, Existing Conditions Subcatchment DA-X: Pre -Development "X" Hydrograph 140- 131.95 cfs e Runoff 130 120- Type II 24-hr.100-Year......._ -..... _ „9- Rainfall=11.00" 100= Runoff Area=20.570 ac - °°_ Runoff Volume=12.206 of oRunoff Depth>7.12" 70- LL 60- Tc=31.4 min 5o CN=74 40- 30- 20- _ 10. 7 8 9 10 11 12 13 Time (hours) HydroCAD-Existing Conditions Drainage Calculations CVII-TR20-021611 Type 11 24-hr 100-Year Rainfall=11.00" Prepared by {enter your company name here} Page 18 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 2/2/2011 Subcatchment DA-X3: Pre -Development "X3" Runoff = 12.60 cfs @ 12.01 hrs, Volume= 0.662 af, Depth> 7.03" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=11.00" Area (ac) CN Description 1.130 73 Existing Conditions Tc Length Slope Velocity Capacity Description 10.0 Direct Entry, Existing Conditions 1-1 Subcatchment DA-X3: Pre -Development "X3" HydrograRh Type II 24-hr 100-Year Rainfall=11.00" Runoff Area=1.130 ac Runoff Volume=0.662 of Runoff Depth>7.03" Tc=10.0 min C N=73 i 9 3 rime (hours) T ,s — Runoff HydroCAD-Proposed Conditions Drainage Calculations CVII-TR20-020911 Type/1 24-hr 2-Year Rainfall=4.50" Prepared by {enter your company name here} Page 1 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/11/2011 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-PI: Post -Development P1 Runoff Area=15.290 ac Runoff Depth>3.48" Tc=16.3 min CN=93 Runoff=66.04 cfs 4.438 of Subcatchment DA-P2: Post -Development P2 Subcatchment DA-P3: Post -Development P3 Runoff Area=5.500 ac Runoff Depth>2.02" Tc=29.9 min CN=77 Runoff=10.47 cfs 0.924 of Runoff Area=0.910 ac Runoff Depth>2.36" Tc=10.0 min CN=81 Runoff=3.50 cfs 0.179 of Total Runoff Area = 21.700 ac Runoff Volume = 5.641 of Average Runoff Depth = 3.06" CVII-TR20-020911 Prepared by {enter your company name Hvrlmr.Andb 7 10 s/n 003394 © 2005 HvdroC HydroCAD-Proposed Conditions Drainage Calculations Type 11 24-hr 2-Year Rainfall=4.50" Page 2 Subcatchment DA-P1: Post -Development P1 Runoff = 66.04 cfs @ 12.08 hrs, Volume= 4.438 af, Depth> 3.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=4.50" Area (ac) CN Description 15.290 93 Post -Development Conditions Tc Length Slope Description 16.3 Direct Entry, Proposed Conditions Subcatchment DA-P1: Post -Development P1 Hydrograph 60s Type 11 24-hr 2-Year 55. Rainfall=4.50" 50- Runoff Area=15.290 ac 45- Runoff Volume=4.438 of w � 40 35- Runoff Depth>3.48" - LL 30_ Tc=16.3 min 25- CN=93 1 II.................. , ..... . 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 2 Time (hours) — RunaH HydroCAD-Proposed Conditions Drainage Calculations CVII-TR20-020911 Type 11 24-hr 2-Year Rainfall=4.50" Prepared by {enter your company name here} Page 3 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/11/2011 Subcatchment DA-P2: Post -Development P2 Runoff = 10.47 cis @ 12.25 hrs, Volume= 0.924 af, Depth> 2.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=4.50" Area (ac) CN Description 5.500 77 Proposed -Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ff/ft) (ff/sec) (cfs) 29.9 Direct Entry, Proposed Condit Subcatchment DA-P2: Post -Development P2 Hydrograph 11 10.47 cfs ' Type II 24-hr 2-Year 9- Rainfall=4.50" 6- Runoff Area=5.500 ac 7_ Runoff Volume=0.924 of u 0 6= Runoff Depth>2.02" 5 Tc=29.9 min. 4 CN=77 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff HydroCAD-Proposed Conditions Drainage Calculations CVII-TR20-020911 Type // 24-hr 2-Year Rainfall=4.50" Prepared by {enter your company name here? Page 4 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software_ Solutions LLC 1/11/2011 Subcatchment DA-P3: Post -Development P3 Runoff = 3.50 cfs @ 12.01 hrs, Volume= 0.179 af, Depth> 2.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=4.50" Area (ac) CN Description 0.910 81 Proposed Conditions Tc Length Slope Description 10.0 Direct Entry, Proposed conditions Subcatchment DA-P3: Post -Development P3 Hydrograph —Runoff Type II 24-hr 2-Year Rainfall=4.50" Runoff Area=0.910 ac Runoff Volume=0.179 of Runoff Depth>2.36" Tc=10.0 min CN=81 1 9 3 4 5 6 7 8 4 10 11 12 13 14 15 16 17 18 rime (nours) HydroCAD-Proposed Conditions Drainage Calculations CVII-TR20-020911 Type 11 24-hr 5-Year Rainfall=6.20" Prepared by {enter your company name here} Page 5 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/11/2011 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-PI: Post -Development P1 Subcatchment DA-P2: Post -Development P2 Subcatchment DA-P3: Post -Development P3 Runoff Area=15.290 ac Runoff Depth>5.07" Tc=16.3 min CN=93 Runoff=93.84 cfs 6.457 of Runoff Area=5.500 ac Runoff Depth>3.36" Tc=29.9 min CN=77 Runoff=17.43 cfs 1.541 of Runoff Area=0.910 ac Runoff Depth>3.79" Tc=10.0 min CN=81 Runoff-5.51 cfs 0.287 of Total Runoff Area = 21.700 ac Runoff Volume = 8.285 of Average Runoff Depth = 4.58" CVII-TR20-020911 Prepared by {enter your company name HvdroCAD® 7.10 s/n 003394 © 2005 HvdroC HydroCAD-Proposed Conditions Drainage Calcu0ci -ns Type Il 24-hr 5-Year Rainfall i.. — Prig 6 Subcatchment DA-P1: Post -Development P1 Runoff = 93.84 cfs @ 12.08 hrs, Volume= 6.457 af, Depth> 5.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 5-Year Rainfall=6.20" Area (ac) CN Description 15.290 93 Post -Development Conditions Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 16.3 Direct Entry, Proposed Conditions Subcatchment DA-P1: Post -Development P1 Hydrograph 105, 100. 93.84 cfs 1— R6off 95- 90_ Type II 24-hr 5-Year 85- 110. Rainfall=6.20" 75- 70- Runoff Area=15.290 ac 65= 60= Runoff Volume=6.457 of 4. 55 - 50-. Runoff Depth>5.07" Tc=16.3 min 3a CN=93 25' 6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Time (hours) HydroCAD-Proposed Conditions Drainage Calculations CVII-TR20-020911 Type 1124-hr 5-Year Rainfall=6.20" Prepared by {enter your company name here} Page 7 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/11/2011 Subcatchment DA-P2: Post -Development P2 Runoff = 17.43 cfs @ 12.24 hrs, Volume= 1.541 af, Depth> 3.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 5-Year Rainfall=6.20" Area (ac) CN Description 5.500 77 Proposed -Development Conditions Tc Length Capacity Description I_f�x 29.9 Direct Entry, Proposed Conditions Subcatchment DA-P2: Post -Development P2 Hydrograph — Runoft Type 1124-hr 5-Year Rainfall=6.20" Runoff Area=5.500 ac Runoff Volume=1.541 of-- - Runoff Depth>3.36" Tc=29.9 min CN=77 Time (hours) HydroCAD-Proposed Conditions Drainage Calculations CVII-TR20-020911 Type II 24-hr 5-Year Rainfall=6.20" Prepared by {enter your company name here} Page 8 HydroCAD®? 10 sin 003394 © 2005 HydroCAD Software Solutions LLC 1/11/2011 Subcatchment DA-P3: Post -Development P3 Runoff = 5.51 cfs @ 12.01 hrs, Volume= 0.287 af, Depth> 3.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 5-Year Rainfall=6.20" Area (ac) CN Description 0.910 81 Proposed Conditions Tc Length 10.0 Capacity Description Direct Entry, Proposed Conditions Subcatchment DA-P3: Post -Development P3 Hydrograph Type II 24-hr 5-Year Rainfall=6.20" Runoff Area=0.910 ac Runoff Volume=0.287 of Runoff Depth>3.79" Tc=10.0 min CN=81 0 1 2 3 4 5 6 7 8 9 Time 14 15 16 —Runoff HydroCAD-Proposed Conditions Drainage Calculations CVII-TR20-020911 Type/1 24-hr 10-Year Rainfall=7.40" Prepared by {enter your company name here} Page 9 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-P1: Post -Development P1 Subcatchment DA-P2: Post -Development P2 Subcatchment DA-P3: Post -Development P3 Runoff Area=15.290 ac Runoff Depth>6.19" Tc=16.3 min CN=93 Runoff=113.30 cfs 7.891 of Runoff Area=5.500 ac Runoff Depth>4.37" Tc=29.9 min CN=77 Runoff=22.52 cfs 2.001 of Runoff Area=0.910 ac Runoff Depth>4.83" Tc=10.0 min CN=81 Runoff=6.94 cfs 0.367 of Total Runoff Area = 21.700 ac Runoff Volume = 10.269 of Average Runoff Depth = 5.67" HydroCAD-Proposed Conditions Drainage Calculations CVII-TR20-020911 Type 11 24-hr 10-Year Rainfall=7.40" Prepared by {enter your company name here} Page 10 HydroCAD®? 10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/11/2011 Subcatchment DA-P1: Post -Development P1 Runoff = 113.30 cfs @ 12.08 hrs, Volume= 7.891 af, Depth> 6.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=7.40" Area (ac) CN Description 15,290 93 Post -Development Conditions Tc Length Slope Description 16.3 Direct Entry, Proposed Conditions Subcatchment DA-P1: Post -Development P1 Hydrograph 125= 120- - 11T30 cfs 110 105= Type II 24-hr 10-Year 100 95 Rainfall=7.40" 90= 85= Runoff Area=15.290 ac 80= 75 Runoff Volume=7.891 of w 70= o so Runoff Depth>6.19" LL 55= 50 Tc=16.3 min 455 40CN=93 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Time (hours) — Runoff HydroCAD-Proposed Conditions Drainage Calculations CVII-TR20-020911 Type 1124-hr 10-Year Rainfall=7.40" Prepared by {enter your company name here} Page 11 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/11/2011 Subcatchment DA-P2: Post -Development P2 Runoff = 22.52 cfs @ 12.24 hrs, Volume= 2.001 af, Depth> 437" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=7.40" Area (ac) CN Description 5.500 77 Proposed -Development Conditions 0 LL Tc Length Description Direct Entry, Proposed Conditions Subcatchment DA-P2: Post -Development P2 Hydrograph 22. Type 11 24-hr 10-Year Rainfall=7.40" Runoff Area=5.500 ac Runoff Volume=2.001 of Runoff Depth>4.37" Tc=29.9 min - CN=77 18 19 20 —Runoff HydroCAD-Proposed Conditions Drainage Calculations CVII-TR20-020911 Type lI 24-hr 10-Year Rainfall=7.40" Prepared by {enter your company name here} Page 12 HydroCAD®? 10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/11/20-11 Subcatchment DA-P3: Post -Development P3 Runoff = 6.94 cfs @ 12.01 hrs, Volume= 0.367 af, Depth> 4.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=7.40" Area (ac) CN Description 0.910 81 Proposed Conditions Tc Length Slope Velocity Capacity Description 10.0 Direct Entry, Proposed Conditions Subcatchment DA-P3: Post -Development P3 Hydrograph —Runoff Type II 24-hr 10-Year Rainfall=7.40" 5_ Runoff Area=0.910 ac - F Runoff Volume=0.367 of Runoff Depth>4.83" 3- Tc=10.0 min CN=81 1-1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 6 Time (hours) HydroCAD-Proposed Conditions Drainage Calculations CVII-TR20-020911 Type 11 24-hr 25-Year Rainfall=8.40" Prepared by {enter your company name here} Page 13 HydroCAD® 7.10 s/n 003394 02005 HydroCAD Software Solutions LLC 1/11/2011 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-PI: Post -Development P1 Runoff Area=15.290 ac Runoff Depth>7.13" Tc=16.3 min CN=93 RunofF129.45 cfs 9.090 of Subcatchment DA-P2: Post -Development P2 Runoff Area=5.500 ac Runoff Depth>5.23" Tc=29.9 min CN=77 Runoff=26.81 cfs 2.395 of Subcatchment DA-P3: Post -Development P3 Runoff Area=0.910 ac Runoff Depth>5.73" Tc=10.0 min CN=81 Runoff=8.14 cfs 0.434 of Total Runoff Area = 21.700 ac Runoff Volume = 11.919 of Average Runoff Depth = 6.59" HydroCAD-Proposed Conditions Drainage Calculations CVII-TR20-020911 Type 1124-hr 25-Year Rainfall=8.40" Prepared by (enter your company name here) Page 14 HydroCAD®? 10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/11/2011 Subcatchment DA-P1: Post -Development P1 Runoff = 129.45 cfs @ 12.08 hrs, Volume= 9.090 af, Depth> 7.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Rainfall=8.40" Area (ac) CN Description 15.290 93 Post -Development Conditions Tc Length Capacity Description /_9_x 16.3 Direct Entry, Proposed Conditions Subcatchment DA-P1: Post -Development P1 Hydrograph ,20- Type 11 24-hr 25-Year 110- Rainfall=8.40" 100- Runoff Area=15.290 ac 9o- u 8, Runoff Volume=9.090 of o Runoff Depth>7.13 60- Tc=16.3 min 50_ CN=93 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Time (hours) — Runoff HydroCAD-Proposed Conditions Drainage Calculations CVII-TR20-020911 Type 1124-hr 25-Year Rainfall=8.40" Prepared by {enter your company name here) "Page 15 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/11/2011 Subcatchment DA-P2: Post -Development P2 Runoff = 26.81 cfs @ 12.24 hrs, Volume= 2.395 af, Depth> 5.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Rainfall=8.40" Area (ac) CN Description 5.500 77 Proposed -Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.9 Direct Entry, Proposed Conditions Subcatchment DA-P2: Post -Development P2 30 Hydrograph - 287- C 24 Type II 24-hr 25-Year 23= Rainfall=8.40 _ 20 -Runoff Area=5-.500 ac - --- - ,3 ,;? Runoff Volume=2.395 of 18= o ,4i Runoff Depth>5.23 12- Tc=29.9 min o CN-77 8_ _ — Runoff HydroCAD-Proposed Conditions Drainage Calculations CVII-TR20-020911 Type 1l 24-hr 25-Year Rainfall=8.40" Prepared by {enter your company name here) Page 16 HydroCAD®? 10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1 /1112011 Subcatchment DA-P3: Post -Development P3 Runoff = 8.14 cfs @ 12.01 hrs, Volume= 0.434 at, Depth> 5.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Rainfall=8.40" Area (ac) CN Description 0.910 81 Proposed Conditions Tc Length Description 10.0 Direct Entry, Proposed Conditions Subcatchment DA-P3: Post -Development P3 Hydrograph — Runoff 6 Type 11 24-hr 25-Year 7- Rainfall=8.40" 6- Runoff Area=0.910 ac 5- Runoff Volume=0.434 of Runoff Depth>5.73" 4 Tc=10.0 min 3- CN=81 ,T_.,.... -...,- . . 123456789101112131415161718 Time (hours) HydroCAD-Proposed Conditions Drainage Calculations CVII-TR20-020911 Type/1 24-hr 50-Year Rainfall=9.80" Prepared by {enter your company name here} Page 17 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/11/2011 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-PI: Post -Development P1 Subcatchment DA-P2: Post -Development P2 Subcatchment DA-P3: Post -Development P3 Runoff Area=15.290 ac Runoff Depth>8.45' Tc=16.3 min CN=93 Runoff=151.97 cfs 10.772 of Runoff Area=5.500 ac Runoff Depth>6.45' Tc=29.9 min CN=77 Runoff=32.84 cfs 2.957 of Runoff Area=0.910 ac Runoff Depth>6.99" Tc=10.0 min CN=81 Runoff=9.81 cfs 0.530 of Total Runoff Area = 21.700 ac Runoff Volume = 14.269 of Average Runoff Depth = 7.89" CVII-TR20-020911 Prepared by {enter your company name here} HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Sot HydroCAD-Proposed Conditions Drainage Calculations Type 1124-hr 50-Year Rainfall=9.80" Page 18 Subcatchment DA-PI: Post -Development P1 Runoff = 151.97 cfs @ 12.08 hrs, Volume= 10.772 af, Depth> 8.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 50-Year Rainfall=9.80" Area (ac) CN Description 15.290 93 Post -Development Conditions Tc Length Slope Velocity Capacity Description 'min) (feet) (ft/ft) (ft/sec) (cfs) 16.3 Direct Entry, Proposed Conditions Subcatchment DA-PI: Post -Development P1 Hydrograph 170 160- i5,.97 cfs —Runoff 150= 140. Type 1124-hr 50-Year. 130: Rainfall=9.80" 720110- Runoff Area=15.290 ac _ 100i Runoff Volume=10.772 of T Runoff Depth>8.45" 0 80- LL 711 Tc=16.3 min 60= CN=93 0 1 2 3 4 5 e 7 e 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD-Proposed Conditions Drainage Calculations CVII-TR20-020911 Type 11 24-hr 50-Year Rainfall=9.80" Prepared by {enter your company name here) Page 19 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1 /11/2011 Subcatchment DA-P2: Post -Development P2 Runoff = 32.84 cfs @ 12.24 hrs, Volume= 2.957 at, Depth> 6.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 50-Year Rainfall=9.80" Area (ac) CN Description 5.500 77 Proposed -Development Conditions Tc Length Description 29.9 Direct Entry, Proposed Conditions Subcatchment DA-P2: Post -Development P2 Hydrograph Type 11 24-hr 50-Year_ Rainfall=9.80" Runoff Area=5.500 ac Runoff Volume=2.957 of Runoff Depth>6.45"- -- - Tc=29.9 min CN=77 T 12 Thus (hours) — Runoff HydroCAD-Proposed Conditions Drainage Calculations CVII-TR20-020911 Type II 24-hr 50-Year Rainfall=9.80" Prepared by {enter your company name here} Page 20 HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC 1/11/2011 Subcatchment DA-P3: Post -Development P3 Runoff = 9.81 cfs @ 12.01 hrs, Volume= 0.530 af, Depth> 6.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 50-Year Rainfall=9.80" Area (ac) CN Description 0.910 81 Proposed Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Proposed Conditions Subcatchment DA-P3: Post -Development P3 Hydrograph iu- — 3_ Type II 24-hr 50-Year 5- Rainfall=9.80" 7- Runoff Area=0.910 ac_ 5i Runoff Volume=0.530 of 3 Runoff Depth>6.99" 0 5- Tc=10.0 min z_ CN=81 Time (hours) HydroCAD-Proposed Conditions Drainage Calculations CVII-TR20-020911 Type 11 24-hr 100-Year Rainfall=11.00" Prepared by {enter your company name here} Page 21 HydroCAD® 7.10_s_/n_003394 © 2005 HydroCAD Software Solutions LLC 1/11/2011 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-P1: Post -Development P1 Subcatchment DA-P2: Post -Development P2 Subcatchment DA-P3: Post -Development P3 Runoff Area=15.290 ac Runoff Depth>9.59" Tc=16.3 min CN=93 Runoff=171.22 cfs 12.215 of Runoff Area=5.500 ac Runoff Depth>7.52" Tc=29.9 min CN=77 Runoff=38.03 cfs 3.446 of Runoff Area=0.910 ac Runoff Depth>8.08" Tc=10.0 min CN=81 Runoff=11.23 cfs 0.613 of Total Runoff Area = 21.700 ac Runoff Volume = 16.274 of Average Runoff Depth = 9.00" HydroCAD-Proposed Conditions Drainage Calculalions CVII-TR20-020911 Type/1 24-hr 100-Year Rainfall=11.00" Prepared by {enter your company name here} Page 22 Hvrirnr.AnM) 7 10 ain o033M n 2005 HvdroCAD Software Solutions LLC 1/11/201 1 Subcatchment DA-P1: Post -Development P1 Runoff = 171.22 cfs @ 12.08 hrs, Volume= 12.215 af, Depth> 9.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=11.00" Area (ac) CN Description 15.290 93 Post -Development Conditions Tc Length Slope Velocity Capacity Description 16.3 Direct Entry, Proposed Conditions Subcatchment DA-P1: Post -Development P1 Hydrograph 1e0- Type II 24-hr 100-Year 140- RainfaIM 1.0O" 130_ - Runoff Area=15.29Oac 1 Runoff Volume=12.215 of _ 3 10 Runoff Depth>9.59" 0 90_ 80= Tc=16.3 min ' CN=93 1 0 i 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 Time (hours) HydroCAD-Proposed Conditions Drainage Calculations CVII-TR20-020911 Type 11 24-hr 100-Year Rainfall=11.00" Prepared by {enter your company name here} Page 23 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/11/2011 Subcatchment DA-P2; Post -Development P2 Runoff = 38.03 cfs @ 12.23 hrs, Volume= 3.446 af, Depth> 7.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=11.00" Area (ac) CN Description 5.500 77 Proposed -Development Conditions Tc Length Slope Velocity Capacity Description /mint /fppfl /ff/ff1 /ff/cprl /rfcl 29.9 Direct Entry, Proposed Conditions Subcatchment DA-P2; Post -Development P2 Hydrograph 42, 40- - 38.03 cfs 38- .. - .. 36 Typell 24-hr100-Year- - 34= 32_ Rainfal1=11-.00" 26 Runoff Area=5.500 ac 26- .... _ 24.` -Runoff Volume=3.446af- 20 Runoff Depth>7.52" 16- Tc=29.9 min 14- CN=77 _. 12; 10- 8' e_ 4= - 2- 0" 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff HydroCAD-Proposed Conditions Drainage Calculations CVII-TR20-020911 Type // 24-hr 100-Year Rainfal1=11.00" Prepared by {enter your company name here? Page 24 HydroCAD®? 10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/11/2011 Subcatchment DA-P3: Post -Development P3 Runoff = 11.23 cis @ 12.01 hrs, Volume= 0.613 af, Depth> 8.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=11.00" Area (ac) CN Description 0.910 81 Proposed Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Proposed Conditions Subcatchment DA-P3: Post -Development P3 Hydrograph 12- - 11.23 cfs. _ —Runoff Type II 24-hr 100-Year t o- Rainfall=11,00" 9- Runoff Area=0.910 ac ,= Runoff Volume=0.613 af- - 0 6- Runoff Depth>8.08" - 5= Tc=10.0 min 4- CN=81 3 4 5 6 7 8 9 10 1112 13 14 15 Time (hours) Section 4.0 DETENTION FACILITY & ROUTING Top OF VAULT 6 .ALL VOICE RAVCm.T DETENTION VAULT NOTES, 1. REFER TO STRUCTURAL DRAWINGS FOR EXACT SPECISCATIONS k REOUIRMENTS OF DETENTION VAULT. 2. TOP OF PAVEMENT IS SHOWN ALONG ME WALL EV14i IF IT IS UNDER A CURB. 32' 12'(W) 9 ax TYPICAL N.T.S. I II I I _ I I I I I I I I \\\ -27. ®.H.o.V_II .ice 1/R' L0. 1/R' LR. A TAC.J2 p aM III T.P. T TRIAL n MEV..NI.7V fo.V71 11c1 ml �I 3 aI a ZIS 21 I Q �I AA CI„ m I M d LP. 'i SR ta6o' AREA IXET 12' =31R Bw0' Y � tH LEON 1.005 CONNECTOR "IM f/L-JIJ.BB' I 1., I 37'-2' IPE PIPEDEW TYPICAL N.TS. 32' P SURWYOR 811%250F<778110 153 TLXAS77M2 �J201B f .3E1.01' MAW TCP of VAULT W ' wnu VARIES le' 16' I ./PAVEMENT TYPICAL GI POWER POLE )X LIGHT POLE GUY WIRE ANCHOR IMI GAS PIPELINE RISER M. WATER VALVE �n WATER METER OOUBLE CHECK VALVE ow ELECTRIC VALVE NERR SURAWRO. TLC 605 CHURCH STREET WLIEOE SEATM. TR 77841 OFF: ((0]0) 268-3196 TAX: (e7e) 601-OR1 QBV BALL VALVE \' CALLAWAY SUBDIVISION, PHASE TWO \\ LOT I. BLOCK ME (VOLUME 6880, PAM 00) / T o-315, C.3YSA i NJ i ': \i. p3� ........ ... E.M. Co (TY E.N. E.M. +P. p"i 43 ( MAINTAIN 2.00E (MAX.), — J T �SR6. 1 CROSS -SLOPE IN i D32 .49 M.H. PEDESNIAN AISLE 9 AI \ LOOK T .3 5.14 II JB1 Y T c.32a16 \ II 4 1MB 3 1 o-3 6,13I FH lYi T 32a.70 c. z.a0x I IAOR ('( I WX 1 ��x , 6' B Y Jbex f mEN.+�l E.M. LP. - 1•2 [IRLO L Td I N g TRY AO.S J.B. sELEM qJl REMR /p \ RANSFCAI TRANSfQ VIER ' s B AGLZ � ARK OPRC M' MARKS 6 ¢ ®I M:® a. 0S a RBER WIG -MARK C�3R . 6 y \\\ 1\\ CABLE 1 MARKER $� i FJ2 6 I 1 I 1I Ill. ELECTRICAL TRANSFORMER 11 OAS METER 0. MANHOLE eaa CLEANOUT 1 b TFIRE HYDRANT _ ( 0V TELEPHONE PEDESTAL ■M MCA INLET w JUNCTION BOX N I WAL AREA LIGHT (GROUND) MRKMIE oESCRIPnax FIXED PIPE BOLLARD PLAN.n 11 NORTH - CK LINE 90% COMPLETE B PBUILDING ROPERTY ENE REVIEW ONLY ------ EASEMENT ENE PALE. PUBLIC U11UTY EASEMENT I NOT FOR PAN NOTIESt CONSTRUCTION 1. REFER TO SHEET COI W: CO.2 FOR GRADING. 414111 I DRAINAGE, AND MISC, CONSTRUCTION NOTES. 2. REFER TO SHEET C3.3 k C3.3 FOR GRADING AND DRAINAGE CONSTRUCTION DESIGN h DETAILS. 3. FINAL GRADING SHALL PROVIDE FOR A PRELIMINARY 1 MINIMUM OF SIX INCHES III-) OF EXPOSED 1 GRADE BEAM (EXCLUDING FOUNDATION ADJACENT THIS DOCUMENT IS RELEASED TO SIDEWALKS). FOR THE PURPOSE OF INTERIM I REVAEW UNDER THE AUTHORITY 4. ALL SIDEWALKS APPROACHING THE BUILDING, OF WON A METCALF, P.E. EXCLUDING NOSE W/STEPS, SHALL BE ADA N0. 88583, ON APRIL 4, 2011 I ACCESSIBLE WIN CROSS -SLOPES LESS TIIM R IS NOT TO BE USED FOR 2.00E AND LONGINOAL SLOPES LESS THAN CONSTRUCTION, BIDDING OR 5.Oax PERMIT PURPOSES. RR. SPIKE IN POWERPOIE LOCATED IN I ME If'' UTHWEST CORNER OF NE INTERSECTION OF MARION PUGH DRIVE AND LUTHER ROAD. I (ELEV. . 331.75'-NAD 83) 1 T.B.M. 02L SQUARE CHISELED IN SOUTHWEST ? Q CORNER OF CURB INLET LOCATED ON THE WEST MARION PUGH CURB INLET R (7 SIDE OF DRIVE. I LOCATED IS LOCATED JUST NORTH OF ITS Q Z Z INTERSECTION WITH HOLLEMAN DRIVE, 4 0- (ELEV.. 324.18'-NAD 83) W S. D I 0 O X iF OWING LEGEND a 0 D ' DRAINAGE DIRECTIONAL ARROW d d' �jj (y( I T =5oaoo TOP OF PAVEMENT Q Z a (� I 2 T L`100.00 TOP OF CURB GG L1.1 0 � N F Av > A I i .too.00 TOP OF WALL Z w Z <> SD O t00.0o TOP OF GROUND OR GRATE I 3 € o wLd Q N 5j 0 (5' WDE) SIDEWALK LEAVE -OUT I C W W 0U ICD Z 518 11 w S I 1 I ( AMERICAN CAMPUSPCYMIMUNIRES (W), MP I CHUCK WRML 1/e 27W Hlu COURR" SM.. WE. T-200 AVmx rx 787M 1 CCNi118ue732-II MANPus.COM (612) 732-24M R:: J \\ <ILI 11 \\ i b� I I i C- r\211� Jz1.65 I I 4 NI RME CONSULTING ENGINEERS CLIENT NO. PROJECT NO, 178 - 0418 C 1.2A SHEET 9 OF 35 I �Jy 1 1 I I 1� e 1 C- I ' A DNNMENT Nw T -3x6.5 m I I ��ggWqSyy b 175% a a � I I 1� ■ I DO [IB ==150-ap-e=�lC.I. I �j OM.N. `'_ N Zri 21111 9LL 9r _ JB5 ° -_- = _ C.O. 1.60x 16 14 7 1l V 1 -3 4.52 i -3 ♦.D0 IIB3x MAINTAIN 2.00% (MAX.) POOL CROSS -SLOPE (IN ALL PARKING ACE AC A dl L -U1.6f Tin-324.b2 BUILDING No, i F,F.-324.75' MAINTAIN 2.009 (MAX.) CROSS-SLOPEIN PE ESTRIAN AI LE .322.0 D➢Ed. 3 D2 i 4311? ! !/W i P-Sxx 74 Sayx ( 1.9_9x Da az. B / I-P %y ! LP. II 1 T°f 21.m !n99J! pp - z.]slofl- ,R ¢210 1e IMI% V6 -, IJ) V L(7 +1 BUILDING IN 26 = 21. 02 � I F.F.-321.60' EN. µ/��xj g C•3 R4 ( I `. tll 4 x 2 i IB.BB J L - L.P. T B.xx ` 6' sm 1 I i 4 49.76 F.D.C. OIfi 12 h le p b II 2I BUILDING No, 25 I: e 0.93 LI = 20.3 F.F.m320.75' ,e3 I MAINTAIN 2.00E (MA%.) L CRO55-SLOPE IN ALI. r_�1 L_z _ .7WE 1 FH. ' HE S TAN AISLES o-3z0n P \ l ] C_3 D. 9 °PO4 DI T C�SxQzs nz,7 T-]x0.04 0.75x 0-319,5 0�5R Ly I T0JB ozox T C-Sx9.xs 02" 6H c=Sxa11 ppa r,_v i_ _v. �._� _l-. C= _ I.2Bx1 :.32.23 T C. - I 3 E.M. `� 'J20.3 BUILDING No, 24 - !\ , F.F.='320.90' E.M. I \Ix3 Ve C. oeo _I_ 11 SLY a FDA f+Y P,D.C. .nx I Dox l 21 10221 1 '° i ib I 08 t I Ie.m xe I 4 - 5X L y I n r! = 1 1 ail 1 I i P rl I ) Ir3 I ] 6=319.24 'I 1 Ilu lrl 2a I! 1 ^bI 6°.1 =;g - 1 I I Ldli 111 IL /l Pu i II i - i� Yz �; 4I I r i � I' ir`o. h FEI1�TjB � 1111 1 I ° -1 I " V � C. E 1I I ' + 11 � 17 J V7 L 1 - • E.M. J LB I JBS .4 DIS �� - O,64x 1py..1l F.D.C. Ui'W 1 W )1 a0z111 l I' L Z l� Try I sI I 2J I T ZI1 IZI j oil 97E.49LL EC.O §LL I 1 I �i 1 7II 1 M I I i li li r I L � II jl MRINILLCwAurLmwLSnn1Hx- nwHTS0Po0nO-eEOnR1m8lL-nIYP6Vn1O6NeUlm1wDlroIYlOL mlmm PI Mx- 9® OSTM6T8.2OP<1iB4P POST OFFICE I COLLEGE STATION, TEXAS 7}&2 w1 ro olwlfigln w n rwrma6w Ia w arm n wMntlwrowmxmnla Nnnrt. MAR: CIIiI®,neoBivm.wm I N RIE)1 UFFICR-(919)761U1Df I PAX-(979)7640104 0 J9 6B TEXAS FIRM REGISTRATION No. F4695 SYMRDI�EM SURVEYOR ecuc, P. JO' NERx SQS E NO. LLC 0POWER POLE 505CHURCH STREET 9 LIGHT POLE MUSE STATMN, T% 77841 I I GUY PARE ANCHOR O1F: ((9]9) I 26e-J195 M GAS PIPELINE RISER Fur; (97N 491-0904 P4xv WATER VALVE 0. WATER METER 000D DOUBLE CHECK VALVE 1 0Ev ELECTRIC VALVE 1 r 099 BALL VALVE 0. ELECTRICAL TRANSFORMER Z I W ®w OAS METER 0. MANHOLE Z >� NOUT &M FIRE HYDRANT 1 Z sw TELEPHONE PEDESTAL ■u AREA INLET g D JJNCHON BOX 8 0 O ICA AREA LIGHT (GROUND) D .Pa FIXED PIPE EDLLARD AR wTE DEscMPROx � g 1:171 CURB INLET 1 ....... BUILDING SETBACK LINE 90% COMPLETE PROPERTY LINE - EASEMENT LINE REVIEW ONLY 1 I -F) P.U.E. PUBLIC URLITY EASEMENT NOT FOR �F PLAN NOTES: CONSTRUCTiON O 1. REFER TO SHEET COA k CO.2 FOR GRADING, 414�1 1 D I✓ DRAINAGE, AND MISC. CONSTRUCTION NOTES. 01 2. REFER TO SHEET C3.3 k 03.3 FOR GRADING Y. OF ROCK RIP-RAP 'P AND DRAINAGE CONSTRUCTION DESIGN k DETAILS. IER FABRIC, PLACED IN 3. FINAL GRACING SHALL PROVIDE FOR A PRELIMINARY iETE GROUT AT 2-fi' MINIMUM OF SIX INCHES (S") OF EXPOSED SIDEWALK LEAVE-QU13 GRADE BEAM (EXCLUDING FOUNDATION ADJACENT TO 12•E STONES (40 THIS DOCUMENT RELEASED VIMUM) TO SIDEWALKS). FOR THE INTERIM POUTER UNDERNDER THE HE AUTHORITY 4. ALL SIDEWALKS APPROACHING THE BUILDING, W. 8583, A METCALF, 4 P.E. EXCLUDING THOSE ROSS-S, SHALL BE AAA NIT SBNOT ON E USED 4. 2011 ITCH TO DRAIN ACCESSIBLE WITH CROSS -SLOPES LESS THAN R IS TRU TO BE VDIN f'OR WIRED WITHIN 1 2.005 AND LONGINDAL SLOPES LESS THAN CONSTRUCTION, BIDDING OR - THE PROPERTIi 1 Tfi�'QUM � PERMIT PURPOSES. EWsnxo 4x' c.uP 0 R.R. SPIKE IN POWERPOLE LOCATED IN F-'/L px)=mz. 4' THE S UTHWEST CORNER OF THE INTERSECTION / FA fOUO•3, 66' OF MARION PUGH DRIVE AND LUTHER ROAD. l/ (ELEV. 331.7V-NAD 153) _] 1 T.R.M. @2L SQUARE CHISELED IN SOUTHWEST I CORNER Cf CURB INLET LOCATED ON THE WEST = SIDE OF MARION PUGH DRIVE. CURB INLET a 0 Y. FROCK RIP -RAP LOCATED IS LOCATED JUST NORTH OF ITS in :D TES FABRIC, PLACED IN INTERSECTION WITH HOLLEMAN DRIVE, R d n RETE CftOUT AT (ELEV. 324.18'-NAD SS) W IARGE POINT - 8"0 TO Z Z d vvII ( 12"0 STONES (40 LS 1 rwAOINn LEGEND xx �0 P OESIRI AISLE 1 g O I"' MINIMUM) � DRAINAGE DIRECTIONAL ARROW w o 13.05 LF. OF 45 0 fl P \ I d lL I L% (CL 3) 0 035E SLOPE I r-100.00 TOP OF PAVEMENT Q Z S i i/LS(0)=312.82' - I T o-t00.o0 TOP OF CURB (V'Ir) O m 1 T .IDD.aD TOP OF WALL Q Z I I 1 1 I I I T O.10o.ao TOP OF GROUND OR CRATE Z € w~ Be ❑ (S' WIDE) SIDEWALK LEAVE -OUT 0 W F W 00 Jam' 9 w "O 0 0 of I \\ 00 IN E � I �� Z 3 U 0 '.� EM. II \I IIII N 1 ¢ F- IT IIIII I U I I I IIII jF III I a III I 1. it a1Fui IS ODOATN,u r 1 AMERICIR CANPUS CaIMUNITEE (CP), IP 11 AMYRN, U C71, eL9D., liE. r-200 �I j PH: ISO) 732-1. PUS.COM i 3 .60 m ) Pqp'a9 I R; (612) 732-249 i .00 LA. OF 48'0 R YI 1 1 RLERGIE;04IMP1A SWF,1'-W (CL 3)) O 0.25E SLOPE I 1 I SU IMm❑ ED DATE, 2/N , 4 4/R F/L(0)�113.40' DMWN M SA.M. F/L(I)-413.43' / CHECKED aY, RAM. F.D.C. --- ` / I Rao HOOK, IJ PA9E5140-75 RME CONSULTING ENGINEERS CLIENT NO. PROJECT NO. d� 178 - 0418 ' Y'M ii JCL J C1 w2B SHEET 10 OF 35 1 1 III II Ic LIN Co. 031 T c=Jx . l 1 Ec:D. I D2S 1 4 x I j o5 m j I 1 MAINT / nIt \ i az d o� 'Silyi 11 T -J .I f9 1�n I 1 n \/ pnLL �III i ,11mj L W IiEAC.O. IG41 E.E.i BUlll II T c=JR20 II 5 I I gggy I 6O - - \ 1°2x 11 $Yy o Gv]R4.R5 � E,q, 3.0]X it \\iC.JR .0) L E.A1. p® E. Q N 11 T 32.49 v \\\ / / lass R.F.P. e' S / a1 F flit. \ \�D.c. ®`N/ Q xl 24 LLB 019 V / / D24 / ....... T -321.7 _ it c- z .LIT }/!�'(' _ ""---- i c.n ,m jIi F.G.C.. -' T 26 -- 1 tv3RI.S0 V 1 C.122.25 DB1�-t-1.G. x r-� - MAINTAIN 2,OOR (MAX, ��� r Sx .ea ----_ _y, 1 T C•3 551 I CROSS -ROPE N T c• .]6 1 1.9�� _ t'0' • I BUILDING NO, 12 © I P DESTRIAN AISLE--s IB I P Tc-J 4.&3 G.efix D25 ..--i'0'8�-� II FMI LP. - �5' sM - BUILDING No. 13 E.u. m f -� c•3 zsD .iOrL ^3r a4J0 �'0'J� II ^gU1LDIN0 �._,MEiA 14A B.F.P. II(\ _ ------_z No \ fisx 32710W, BUILDING No.ELL 020 32.41 F.F.u324.60' --------ism- D 1 It •Jzz __--_ -6�- G - � I^029 ,- �i-- ,---_---- - --....\ II \11 T c xz33 b.__N 1 - r a-]m. __ �� 20 (t BUILDING No. 10 028 F.D.C. _ _ _ - ( 11 I ( I M. f.f.=521.60' IN _ - MAINTAIN 2,00% (MA%.) 1 III \ ( BU6DIN0 No. 9 E.M, CROSS -SLOPE (IN ALL - 11 \ I FF.<321.60' OIRECTION)IN H/C ` r-- PARKING SPACE AREA E.M. I -III 28 `i BUILDING ND. B F.T. 1 F.M. F,F-322.05' BUILDING No. 7 ,' 1 -III f LP. _ F.F..322.80' 11 11 1}I y I - II _ '_� EC.G" T c-NI.12 1, - - - - - - C.O E. � Xd el dl , -` 11 ' T c- .23 11 :Inv AA 021 It six ao. 021 0.9R% V io-]G.4 LP. �I 1. - 467.81 /�I` IN ILDING No, 11 /) PLAN je321'50' //// NORTB 1 p _ _ - JD Willi 11 I C �111� 1 1 z 1 1 1 1 1 I O _ z 1 •3.1. I 1y RL00 YI i o.'D E n CA 170 III 11 INp II 'S Y L.P. ) I Im 11 O v � un sunpx T -JRO. 1 II 1 1/2• LN Iy FIBER ® MARKER T P-Ja0.55 F I 1 ,', lP. - 0,92i L - n DOE N P.P. u I" d1 / IRAf11C yii 1 • LR. ]) 1/2• I,P, � e A S'T - - R 9• DRIVE• EA - l' ' MAINTAIN OPE I (MA%.) P'P ' E (7 ! RI - - - 1/2• I.R. CROSS -SLOPE IN OLI-�•m; R10y1T-of-WA» B, B P E 1RIAN AIM E 0 II pY, Ili RUN HAMNER - II II - - Kim". 0 DRAINAGE PIPE LEGEND O DRAINAGE PIPE LEGEND AY DRAINAGE JUNCTION LEGEND AY DRAINAGE JUNCTION LEGEND BOX Y Y NODE NODE OIA. FLOWLNE FLOWUNE NODE NODE DIA. ROWUNE FLOYAINE RIM/GRATE GRATE OUTSIDE RIM/CRAWS GRATE PIPE I.D. L0. OR RISE DISTANCE SLOPE DONNSTREAM UPSTREAM PIPE IT I,D, OR RISE DISTANCE SLOPE DOWNSTREAM UPSTREAM NODE ELEVATION SIZE TRAFFIC gMENSON NODE EIEyATIgI SIZE FROM I.D. FROM TO IN. F R FT. FT. I.D. FROM TO IN. (FT) R FT. FL I,D. NODE TYPE FT, FT. GRATE FT. I.D. NODE TYPE FT. FT. CRATE 1 01 W 36 k M 21.05 OS5 J@.M 3 310.01 112b !<}IZ 2p DE6 D20 2{ 110 0 Be }ILIB 318.1 N VA0.t <tl6ELMN PoHI N A H A H A N A 012 ABU INUI 322.13 3 . ] AS 2 V] 00 JB.J2 O.EO 314.00 31{:RO JO .B6 02B JO I10.16 I.CO JI6,02 31).12 VS YNAt OWFCMN KWT N A H A N A N A 013 AREA PUT 3RJ.93 J.3 WE 3 OB AI ]B I31.01 0.W SN.NI J1AB8 I DR0 .6B JO ICO.I6 0.)b J1),RS ]I].W VJ VAUT CNNEGMN X011 N A N A N A H A 014 MIA NUT 3R0,25 J . J NO { .BI DO 30 b566 P W W&46 315A4 32 A. DHD a{ OAK. 0.]b JI04] ]I9.10 V4 YNA.i CiMCMN PCNt N A N/A N A N/A 01 AREA INIEi J19J6 J . J NO 6 OB 010 R1 101,20 0.SO 316.24 315.70 D3 0 l5 VMAT QlN1ECMN WpT N A N A N A N/A 0I6 AREA NUT 321,00 J . 3 NO 6 ,AI A' 30 BA)4 0.90 10.45 316.31 NOTES. Vb VALLI (fYAEC1NN PONT N A N A N A N A 017 AREA MET TTJAB 3 . S WE Az O11 30 b.04 0.90 31BA1 316.6] V) VM.ET Eg m MY N A N A MIA NIA DI6 AREA NET 319A3 3 . 3 NO 6 D11 IF N IJ9.fiJ 0so 311. 316.60 1. UNLE63 OMFRNISE SPEtlDEO ALL 6}gIH CPNHAEE PIPE SNALL BE A05 (N-12). W YAM MIMCMH PoNI N A N/A N A N/A 010 AREA MET 319.B3 3 . 3 AS 9 De DU 24 OM55 I.0 3t).J] _ a18_60 2. SEE 'TRENCH BEDDING' OCTAL ON MEET C3.4 FOR ALL ADS BEDDING AND BACNFHL VB YAM.t MVIFCBbI PCNi NIA N A N A N/A D20 AREA NET 320.00 3 . 3 NO L STOPI [ CALLBEPORE YOUS-0 11003mmum 1 800-Mb 4616 ��p�gl��1{41�Nnm. De BP ItIrIC NY Aul gIANIx B1.fl6`m ' lv dLdlW u].M 041 .KHM.. FlC SYMBOL k UNE LEGEND SURVEYOR ' JW POWER POLE NERR SURAMNO. LLC WE CHURCH BTREU A UGHT POLE COLLEGE STATION, M 77841 GUY WIRE ANCHOR OFF; ((me7 26e-3195 m GAS PIPELINE RISER I"'. (9]e) 991-B904 M. WATER VALVE r o. WATER METER IDLY DOUBLE CHECK VALVE ON ELECTRIC VALVE O 0. BALL VALVE A ®Iv ELECTRICAL TRANSFORMER 49. GAS METER Z Dux MANHOLE p00. CLEANOUT O bFN FIRE HYDRANT aOR TELEPHONE PEDESTAL D E. AREA INLET qw JJNCBON BOX He. AREA LIGHT (GROUND) wTE OFSCAPTMN Z .Ffi FIXED PIPE BOLLARD CURB INLET -rI BUILDING SETBACK UNE 90% COMPLETE PROPERTY LINE REVIEW ONLY - T -- -- EASEMENT LINE P.U.E. PUBLIC UTLTY EASEMENT NOT FOR CONSTRUCTION I. REFER TO SHEET CO.1 k CO.2 FOR GRADING, 414111 DRAINAGE, AND MISC, CONSTRUCTION NOTES, 2 REFER TO SHEET C3.3 M C3.3 FOR GRADING AND DRAINAGE CONSTRUCTION DESIGN & DETAILS. 3. FINAL GRADING SHALL PROVIDE FOR A PRELIMINARY MINIMUM OF SIX INCHES (6") OF EXPOSED GRADE BEAM (EXCLUDING FOUNDATION ADJACENT THIS DOCUMENT IS RELEASED TO SXMWAKS). FOR THE PURPOSE OF INTERIM REVIEW UNDER THE AUTHORITY 4, ALL SIDEWALKS APPROACHING THE BUILDING, OF WON A METCALF, P.E. HC EXCLUDING THOSE W/STEPS, SHALL BE ADA NO. 55553, ON APRIL 4, 2011 ACCESSIBLE WITH CROSS -SLOPES LESS THAN IT IS NOT TO BE USED FOR 2.00% AND LONGITUOAL SLOPES LESS THAN CONSTRUCTION, BIDDING OR 5.00R PERMIT PURPOSES. T B.u. c1: R.R. SPIKE IN POWERPOLE LOCATED IN THE SOUTHWEST CORNER OF THE INTERSECTION OF MARION PUGH DRIVE AND LUTIMR ROAD. (ELEV. - 331.T5'-NAG 83) T.B.M. 9 SO'JARE CHISELED IN SOUTHWEST CORNER OF CURB INLET LOCATED ON ME WEST SIDE OF MARION PUGH DRIVE, CURB INLET ° C.7 LOCATED IS LOCATED JUST NORTH OF ITS U D INTERSECTION WITH HOLLEMAN DRIVE, C LL ny� (ELEV. - 324.15'-NAD 83) Y Q 0 i� 2q J I� fF1 CRAVING IGCFND DRAINAGE DIRECTIONAL ARROW (J� 9 D• i -1oa6D TOP OF PAVEMENT Q W Z 5 T c=10o.0o TOP OF CURB in F Q T-t00,ao TOP OF WALL Z >- Z O ~ ; T TOP OF GROUND OR GHATS W N ii ® (V MADE) SIDEWALK LEAVE -OUT < N F_ O W W $ 33 o ZOC) g� U Z 3O�U m81 - a 0 W J OUTSIDE DIMENBDH hr1 � i D1MAUM MENTFIM IT SHALL Be MSTANED MIERICAN CAMPUS NMMUNIRE$ (W), IP A/o CHUCK CARNAL 127W KILL COUNTRY SLW2.. Sf[. T-RW CCNAROUOAMERICN VWPVS.0 1 PHI 512) A2-IM PC blR) 732-24M TIME CONSULTING ENGINEERS CUENT NO. PROJECT NO. 158 - 0418 C1.2C' SHEET 11 OF 35 HydroCAD - Proposed Conditions Pond Calculations - Pond 1 CVII-TR20-040411 Type H 24-hr 2-Year Rainfall=4.50" Prepared by {enter your company name here} Page 1 HydroCAD® 7.10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC 4/8/2011 Pond 1 P: Pond 1 Inflow Area = 15.290 ac, Inflow Depth > 3.48" for 2-Year event Inflow = 66.04 cfs @ 12.08 hrs, Volume= 4.438 of Outflow = 21.09 cfs @ 12.34 hrs, Volume= 2.269 af, Atten= 68%, Lag= 15.9 min Primary = 21.09 cfs @ 12.34 hrs, Volume= 2.269 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 315.94' @ 12.34 hrs Surf.Area= 43,943 sf Storage= 110,945 cf Plug -Flow detention time=172.0 min calculated for 2.263 of (51% of inflow) Center -of -Mass det. time=89.8 min ( 842.9 - 753.1 ) Volume Invert Avail.Storage Storage Description #1 312.88' 210,828 cf Vault/Chamber (Prismatic) Listed below (Recalc) #2 319.22' 28,657 cf Parking Areas (Prismatic) Listed below (Recalc) #3 313.75' 4,799 cf 36.0"D x 678.95'L 36" Pipe S= 0.0040 T #4 315.46' 4,377 cf 30.0"D x 891.67% 30" Pipe S= 0.0076 T #5 317.33' 3,142 cf 24.0"Dx 999.991 24" Pipe S= 0.0076 7' #6 314.00' 3,900 cf Junction -Inlet Box (Prismatic) Listed below (Recalc) x 39 255,703 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 312.88 0 0 0 313.00 4,668 280 280 313.50 28,560 8,307 8,587 313.62 34,227 3,767 12,354 313.80 40,547 6,730 19,084 313.90 41,696 4,112 23,196 318.40 41,696 187,632 210,828 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 319.22 36,740 0 0 320.00 36,740 28,657 28,657 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 314.00 20 0 0 319.00 20 100 100 Device Routing Invert Outlet Devices #1 Primary 312.88' 36.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 312.82' S= 0.0024'/' Cc= 0.900 n= 0.012 #2 Primary 317.00' 30.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 316.94' S= 0.0024'/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean HydroCAD - Proposed Conditions Pond Calculations - Pond I CVII-TR20-040411 Type II 24-hr 2-Year Rainfall=4.50" Prepared by {enter your company name here} Page 2 HvdroCAD® 7.10 s/n 003394 © 2005 HvdroCAD Software Solutions LLC 4/ROM I Primary Outflow Max=21.11 cfs @ 12.34 hrs HW=315.93' TW=315.55' (Fixed TW Elev= 315.55') �1=Culvert (Inlet Controls 21.11 cfs @ 3.0 fps) 2=Culvert ( Controls 0.00 cfs) Pond 1 P: Pond 1 Hydrograph Inflow Pnmary Time (hours) CVII-TR20-040411 Prepared by {enter HydroCAD - Proposed Conditions Pond Calculations - Pond 1 Type 11 24-hr 2-Year Rainfall=4.50" your company name here} Solutions LLC Pond 1P: Pond 1 Stage -Area -Storage 0 50,000 100,000 150,000 200,000 250,000 Storage (cubic -feet) Page 3 CVII-TR20-040411 Prepared by {enter your company name HydroCAD® 7.10 s/n 003394 © 2005 HydroC HydroCAD - Proposed Conditions Pond Calculations - Fd -1 Type 1124-hr 5-Year Rainfall 120 " ere} Pya 4 Pond 1 P: Pond 1 Inflow Area = 15.290 ac, Inflow Depth > 5.07" for 5-Year event Inflow = 93.84 cfs @ 12.08 hrs, Volume= 6.457 of Outflow = 37.00 cfs @ 12.30 hrs, Volume= 4.284 af, Atten= 61 %, Lag= 13.3 min Primary = 37.00 cfs @ 12.30 hrs, Volume= 4.284 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 316.73' @ 12.30 hrs Surf.Area= 44,500 sf Storage= 146,248 cf Plug -Flow detention time=143.5 min calculated for 4.273 of (66% of inflow) Center -of -Mass det. time= 75.0 min ( 819.4 - 744.4 ) Volume Invert Avail Storage Storage Description #1 312.88' 210,828 cf Vault/Chamber (Prismatic) Listed below (Recalc) #2 319.22' 28,657 cf Parking Areas (Prismatic) Listed below (Recalc) #3 313,75' 4,799 cf 36.0"D x 678.95'L 36" Pipe S= 0.0040 T #4 315.46' 4,377 cf 30.0"D x 891.67'L 30" Pipe S= 0.0075 T #5 317.33' 3,142 cf 24.0"D x 999.99'L 24" Pipe S= 0.0075 T #6 314 00' 3,900 cf Junction -Inlet Box (Prismatic) Listed below (Recalc) x 39 255,703 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 312.88 0 0 0 313.00 4,668 280 280 313.50 28,660 8,307 8,587 313.62 34,227 3,767 12,354 313.80 40,547 6,730 19,084 313.90 41,696 4,112 23,196 318.40 41,696 187,632 210,828 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 319.22 36,740 0 0 320.00 36,740 28,657 28,657 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 314.00 20 0 0 319.00 20 100 100 Device Routing Invert Outlet Devices #1 Primary 312.88' 36.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 312.82' S= 0.0024'/' Cc= 0.900 n= 0.012 #2 Primary 317.00' 30.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 316.94' S= 0.0024'P Cc= 0.900 n= 0.013 Concrete pipe, straight & clean HydroCAD - Proposed Conditions Pond Calculatiolbns - Pond 1 CVII-TR20-040411 Type // 24-hr 5-Year Rainfall=6.20" Prepared by {enter your company name here) Page 5 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 4/Rnnl 1 Primary OutFlow Max=37.01 cfs @ 12.30 hrs HW=316.73' TW=315.55' (Fixed TW Elev= 31 5.55') �1=Culvert (Inlet Controls 37.01 cfs @ 5.2 fps) 2=Culvert ( Controls 0.00 cfs) i Pond 1P: Pond 1 Hydrograph Inflow Area=15.290 ac Peak Elev=316.73' Storage=146,248 cf 9 10 11 12 13 14 15 16 Time (hours) Inflow Primary CVII-TR20-040411 Prepared by{enter HvdrnCAD® 7.10 sin I 1@1 HydroCAD - Proposed Conditions Pond Calculations 0 Type 1124-hr 5-Year Rainfa' name here} 61 Pond 1P: Pond 1 Staoe•Area-Storage mmu�e 1�uum-w=y A HydroCAD - Proposed Conditions Pond Calculations - Pond 1 CVII-TR20-040411 Type/1 24-hr 10-Year Rainfall=7.40" Prepared by {enter your company name here} Page 7 HydroCAD® 7.10 sln 003394 © 2005 HydroCAD Software Solutions LLC 4/8/2011 I' • MaUJIa 61 Inflow Area = 15.290 ac, Inflow Depth > 6.19" for 10-Year event Inflow = 113.30 cfs @ 12.08 hrs, Volume= 7.891 of Outflow = 45.50 cfs @ 12.29 hrs, Volume= 5.716 af, Atten= 60%, Lag= 13.1 min Primary = 45.50 cfs @ 12.29 hrs, Volume= 5.716 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 317.31'@ 12.29 hrs Surf.Area= 44,356 sf Storage= 171,752 cf Plug -Flow detention time=136.3 min calculated for 5.701 of (72% of inflow) Center -of -Mass det. time=73.5 min ( 813.4 - 739.9 ) Volume Invert Avail.Storage Storage Description #1 312.88' 210,828 cf Vault/Chamber (Prismatic) Listed below (Recalc) #2 319.22' 28,657 cf Parking Areas (Prismatic) Listed below (Recalc) #3 313.75' 4,799 cf 36.0"D x 678.961 36" Pipe S= 0.0040 T #4 315.46' 4,377 cf 30.0"D x 891.67'L 30" Pipe S= 0.0075 T #5 317.33' 3,142 cf 24.0"D x 999.99'L 24" Pipe S= 0.0075 T #6 314.00' 3,900 cf Junction -Inlet Box (Prismatic) Listed below (Recalc) x 39 255,703 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 312.88 0 0 0 313.00 4,668 280 280 313.50 28,560 8,307 8,587 313.62 34,227 3,767 12,354 313.80 40,547 6,730 19,084 313.90 41,696 4,112 23,196 318.40 41,696 187,632 210,828 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 319.22 36,740 0 0 320.00 36,740 28,657 28,657 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 314.00 20 0 0 319.00 20 100 100 Device Routing Invert Outlet Devices #1 Primary 312.88' 36.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 312.82' S= 0.0024 ? Cc= 0.900 n= 0.012 #2 Primary 317.00' 30.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 316.94' S= 0.0024 T Cc= 0.900 n= 0.013 Concrete pipe, straight & clean HydroCAD - Proposed Conditions Pond Calculations - Pond 1 CVII-TR20-040411 Type // 24-hr 10-Year Rainfall=7.40" Prepared by tenter your company name here} Page 8 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 4/8/2011 Primary OutFlow Max=45.46 cfs @ 12.29 hrs HW=317.30' TW=315.55' (Fixed TW Elev= 315.55') �1=Culvert (Inlet Controls 45.09 cis @ 6.4 fps) 2=Culvert (Barrel Controls 0.38 cis @ 1.7 fps) Pond 1 P: Pond 1 Hydrograph 11 105- Inflow Area=15.290 ac 100- Peak Elev=317.31' 90- ao- Storage=171,752 cf 76- 5 0 3 4 5 6 7 a 9 10 11 Time (hours) — Imlow -11 — Primary CVII-TR20-040411 Prepared by {enter your company name HvdroCAD® 7.10 s/n 003394 (D 2005 HvdroC w HydroCAD - Proposed Conditions Pond Calculations - Pond 1 Type 11 24-hr 10-Year Rainfall=7.40" here} >D Software Solutions LLC Pond 1P: Pond 1 Stage -Area -Storage Storage (cubic -feet) Page 9 HydroCAD - Proposed Conditions Pond Calculations - Pond 1 CVII-TR20-040411 Type // 24-hr 25-Year Rainfall=8.40" Prepared by {enter your company name here) Page 10 HydroCAD®? 10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC 4/8/2011 Pond 1 P: Pond 1 Inflow Area = 15.290 ac, Inflow Depth > 7.13" for 25-Year event Inflow = 129.45 cfs @ 12.08 hrs, Volume= 9.090 of Outflow = 52.80 cfs @ 12.29 hrs, Volume= 6.912 af, Atten= 59%, Lag= 12.9 min Primary = 52.80 cfs @ 12.29 hrs, Volume= 6.912 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 317.75' @ 12.29 hrs Surf.Area= 44,214 sf Storage= 191,376 cf Plug -Flow detention time=132.3 min calculated for 6.895 of (76% of inflow) Center -of -Mass det. time=73.2 min ( 810.1 - 736.9 ) Volume Invert Avail.Storage Storage Description #1 312.88' 210,828 cf Vault/Chamber (Prismatic) Listed below (Recalc) #2 319.22' 28,657 cf Parking Areas (Prismatic) Listed below (Recalc) #3 313.75' 4,799 cf 36.0"D x 678.95'L 36" Pipe S= 0.0040 T 94 315.46' 4,377 cf 30.0"D x 891.67'L 30" Pipe S= 0.0075 T #5 317.33' 3,142 cf 24.0"D x 999.99'L 24" Pipe S= 0.0075 T #6 314 00' 3,900 cf Junction -Inlet Box (Prismatic) Listed below (Recalc) x 39 255,703 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 312.88 0 0 0 313.00 4,668 280 280 313.50 28,560 8,307 8,587 313.62 34,227 3,767 12,354 313.80 40,547 6,730 19,084 313.90 41,696 4,112 23,196 318.40 41,696 187,632 210,828 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 319.22 36,740 0 0 320.00 36,740 28,657 28,657 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 314.00 20 0 0 319.00 20 100 100 Device Routing Invert Outlet Devices #1 Primary 312.88' 36.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 312.82' S= 0.0024 T Cc= 0.900 n= 0.012 #2 Primary 317.00' 30.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 316.94' S= 0.0024'/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean HydroCAD - Proposed Conditions Pond Calculations - Pond 1 CVII-TR20-040411 Type/1 24-hr 25-Year Rainfall=8.40" Prepared by {enter your company name here} Page 11 HydroCAD® 7.10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC 4/8/2011 Primary OutFlow Max=52.73 cfs @ 12.29 hrs HW=317.75' TW=315.55' (Fixed TW Elev= 315.55') �1=Culvert (Inlet Controls 50.44 cfs @ 7.1 fps) 2=Culvert (Barrel Controls 2.29 cfs @ 2.8 fps) Pond 1 P: Pond 1 Hydrograph — Inflow Primary Time (hours) HydroCAD - Proposed Conditions Pond Calculations - Pond 1 CVII-TR20-040411 Type 11 24-hr 25-Year Rainfall=8.40" Prepared by (enter your company name here} Page 12 HvdroCAD® 7.10 s/n 003394 0 2005 HvdroCAD Software Solutions LLC A/R/9nl l Pond 1 P: Pond 1 Stage -Area -Storage Storage (cubic -feet( CVII-TR20-040411 Prepared by {enter, HydroCAD - Proposed Conditions Pond Calculations - Pond 1 Type/1 24-hr 50-Year Rainfall=9.80" name here} Pond 1P: Pond 1 Inflow Area = 15.290 ac, Inflow Depth > 8.45" for 50-Year event Inflow = 151.97 cfs @ 12.08 hrs, Volume= 10.772 of Outflow = 77.46 cfs @ 12.25 hrs, Volume= 8.355 af, Atten= 49%, Lag= 10.7 min Primary = 77.46 cfs @ 12.25 hrs, Volume= 8.355 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 319.11' @ 12.25 hrs Surf.Area= 43,643 sf Storage= 221,414 cf Plug -Flow detention time=132.1 min calculated for 8.335 of (77% of inflow) Center -of -Mass det. time= 74.6 min ( 808.0 - 733.4 ) Page 1 Volume Invert Avail.Storage Storage Description #1 312.88' 210,828 cf Vault/Chamber (Prismatic) Listed below (Recalc) #2 319.22' 28,657 cf Parking Areas (Prismatic) Listed below (Recalc) #3 313.75' 4,799 cf 36.0"D x 678.95'L 36" Pipe S= 0.0040 T #4 315.46' 4,377 cf 30.0"D x 891.67'L 30" Pipe S= 0.0075 T #5 317.33' 3,142 cf 24.0"D x 999.99'L 24" Pipe S= 0.0076 T #6 314.00' 3,900 cf Junction -inlet Box (Prismatic) Listed below (Recalc) x 39 255,703 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 312.88 0 0 0 313.00 4,668 280 280 313.50 28,560 8,307 8,587 313.62 34,227 3,767 12,354 313.80 40,547 6,730 19,084 313.90 41,696 4,112 23,196 318.40 41,696 187,632 210,828 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 319.22 36,740 0 0 320.00 36,740 28,657 28,657 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 314.00 20 0 0 319.00 20 100 100 Device Routing Invert Outlet Devices #1 Primary 312.88' 36.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 312.82' S= 0.0024'/' Cc= 0.900 n= 0.012 #2 Primary 317.00' 30.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 316.94' S= 0.0024'/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean HydroCAD - Proposed Conditions Pond Calculations - Pond 1 CVII-TR20-040411 Type 1124-hr 50-Year Rainfall=9.80" Prepared by {enter your company name here} Page 2 HydroCAD® 7.10 sln 003394 © 2005 HydroCAD Software Solutions LLC 4/8/2011 Primary OutFlow Max=76.30 cfs @ 12.25 hrs HW=319.06' TW=315.80' (Fixed TW Elev= 315.80') L1=Culvert (Inlet Controls 61.44 cfs @ 8.7 fps) 2=Culvert (Barrel Controls 14.86 cfs @ 4.7 fps) • 11 $MIA•1 1 0"i Hydrograph 160' - 151.97 cfs IMow — Primary 150 Inflow Area=15.290 ac 140- 130 Peak Elev=319.11' 120- 110- Storage=221,414 cf 100- 90' 77.46 cfs 0 80- LL r 0 1 2 3 4 5 6 7 8 9 10 11 Time (hours) HydroCAD - Proposed Conditions Pond Calculations - Pond 1 CVII-TR20-040411 Type 1124-hr 50-Year Rainfall=9.80" Prepared by {enter your company name here} Page 3 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 4/8/2011 Pond 1P: Pond 1 Stage -Area -Storage w w Sl M HydroCAD - Proposed Conditions Pond Calculations - Pond 1 CVII-TR20-040411 Type 11 24-hr 100-Year Rainfall= 11. 00" Prepared by {enter your company name here) Page 4 HydroCAD@ 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 4/8/2011 Pond 1P: Pond 1 Inflow Area = 15.290 ac, Inflow Depth > 9.59" for 100-Year event Inflow = 171.22 cfs @ 12.08 hrs, Volume= 12.215 of Outflow = 86.77 cfs @ 12.25 hrs, Volume= 9.798 af, Atten= 49%, Lag= 10.6 min Primary = 86.77 cfs @ 12.25 hrs, Volume= 9.798 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 319.55' @ 12.25 hrs Surf.Area= 80,291 sf Storage= 234,054 cf Plug -Flow detention time=126.5 min calculated for 9.774 of (80% of inflow) Center -of -Mass det. time=72.5 min ( 803.4 - 730.9) Volume Invert Avail.Storage Storage Description #1 312.88' 210,828 cf Vault/Chamber (Prismatic) Listed below (Recalc) #2 319.22' 28,657 cf Parking Areas (Prismatic) Listed below (Recalc) #3 313.75' 4,799 cf 36.0"D x 678.95'L 36" Pipe S= 0.0040 T #4 315.46' 4,377 cf 30.0"D x 891.67'L 30" Pipe S= 0.0076 T #5 317.33' 3,142 cf 24.0"D x 999.99'L 24" Pipe S= 0.0076 T #6 314.00' 3,900 cf Junction -inlet Box (Prismatic) Listed below (Recalc) x 39 255,703 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 312.88 0 0 0 313.00 4,668 280 280 313.50 28,560 8,307 8,587 313.62 34,227 3,767 12,354 313.80 40,547 6,730 19,084 313.90 41,696 4,112 23,196 318.40 41,696 187,632 210,828 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 319.22 36,740 0 0 320.00 36,740 28,657 28,657 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 314.00 20 0 0 319.00 20 100 100 Device Routing Invert Outlet Devices #1 Primary 312.88' 36.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 312.82' S= 0.0024'/' Cc= 0.900 n= 0.012 #2 Primary 317.00' 30.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 316.94' S= 0.0024'/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean HydroCAD - Proposed Conditions Pond Calculations - Pond 1 CVII-TR20-040411 Type/1 24-hr 100-Year Rainfall=11.00" Prepared by {enter your company name here) Page 5 HydroCAD® 7.10 s/n 003394 0 2005 HydroCAD Software Solutions LLC 4/8/2011 Primary OutFlow Max=86.71 cfs @ 12.25 hrs HW=319.55' TW=315.80' (Fixed TW Elev= 315.80') L1=Culvert (Inlet Controls 65.89 cfs @ 9.3 fps) 2=Culvert (Barrel Controls 20.82 cfs @ 5.2 fps) Pond 1 P: Pond 1 Hydrograph — Inflow — Primary Time (hours) HydroCAD - Proposed Conditions Pond Calculations - Pond 1 CVII-TR20-040411 Type 11 24-hr 100-Year Rainfall= 11. 00" Prepared by {enter your company name here} Page 6 HydroCAD®? 10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 4/8/2011 Pond 1P: Pond 1 Stage -Area -Storage Storage (cubic -feet) Section 5.0 STORM DRAINAGE SYSTEM stmOutput WinStorm (STORM DRAIN DESIGN) PROJECT NAME 178 JOB NUMBER 0418 PROJECT DESCRIPTION : Drainage System 1 DESIGN FREQUENCY 25 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 25 Years Runoff Computation for Design Frequency. Version 3.05, Jan. 25, 2002 Run @ 4/8/2011 1:48:59 PM ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) ----------------------------------------------------------------------------- D8 0.808 0.71 10.00 10.00 9.86 0.000 5.657 0.96 0.53 Pavement 0.36 0.18 Undeveloped D9 0.871 0.54 10.00 10.00 9.86 0.000 4.639 0.96 0.46 Pavement 0.36 0.08 Undeveloped D10 0.876 0.50 10.00 10.00 9.86 0.000 4.319 0.96 0.43 Pavement 0.36 0.07 Undeveloped Dll 0.568 0.72 10.00 10.00 9.86 0.000 4.035 0.96 0.25 Pavement 0.36 0.47 Undeveloped D12 0.813 0.53 10.00 10.00 9.86 0.000 4.248 0.96 0.40 Pavement 0.36 0.13 Undeveloped D13 0.834 0.19 10.00 10.00 9.86 0.000 1.562 0.96 0.15 Pavement ----------------------------------------------------------------------------- 0.36 0.04 Undeveloped On Grade Inlet Configuration Data Inlet Inlet Inlet Slopes Gutter Grate Pond Width Critic ID Type Length Long Trans n Depr. Width Type Allowed Elev. (ft) M M (ft) (ft) (ft) (ft) ------------------------------------------------------------------------------- D9 Grate 3.00 1.00 2.00 0.014 n/a 3.00 Reticu 12.00 322.49 D12 Grate 3.00 0.75 2.00 0.014 n/a 3.00 Reticu 12.00 322.13 D13 ------------------------------------------------------------------------------- Grate 3.00 0.75 2.00 0.014 n/a 3.00 Reticu 12.00 323.93 Page 1 stmOutput On Grade Inlets Conmputation Data. Inlet Inlet Total Q Intercept Q Bypass To Inlet Required Actual Ponded ID Type Capacity Allow Actual ID Length Length Width (cfs) (cfs) (cfs) (cfs) -- (ft) -- (ft) (ft) ----------------- D9 Grate 4.639 --------------------- 2.843 2.000 1.796 D8 n/a 0.00 12.20 D12 Grate 4.594 2.808 2.000 1.786 Dll n/a 0.00 12.80 D13 --------------------------------------------------------------------------------- Grate 1.562 1.216 2.000 0.346 D12 n/a 0.00 8.55 Sag Inlets Configuration Data. Inlet Inlet Length/ Grate Left -Slope Right -Slope Gutter Depth Critic ID Type Perim. Area Long Trans Long Trans n DeprW Allowed Elev. (ft) (sf) M M M M (ft) ----------- (ft) (ft) ------------------------------------------------ D8 Grate 12.30 3.00 0.75 2.00 0.75 2.00 0.014 n/a 0.50 320.62 D10 Grate 12.30 3.00 1.90 2.00 1.90 2.00 0.014 n/a 0.50 320.42 D11 ---------------------------------------------------------------------------------- Grate 12.30 3.00 1.00 2.00 1.00 2.00 0.014 n/a 0.50 321.50 Sag Inlets Computation Data. Inlet Inlet Length Grate Total Q Inlet Total Ponded Width ID Type Perim Area Capacity Head Left Right (ft) (ft) (sf) (cfs) (cfs) (ft) (ft) (ft) --------------------------------------------------------- D8 Grate n/a 12.30 3.00 7.453 11.401 0.338 ll.85 11.85 D10 Grate n/a 12.30 3.00 4.319 11.401 0.235 8.10 8.10 D11 -------------------------------------------------------------------------------- Grate n/a 12.30 3.00 5.821 8.551 0.286 10.25 10.25 Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) -------------- V2 CircMh --------------------------------------- 0.778 3.19 11.08 9.45 0.000 0.00 23.435 JB1 JnctBx 0.769 2.48 10.75 9.57 0.000 0.00 18.248 JB2 JnctBx 0.693 1.44 10.41 9.70 0.000 0.00 9.683 D8 Grate 0.778 3.19 11.08 9.45 0.000 0.00 23.435 D9 Grate 0.873 1.04 10.40 9.71 0.000 0.00 8.816 D10 Grate 0.876 0.50 10.00 9.86 0.000 0.00 4.319 D11 Grate 0.693 1.44 10.41 9.70 0.000 0.00 9.683 D12 Grate 0.813 0.53 10.00 9.86 0.000 0.00 4.248 D13 --------------------------------------------------------------------------------- Grate 0.834 0.19 10.00 9.86 0.000 0.00 1.562 Page 2 stmOutput Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) M ---------------------------------------------------------------------------------- 2 D8 V2 314.20 314.00 Circ 1 0.00 3.00 39.32 0.51 0.012 3 JB1 D8 314.96 314.30 Circ 1 0.00 3.00 131.01 0.50 0.012 4 D9 JB1 315.74 315.46 Circ 1 0.00 2.50 55.66 0.50 0.012 5 D10 D9 316.79 316.24 Circ 1 0.00 2.00 109.20 0.50 0.012 6 JB2 JB1 316.31 315.45 Circ 1 0.00 2.50 94.74 0.91 0.012 7 Dll JB2 316.83 316.41 Circ 1 0.00 2.50 47.04 0.89 0.012 8 D12 Dll 318.59 317.33 Circ 1 0.00 2.00 139.63 0.90 0.012 9 ---------------------------------------------------------------------------------- D13 Dll 318.69 317.33 Circ 1 0.00 2.00 90.56 1.50 0.012 Conveyance Hydraulic Computations. Tailwater = 317.750 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) M (ft) (ft) (f/s) (f/s) - (cfs) (cfs) (ft) --------------------------------------------------- 2* 317.79 317.75 0.105 1.42 3.00 7.13 3.32 23.43 51.54 0.000 3* 317.87 317.79 0.064 1.24 3.00 6.60 2.58 18.25 51.29 0.000 4* 317.88 317.87 0.039 0.91 2.41 5.47 1.82 8.82 31.52 0.000 5* 317.88 317.88 0.031 0.68 1.64 4.59 1.56 4.32 17.40 0.000 6* 317.92 317.87 0.047 0.81 2.42 6.99 1.99 9.68 42.34 0.000 7* 317.94 317.92 0.047 0.82 1.51 6.97 3.12 9.68 41.99 0.000 8* 319.17 317.94 0.030 0.58 0.61 5.64 5.21 4.25 23.28 0.000 9* 319.00 317.94 0.004 0.31 0.61 5.05 1.92 1.56 30.04 0.000 ---- * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 25 Years Capacity of grade inlet exceeded at inlet Id= D9 Computed ponded width exceeds allowable width at inlet Id= D9 Capacity of grade inlet exceeded at inlet Id= D12 Computed ponded width exceeds allowable width at inlet Id= D12 Capacity of grade inlet exceeded at inlet Id= D13 Total flow is <= then allowable carryover flow at inlet Id= D13 A minimum drain size was assigned to this inlet. Grate inlet in sag Id=Dll has a o reduction safety factor = 25 Discharge decreased downstream node Id= JB2 Previous intensity used. Page 3 stmOutput WinStorm (STORM DRAIN DESIGN) PROJECT NAME 178 JOB NUMBER 0418 PROJECT DESCRIPTION : Drainage System 2 DESIGN FREQUENCY 25 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 25 Years Runoff Computation for Design Frequency. Version 3.05, Jan. 25, 2002 Run @ 4/8/2011 1:48:24 PM ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) - (in/hr) (cfs) (cfs) ---- ----------------- D14 0.598 0.63 -- 10.00 10.00 9.86 0.000 3.716 0.96 0.25 Pavement 0.36 ----------------------------------------------------------------------------- 0.38 Undeveloped Sag Inlets Configuration Data. Inlet Inlet Length/ Grate Left -Slope Right -Slope Gutter Depth Critic ID Type Perim. Area Long Trans Long Trans n DeprW Allowed Elev. (ft) (sf) M M M M --- (ft) -- (ft) (ft) ---------------------- D14 Grate 12.30 ---------------------------------------------------------------------------------- 3.00 1.00 --- 2.00 1.00 2.00 0.014 n/a 0.50 320.25 Sag Inlets Computation Data. Inlet Inlet Length Grate Total Q Inlet Total Ponded Width ID Type Perim Area Capacity Head Left Right (ft) (ft) (sf) (cfs) (cfs) (ft) (ft) (ft) -------------------------------------------------------------------------------- D14 Grate n/a -------------------------------------------------------------------------------- 12.30 3.00 3.716 8.551 0.212 8.65 8.65 Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) ---------------------------------------------------------------------------------- V3 CircMh 0.598 0.63 10.00 9.86 0.000 0.00 3.716 JB3 JnctBx 0.598 0.63 10.00 9.86 0.000 0.00 3.716 Page 1 stmOutput D14 Grate ------------- 0.598 0.63 10.00 9.86 0.000 0.00 3.716 ----------------------------------------------------------------- Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US US Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) M -------------------- 10 JB3 V3 --- 317.25 ---- - 316.05 Circ 1 0.00 2.00 79.86 1.50 0.012 11 D14 ---------------------------------------------------------------------------------- JB3 317.50 317.35 Circ 1 0.00 2.00 15.00 1.00 0.012 Conveyance Hydraulic Computations. Tailwater = 317.750 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev US Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) M (ft) (ft) ------ (f/s) (f/s) (cfs) (cfs) (ft) --------------------------------- 10* 317.75 317.75 0.023 0.47 1.70 6.51 1.31 3.72 30.05 0.000 ll* 318.03 317.88 0.023 0.53 0.53 5.61 5.61 3.72 24.51 0.000 -------- ------------ --------__--------=END- * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 25 Years Grate inlet in sag Id=D14 has a % reduction safety factor = 25 Discharge decreased downstream node Id= JB3 Previous intensity used. FOIT"TAVA stmOutput WinStorm (STORM DRAIN DESIGN) PROJECT NAME 178 JOB NUMBER 0418 PROJECT DESCRIPTION DESIGN FREQUENCY MEASUREMENT UNITS: Drainage System 3 25 Years ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 25 Years Runoff Computation for Design Frequency. Version 3.05, Jan. 25, 2002 Run @ 4/8/2011 1:47:49 PM ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) -- -- (cfs) (cfs) --------------- D15 0.66 -------------- 0.28 10.00 10.00 9.86 0.000 1.822 0.96 0.14 Pavement 0.36 ----------------------------------------------------------------------------- 0.14 Undeveloped Sag Inlets Configuration Data. Inlet Inlet Length/ Grate Left -Slope Right -Slope Gutter Depth Critic ID Type Perim. Area Long Trans Long Trans n DeprW Allowed Elev. (ft) (sf) M M M M (ft) (ft) (ft) ----------------------- D15 Grate 3.00 ---------------------------------------------------------------------------------- 3.00 - 1.00 2.00 --- 1.00 2.00 -- --- 0.014 n/a 0.50 319.75 Sag Inlets Computation Data. Inlet Inlet Length Grate Total Q Inlet Total Ponded Width ID Type Perim Area Capacity Head Left Right (ft) (ft) (sf) (cfs) (cfs) (ft) (ft) (ft) ----------------------------------------------------- D15 Grate n/a -------------------------------------------------------------------------------- 3.00 3.00 1.822 2.456 0.338 6.60 6.60 Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) --------------------------------------------------------------------------------- V4 CircMh 0.660 0.28 10.00 9.86 0.000 0.00 1.822 D15 Grate 0.660 0.28 10.00 9.86 0.000 0.00 1.822 Page 1 stmOutput Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) M ---------------------------------------------------------------------------------- 12 D15 V4 316.50 315.75 Circ 1 0.00 2.00 50.28 1.49 0.012 ---------------------------------------------------------------------------------- Conveyance Hydraulic Computations. Tailwater = 317.750 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) M (ft) (ft) ------ (f/s) (f/s) (cfs) (cfs) (ft) --------------------- 12* 317.75 317.75 0.006 0.33 2.00 5.26 0.58 1.82 29.94 0.000 ------ ____------- _________________END=====_______________________-------------- * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 25 Years Grate inlet in sag Id=D15 has a o reduction safety factor = 25 Page 2 stmOutput WinStorm (STORM DRAIN DESIGN) PROJECT NAME 178 JOB NUMBER 0418 PROJECT DESCRIPTION DESIGN FREQUENCY MEASUREMENT UNITS: Drainage System 4 25 Years ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 25 Years Version 3.05, Jan. 25, 2002 Run @ 4/8/2011 1:47:11 PM Runoff Computation for Design Frequency. ------------------------------------ ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) ------------------------ ----- D16 0.66 0.46 10.00 10.00 9.86 0.000 2.994 0.96 0.23 Pavement 0.36 0.23 Undeveloped D17 0.872 0.82 10.00 10.00 9.86 0.000 0.96 0.70 Pavement 0.36 0.12 Undeveloped --------------------------------------------------------------- Sag Inlets Configuration Data. M1167%] Inlet Inlet Length/ Grate Left -Slope Right -Slope Gutter Depth Critic ID Type Perim. Area Long Trans Long Trans n DeprW Allowed Elev. (ft) (sf) M M --- M M ---- (ft) (ft) (ft) ----------- D16 Grate 12.30 ---- 3.00 1.00 2.00 1.00 2.00 0.014 n/a 0.50 321.00 D17 ---------------------------------------------------------------------------------- Grate 12.30 3.00 0.75 2.00 0.75 2.00 0.014 n/a 0.50 323.78 Sag Inlets Computation Data. Inlet Inlet Length Grate Total Q Inlet Total Ponded Width ID Type Perim Area Capacity Head Left Right (ft) (ft) (sf) (cfs) ---- (cfs) (ft) (ft) (ft) --------------- D16 Grate n/a -- 12.30 3.00 2.994 8.551 0.184 7.95 7.95 D17 -------------------------------------------------------------------------------- Grate n/a 12.30 3.00 7.053 11.401 0.326 11.60 11.60 Cumulative Junction Discharge Computations ------- ------------------ ---------------------------- ------------------------ Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total stmOutput I.D. Type C-Value --------------------- V5 CircMh 0.000 JB4 JnctBx 0.796 JB5 JnctBx 0.796 D16 Grate 0.660 D17 Grate 0.872 V4 --------------------- Outlt 0.796 Dr.Area Tc (acres) (min) ---------------- 0.00 0.00 1.28 10.32 1.28 10.32 0.46 10.00 0.82 10.00 1.28 10.32 Conveyance Configuration Data Supply Q (in/hr) cfs) ----------------- 0.00 0.000 9.73 0.000 9.73 0.000 9.86 0.000 9.86 0.000 9.73 0.000 Q in Node Disch. (cfs) (cfs) ------------------- 0.00 0.000 0.00 9.917 0.00 9.917 0.00 2.994 0.00 7.053 0.00 9.917 Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) --- (ft) --- (ft) (ft) M ------------------ 13 JB4 V4 ---------- 315.20 315.06 Circ 1 0.00 3.00 11.50 1.22 0.012 14 JB5 JB4 316.57 315.30 Circ 1 0.00 3.00 101.79 1.25 0.012 15 D16 JB5 317.75 317.57 Circ 1 0.00 2.00 14.36 1.25 0.012 4 ---------------------------------------------------------------------------------- D17 JB5 317.58 317.07 Circ 1 0.00 2.50 100.63 0.51 0.012 Conveyance Hydraulic Computations. Tailwater = 317.750 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) M (ft) (ft) (f/s) ---- (f/s) (cfs) (cfs) (ft) ----------- 13* 317.75 -- 317.75 ------------------- 0.019 0.71 2.69 7.68 1.48 9.92 79.74 0.000 14* 317.77 317.75 0.019 0.71 2.45 7.77 1.60 9.92 80.72 0.000 15* 318.20 318.02 0.015 0.45 0.45 5.74 5.74 2.99 27.44 0.000 4* 318.38 317.87 0.025 0.80 0.80 5.20 5.20 7.05 31.64 0.000 * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 25 Years Grate inlet in sag Id=D16 has a % reduction safety factor = 25 Discharge decreased downstream node Id= JB4 Previous intensity used. Page 2 stmOutput WinStorm (STORM DRAIN DESIGN) PROJECT NAME 178 JOB NUMBER 0418 PROJECT DESCRIPTION : Drainage System 5 DESIGN FREQUENCY 25 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 25 Years Runoff Computation for Design Frequency. Version 3.05, Jan. 25, 2002 Run @ 4/8/2011 1:46:35 PM ID C Value Area Tc To Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) ---------- ---------------- D18 0.66 --------------------- 0.66 10.00 10.00 9.86 0.000 4.296 0.96 0.33 Pavement 0.36 ----------------------------------------------------------------------------- 0.33 Undeveloped Sag Inlets Configuration Data. Inlet Inlet Length/ Grate Left -Slope Right -Slope Gutter Depth Critic ID Type Perim. Area Long Trans Long Trans n DeprW Allowed Elev. (ft) (sf) M M M M (ft) (ft) (ft) ------------------------------------------------------------ D18 Grate 12.30 ---------------------------------------------------------------------------------- 3.00 1.00 2.00 1.00 2.00 0.014 n/a 0.50 319.25 Sag Inlets Computation Data. Inlet Inlet Length Grate Total Q Inlet Total Ponded Width ID Type Perim Area Capacity Head Left Right (ft) (ft) (sf) (cfs) (cfs) --- --- (ft) (ft) (ft) ------------------------------------- D18 Grate n/a -------------------------------------------------------------------------------- 12.30 3.00 4.296 8.551 0.234 9.15 9.15 Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area To Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) --------------------------------------------------------------------------------- V6 CircMh 0.660 0.66 10.00 9.86 0.000 0.00 4.296 D18 Grate 0.660 0.66 10.00 9.86 0.000 0.00 4.296 Page 1 stmOutput Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) M ---------------------------------------------------------------------------------- 17 D18 V6 316.00 314.95 Circ 1 0.00 2.00 69.33 1.51 0.012 ---------------------------------------------------------------------------------- Conveyance Hydraulic Computations. Tailwater = 317.750 (ft) ------------------------------------------------------ Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) M -- (ft) (ft) --- - (f/s) (f/s) - (cfs) (cfs) (ft) -------------------------- 17* 317.77 317.75 0.031 0.51 2.00 6.81 1.37 4.30 30.17 0.000 * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 25 Years Grate inlet in sag Id=D18 has a o reduction safety factor = 25 Page 2 stmOutput WinStorm (STORM DRAIN DESIGN) PROJECT NAME 178 JOB NUMBER 0418 PROJECT DESCRIPTION DESIGN FREQUENCY MEASUREMENT UNITS: Drainage System 6 25 Years ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 25 Years Runoff Computation for Design Frequency. Version 3.05, Jan. 25, 2002 Run @ 4/8/2011 1:45:58 PM ID C Value Area To To Used Intensity Supply Q Total Q (acre) (min) (min) --- (in/hr) (cfs) (cfs) -------------------- D19 0.872 0.68 10.00 10.00 9.86 0.000 5.846 0.96 0.58 Pavement 0.36 0.10 Undeveloped D20 0.6 0.80 10.00 10.00 9.86 0.000 4.734 0.96 0.32 Pavement 0.36 0.48 Undeveloped D21 0.893 0.90 10.00 10.00 9.86 0.000 7.929 0.96 0.80 Pavement ----------------------------------------------------------------------------- 0.36 0.10 Undeveloped Sag Inlets Configuration Data. Inlet Inlet Length/ Grate Left -Slope Right -Slope Gutter Depth Critic ID Type Perim. Area Long Trans Long Trans n DeprW Allowed Elev. (ft) (sf) M M M M (ft) (ft) (ft) ---------------------- D19 Grate 12.30 3.00 -- 1.00 2.00 0.75 --- 2.00 0.014 n/a 0.50 319.63 D20 Grate 12.30 3.00 1.00 2.00 1.00 2.00 0.014 n/a 0.50 320.00 D21 ---------------------------------------------------------------------------------- Grate 12.30 3.00 1.00 2.00 0.75 2.00 0.014 n/a 0.50 319.25 Sag Inlets Computation Data. Inlet Inlet Length Grate Total Q Inlet Total Ponded Width ID Type Perim Area Capacity Head Left Right (ft) (ft) (sf) --- (cfs) (cfs) (ft) (ft) (ft) --------------------- D19 Grate n/a 12.30 3.00 5.846 11.401 0.287 10.25 10.80 D20 Grate n/a 12.30 3.00 4.734 8.551 0.250 9.45 9.45 D21 Grate n/a 12.30 3.00 7.929 11.401 0.352 11.50 12.15 Page 1 stmOutput Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) --------------------------------------------------------------------------------- V7 CircMh 0.789 2.38 10.71 9.59 0.000 0.00 17.990 D19 Grate 0.789 2.38 10.71 9.59 0.000 0.00 17.990 D20 Grate 0.755 1.70 10.38 9.71 0.000 0.00 12.470 D21 --------------------------------------------------------------------------------- Grate 0.893 0.90 10.00 9.86 0.000 0.00 7.929 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) M ----------------- 18 D19 V7 ----- 314.10 313.90 Circ 1 0.00 3.00 56.31 0.36 0.012 19 D20 D19 314.97 314.60 Circ 1 0.00 2.50 105.16 0.35 0.012 20 ---------------------------------------------------------------------------------- D21 D20 315.44 315.07 Circ 1 0.00 2.50 107.00 0.35 0.012 Conveyance Hydraulic Computations. Tailwater = 317.750 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) M (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) ---------------------------------------------------------------------------------- 18* 317.78 317.75 0.062 1.36 3.00 5.78 2.55 17.99 43.07 0.000 19 317.87 317.78 0.079 1.21 2.50 5.29 2.54 12.47 26.36 0.000 20 317.90 317.87 0.032 0.94 2.50 4.72 1.62 7.93 26.13 0.000 ------ ___----------- _______________END=====___--------------=-------_______------- * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 25 Years Grate inlet in sag Id=D20 has a o reduction safety factor = 25 Computed right ponded width exceeds allowable width at inlet Id= D21 Page 2 stmOutput WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002 Run @ 4/8/2011 1:45:07 PM PROJECT NAME 178 JOB NUMBER 0418 PROJECT DESCRIPTION : Drainage System 7 DESIGN FREQUENCY 25 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 25 Years Runoff Computation for Design Frequency. ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) ----------------------------------------------------------------------------- D22 0.825 0.49 10.00 10.00 9.86 0.000 3.988 0.96 0.38 Pavement 0.36 0.11 Undeveloped D23 0.847 0.53 10.00 10.00 9.86 0.000 4.426 0.96 0.43 Pavement 0.36 0.10 Undeveloped D24 0.86 0.30 10.00 10.00 9.86 0.000 2.544 0.96 0.25 Pavement 0.36 0.05 Undeveloped D25 0.789 0.07 10.00 10.00 9.86 0.000 0.544 0.96 0.05 Pavement 0.36 0.02 Undeveloped D26 0.678 0.17 10.00 10.00 9.86 0.000 1.136 0.96 0.09 Pavement 0.36 0.08 Undeveloped D27 0.823 0.35 10.00 10.00 9.86 0.000 2.840 0.96 0.27 Pavement 0.36 0.08 Undeveloped D28 0.844 0.31 10.00 10.00 9.86 0.000 2.580 0.96 0.25 Pavement 0.36 0.06 Undeveloped D29 0.66 0.64 10.00 10.00 9.86 0.000 4.165 0.96 0.32 Pavement 0.36 0.32 Undeveloped D30 0.86 0.42 10.00 10.00 9.86 0.000 3.562 0.96 0.35 Pavement 0.36 0.07 Undeveloped D31 0.834 0.38 10.00 10.00 9.86 0.000 3.124 0.96 0.30 Pavement n Or n n0 TT, A..-T- f stmOutput On Grade Inlet Configuration Data Inlet Inlet Inlet Slopes Gutter Grate Pond Width Critic ID Type Length Long Trans n Depr. Width Type Allowed Elev. (ft) M M (ft) (ft) (ft) (ft) --------------------------- D24 Grate 3.00 ------------------------------------------------------------------------------- - 1.88 2.00 0.014 n/a 3.00 Reticu 12.00 321.20 On Grade Inlets Conmputation Data. Inlet Inlet Total Q Intercept Q Bypass To Inlet Required Actual Ponded ID Type Capacity Allow Actual ID Length Length Width (cfs) (cfs) (cfs) (cfs) ----------- (ft) (ft) (ft) ------------- ---- D24 Grate 2.544 1.855 --------------------------------------------------------------------------------- 5.000 0.689 D23 n/a 0.00 8.65 Sag Inlets Configuration Data. Inlet Inlet Length/ Grate Left -Slope Right -Slope Gutter Depth Critic ID Type Perim. Area Long Trans Long Trans n DeprW Allowed Elev. (ft) (sf) M M M M (ft) (ft) (ft) -- D22 -------- Grate 12.30 3.00 --- 0.75 2.00 0.75 2.00 0.014 n/a 0.50 319.24 D23 Grate 12.30 3.00 0.75 2.00 1.85 2.00 0.014 n/a 0.50 319.24 D25 Grate 12.30 3.00 1.00 2.00 1.00 2.00 0.014 n/a 0.50 322.60 D26 Grate 12.30 3.00 2.00 2.00 0.50 2.00 0.014 n/a 0.50 321.30 D27 Grate 12.30 3.00 0.92 2.00 0.50 2.00 0.014 n/a 0.50 321.31 D28 Grate 12.30 3.00 0.75 2.00 2.34 2.00 0.014 n/a 0.50 322.13 D29 Grate 12.30 3.00 1.00 2.00 1.00 2.00 0.014 n/a 0.50 320.50 D30 Grate 12.30 3.00 1.00 2.00 1.00 2.00 0.014 n/a 0.50 322.60 D31 ---------------------------------------------------------------------------------- Grate 12.30 3.00 1.00 2.00 1.00 2.00 0.014 n/a 0.50 322.60 Sag Inlets Computation Data. Inlet Inlet Length Grate Total Q Inlet Total Ponded Width ID Type Perim Area Capacity Head Left Right (ft) (ft) (sf) (cfs) (cfs) (ft) (ft) (ft) -------------------------------------------------------------------------------- D22 Grate n/a 12.30 3.00 3.988 11.401 0.223 9.35 9.35 D23 Grate n/a 12.30 3.00 5.115 11.401 0.263 10.30 8.70 D25 Grate n/a 12.30 3.00 0.544 8.551 0.059 4.20 4.20 D26 Grate n/a 12.30 3.00 1.136 8.551 0.096 4.85 6.30 D27 Grate n/a 12.30 3.00 2.840 11.401 0.178 7.95 8.90 D28 Grate n/a 12.30 3.00 2.580 11.401 0.167 7.95 6.40 D29 Grate n/a 12.30 3.00 4.165 8.551 0.229 9.00 9.00 D30 Grate n/a 12.30 3.00 3.562 11.401 0.206 8.50 8.50 D31 Grate n/a 12.30 3.00 3.124 11.401 0.189 8.10 8.10 Page 2 stmOutput Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) --------------------------------------------------------------------------------- V8 CircMh 0.801 3.66 12.24 9.05 0.000 0.00 26.521 JB6 JnctBx 0.797 3.17 12.01 9.13 0.000 0.00 23.061 JB7 Junct 0.800 0.90 10.91 9.51 0.000 0.00 6.847 JB8 JnctBx 0.848 0.80 10.29 9.75 0.000 0.00 6.608 D22 Grate 0.801 3.66 12.24 9.05 0.000 0.00 26.521 D23 Grate 0.825 1.73 11.65 9.25 0.000 0.00 13.192 D24 Grate 0.815 1.20 11.30 9.37 0.000 0.00 9.163 D25 Grate 0.800 0.90 10.91 9.51 0.000 0.00 6.847 D26 Grate 0.801 0.83 10.69 9.59 0.000 0.00 6.377 D27 Grate 0.823 0.35 10.00 9.86 0.000 0.00 2.840 D28 Grate 0.844 0.31 10.00 9.86 0.000 0.00 2.580 D29 Grate 0.764 1.44 10.58 9.63 0.000 0.00 10.602 D30 Grate 0.860 0.42 10.00 9.86 0.000 0.00 3.562 D31 Grate 0.834 0.38 10.00 9.86 0.000 0.00 3.124 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) M ---------------------------------------------------------------------------------- 21 D22 V8 313.83 313.75 Circ 1 0.00 3.00 21.07 0.38 0.012 22 JB6 D22 314.30 313.93 Circ 1 0.00 3.00 92.78 0.40 0.012 23 D23 JB6 314.88 314.40 Circ 1 0.00 3.00 119.22 0.40 0.012 24 D24 D23 315.40 314.98 Circ 1 0.00 3.00 105.95 0.40 0.012 25 JB7 D24 316.16 315.90 Circ 1 0.00 2.50 65.55 0.40 0.012 26 D25 JB7 316.44 316.26 Circ 1 0.00 2.50 43.95 0.41 0.012 27 D26 D25 316.78 316.54 Circ 1 0.00 2.50 61.22 0.39 0.012 28 D27 D26 317.71 317.28 Circ 1 0.00 2.00 107.00 0.40 0.012 29 D28 D26 318.10 317.28 Circ 1 0.00 2.00 163.83 0.50 0.012 30 D29 JB6 317.12 316.02 Circ 1 0.00 2.50 110.26 1.00 0.012 31 JB8 D29 317.97 317.22 Circ 1 0.00 2.50 100.46 0.75 0.012 32 D30 JB8 319.10 318.47 Circ 1 0.00 2.00 84.50 0.75 0.012 33 ---------------------------------------------------------------------------------- D31 JB8 319.10 318.47 Circ 1 0.00 2.00 84.50 0.75 0.012 Conveyance Hydraulic Computations. Tailwater = 317.750 (ft) -------------------------------------------------------------- ------ Hydraulic Gradeline Depth Velocity June Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss Page 3 stmoutput ---------------------------------------------------------------------------------- (ft) (ft) M (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) 21 317.78 317.75 0.135 1.66 3.00 6.59 3.75 26.52 44.53 0.000 22* 317.87 317.78 0.102 1.50 3.00 6.52 3.26 23.06 45.64 0.000 23* 317.91 317.87 0.033 1.10 3.00 5.61 1.87 13.19 45.85 0.000 24* 317.92 317.91 0.016 0.91 2.93 5.03 1.30 9.16 45.50 0.000 25* 317.93 317.92 0.024 0.84 2.02 4.73 1.61 6.85 27.99 0.000 26* 317.93 317.93 0.024 0.84 1.67 4.73 1.97 6.85 28.44 0.000 27* 317.94 317.93 0.021 0.81 1.39 4.62 2.28 6.38 27.83 0.000 28* 318.29 317.94 0.013 0.58 0.66 3.77 3.14 2.84 15.54 0.000 29* 318.62 317.94 0.011 0.52 0.66 3.94 2.85 2.58 17.34 0.000 30* 317.98 317.87 0.057 0.83 1.85 7.44 2.72 10.60 44.39 0.000 31* 318.67 317.98 0.022 0.70 0.76 5.84 5.28 6.61 38.40 0.000 32* 319.66 319.02 0.021 0.55 0.55 5.01 5.01 3.56 21.16 0.000 33* 319.62 318.99 0.016 0.52 0.52 4.82 4.82 3.12 21.16 0.000 ------------- ______________=====END=====___________----------__________________ * Super critical flow. Warning Messages for current project: Runoff Frequency of: 25 Years Capacity of grade inlet exceeded at inlet Id= D24 Total flow is <= then allowable carryover flow at inlet Id= D24 A minimum drain size was assigned to this inlet. Grate inlet in sag Id=D25 has a % reduction safety factor = 25 Grate inlet in sag Id=D26 has a % reduction safety factor = 25 Grate inlet in sag Id=D29 has a % reduction safety factor = 25 Discharge decreased downstream node Id= JB7 Previous intensity used. Page 4 7607 Eastmark Drive, Ste. 250-F <77840> P.O; Box 9253, College Station, TX 77842 Off/Fax: (979) 764-0704 ..,.w.._email civil@rmengineecco� m June 20, 2011 Josh Norton, P.E. Assistant City Engineer City of College Station Planning & Development Services 1101 Texas Avenue South College Station, TX 77842 RE: The Townhomes on Marion Pugh Drainage Study - Addendum No.1 801 Marion Pugh Drive, College Station, TX Lot 1, Block One -Callaway Subdivision, Ph 3, Brazos County RME No.178-0418 Josh: The, above referenced project was recently revised to provide a 0.85' elevation increase to the back 2/3's of the site. This grading change also elevated the average depth, of the vault universally by 0.85' and in turn increasing the volume of the detention vault accordingly. With the increased volume of the vault the discharge piping was reduced in size (from a 30" & 36" to a 18" & 30" pipe respectively) to take advantage of the extra volume and thus further restricting, post -development discharge rates below the estimated pre -development runoffs. Table #8 - "Detention Facility Routing" is revised accordingly and illustrated below. The appropriate HydroCAD output data is attached. TABLE' #8 DETENTION FACILITY ROUTING Benchmark Diff. in Routed D.A."P2" Discharge Discharge Rainfall Storage Max. Discharge Discharge Rate Rate Max. Berm Event Volume Pool Elev Rate Rate D.A. "X" (Routed-P2) Elev. Freeboard r) (cu.ft.) (ft).. CA) (cfs) (cfs): efs (ft (ft DETENTION POND I'- PROPOSED CONDITIONS 2 114,911 316.03 16.26 10.47 33.46 -6.73 320.90 4.87 5' 156,044 M6.95 28.00 17.43 57.91 -12.48 320.90 3.95 10 185,532 317.62 35.14 22.52 _ 76.02 -1836 320.90 3.28 25 208,394 318.14 41.53 26.81 91.40 -23.06 320.90 2.76 50 244,254 318.95 49.51 32.84 113.17 -30.82 320.90 1.95 100 264,850 320.23,, 63.18 38.03 131.95 -30.74 320.90 0.67 1) Building No. 22is th lowest building on me project site. its Pmisn Floor elevation is 3G l.�,u'. Therefore there will be 27' between the 100-year pool elevation of the detention facility and this finish floor; Of Min CDI-178-0418-L10 32�.z r-71 _ :ZZQ,7> Pagelof2 a� 7607 Eastmarlr Drive, Ste: 250 F <77840> P.O. Box 9253, College Station, TX 77642 Off/Fax: (979) 764-0704 email: civil@rmengineer.com 2) At a discbarge of 125 cis the existing 42" CMP is estimated to have a tailwater elevation of 315.80'; Please do not hesitate to call if you have any questions. Sincerely, i * 4 .... �•••••AI30IJ ME TCA4 NS SlONAL Rabon A. Metcalf, P.E. No. 88583 Texas Firm Registration No. F-4695 tabon@rmengineer.com tmengineer.com CDI-178-0418-L10 Page 2of2 Revised Detention Pond Analysis CVII-TR20-062011 Type 1124-hr 2-Year Rainfall=4.50" Prepared by (enter your company name here} Page 1 HydroCADO 7.10 s/n 003394 @ 2005 Hydro CAD Software Solutions LLC 6/24/2011 Pond 1P: Pond 1 Inflow Area = 15.290 ac, Inflow Depth > 3.48" for 2-Year event Inflow = 66.04 cfs @ 12.08 hrs, Volume= 4.438 of Outflow = 16.26 cfs @ 12.41 hrs, Volume= 2.265 A Atten= 75%, Lag= 19.7 min Primary = 16.26 cfs @ 12.41 hrs, Volume= 2.265 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 316.03' @ 12.41 hrs Surf.Area= 44,026 sf Storage= 114,911 cf Plug -Flow detention time= 176.4 min calculated for 2.259 of (51% of inflow) Center -of -Mass det. time= 94.1 min ( 847.2 - 753.1 ) Volume Invert Avail.Storage Storage Description #1 312.88' 246,270 cf Vault/Chamber (Prismatic) Listed below (Recalc) #2 320.07' 28,657 cf Parking Areas (Prismatic) Listed below (Recalc) #3 313.75' 4,799 cf 36.0"D x 678.95'L 36" Pipe S= 0.0040 T #4 315.46' 4,377 cf 30.0"D x 891.67'L 30" Pipe S= 0.0075 T #5 317.33' 3,142 cf 24.0"D x 999.99124" Pipe S= 0.0075 T #6 314.00' 4,641 cf Junction -Inlet Box (Prismatic) Listed below (Recalc) x 39 291,886 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 312.88 0 0 0 313.00 4,668 280 280 313.50 28,560 8,307 8,587 313.62 34,227 3,767 12,354 313.80 40,547 6,730 19,084 313.90 41,696 4,112 23,196 319.25 41,696 223,074 246,270 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 320,07 36,740 0 0 320.85 36,740 28,657 28,657 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 314.00 20 0 0 319.95 20 119 119 Device Routing Invert Outlet Devices #1 Primary 312.88' 30.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 312.82' S= 0.0024 T Cc= 0.900 n= 0.012 #2 Primary 317.00' 18.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 316.94' S= 0.0024 T Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Revised Detention Pond Analysis CVII-TR20-062011 Type 11 24-hr 2-Year Rainfall=4.50" Prepared by {enter your company name here} Page 2 HydroCAD@ 7.10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC 6/24/2011 Primary OutFlow Max=16.29 cfs @ 12.41 hrs HW=316.03' TW=315.55' (Fixed TW Elev= 315.55') �1=Culvert (Inlet Controls 16.29 cfs @ 3.3 fps) 2=Culvert ( Controls 0.00 cfs) 25 Pond 1P: Pond 1 Hydrograph 66.04 cfs _ InFlow— Primary Inflow Area=15.290 ac Peak Elev=316.03' --------- Storage=114,91 i cf 4 Revised Detention Pond Analysis CVII-TR20-062011 Type 11 24-hr 2-Year Rainfall=4.50" Prepared by {enter your company name here} Page 3 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/2412011 Pond 1P: Pond 1 Stage -Area -Storage W Revised Detention Pond Analysis CVII-TR20-062011 Type // 24-hr 5-Year Rainfall=6.20" Prepared by (enter your company name here} Page 4 HydroCAD® 7.10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC 6/24/2011 Pond 1P: Pond 1 Inflow Area = 15.290 ac, Inflow Depth > 5.07" for 5-Year event Inflow = 93.84 cfs @ 12.08 hrs, Volume= 6.457 of Outflow = 28.00 cfs @ 12.36 hrs, Volume= 4.278 af, Atten= 70%, Lag= 16.8 min Primary = 28.00 cfs @ 12.36 hrs, Volume= 4.278 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 316.95' @ 12.36 hrs Surf.Area= 44,465 sf Storage= 156,044 cf Plug -Flow detention time= 151.6 min calculated for 4.268 of (66% of inflow) Center -of -Mass det. time= 83.0 min ( 827.4 - 744.4 ) Volume Invert Avail.Storage Storage Description #1 312.88' 246,270 cf Vault/Chamber (Prismatic) Listed below (Recalc) #2 320.07' 28,657 cf Parking Areas (Prismatic) Listed below (Recalc) #3 313,75' 4,799 cf 36.0"D x 678.95136" Pipe S= 0.0040 T #4 315.46' 4,377 cf 30.0"D x 891.67'L 30" Pipe S= 0.0075 T #5 317.33' 3,142 cf 24.0"D x 999.99'L 24" Pipe S= 0.0075 T #6 314,00' 4,641 cf Junction -Inlet Box (Prismatic) Listed below (Recalc) x 39 291,886 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 312.88 0 0 0 313.00 4,668 280 280 313.50 28,560 8,307 8,587 313.62 34,227 3,767 12,354 313.80 40,547 6,730 19,084 313.90 41,696 4,112 23,196 319.25 41,696 223,074 246,270 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 320.07 36,740 0 0 320.85 36,740 28,657 28,657 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 314.00 20 0 0 319.95 20 119 119 Device Routing Invert Outlet Devices #1 Primary 312.88' 30.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 312.82' S= 0.0024 7' Cc= 0.900 n= 0.012 #2 Primary 317.00' 18.0" x 24.9' long Culvert RCP; square edge headwall, Ke= 0.500 Outlet Invert= 316.94' S= 0.0024 7' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Revised Detention Pond Analysis CVII-TR20-062011 Type/1 24-hr 5-Year Rainfall=6.20" Prepared by (enter your company name here) Page 5 HydroCADO 7.10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC 6/24/2011 Primary OutFlow Max=27.98 cfs @ 12.36 hrs HW=316.95' TW=315.55' (Fixed TW Elev= 315.55') t1=Culvert (Inlet Controls 27.98 cfs @ 5.7 fps) 2=Culvert ( Controls 0.00 cfs) Pond 1P: Pond 1 Hydrograph 1uu-, 95- 90 85-Inflow Area =15.290 ac 85 P_eak_Elev=,316.95'___ 65. 70, Storage=156,044 cf N 60" 3 50 o r LL _ 40 - 35d 25 20 4 5 6 7 8 9 10 11 Time (hours) — Inflow Primary Revised Detention Pond Analysis CVII-TR20-062011 Type II 24-hr 5-Year Rainfall=6.20" Prepared by {enter your company name here) Page 6 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/24/2011 Pond 1 P: Pond 1 Stage -Area -Storage L Storage (cubic -feet) Revised Detention Pond Analysis CVII-TR20-062011 Type 11 24-hr 10-Year Rainfall=7.40" Prepared by {enter your company name here) Page 7 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/24/2011 Pond 1P: Pond 1 Inflow Area = 15.290 ac, Inflow Depth > 6.19" for 10-Year event Inflow = 113.30 cfs @ 12.08 hrs, Volume= 7.891 of Outflow = 35.14 cfs @ 12.35 hrs, Volume= 5.709 af, Atten= 69%, Lag= 16.2 min Primary = 35.14 cfs @ 12.35 hrs, Volume= 5.709 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 317.62' @ 12.35 hrs Surf.Area= 44,257 sf Storage= 185,532 of Plug -Flow detention time= 146.3 min calculated for 5.695 of (72% of inflow) Center -of -Mass det. time= 83.3 min ( 823.2 - 739.9 ) Volume Invert Avail.Storaoe Storage Descri #1 312.88' 246,270 of Vault/Chamber (Prismatic) Listed below (Recalc) #2 320,07' 28,657 of Parking Areas (Prismatic) Listed.below (Recalc) #3 313.75' 4,799 of 36.0"D x 678.95'L 36" Pipe S= 0.0040 T #4 315.46' 4,377 of 30.0"D x 891.67130" Pipe S= 0.0075 T #5 317.33' 3,142 of 24.0"D x 999.99'L 24" Pipe S= 0.0075 T #6 314.00' 4,641 of Junction -Inlet Box (Prismatic) Listed below (Recalc) x 39 291,886 of Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 312.88 0 0 0 313.00 4,668 280 280 313.50 28,560 8,307 8,587 313.62 34,227 3,767 12,354 313.80 40,547 6,730 19,084 313.90 41,696 4,112 23,196 319.25 41,696 223,074 246,270 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 320.07 36,740 0 0 320.85 36,740 28,657 28,657 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 314.00 20 0 0 319.95 20 119 119 Device Routing Invert Outlet Devices #1 Primary 312.88' 30.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 312.82' S= 0.0024'/' Cc= 0.900 n= 0.012 #2 Primary 317.00' 18.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 316.94' S= 0.0024 7' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Revised Detention Pond Analysis CVII-TR20-062011 Type // 24-hr 10-Year Rainfall=7.40" Prepared by {enter your company name here} Page 8 HydroCAD® 7.10 s/n 003394 © 2005 Hydro CAD Software Solutions LLC 6/24/2011 Primary OutFlow Max=35.13 cfs @ 12.35 hrs HW=317.62' TW=315.55' (Fixed TW Elev= 315.55') T--1=Culvert (Inlet Controls 33.98 cfs @ 6.9 fps) 2=Culvert (Barrel Controls 1.15 cfs @ 2.5 fps) Pond 1P: Pond 1 Hydrograph 125- 120:.T 113.30 cfs _ — Inflow 115. ', — Primary im. Inflow Area=15.290 ac 100.- 1 1 1 95' Peak Elev-317.62' go- ^I I 85. Storage=185,532 cf 60' 70= 65` 0 60` LL 55- Time Revised Detention Pond Analysis CVII-TR20-062011 Type/1 24-hr 10-Year Rainfall=7.40" Prepared by {enter your company name here} Page 9 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/24/2011 Pond 1P: Pond 1 Stage -Area -Storage Revised Detention Pond Analysis CVII-TR20-062011 Type 11 24-hr 25-Year Rainfall=8.40" Prepared by {enter your company name here) Page 10 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/24/2011 Pond 1P: Pond 1 Inflow Area = 15.290 ac, Inflow Depth > 7.13" for 25-Year event Inflow = 129.45 cfs @ 12.08 hrs, Volume= 9.090 of Outflow = 41.53 cfs @ 12.34 hrs, Volume= 6.904 af, Atten= 68%, Lag= 15.8 min Primary = 41.53 cfs @ 12.34 hrs, Volume= 6.904 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 318.14' @ 12.34 hrs Surf.Area= 44,046 sf Storage= 208,394 cf Plug -Flow detention time= 143.1 min calculated for 6.887 of (76% of inflow) Center -of -Mass det. time= 83.9 min ( 820.8 - 736.9 ) Volume Invert Avail.Storage Storage Description #1 312.88' 246,270 cf Vault/Chamber (Prismatic) Listed below (Recalc) #2 320,07' 28,657 cf Parking Areas (Prismatic) Listed below (Recalc) #3 313.75' 4,799 cf 36.0"D x 678.95136" Pipe S= 0.0040 T #4 315.46' 4,377 cf 30.0"D x 891.67'L 30" Pipe S= 0.00757 #5 317.33' 3,142 cf 24.0"D x 999.99'L 24" Pipe S= 0.0075 T #6 314.00' 4,641 cf Junction -Inlet Box (Prismatic) Listed below (Recalc) x 39 291,886 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 312.88 0 0 0 313.00 4,668 280 280 313.50 28,560 8,307 8,587 313.62 34,227 3,767 12,354 313.80 40,547 6,730 19,084 313.90 41,696 4,112 23,196 319.25 41,696 223,074 246,270 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 320.07 36,740 0 0 320.85 36,740 28,657 28,657 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 314.00 20 0 0 319.95 20 119 119 Device Routina Invert Outlet Devices #1 Primary 312.88' 30.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 312.82' S= 0.0024'/' Cc= 0.900 n= 0.012 #2 Primary 317.00' 18.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 316.94' S= 0.0024 T Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Revised Detention Pond Analysis CVII-TR20-062011 Type/1 24-hr 25-Year Rainfall=8.40" Prepared by (enter your company name here) Page 11 HydroCAD@ 7.10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC 6/24/2011 Primary OutFlow Max=41.49 cis @ 12.34 hrs HW=318.13' TW=315.55' (Fixed TW Elev= 315.55') t1=Culvert (Inlet Controls 37.98 cis @ 7.7 fps) 2=Culvert (Barrel Controls 3.51 cfs @ 3.4 fps) Pond 1 P: Pond 1 Hydrograph 140- 129.45 cfs — Inflow 130.. — Primary 120Inflow Area=15.290 ac 0 Peak Elev=318.14' 100- 90- Storage=208,394 cf 80 0 70= LL 50- 41.53 cis 40- 30- 20- 10- 0- 0...1. 2, ..,3. .4 ..5, ..6 .. 8,,. 9 ., .10 .�.1 ..,2 ...�.. .. ., .. , t 12 13 14 15 16 77 18 19 20 Time (hours) Revised Detention Pond Analysis CVII-TR20-062011 Type // 24-hr 25-Year Rainfall=8.40" Prepared by {enter your company name here} Page 12 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/24/2011 Pond 1 P: Pond 1 Stage -Area -Storage La Revised Detention Pond Analysis CVII-TR20-062011 Type 11 24-hr 50-Year Rainfall=9.80" Prepared by {enter your company name here) Page 1 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/24/2011 Pond 1P: Pond 1 Inflow Area = 15.290 ac, Inflow Depth > 8.45" for 50-Year event Inflow = 151.97 cfs @ 12.08 hrs, Volume= 10.772 of Outflow = 49.51 cfs @ 12.33 hrs, Volume= 8.353 af, Atten= 67%, Lag= 15.5 min Primary = 49.51 cfs @ 12.33 hrs, Volume= 8.353 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 318.95' @ 12.33 hrs Surf.Area= 43,697 sf Storage= 244,254 cf Plug -Flow detention time= 144.2 min calculated for 8.332 of (77% of inflow) Center -of -Mass det. time= 86.7 min ( 820.1 - 733.4 ) Volume Invert Avail.Storage Storage Description #1 312.88' 246,270 cf Vault/Chamber (Prismatic) Listed below (Recalc) #2 320.07' 28,657 cf Parking Areas (Prismatic) Listed below (Recalc) #3 313.75' 4,799 cf 36.0"D x 678.95%36" Pipe S= 0.0040 T #4 315.46' 4,377 cf 30.0"D x 891.67130" Pipe S= 0.0075 T #5 317.33' 3,142 cf 24.0"D x 999.99'L 24" Pipe S= 0.0075 T #6 314.00' 4,641 cf Junction -Inlet Box (Prismatic) Listed below (Recalc) x 39 291,886 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 312.88 0 0 0 313.00 4,668 280 280 313.50 28,560 8,307 8,587 313.62 34,227 3,767 12,354 313.80 40,547 6,730 19,084 313.90 41,696 4,112 23,196 319.25 41,696 223,074 246,270 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 320.07 36,740 0 0 320.85 36,740 28,657 28,657 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 314.00 20 0 0 319.95 20 119 119 Device Routing Invert Outlet Devices #1 Primary 312.88' 30.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 312.82' S= 0.0024'/' Cc= 0.900 n= 0.012 #2 Primary 317.00' 18.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 316.94' S= 0.0024 T Cc= 0.900 n= 0,013 Concrete pipe, straight & clean Revised Detention Pond Analysis CVII-TR20-062011 Type H 24-hr 50-Year Rainfall=9.80" Prepared by {enter your company name here} Page 2 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/24/2011 Primary Outflow Max=49.50 cfs @ 12.33 hrs HW=318.95' TW=315.80' (Fixed TW EleI 315.80') �1=Culvert (Inlet Controls 41.94 cfs @ 8.5 fps) 2=Culvert (Barrel Controls 7.56 cfs @ 4.3 fps) Pond 1P: Pond 1 Hydrograph 170_ 160- --- -- - -- - -- __-. 15,.97 cfs �- 7cis -- `___ ®Inflow —Primary 150_-- ___ ___- .... - .--- __._ _--- i-- _� ___ __ Area=15:290 ac -;-----r------' ---------------- 140'—Inflow 130--. - ---,`31-8.95'__. _- --- - Peak ETev- - - ------ - - - - -- zo- ----------------- 110 —Storage=244,254-cf...-_------- 100 90 - 0 80-_ '.. 70: r 0 1 2 3 4 5 6 7 8 9 10 11 Time (hours) es Revised Detention Pond Analysis CVII-TR20-062011 Type 11 24-hr 50-Year Rainfall=9.80" Prepared by (enter your company name here) Page 3 HydroCAD®7 10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/24/2011 w m c 0 w Pond 1 P: Pond 1 Stage -Area -Storage Storage (cubic -feet) Revised Detention Pond Analysis CVII-TR20-062011 Type 11 24-hr 100-Year Rainfall=11.00" Prepared by (enter your company name here} Page 4 HydroCADO 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/24/2011 Pond 1 P: Pond 1 Inflow Area = 15.290 ac, Inflow Depth > 9.59" for 100-Year event Inflow = 171.22 cfs @ 12.08 hrs, Volume= 12.215 of Outflow = 63.18 cfs @ 12.31 hrs, Volume= 9.793 af, Atten= 63%, Lag= 14.1 min Primary = 63.18 cfs @ 12.31 hrs, Volume= 9.793 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 320.23' @ 12.31 hrs Surf.Area= 80,291 sf Storage= 264,850 cf Plug -Flow detention time= 140.4 min calculated for 9.793 of (80% of inflow) Center -of -Mass det. time= 85.6 min ( 816.5 - 730.9 ) Volume Invert Avail.Storage Storage Description #1 312.88' 246,270 cf Vault/Chamber (Prismatic) Listed below (Recalc) #2 320.07' 28,657 cf Parking Areas (Prismatic) Listed below (Recalc) #3 313.75' 4,799 cf 36.0"D x 678.95136" Pipe S= 0.0040'/' #4 315.46' 4,377 cf 30.0"D x 891.67'L 30" Pipe S= 0.0075 T #5 317.33' 3,142 cf 24.0"D x 999.99'L 24" Pipe S= 0.0075 T #6 314.00' 4,641 cf Junction -Inlet Box (Prismatic) Listed below (Recalc) x 39 291,886 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 312.88 0 0 0 313.00 4,668 280 280 313.50 28,560 8,307 8,587 313.62 34,227 3,767 12,354 313.80 40,547 6,730 19,084 313.90 41,696 4,112 23,196 319.25 41,696 223,074 246,270 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 320.07 36,740 0 0 320.85 36,740 28,657 28,657 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 314.00 20 0 0 319.95 20 119 119 Device Routing Invert Outlet Devices #1 Primary 312.88' 30.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 312.82' S= 0.0024 T Cc= 0.900 n= 0.012 #2 Primary 317.00' 18.0" x 24.9' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 316.94' S= 0.0024 T Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Revised Detention Pond Analysis CVII-TR20-062011 Type/1 24-hr 100-Year Rainfal1=11.00" Prepared by {enter your company name here} Page 5 HydroCAD® 7.10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC 6/24/2011 Primary OutFlow Max=63.13 cfs @ 12.31 hrs HW=320.23' TW=315.80' (Fixed TW Elev= 315.80') L1=Culvert (Inlet Controls 49.73 cfs @ 10.1 fps) 2=Culvert (Inlet Controls 13.39 cfs @ 7.6 fps) Pond 1 P: Pond 1 Hydrograph 190---------- 170. 160 Inflovu Area=15.290 a_ c 150---------- -�.__ ___. _. _..;__. ,40: Peak Elev=320.23' 30 Stora a=264,850_cf N = 100= 0 90 E ^^ — Inflow — Primary Revised Detention Pond Analysis CVII-TR20-062011 Type 11 24-hr 100-Year Rainfall=11.00" Prepared by {enter your company name here} Page 6 HydroCADO 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/24/2011 Pond 1P: Pond 1 Stage -Area -Storage Storage (cubic -feet)