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Home My WebLink AboutDrainage and Storm Swr ReportGATTISENGNEERNG ENGINEERS . CONSULTANTS 2010 Moses Creek Ct. • College Station, Texas 77845 * P: 979.575.5022 * Finn #7698 DRAINAGE & STORM SEWER REPORT Rock Prairie Professional Office Complex 1103 Rock Prairie Road College Station, Texas Prepared for: Dr. Ketan Sukkawala 17290 Eagle Pass Drive College Station, Texas 77845 January 16, 2012 GE013004 * A • : J • •.4......: : :•. JOE I. GATTIS e 90964 : Q A , z i NM. ECG CERTIFICATION "I, Joe I. Gattis, PE #90964 certify that this report for the drainage design for the Rock Prairie Professional by provisions of v Office Complex Project in College Station, Texas, was prepared b : f. All licenses in accordan - „ 'th the pro ce v ses and the Bryan/College Station Unified Stormwater Design Guidelines for the owners fed drainage pets re quired by any and all state and federal regulatory agencies for the ' I improvements have been issued." A /Mr w4fICO Joe I. Ga , P.E., PE #90964 GATTISENG NEER1NG ENGINEERS • CoNSI JLTANTS di e s tPIZ I OINV PI** : * *� JOE I. GATTIS 0 4,-'9 9096 :, : ■ ` S /ONAL e-,, 2 -/ 4-0 3„..____>2.__ GATTISENGINEERING ENGINEERS • CONSULTANTS 2010 Moses Creek Ct., College Station, Texas 77845 * P: 979.575.5022 * Firm #7698 DRAINAGE ROF S OF ROCK PRAIRIE P JANUARY 2012 PROJECT INFORMATION a design for the Rock Prairie Professional Office Specifically, this report summarizes the drainage Complex Development (Subject Property). This development consists of the re- plating of the existing 2.76 acre tract, `Tract A -1', into three lots for the development of 3 professional office buildings and associated parking lot areas. This report shall outline and define the current drainage design and also the expected drainage parameters for all three lots for future development. The development of Lot 1 is also included in this report. Please see Attachment #1 for the Project Site Re -Plat. Because the Subject Tract (Tract A -1) is part of report a ilarger, ddition to the existing d t rainage deS shared stormwater detention facility, this drainage rep° reports `Drainage Analysis, Southwood Living Center —12.44 acres, Sep tember 1993' by Hester Engineering and also `Drainage Study, the Esperanza of College Station, dated April 20, 2009' by ADA Consulting Group, Inc. The 1993 Hester Engineering Report is the Master Drainage Plan for these multiple tracts and its original design was used as a guideline for evaluation of the multiple tract's stormwater run-off and detention facility. EXISTING DETENTION POND FACILITY The existing Detention Pond Facility located at the rear of Tract d 1 and front of the ` Esperanza of College Station' was designed and sized to captu all stormwater run -offs from this development (Rock Prairie Professional Office CF � s Health portion of the Esperanza Development; the Episcopal Church and also a portion Rehab Center along Rock Prairie Road. The top elevation of the pond is 319.00' with a maximum capacity of 66,189 cubic feet. The outlet structure is a concrete box with a 14" wide by 37" tall opening that performs like an orifice to meter - release the stormwater from the detention pond. It is then carried under the private drive via a 36" reinforced concrete pipe. Please see Attachment 2 for the original 1993 Master Drainage Design Map. SUBJECT PROPERTY HYDRAULIC i � O an INFORMATION and with native grasses and is ract Currently, the Subject Property (T relatively flat with grades between 0% run in °/ a11 four directions. slight Stormwater�nxn- off to the West, tract that causes stormwater run -off North and East are accounted for in airie Road storm sewer The small remaining storm water run off to the South enters the Rock The subject property is located in the Bee Creek Drainag e Basin. The property is located in the un- shaded Flood Zone "X ", outside of the 500 -Yr. flood plain, as shown on FIRM (Flood Insurance Rate Map), Map No: 48041C0182 C, dated July 2, 1992. ROCK PRAIRIE PROFESSIONAL OFFICE - 1 - GATTIS ENGINEERING HYDRAULIC ANALYSIS & MODELING The "Rational Method" (Q) was used to determine storm water run -off for all basins included within the subject property. The equation approximates storm water run-off production in cubic feet per second (cfs). Rational Method - Q=C *1 *A The runoff Cceft� (C) hydraulic the h draulic model were determined by type of land cover and is grade as shown in the B /CS Unified Stormwater Design Guidelines. A coefficient of C =0.30 was used for undeveloped natural grasslands and developed landscaped areas. With respect for the impervious areas such as buildings, sidewalks, and pavements, a coefficient of C=0.9 was used for the calculations. I basin's s st l flow pat T by calculating minutes m was used for alculatio purposes for flow paths of less basis longest w path. T than 10 minutes. The watershed total A rea (A) is in acres. Please see Attachment #3 for 'Tc & Intensity`Calculations Summary Sheet. Other resources used to calculate and model the hydraulics of the project were IntelhSOLVE Hydraflow Hydrographs 2007 for hydrograph generation and detention pond design. IntelliSOLVEHydraflow Express 2007 application was used and develop and data n ine ope herein. channel flow characteristics and capacities. All hydrogiaph support hydraulic performance for the outfall structure (Grate #1) for the Detention Pond was determined by the Orifice Equation and Weir Equation, respectively. ORIFICE: Q= 4.82 *A g * y 12 ; Q—apacity in cubic feet per second Ag =Orifice Area (sq. ft.) y= Effective Head on orifice WEIR.: Q= Cw *L * ; Cw =3.00 (interpolated for broad crested weir) of H= Height of energy grade above crest elevation EXISTING CONDITIONS For analysis purposes, `Existing Conditions' is defined as how all three drainage basins existing today. There are two distinct drainage basins that feed into the existing detention pond facility. Please see Attachment #4 for Drainage Basin Summary Map. See Table 1 below for Drainage Summary. Drainage Basin El (9.43 acres) is composed of a portion of the Esperanza, a portion of the Fortress Health & Rehab Center and Tract `A -1'. Drainage Basin E2 (1.82 acres) is the remainder of the Esperanza that flows off -site. Drainage Basin E3 (4.60 acres) is the existing Episcopal Church and adjoining residential area. PROPOSED CONDTIONS The `Proposed Conditions' are defined with the development of dea Subject (Tract bas) into Lots 1, 2 and 3 with projected office buildings and parking Map. b the `E -1' and `E -3' not changing. See Attachment #4 for Drainage Basin Summary future development of Lots 1,2 and 3 as described above, this will increase the stonnwater run -off coefficient `C' to have a Weighted 'C' = 0.67 for Tract `A -1'. See Table 1 for Drainage Summary. Drainage Basin P-1 (9.4 acres) is composed of a portion of the Esperanza, a portion of the Fortress Health & Rehab Center and projected developed Lots 1, 2 and 3 of Tract `A -1'. GATTIS ENGINEERING ROCK PRAIRIE PROFESSIONAL OFFICE - 2 - DRAINAGE BASIN E -1 E -2 E -3 P -1 TABLE 1 DRAINAGE BASIN PEAK RUN -OFF & DETENTION POND SUMMARY Wtd. AREA Tc Q(cfs)* C (acres) (min.) 02 05 010 025 050 0100 0.50 9.4 28.0 17.5 21.2 24.2 27.8 31.6 32.1 ** does not flow to detention pond ** 0.60 4.6 23.0 11.6 14.0 15.9 18.2 20.7 21.0 0.67 9.4 15.0 33.4 40.3 45.5 52.0 58.9 59.6 Pond In -Flows NY -- 14.0 15.0 40.9 49.9 55.8 63.9 72.4 73.3 Pond Discharges -- 21.7 24.4 25.9 27.5 29.1 29.2 Pond Elevation (ft)* 316.49' 316.88' 317.16' 317.51' 317.89' 317.93' Pond Storage (c.f.) 19,491 24,744 29,134 34,970 41,456 42,123 * Max Elevation is 319.00' * * See Attachment #6 for Drainage Basin & Detention Pond Hydrographs As shown above, the existing detention facility has the capacity to handle the existing flows from all named stormwater sources and also the proposed development of Tract `A -1' into Lots 1, 2 and 3. With the future development of Lots 1, 2 and 3, the Run -Off Coefficient freeboard increases from 0.50 (E -1) to 0.67 (P -1) and the detention pond still maintains capacity and See Attachment #6 for Drainage Basin and Detention Pond Hydrographs. EXISTING STORM SEWER MAIN (30" RCP & 36" RCP PIPE(S)) As stated above, there is currently an existing storm sewer pipe system located along the private drive that carries stormwater run-off to the existing detention pond. Originally designed by Hester Engineering in 1993, this storm sewer main currently has in-flows from the proposed Lots 1 2 and 3 (Tract `A -1') and a portion of the Fortress Health and Rehab Center. The pipe system is composed of approximately 400 linear feet of 36" RCP at an average grade of - 0.30 %, 412 linear feet of 30" RCP at varying grades from -0.07% to -0.3 %, and 4 specific storm water in- flow points for Drainage Areas B2, B3, 84, and B5 totaling approximately 4.63 acres. This comprises the storm sewer main's watershed basin. Areas B2 and 83 enter the storm sewer main at the 30" RCP and 36" RCP junction box. Areas B4 and 85 enter the storm sewer main at the beginning of the line close to the Rock Prairie Road right of way. Please see Attachment #7 for the Storm Sewer Main Pipe Layout, Hydraulic Profiles and Stone Event performance results. Table 2 below summarizes stormwater in -flows to the storm sewer, its performance and capacity. TABLE 2 1993 STORM SEWER MAIN PEAK FLOW & CAPACITY SUMMARY DRAINAGE Wtd. AREA Tc BASIN C (acres) (min.) 02 05 Areas B2 & B3 0.70 3.03 10.0 13.1 15.8 Areas B4 & B5 0.72 1.6 10.0 7.4 8.9 S.S. Main Act. Flows ----- 18.7 22.5 S.S. Main Capacity ---- 36.5 36.5 * S.S. Main = Storm Sewer Main ** Please See Attachment #7 for Estimated 1993 Storm Sewer Hydraulic Analysis & Results Q(cfs)* 010 025 17.7 20.2 9.9 11.4 25.4 29.1 36.5 36.5 Q50 0100 22.9 23.1 12.8 13.0 32.9 33.3 36.5 36.5 ROCK PRAIRIE PROFESSIONAL OFFICE - 3 - GATTIS ENGINEERING 1993 Storm Sewer Main Performance: Itfl w determ �ed from sl'ic y loads for existing storm sewer main with 1993 peak parameters events 2yr through 10yr. However, for storm events ues. The Hy ough 100yr, the E (Hng Inlet n' Grate #1, closest to Rock Prairie Road has capacity drains to the Rock above the grate elevation of 318.05', thus un- captured stormwater currently Prairie Road curb & gutter system. Please See Attachment #7 for 1993 Hydraulic Data and 100 Yr Profiles. 2012 Storm Sewer Main Performance: The storm lo of Lot the stormwater run- offthat storm event years 2yr through 100yr. With the d development captured by the Existing Inlet Grate #1 decreased from 0.91 acres was originally intended to be captu y (Hester 1993 Design) to 0.29 acres. This dropped the Hydraulic Grade Line at Inlet Grate #1 above the inlet from 318.28' (2.76" above the inlet grate) to an HGL ed to the stoma sewer'main'furtherdowe the gr ate). The remaining stormwater run -off is conveyed line at Grate Inlet #3. Please See Attachment #7 for 2012 Hydraulic Data & 100 Yr Profiles. `Note: Line 6, is a 30" RCP and the outfall pipe for the Existing Inlet grate t #1. Its � f pavement elevation 10.4 1 elevation is currently 1" below top of curb and .4 cfs and in a 100 Yr storm two cfs elevation for Lot 1 driveway. This 30" pipe has a capacity RCP pipes will storm u event carries 5.86 cfs. In order to bypass the driveway conflict, i of 9.0 cfs and used se in its t oe. The double b10 15" RCP m pipe Event flow lease See ttach # for Storm Sewer be able le to handle the View. LOTS 1, 2 & 3 STORMWATER DESIGN (Tract `A - 1') With the development Tract `A -1" into Lots 2 and �e� a�e�tion pond facility located its individual stormwater run-off and conveying storm sewer main. Upon to the North of Lot 3 either by surface drainage or utilizing the existing development of each lot, the capacity of this stone sewer pipe line system shall be verified for capacity. LOT 1 DEVELOPMENT: Lot 1 belongs to two Drainage Areas, Drainage Area B5 and Area `C' (per Hester 1993) respectively. The site improvements (building, parking, etc.) to Lot 1 will affect Drainage Area B5. The stormwater run-off ea in the proposed ro �$ to areas and will be captured via grate inlets and a curb inlet box conveyed to the 30" RCP storm sewer line along e 4164 acres of land eoated adjacent Rock detention pond. The second drainage area, Area 'C' th Rock Prairie Road right -of -way. Area C's stormwater run -off flows to the Rock Prairie Road right -of -way consistent to the Hester 1993 drainage design. For detailed, on -site stormwater flows of Lot 1, please see Attachment #5. The Existing Conditions for Lot 1 are defined by the Post - Development Map on Attachment #2. The Subject Tract (Lots 1, 2, and 3)i' 0.72 comprised The 2012 r Weighted 'C' for the Subject Tract is also Weighted `C' for the Subject Tracts Engineering 0.72. Thus meeting the original drainage design parameters set forth by Hester En drainage design in 1993. In Table 3 below, is a summary of peak storm water flows from the projected developed Lots 1, 2, 3 and Area `C'. Please See Affa_ #8, for Lot 1 Hydrographs. ROCK PRAIRIE PROFESSIONAL OFFICE - 4 - GATTIS ENGINEERING TABLE 3 Yr 2012 LOT & STORM SEWER MAIN PEAK FLOW SUMMARY DRAINAGE Wtd. AREA Tc Q(cfs)* BASIN C acres min. 1 2 1 5 1 10 1 25 1 50 0.81 0.81 10.0 4.2 5.0 5.7 6.5 7.3 0.80 0.774 10.0 4.0 4.8 5.3 6.1 6.9 0.61 1.111 15.0 3.6 4.3 4.9 5.6 6.3 0.30 0.164 10.0 0.37 0.44 0.50 0.57 0.64 Lot1 Lot 2* Lot 3* AREA C ROCK PRAIRIE PROFESSIONAL OFFICE - 5 - 100 7.4 7.0 6.4 0.65 LOTS 2 & 3 will not have any improvements with the development of Lot 1, and their existing drainage patterns will remain the same as they exist at the time of this report in January 2012. As described above, with the future development of Lots 2 & 3, their stormwater designs must be analyzed and verified for conformity with the parameters established by the drainage design by Hester in 1993 and also the designs described herein. PROJECT DRAINAGE DESIGN SUMMARY This drainage report is composed of two parts. In the first part, the detention pond, the surrounding drainage areas and their associated stormwater in -flows to the detention pond were analyzed for performance and compliance under the `Existing Conditions' of today (January 2012.) The pond and its outfall structure performed as designed and met all City standards. In addition, the detention pond was evaluated for performance and capacity including the future development of Lots 1, 2 and 3 (Tract `A -1') and the expected increased storm water in-flows, also known as `Proposed Conditions'. As shown above in Table 1, with the increase in storm water run -off from Lots 1, 2 and 3, the detention pond and outfall structure perform as designed. The detention pond has enough capacity for the development of Lots 1, 2 and 3 without needing any additional expansion and maintaining plenty of freeboard. In the second part of this report, the existing storm sewer main was analyzed for performance under 1993 conditions and 2012 conditions. In Table 2, the 1993 results illustrated that the storm sewer main meets intended design for stonn water conveyance capacity for all storm events, but further analysis showed that at the Existing Inlet Grate #1, the Hydraulic Grade Line (HGL) for storm events 2yr through 25yr performed, but falters for storm events 50yr through 100yr. For these storm events, the HGL is above the grate elevation demonstrating capacity deficiencies. The excess stormwater thus by- passes Inlet Grate #1 and into the Rock Prairie Road right -of -way. With the development of Lot 1 (Yr 2012), a majority of the storm water run-off was re- directed to further down the storm sewer line, relieving the in -flow stress on Grate #1 and thus remedying the HGL deficiencies for all stone events. Please see Table 4 Below for a summary of HGL results for all storm events. DRAINAGE GRATE BASIN ELEV. 1993 Inlet Grate #1 318.05' 2012 Inlet Grate #1 318.05' ** Please See Attachment #7 for Estimated TABLE 4 1993 & 2012 STORM SEWER HGL SUMMARY HGL 02 05 010 025 050 317.35' 317.56' 317.73' 318.00' 318.44' 317.14' 317.31' 317.44' 317.63' 317.81' 1993 Storm Sewer Hydraulic Analysis & Results 0100 318.44' 318.08' GATTIS ENGINEERING IN SUMMARY, the development of Tract `A -1' into Lots 1, 2 and 3 matches the expected run- off coefficient `C' of 0.72, matching the 1993 expected run -off coefficient `C`C'o Water development of the Subject Tract also conforms to the existing drainage P run-off quantities as pre - determined in the original drainage design. Therefore, this report demonstrates that the proposed development of b � lcompiidan3c �� Bryce Prairie of College - Office Complex in College Station, Texas, Station's Unified Stormwater Design Guidelines. Respectfully Submitted, GATTIS ENGINES 1 G ° q i. Joe • is, P.E. L' - sed Professional Engineer #90964 _�oNN,Ne . *h JOE •••• •.. l I • 90964 �'V 1 ACOly ROCK PRAIRIE PROFESSIONAL OFFICE - 6 - GATTIS ENGINEERING ATTACHMENT #1 Re -Plat of Southwood Holdings Tract `A -1' ROCK PRAIRIE PROFESSIONAL OFFICE - 6 - GATTIS ENGINEERING Ll / /ff / / _ — f - — — — 4b—' \ N 07;36'03- / • / Stz / / — / / / / % <' / W / ml � F Q 0 / / / / / / / / / / / / // / id / / / / / / // II / / / / / / / / / / / \ < 'J / / / '' / �- F / / / / \ / Y // 4 '' 9/ X69 /// / \ \ \6's/ \\ • \ / / kb /// // ^). s � \ hi / / // / / / \'t'\ \\ / / / \ / / cn \\ / / / / / '‘Z\ , \ ` N - a \J' ul , / / / \ \ 0- // / // / \ \ \� - / // / / // \ \d' �\ / / / 1 �'Y \. \ /0 / / Vii;\ /j, / / R� / \\ 0 `' / (J (D 25 a 0 ;3 U 0 / /� / / 3 zz_- -_ � — / - - -- -7 -/ • / //, / /// / • // , '/ / / / • ' % 0 Z M otf O N V! O O I— D \\ O. III' ' -; / /////, %// / / /:0///./ / / ' / / // // / / // ' /j /// 5 ie W co a cc / / / / / / / / / // ///// \ \ / / / / // / re O w 0) w z 0 /\ //// \ / a \ \ 4 5! 44 5 EZ w w Z Z Y/ a 0 ATTACHMENT #2 1993 Drainage Summary Map By Hester Engineering ROCK PRAIRIE PROFESSIONAL OFFICE - 7 - GATTIS ENGINEERING ,. ,. �;': ATTACHMENT #3 Tc & Rainfall Intensity Data Sheet ROCK PRAIRIE PROFESSIONAL OFFICE - 8 - GATTIS ENGINEERING TR55 Tc Worksheet Hyd. No. 1 E -1 Description Sheet Flow Manning's n -value Flow length (ft) Two-year 24 -hr precip. (in) Land slope ( %) Travel Time (min) Shallow Concentrated Flow Flow length (ft) Watercourse slope ( %) Surface description Average velocity (ft/s) Travel Time (min) Channel Flow X sectional flow area (sqft) Wetted perimeter (ft) Channel slope ( %) Manning's n -value Velocity (ft/s) Flow length (ft) Travel Time (min) A B C = 0.150 0.011 0.011 = 260.0 0.0 0.0 = 4.50 0.00 0.00 = 0.70 0.00 0.00 Totals = 27.01 + 0.00 + 0.00 = 27.01 = 54.00 23.00 0.00 = 8.00 0.10 0.00 = Unpaved Paved Paved = 4.56 0.64 0.00 = 0.20 + 0.60 + 0.00 = 0.79 0.00 0.00 0.00 0.015 0.00 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.015 0.015 0.00 0.00 0.0 0.0 = 0.00 + 0.00 + 0.00 = 0.00 Hydraflow Hydrographs by Intelisolve v9.22 Total Travel Time, Tc 28.00 min TR55 Tc Worksheet Hyd. No. 2 E -3 Church Descriotion Sheet Flow Manning's n -value Flow length (ft) Two-year 24 -hr precip. (in) Land slope ( %) Travel Time (min) Shallow Concentrated Flow Flow length (ft) Watercourse slope ( %) Surface description Average velocity (ft/s) Travel Time (min) Channel Flow X sectional flow area (sqft) Wetted perimeter (ft) Channel slope ( %) Manning's n -value Velocity (ft/s) Flow length (ft) Travel Time (min) A = 0.150 = 278.0 = 4.50 = 1.50 = 21.00 + = 24.00 = 8.00 = Unpaved = 4.56 = 0.09 + = 0.00 = 0.00 = 0.00 = 0.015 = 0.00 = 0.0 = 0.00 + B C 0.011 0.011 0.0 0.0 0.00 0.00 0.00 0.00 0.00 + 0.00 = 21.00 160.00 0.00 0.60 0.00 Paved Paved 1.57 0.00 1.69 + 0.00 = 1.78 0.00 0.00 0.00 0.015 0.00 0.0 0.00 0.00 0.00 0.015 0.00 0.0 0.00 + 0.00 = 0.00 Hydraflow Hydroyraphs by Intells°Iva v9.22 Totals Total Travel Time, Tc 23.00 min TR55 Tc Worksheet Hyd. No. 3 P -1 Desc ription A B C Totals Sheet Flow Manning's n -value = 0.150 0.011 0.011 Flow length (ft) = 115.0 0.0 0.0 Two-year 24 -hr precip. (in) = 4.50 0.00 0.00 Land slope ( %) = 0.80 0.00 0.00 Travel Time (min) = 13.33 + 0.00 + 0.00 = 13.33 Shallow Concentrated Flow Flow length (ft) = 90.00 53.00 23.00 Watercourse slope ( %) = 0.60 8.00 0.10 Surface description = Unpaved Unpaved Paved Average velocity (ft/s) = 1.25 4.56 0.64 Travel Time (min) = 1.20 + 0.19 + 0.60 = 1.99 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope ( %) = 0.00 0.00 0.00 Manning's n -value = 0.015 0.015 0.015 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Hydraflow Hydrographs by Inteiisolve v9.22 Total Travel Time, Tc 15.00 min Retum Period Intensity Values (in/hr) 1 -yr 2-yr 3 -yr 5-yr 10-yr 26-yr 60 -yr 100 -yr SCS 24 -hour 0.00 4.50 0.00 (Yrs) S min 10 15 20 25 30 35 40 45 60 65 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 821 6.39 528 4.53 3.99 3.57 3.24 2.97 2.75 2.56 2.40 2.26 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 9.85 7.69 6.38 5.48 4.83 4.33 3.93 3.61 3.34 3.12 2.92 2.75 10 10.98 8.63 7.19 6.21 5.49 4.94 4.50 4.14 3.84 3.59 3.37 3.18 25 12.51 9.86 8.23 7.12 6.30 5.67 5.18 4.77 4.43 4.14 3.89 3.68 50 14.10 11.15 9.33 8.08 7.16 6.48 5.90 5.44 5.05 4.73 4.45 4.20 100 14.17 11.24 9.43 8.18 7.27 6.56 6.00 5.54 5.15 4.82 4.54 4.30 Storm Distribution Rainfall Precipitation Table (in) 1 -yr 2-yr 3 -yr 5-yr 10-yr 26-yr 60 -yr 100 -yr SCS 24 -hour 0.00 4.50 0.00 6.20 7.40 8.40 9.80 11.00 SCS 6-Hr 0.00 3.33 0.00 0.00 0.00 0.00 0.00 7.90 Huff -1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff -2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff -3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff -4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff -Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Return Period (Yrs) Intensity - Duration - Frequency Equation Coefficients (FHA) B D E (N/A) 1 0.0000 0.0000 0.0000 - -- 2 65.0000 8.5000 0.7950 - - -- 3 0.0000 0.0000 0.0000 ---- 5 76.0000 8.5000 0.7850 10 80.0000 8.5000 0.7630 --- 25 89.0000 8.5000 0.7540 --- 50 98.0000 8.5000 0.7450 --- 100 96.0000 8.5000 0.7350 ---- Hydraflow Rainfall Report Hydraflow Hydrographs by Intelisolve v9.22 Monday, Jan 16, 2012 File name: Brazos County Rainfaf - TxDOT.IDF Intensity = B / (Tc + D)AE Tc : time in minutes. Values may exceed 60. Precip. file name: Brazos County Rainfall. ATTACHMENT #4 2012 Drainage Summary Map ROCK PRAIRIE PROFESSIONAL OFFICE - 9 - GATTIS ENGINEERING on uJ 0 L co W w U 0 z N (t) m rz w0 3 0 (n z 0 H 0 z 0 C_D z (s x w co 0 oco O � II 2 0 U + — (n N LU Z 0 z - Q c� Q Q and N [D z 11 CO _ z Q ° * * _ 0 O � Q = 0 (n I co � w z rs- Om z II 0, ( <`:( D << O z CZ Q : 0 o3 LO ' 11 1 - N U + 1 w I U Q N 11 co < c() Q� ATTACHMENT #5 Lot 1 — Grading & Elevation Plan ROCK PRAIRIE PROFESSIONAL O F F I C E -10 - GATTIS ENGINEERING WOJ !)KR133NIOtrtS LLltlO%!+ {NI Uth; SL516L61. 1Mk w.l mxI*S a f9$ J x°B'O'd 8691 YU73 8 O DOO mr`- , 8 9 8992999922992222 282222 228 9 O - .n • 8, 0 8 88888 °88 88 , 88n - J, 6�oi �9N- -u�,n ��8.n i�utmut vi at •n8 Nr -v:n N.B� �N¢],O t`r` n a -- aia; mmoo 000 , 9„2 22 OOmmmm mmmmmommmmmm2 om o cmoromcm N N ,n R��n,n �nmm mmM m; � rm .-� mnm mmm+n mK;mmm m229 f�92N t9VNCYi,NNf.2926N,+1Y •2958899999 959 ._NmY•n tD r`Uat" __._._- ._._....._ N NN NNN mmm mmmmmmm YYY YY YYYY'C•P •PN� ^. v1 N. 'J, 'll u X00 1 1 SITS 5 5F - 5tr - 5,f 511 29 oU5 m[ @C 1l OE6 ZLOZ AIIvnNvr SVX31 `NOILV1S 3031100 X31dW00 33IAdO 1VNOISS3dOad 311:1IVUld NN301I NY1d 1OUINO3 NOISOL13 '8 NOIIVA313 '8 30VNIVUG 31IS ATTACHMENT #6 Drainage Basin & Detention Pond Hydrographs ROCK PRAIRIE PROFESSIONAL OFFICE -11- GATTIS ENGINEERING Hydraflow Table of Contents SUKKAWALA -1.gpw Hydraflow Hydrographs by Intelisolve v9.22 Monday, Jan 16, 2012 Watershed Model Schematic 1 Hydrograph Return Period Recap 2 2 - Year Summary Report 3 Hydrograph Reports 4 Hydrograph No. 1, Rational, E -1 4 Hydrograph No. 2, Rational, E -3 Church 5 Hydrograph No. 3, Rational, P -1 6 Hydrograph No. 4, Combine, Total In -Flows 7 Hydrograph No. 5, Reservoir, Pond Routing 8 Pond Report - Existing Detention Pond 9 5 - Year Summary Report 10 Hydrograph Reports 11 Hydrograph No. 1, Rational, E -1 11 Hydrograph No. 2, Rational, E -3 Church 12 Hydrograph No. 3, Rational, P -1 13 Hydrograph No. 4, Combine, Total In -Flows 14 Hydrograph No. 5, Reservoir, Pond Routing 15 10 - Year Summary Report 16 Hydrograph Reports 17 Hydrograph No. 1, Rational, E -1 17 Hydrograph No. 2, Rational, E -3 Church 18 Hydrograph No. 3, Rational, P -1 19 Hydrograph No. 4, Combine, Total In -Flows 20 Hydrograph No. 5, Reservoir, Pond Routing 21 25 - Year Summary Report 22 Hydrograph Reports 23 Hydrograph No. 1, Rational, E -1 23 Hydrograph No. 2, Rational, E -3 Church 24 Hydrograph No. 3, Rational, P -1 25 Hydrograph No. 4, Combine, Total In -Flows 26 Hydrograph No. 5, Reservoir, Pond Routing 27 50 - Year Summary Report 28 Hydrograph Reports 29 Hydrograph No. 1, Rational, E -1 29 Hydrograph No. 2, Rational, E -3 Church 30 Hydrograph No. 3, Rational, P -1 31 Hydrograph No. 4, Combine, Total In -Flows 32 Hydrograph No. 5, Reservoir, Pond Routing 33 Contents continued... SUKKAWALA -1 .gpw 100 - Year Summary Report 34 Hydrograph Reports ... 35 Hydrograph No. 1, Rational, E -1 35 Hydrograph No. 2, Rational, E -3 Church 36 Hydrograph No. 3, Rational, P -1 37 Hydrograph No. 4, Combine, Total In -Flows 38 Hydrograph No. 5, Reservoir, Pond Routing 39 Watershed Model Schematic 1 Hydraflow Hydrographs by Intelisolve v9.22 Leaend . ri 'n Description 1 Rational E -1 2 Rational E -3 Church 3 Rational P -1 4 Combine Total In-Rows 5 Reservoir Pond Routing 5 Project: SUKKAWALA -1.gpw Monday, Jan 16, 2012 Hyd. No. Hydrograph type (origin) Inflow Peak Outflow (cfs) Hydrograph description Hyd(s) 1 -Yr 2 -Yr 3-Yr 6-Yr 10 -Yr 25-Yr 50-Yr 100 -Yr 1 Rational ---- ---- 17.50 -- 21.21 24.16 27.77 31.58 32.07 E -1 2 Rational --- 11.55 -- 13.98 15.88 18.22 20.70 20.99 E -3 Church -- 3 Rational - -- - - -- 33.38 -- 4028 45.45 52.02 58.93 59.58 P -1 4 Combine 2, 3 - -- 40.92 -- 49.40 55.81 63.91 72.43 73.27 Total In -Flows 5 Reservoir 4 - - -- 21.72 24.37 25.87 27.53 29.09 29.21 Pond Routing - Proj. file: SUKKAWALA -1.gpw Monday, Jan 16, 2012 Hydrograph Return Period Recap 2 Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. Hydrograph type (origin) Peak Clow (cfs) Time intervat (min) Time to peak (min) Hyd. volume (cuft) inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph description 1 Rational 17.50 1 28 29,397 -- - -- -- E -1 2 Rational 11.55 1 23 15,942 — - -- --- E -3 Church 3 Rational 33.38 1 15 30,043 -- -- - -- P -1 4 Combine 40.92 1 15 45,985 2, 3 - -- --- Total In -Flows 5 Reservoir 21.72 1 25 45,984 4 316.49 19,491 Pond Routing SUKKAWALA -1.gpw Retum Period: 2 Year Monday, Jan 16, 2012 Hydrograph Summary Report 3 Hydraflow Hydrographs by Intelisolve v9.22 Hydrograph Report Hydraflow Hydrographs by Intolisolve v9.22 Hyd. No. 1 E -1 Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 18.00 15.00 12.00 9.00 6.00 3.00 0.00 0 Hyd No. 1 = Rational = 2 yrs = 1 min = 9.400 ac = 3.723 in/hr = Brazos County 10 20 Rainfall- TxDOT.IDF E -1 Hyd. No. 1 — 2 Year 30 Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by TR55 Asc/Rec limb fact 40 50 Monday, Jan 18, 2012 = 17.50 cfs = 28 min = 29,397 cuff = 0.5 = 28.00 min = 1/1 4 Q (cfs) 18.00 15.00 12.00 9.00 6.00 3.00 0.00 60 Time (min) Hydrograph Report Hydraflow Hydrographs by Intellsotve v9.22 Monday, Jan 16, 2012 Hyd. No. 2 E -3 Church Hydrograph type = Rational Peak discharge = 11.55 cfs Storm frequency = 2 yrs Time to peak = 23 min Time interval = 1 min Hyd. volume = 15,942 cuft Drainage area = 4.600 ac Runoff coeff. = 0.6 Intensity = 4.186 in/hr Tc by TR55 = 23.00 min IDF Curve = Brazos County Rainfall - TxDOT.IDF Asc/Rec limb fact = 1/1 Q (cfs) 12.00 10.00 8.00 6.00 4.00 2.00 0.00 E -3 Church Hyd. No. 2 — 2 Year Hyd No. 2 5 Q (cfs) 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 3 P -1 Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 0 2 4 Hyd No. 3 = Rational = 2 yrs = 1 min = 9.430 ac = 5.283 in/hr = Brazos County 6 8 10 Rainfall- TxDOT.IDF 12 P -1 Hyd. No. 3 — 2 Year 14 16 18 Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by TR55 Asc/Rec limb fact 20 22 24 26 28 6 Monday, Jan 16, 2012 = 33.38 cis = 15 min = 30,043 cult = 0.67 = 15.00 min = 1/1 Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 30 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 4 Total In -Flows Hydrograph type Storm frequency Time interval Inflow hyds. Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 0 2 Hyd No. 4 = Combine = 2 yrs = 1 min = 2, 3 Hyd No. 2 Total In -Flows Hyd. No. 4 — 2 Year Hyd No. 3 Peak discharge = Time to peak = Hyd. volume = Contrib. drain. area = 7 Monday, Jan 16, 2012 40.92 cfs 15 min 45,985 cuft 14.030 ac Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 5 Pond Routing Hydrograph type Storm frequency Time interval Inflow hyd. No. Reservoir name Storage Indication method used. Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 0 10 Hyd No. 5 = Reservoir = 2 yrs = 1 min = 4 - Total In -Flows = Existing Detention Pond 20 30 Hyd No. 4 Pond Routing Hyd. No. 5 — 2 Year Peak discharge Time to peak Hyd. volume Max Elevation Max. Storage 40 50 60 70 Total storage used = 19,491 cuft = 21.72 cfs = 25 min = 45,984 cult = 316.49 ft = 19,491 cuft 8 Monday, Jan 16, 2012 Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 80 Time (min) Pond Report Hydraflow Hydrographs by Intelisohre v9.22 Pond No. 1 - Existing Detention Pond Pond Data Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 313.51 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 313.51 00 0 0 0.49 314.00 1,421 232 232 1.49 315.00 8,531 3,886 3,898 2.49 316.00 11,778 9,026 12,923 3.49 317.00 15,211 13,457 26,380 4.49 318.00 18,802 16,876 43,256 5.49 319.00 27,581 22,933 66,189 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 36.00 37.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 36.00 14.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 313.51 313.52 0.00 0.00 Weir Type = -- __ -_ _- Length (ft) = 50.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope (%) - 1.00 0.00 0.00 n/a N -Value = .013 .013 .013 We Orifice Coeff. = 0.83 0.80 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = Ns Yes No No TW Elev. (ft) = 0.00 Stage (ft) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 0.00 4.00 Total 0 8.00 Note: CuNert/OrlIce outflows are analyzed under Inlet (ic) and outlet (oc) control Wet risers checked for (Aloe condlbons (lc) and submergence (s). 1200 Stage / Discharge 1800 20 00 24 00 2800 32 00 9 Monday, Jan 16, 2012 Elev (ft) 319.51 318.51 317.51 316.51 315.51 314.51 313.51 36 00 Discharge (cfs) Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph description 1 Rational 2121 1 28 35,630 -- - -- - -- E -1 2 Rational 13.98 1 23 19,294 -- - -- - -- E -3 Church 3 Rational 40.28 1 15 36,254 -- - -- - -- P -1 4 Combine 49.40 1 15 55,548 2, 3 -- - -- Total In -Flows 5 Reservoir 24.37 1 26 55,547 4 316.88 24,744 Pond Routing SUKKAWALA -1.gpw Retum Period: 5 Year Monday, Jan 16, 2012 Hydrograph Summary Report 1 0 Hydraflow Hydrographs by Intefsolve v9.22 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 1 E -1 Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 24.00 20.00 16.00 12.00 8.00 4.00 0.00 0 Hyd No. 1 = Rational = 5 yrs = 1 min = 9.400 ac = 4.512 in/hr = Brazos County 10 20 Rainfall- TxDOT.IDF E -1 Hyd. No. 1 — 5 Year 30 Peak discharge = Time to peak = Hyd. volume = Runoff coeff. = Tc by TR55 = Asc/Rec limb fact = 40 50 21.21 cfs 28 min 35,630 cuft 0.5 28.00 min 1/1 11 Monday, Jan 16, 2012 Q (cfs) 24.00 20.00 16.00 12.00 8.00 4.00 0.00 60 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 2 E -3 Church Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q(cfs) 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0 2 Hyd No. 2 = Rational = 5 yrs = 1 min = 4.600 ac = 5.066 in/hr = Brazos County Rainfall - TxDOT.IDF E -3 Church Hyd. No. 2 — 5 Year Peak discharge = Time to peak = Hyd. volume = Runoff coeff. _ Tc by TR55 = Asc/Rec limb fact = 12 Monday, Jan 16, 2012 13.98 cfs 23 min 19,294 cuft 0.6 23.00 min 1/1 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 Q (cfs) 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 3 P -1 Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 0 2 4 Hyd No. 3 = Rational = 5 yrs = 1 min = 9.430 ac = 6.376 in/hr = Brazos County 6 8 10 Rainfall- TxDOT.I DF P -1 Hyd. No. 3 — 5 Year 12 14 16 18 20 Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by TR55 AsclRec limb fact 22 24 26 Monday, Jan 18, 2012 = 40.28 cfs = 15 min = 36,254 cult = 0.67 = 15.00 min = 1/1 28 13 Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 30 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 4 Total In -Flows Hydrograph type Storm frequency Time interval Inflow hyds. Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 0 2 4 6 Hyd No. 4 = Combine = 5 yrs = 1 min = 2, 3 Hyd No. 2 Total In -Flows Hyd. No. 4 -- 5 Year -- Hyd No. 3 Peak discharge = Time to peak = Hyd. volume = Contrib. drain. area = 14 Monday, Jan 16, 2012 49.40 cfs 15 min 55,548 cult 14.030 ac Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v922 Hyd. No. 5 Pond Routing Hydrograph type Storm frequency Time interval Inflow hyd. No. Reservoir name Storage Indication method used. Q (cfs) 0 10 Hyd No. 5 = Reservoir = 5 yrs = 1 min = 4 - Total in -Flows = Existing Detention Pond 20 30 Hyd No. 4 Pond Routing Hyd. No. 5 — 5 Year 40 50 Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage 60 Total storage used = 24,744 cult Monday, Jan 16, 2012 = 24.37 cfs = 26 min = 55,547 cult = 316.88 ft = 24,744 cult 70 15 Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 80 Time (min) Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cuft) inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph description 1 2 3 4 5 Rational Rational Rational Combine Reservoir 24.16 15.88 45.45 55.81 25.87 1 1 1 1 1 28 23 15 15 26 40,595 21,911 40,907 62,818 62,817 -- -- -- 2, 3 4 - -- -- - -- - -- 317.16 - -- --- -- --- 29,134 E -1 E - 3 Church P-1 Total In -Flows Pond Routing SUKKAWALA -1.gpw Retum Period: 10 Year Monday, Jan 16, 2012 Hydrograph Summary Report 16 Hydraflow Hydrographs by lntelisolve v9.22 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 1 E -1 Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 28.00 24.00 20.00 16.00 12.00 8.00 4.00 0.00 0 Hyd No. 1 = Rational = 10 yrs = 1 min = 9.400 ac = 5.141 in/hr = Brazos County 10 20 Rainfall- TxDOT.IDF E -1 Hyd. No. 1 — 10 Year 30 Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by TR55 Asc/Rec limb fact 40 50 17 Monday, Jan 16, 2012 = 24.16 cfs = 28 min = 40,595 cult = 0.5 = 28.00 min = 1/1 Q (cfs) 28.00 24.00 20.00 16.00 12.00 8.00 4.00 0.00 60 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Monday, Jan 16, 2012 Hyd. No. 2 E -3 Church Hydrograph type = Rational Peak discharge = 15.88 c fs Storm frequency = 10 yrs Time to peak = 23 min Time interval = 1 min Hyd. volume = 21,911 cult Drainage area = 4.600 ac Runoff coeff. = 0.6 Intensity = 5.753 in/hr Tc by TR55 = 23.00 min IDF Curve = Brazos County Rainfall- TxDOT.IDF Asc/Rec limb fact = 1/1 Q (cfs) 18.00 15.00 12.00 9.00 6.00 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 Time (min) Hyd No. 2 E -3 Church Hyd. No 2 —10 Year 18 0 (cfs) 18.00 15.00 12.00 9.00 6.00 3.00 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 3 P -1 Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 0 2 4 Hyd No. 3 = Rational = 10 yrs = 1 min = 9.430 ac = 7.194 in/hr = Brazos County 6 8 10 Rainfall- TxDOT.IDF P -1 Hyd. No. 3 —10 Year 12 14 16 18 Peak discharge = Time to peak = Hyd. volume = Runoff coeff. = Tc by TR55 = Asc/Rec limb fact = 20 22 24 26 28 Monday, Jan 16, 2012 45.45 cfs 15 min 40,907 cult 0.67 15.00 min 1/1 19 Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 30 Time (min) Hydrograph Report Hydraflow Hydrographs by 1n101130lva v9.22 Hyd. No. 4 Total In -Flows Hydrograph type Storm frequency Time interval Inflow hyds. Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 0 2 4 = Combine = 10 yrs = 1 min = 2, 3 Hyd No. 4 Hyd No. 2 Total In -Flows Hyd. No. 4 —10 Year Hyd No. 3 Peak discharge = Time to peak = Hyd. volume = Contrib. drain. area = Monday, Jan 16, 2012 55.81 cfs 15 min 62,818 cuft 14.030 ac WINE RIMEL OE& 20 Q (cfs) 60.00 50.00 40.00 30.00 20.00 10. 0.00 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 5 Pond Routing Hydrograph type Storm frequency Time interval Inflow hyd. No. Reservoir name Storage Indication method used. Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 i 0 10 Hyd No. 5 = Reservoir = 10 yrs = 1 min = 4 - Total In -Flows = Existing Detention Pond 20 30 Hyd No. 4 Pond Routing Hyd. No. 5 —10 Year 40 50 Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage 60 Total storage used = 29,134 cuft Monday, Jan 18, 2012 = 25.87 cfs = 26 min = 62,817 cult = 317.16 ft = 29,134 cult 70 21 Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 80 Time (min) Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph description 1 2 3 4 5 Rational Rational Rational Combine Reservoir 27.77 1822 52.02 63.91 27.53 1 1 1 1 1 28 23 15 15 27 46,847 25,145 46,820 71,985 71,964 -- -- -- 2, 3 4 - -- -- - -- - -- 317.51 --- E-1 E -3 Church P -1 Total In -Flows Pond Routing --- - -- -- 34,970 SUKKAWALA -1.gpw Retum Period: 25 Year Monday, Jan 16, 2012 Hydrograph Summary Report 22 Hydraflow Hydrographs by Intelisolve v9.22 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 1 E -1 Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 28.00 24.00 20.00 16.00 12.00 8.00 4.00 0.00 0 Hyd No. 1 = Rational = 25 yrs = 1 min = 9.400 ac = 5.908 in/hr = Brazos County 10 20 Rainfall- TxDOT. I DF E -1 Hyd. No. 1 — 25 Year 30 Peak discharge = 27.77 cfs Time to peak = 28 min Hyd. volume = 46,647 cuft Runoff coeff. = 0.5 Tc by TR55 = 28.00 min Asc/Rec limb fact = 1/1 40 50 23 Monday, Jan 16, 2012 Q (cfs) 28.00 24.00 20.00 16.00 12.00 8.00 4.00 0.00 60 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 2 E -3 Church Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 21.00 18.00 15.00 12.00 9.00 6.00 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 Time (min) Hyd No. 2 = Rational = 25 yrs = 1 min = 4.600 ac = 6.602 in/hr = Brazos County Rainfall - TxDOT.IDF E-3 Church Hyd. No. 2 — 25 Year Peak discharge = Time to peak = Hyd. volume = Runoff coeff. = Tc by TR55 = Asc/Rec limb fact = 18.22 cfs 23 min 25,145 cult 0.6 23.00 min 1/1 24 Monday, Jan 16, 2012 Q (cfs) 21.00 18.00 15.00 12.00 9.00 6.00 3.00 Hydrograph Report Hydraflow Hydrographs by Intelisolve v922 Hyd. No. 3 P -1 Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 0 2 4 Hyd No. 3 = Rational = 25 yrs = 1 min = 9.430 ac = 8.234 in/hr = Brazos County 6 8 10 Rainfall- TxDOT.IDF P -1 Hyd. No. 3 — 25 Year 12 14 16 18 20 Peak discharge = Time to peak = Hyd. volume = Runoff coeff. = Tc by TR55 = Asc/Rec limb fact = 22 24 26 25 Monday, Jan 16, 2012 52.02 cfs 15 min 46,820 cult 0.67 15.00 min 1/1 28 Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 30 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 4 Total In -Flows Hydrograph type Storm frequency Time interval Inflow hyds. Q (cfs) 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 0 2 Hyd No. 4 = Combine = 25 yrs = 1 min = 2, 3 Total In -Flows Hyd. No. 4 — 25 Year Hyd No. 2 Hyd No. 3 Peak discharge = Time to peak = Hyd. volume = Contrib. drain. area = 26 Monday, Jan 18, 2012 63.91 cfs 15 min 71,965 cuft 14.030 ac Q (cfs) 70.00 60.00 50.00 40.00 30.00 20.00 10. 0.00 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisotva v9.22 Hyd. No. 5 Pond Routing Hydrograph type Storm frequency Time interval Inflow hyd. No. Reservoir name Storage Indication method used. Q (cfs) 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.0 0 1 0 = Reservoir = 25 yrs = 1 min = 4 - Total In -Flows = Existing Detention Pond 20 30 Hyd No. 5 Hyd No. 4 Pond Routing Hyd. No. 5 — 25 Year 40 50 Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage 60 70 Total storage used = 34,970 cuft Monday, Jan 16, 2012 = 27.53 cfs = 27 min = 71,964 cult = 317.51 ft = 34,970 cult 1 1 1 ■ 80 27 Q (cfs) 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 90 Time (min) Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (nun) Hyd. volume (cut) Inflow hyd(s) Maximum elevation (ft) Total strge used (cam) Hydrograph description 1 Rational 31.58 1 28 53,055 — -- -- E -1 2 Rational 20.70 1 23 28,561 -- -- -- E -3 Church 3 Rational 58.93 1 15 53,041 -- — -- P -1 4 Combine 72.43 1 15 81,602 2, 3 -- - -- Total In -Flows 5 Reservoir 29.09 1 27 81,601 4 317.89 41,456 Pond Routing SUKKAWALA -1.gpw Retum Period: 50 Year Monday, Jan 16, 2012 Hydrograph Summary Report 28 Hydraflow Hydrographs by Intelsolve v9.22 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 1 E -1 Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 0 Hyd No. 1 = Rational = 50 yrs = 1 min = 9.400 ac = 6.719 in/hr = Brazos County 10 20 Rainfall- TxDOT.IDF E -1 Hyd. No. 1 -- 50 Year 30 Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by TR55 AsclRec limb fact 40 50 29 Monday, Jan 16, 2012 = 31.58 cfs = 28 min = 53,055 cult = 0.5 = 28.00 min = 1/1 Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 60 Time (min) Hydrograph Report Hydraflow Hydrographs by IntelisoWe v922 Hyd. No. 2 E -3 Church Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 21.00 18.00 15.00 12.00 9.00 6.00 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 Time (min) Hyd No. 2 = Rational = 50 yrs = 1 min = 4.600 ac = 7.499 in/hr = Brazos County Rainfall- TxDOT.IDF E -3 Church Hyd. No. 2 — 50 Year Peak discharge = Time to peak = Hyd. volume = Runoff coeff. = Tc by TR55 = Asc/Rec limb fact = 20.70 cfs 23 min 28,561 cult 0.6 23.00 min 1/1 30 Monday, Jan 18, 2012 Q (cfs) 21.00 18.00 15.00 12.00 9.00 6.00 3.00 Hydrograph Report Hydraflow Hydrographs by Intel'solve v9.22 Hyd. No. 3 P -1 Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 Hyd No. 3 = Rational = 50 yrs = 1 min = 9.430 ac = 9.328 in/hr = Brazos County Rainfall- TxDOT.IDF P -1 Hyd. No. 3 -- 50 Year Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by TR55 Asc/Rec limb fact 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 31 Monday, Jan 16, 2012 = 58.93 cfs = 15 min = 53,041 cuft = 0.67 = 15.00 min = 1/1 Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 30 Time (min) Hydrograph Report Hydraflow Hydrographs by Intel'solve v9.22 Hyd. No. 4 Total In-Flows Hydrograph type Storm frequency Time interval Inflow hyds. Q (cfs) 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 0 Hyd No. 4 = Combine = 50 yrs = 1 min = 2, 3 Hyd No. 2 Total In -Flows Hyd. No 4 — 50 Year Hyd No. 3 Peak discharge = Time to peak = Hyd. volume = Contrib. drain. area = Monday, Jan 16, 2012 72.43 cfs 15 min 81,602 cuft 14.030 ac 32 Q (cfs) 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 5 Pond Routing Hydrograph type Storm frequency Time interval Inflow hyd. No. Reservoir name Storage Indication method used. Q (cfs) 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 0 10 Hyd No. 5 = Reservoir = 50 yrs = 1 min = 4 - Total In -Flows = Existing Detention Pond 20 30 Hyd No. 4 Pond Routing Hyd. No. 5 — 50 Year 40 50 Peak discharge Time to peak Hyd. volume Max Elevation Max. Storage 60 70 80 Total storage used = 41,456 cuft 33 Monday, Jan 16, 2012 = 29.09 cfs = 27 min = 81,601 cuft = 317.89 ft = 41,456 cult I ■ ■ Q (cfs) 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 90 Time (min) Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (curt) Hydrograph description 1 Rational 32.07 1 28 53,876 -- - -- -- E -1 2 Rational 20.99 1 23 28,960 — - -- - -- E -3 Church 3 Rational 59.58 1 15 53,625 -- - -- -- P -1 4 Combine 73.27 1 15 82,585 2, 3 - -- - -- Total In -Flows 5 Reservoir 29.21 1 27 82,584 4 317.93 42,123 Pond Routing SUKKAWALA -1.gpw Retum Period: 100 Year Monday, Jan 16, 2012 Hydrograph Summary Report 34 Hydraflow Hydrographs by Intellsolve v9.22 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 1 E -1 Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve E -1 Q () Hyd. No. 1 —100 Year Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 0 Hyd No. 1 = Rational = 100 yrs = 1 min = 9.400 ac = 6.823 in/hr = Brazos County 10 20 Rainfall- TxDOT.IDF 30 Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by TR55 Asc/Rec limb fact 40 50 = 32.07 cfs = 28 min = 53,876 cult = 0.5 = 28.00 min = 1/1 35 Monday, Jan 16, 2012 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 60 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisoive v9.22 Hyd. No. 2 E -3 Church Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 21.00 18.00 15.00 12.00 9.00 6.00 3.00 0.00 0 2 Hyd No. 2 = Rational = 100 yrs = 1 min = 4.600 ac = 7.603 in/hr = Brazos County Rainfall- TxDOT.IDF E -3 Church Hyd No. 2 —100 Year Peak discharge = Time to peak = Hyd. volume = Runoff coeff. = Tc by TR55 = Asc/Rec limb fact = 20.99 cfs 23 min 28,960 cuft 0.6 23.00 min 1/1 Monday, Jan 16, 2012 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 36 Q (cfs) 21.00 18.00 15.00 12.00 9.00 6.00 3.00 0.00 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisowe v9.22 Hyd. No. 3 P -1 Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve 60.00 50.00 40.00 30.00 20.00 10.00 0.00 Hyd No. 3 = Rational = 100 yrs = 1 min = 9.430 ac = 9.431 in/hr = Brazos County Rainfall- TxDOT.IDF Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by TR55 Asc/Rec limb fact 0 2 4 6 8 10 12 14 16 18 20 22 24 = 59.58 cfs = 15 min = 53,625 cult = 0.67 = 15.00 min = 1/1 37 Monday, Jan 16, 2012 P -1 () Hyd. No. 3 —100 Year Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 26 28 30 Time (min) Hydrograph Report Hydratbw Hydrographs by Intelisolve v9.22 Hyd. No. 4 Total In -Flows Hydrograph type Storm frequency Time interval Inflow hyds. Q (cfs) 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 = Combine = 100 yrs = 1 min = 2, 3 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 Time (min) Hyd No. 4 Hyd No. 2 Total In -Flows Hyd. No. 4 —100 Year Hyd No. 3 Peak discharge = Time to peak = Hyd. volume = Contrib. drain. area = Monday, Jan 16, 2012 73.27 cfs 15 min 82,585 cuft 14.030 ac 38 Q (cfs) 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 Hydrograph Report Hydraflow Hydrographs by Intelisoke v9.22 Hyd. No. 5 Pond Routing Hydrograph type Storm frequency Time interval Inflow hyd. No. Reservoir name Storage Indication method used. Q (cfs) 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 / /, ■ 7 ■ ■ 0 10 Hyd No. 5 = Reservoir = 100 yrs = 1 min = 4 - Total In -Flows = Existing Detention Pond 20 30 Hyd No. 4 Pond Routing Hyd. No. 5 —100 Year 40 50 Peak discharge Time to peak Hyd. volume Max Elevation Max. Storage 60 70 80 Total storage used = 42,123 cult 39 Monday, Jan 16, 2012 = 29.21 cfs = 27 min = 82,584 cult = 317.93 ft = 42,123 tuft Q (cfs) 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 90 Time (min) ATTACHMENT #7 Storm Sewer Layout, Hydraulic Analysis & Results 100 Year Storm Sewer Profiles ROCK PRAIRIE PROFESSIONAL OFFICE -12 - GATTIS ENGINEERING Yr -1993 STORM SEWER HYDRAULIC DATA & 100 yr PROFILES ROCK PRAIRIE PROFESSIONAL OFFICE / GATTIS ENGINEERING k T 2 W z g 4 c 1 m i D M 0 S g 8 R e 1 g F e 1i E � c 0 E_ � a 0 P) () 1) Cr) M o 8 8 0 of of ao co ao J N kg N V N 0 C! m (o A 1: (O lrf M M (r) (o) W 8 8 2 2 C 1 • ) a) () O) ( ) m g ^ g 2 j < (6 10 IA a c (+) ao a 2 (o ( ) aE a O v v r — in CO CO CO (0 g' ^c m m O O (V .- 0 0 0 C ▪ E C O O O O O E O p C O C r r r • U 0 0 0 0 0 re o * r 2 8 8 8 0 E - < •�- v .- O g v ( 8 F. 8 m Q '— 0 0 0 E _ 8 8 � p 8 8 p 8 p J j Q N I, N M CO N (V) Nt 111 0 w W > W a 0 c E' 8? cc o to co m co U I U GO re a Ce • c c Q 05 Q 8 ° 8 8 ao of of o co a') c) !�') co N 10 J 0 o) lh . 883888 C fh 1[i In In V O) 1'') O) R) lh 8� 8; 88 8 IA In In V l+) () Ih () /r) n 6 0 0 o g o E� X8888 °8 $2 . 8 ;7 8 Po' 4 z .Vi N W aD o) a i .i F O N N N N c— z cc IC) 6 .- O O 8 E N — 0 0 0 O O O 0 o o 8 O 0 o O 2 8 8 3 F Q :a v •- o �1 7A8S8�m Q o o 0 �g �888 88 H N IO r a 0 p H 0 g E • CO 2 U as U • a re w aD co c 0 c as Q 4 Q 8 °880 od o) o) a0 of M M M 2 2 8 8 O IA of o) a; 0 ad J 8 ° 4 m n (al M M M M M I t C, co co co M co 0 CO CO M CO CO M M M M M CO M M M o S 8 t7 N () N S N U o) of vt N f0 m (O co co co CD O E N. 0 0 0 C O 0 0 O O E, 0 0 0 0 0 8 P P 8 0 0 0 0 o 74 8888 gI g38 ;82 zz, < s - 0 0 0 E 8 8 8 8 p 8 J " N c.; g 7 5 • N M v- 0 N M CO J J o.' 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SU KKAWAIA- aTTACH8.gpw IDF Report 32 t d X Hydrograph type (origin) Inflow Peak Outflow (cfs) Hydrograph description Hyd(s) 1 -Yr 2 -Yr 3-Yr 5-Yr 10 -Yr 26-Yr 50 -Yr 100-Yr 1 Rational -- 4.193 - - -- 5.047 5.665 6.470 7.314 7.377 Lot 1 - Yr 2012 — 2 Rational ---- 4.006 ---- 4.823 5.413 8.183 6.989 7.049 Lot 2 - Projected — 3 Rational - -- - -- 3.581 ---- -- 4.321 4.875 5.580 6.322 6.391 Lot 3 - Projected 4 Rational -- 0.367 — 0.442 0.496 0.566 0.640 0.645 Area 'C' — Proj. file: SUKKAWALA- aTTACH8.gpw Tuesday, Jan 17, 2012 Hydrograph Return Period Recap 1 Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph description 1 Rational 4.193 1 10 2,516 — -- -- Lot 1 - Yr 2012 2 Rational 4.006 1 10 2,404 -- -- -- Lot 2 - Projected 3 Rational 3.581 1 15 3,223 -- - -- -- Lot 3 - Projected 4 Rational 0.367 1 10 220 -- -- -- Area 'C' SUKKAWALA- aTTACH8.gpw Retum Period: 2 Year Tuesday, Jan 17, 2012 Hydrograph Summary Report 2 Hydraflow Hydrographs by Iitelisolve v9.22 Hydrograph Report Hydraflow Hydrographs by Intelisolve v8.22 Hyd. No. 1 Lot 1 - Yr 2012 Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q(cfs) 5.00 4.00 3.00 2.00 1.00 0.00 0 2 Hyd No. 1 = Rational = 2 yrs = 1 min = 0.810 ac = 6.390 in/hr = Brazos County Rainfall- TxDOT.IDF Lot 1 - Yr 2012 Hyd. No. 1 — 2 Year Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by User Asc/Rec limb fact = 4.193 cfs = 10 min = 2,516 cult = 0.81 = 10.00 min = 1/1 3 Tuesday, Jan 17, 2012 Q(cfs) 5.00 4.00 3.00 2.00 1.00 0.00 4 6 8 10 12 14 16 18 20 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v922 Hyd. No. 2 Lot 2 - Projected Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q(cfs) 5.00 4.00 3.00 2.00 1.00 0.00 0 2 Hyd No. 2 = Rational = 2 yrs = 1 min = 0.774ac = 6.390 in/hr = Brazos County Rainfall - TxDOT.IDF Lot 2 - Projected Hyd. No. 2 — 2 Year Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by User Asc/Rec limb fact = 4.006 cfs = 10 min = 2,404 tuft = 0.81 = 10.00 min = 1/1 4 Tuesday, Jan 17, 2012 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 4 6 8 10 12 14 16 18 20 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 3 Lot 3 - Projected Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 4.00 3.00 2.00 1.00 0.00 Hyd No. 3 = Rational = 2 yrs = 1 min = 1.111 ac = 5.283 in/hr = Brazos County Rainfall- TxDOT.IDF Lot 3 - Projected Hyd. No. 3 — 2 Year Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by User Asc/Rec limb fact 0 2 4 6 8 10 12 14 16 18 20 22 24 26 = 3.581 cfs = 15 min = 3,223 cult = 0.61 = 15.00 min = 1/1 5 Tuesday, Jan 17, 2012 Q (cfs) 4.00 3.00 2.00 1.00 0.00 28 30 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 4 Area 'C' Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 2 Hyd No. 4 = Rational = 2 yrs = 1 min = 0.164 ac = 6.390 in/hr = Brazos County Rainfall- TxDOT.IDF Area 'C' Hyd. No. 4 — 2 Year Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by User Asc/Rec limb fact 6 Tuesday, Jan 17, 2012 = 0.367 cfs = 10 min = 220 cuft = 0.35 = 10.00 min = 1/1 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 4 6 8 10 12 14 16 18 20 Time (min) Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuff) Hydrograph description 1 2 3 4 Rational Rational Rational Rational 5.047 4.823 4.321 0.442 1 1 1 1 10 10 15 10 3,028 2,894 3,889 265 -- -- -- -- - -- - -- -- -- - -- -- - -- - -- Lot 1 - Yr 2012 Lot 2 - Projected Lot 3 - Projected Area 'C' SUKKAWALA- aTTACH8.gpw Return Period: 5 Year Tuesday, Jan 17, 2012 Hydrograph Summary Report 7 Hydraflow Hydrographs by Intelisolve v9.22 Hydrograph Report Hydraflow Hydrographs by IntelisoWe v9.22 Hyd. No. 1 Lot 1 - Yr 2012 Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 0 2 Hyd No. 1 = Rational = 5 yrs = 1 min = 0.810 ac = 7.693 in/hr = Brazos County 4 6 Rainfall- TxDOT.IDF 8 Lot 1 - Yr 2012 Hyd. No. 1 — 5 Year 10 12 Peak discharge = 5.047 cfs Time to peak = 10 min Hyd. volume = 3,028 cuft Runoff coeff. = 0.81 Tc by User = 10.00 min Asc/Rec limb fact = 1/1 14 16 18 8 Tuesday, Jan 17, 2012 Q(cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 20 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisoke v9.22 Hyd. No. 2 Lot 2 - Projected Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 / 0 2 Hyd No. 2 = Rational = 5 yrs = 1 min = 0.774 ac = 7.693 in/hr = Brazos County Rainfall - TxDOT.IDF Lot 2 - Projected Hyd. No. 2 — 5 Year Peak discharge = 4.823 cfs Time to peak = 10 min Hyd. volume = 2,894 cult Runoff coeff. = 0.81 Tc by User = 10.00 min ASGRec limb fact = 1/1 9 Tuesday, Jan 17, 2012 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 4 6 8 10 12 14 16 18 20 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 3 Lot 3 - Projected Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 = Rational = 5 yrs = 1 min = 1.111 ac = 6.376 in/hr = Brazos County Rainfall - TxDOT.IDF Lot 3 - Projected Hyd. No. 3 — 5 Year Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by User Asc/Rec limb fact Tuesday, Jan 17, 2012 = 4.321 cfs = 15 min = 3,889 cult = 0.61 = 15.00 min = 1/1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 Hyd No. 3 10 Q(cfe) 5.00 4.00 3.00 2.00 1.00 0.00 30 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 4 Area 'C' Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 Hyd No. 4 = Rational = 5 yrs = 1 min = 0.164 ac = 7.693 in/hr = Brazos County Rainfall- TxDOT.I DF Area 'C' Hyd. No. 4 — 5 Year Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by User Asc/Rec limb fact 11 Tuesday, Jan 17, 2012 = 0.442 cfs = 10 min = 265 cult = 0.35 = 10.00 min = 1/1 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 2 4 6 8 10 12 14 16 18 20 Time (min) Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cuft) inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph description 1 Rational 5.665 1 10 3,399 -- - -- -- Lot 1 - Yr 2012 2 Rational 5.413 1 10 3,248 -- -- -- Lot 2 - Projected 3 Rational 4.875 1 15 4,388 -- - -- - -- Lot 3 - Projected 4 Rational 0.496 1 10 297 -- -- -- Area 'C' SUKKAWALA- aTTACH8.gpw Retum Period: 10 Year Tuesday, Jan 17, 2012 Hydrograph Summary Report 12 Hydraflow Hydrographs by Intelisolve v9.22 Hydrograph Report Hydraflow Hydropraphs by IntelisoWe v9.22 Hyd. No. 1 Lot 1 - Yr 2012 Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 Hyd No. 1 = Rational = 10 yrs = 1 min = 0.810 ac = 8.635 in/hr = Brazos County Rainfall- TxDOT.IDF Lot 1 - Yr 2012 Hyd. No. 1 —10 Year Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by User Asc/Rec limb fact = 5.665 cfs = 10 min = 3,399 cult = 0.81 = 10.00 min = 1/1 13 Tuesday, Jan 17, 2012 Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 0 2 4 6 8 10 12 14 16 18 20 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 2 Lot 2 - Projected Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 Hyd No. 2 = Rational = 10 yrs = 1 min = 0.774ac = 8.635 in/hr = Brazos County Rainfall - TxDOT.IDF Lot 2 - Projected Hyd. No. 2 —10 Year Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by User Asc/Rec limb fact 14 Tuesday, Jan 17, 2012 = 5.413 cfs = 10 min = 3,248 cuft = 0.81 = 10.00 min = 1/1 6.00 5.00 4.00 3.00 2.00 1.00 0.00 0 2 4 6 8 10 12 14 16 18 20 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 3 Lot 3 - Projected Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 3 = Rational = 10 yrs = 1 min = 1.111 ac = 7.194 in/hr = Brazos County Rainfall - TxDOT.IDF 6 8 10 Lot 3 - Projected Hyd. No. 3 —10 Year 12 14 16 18 20 22 24 15 Tuesday, Jan 17, 2012 Peak discharge = 4.875 cfs Time to peak = 15 min Hyd. volume = 4,388 cult Runoff coeff. = 0.61 Tc by User = 15.00 min Asc/Rec limb fact = 1/1 26 28 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 30 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 4 Area 'C' Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 2 Hyd No. 4 = Rational = 10 yrs = 1 min = 0.164 ac = 8.635 in/hr = Brazos County Rainfall- TxDOT.IDF Area 'C' Hyd. No. 4 —10 Year Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by User Asc/Rec limb fact 16 Tuesday, Jan 17, 2012 = 0.496 cfs = 10 min = 297 cult = 0.35 = 10.00 min = 1/1 / Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 4 6 8 10 12 14 16 18 20 Time (min) Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cut) Inflow hyd(s) Maximum elevation (ft) Total strge used (cult) Hydrograph description 1 Rational 6.470 1 10 3,882 -- -- -- Lot 1 - Yr 2012 2 Rational 6.183 1 10 3,710 -- -- -- Lot 2 - Projected 3 Rational 5.580 1 15 5,022 -- - -- — Lot 3 - Projected 4 Rational 0.566 1 10 340 -- - -- - -- Area 'C' SUKKAWALA- aTTACH8.gpw Return Period: 25 Year Tuesday, Jan 17, 2012 Hydrograph Summary Report 17 Hydraflow Hydrographs by Intelisolve v9.22 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No, 1 Lot 1 - Yr 2012 Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 • 0 2 Hyd No. 1 = Rational = 25 yrs = 1 min = 0.810 ac = 9.861 in/hr = Brazos County Rainfall- TxDOT.IDF 4 Lot 1 - Yr 2012 Hyd. No. 1 — 25 Year 18 Tuesday, Jan 17, 2012 Peak discharge = 6.470 cfs Time to peak = 10 min Hyd. volume = 3,882 cuft Runoff coeff. = 0.81 Tc by User = 10.00 min Asc/Rec limb fact = 1/1 Q (cfs) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 8 10 12 14 16 18 20 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 2 Lot 2 - Projected Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q(cfs) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 = Rational = 25 yrs = 1 min = 0.774 ac = 9.861 in/hr = Brazos County Rainfall- TxDOT.IDF Lot 2 - Projected Hyd. No. 2 -- 25 Year Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by User Asc/Rec limb fact Tuesday, Jan 17, 2012 = 6.183 cfs = 10 min = 3,710 cult = 0.81 = 10.00 min = 1/1 Hyd No. 2 19 Q (cfs) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0 0.00 0 2 4 6 8 10 12 14 16 18 20 Time (min) Hydrograph Report Hydraflow Hydrographs by IntollsoNe v9.22 Hyd. No. 3 Lot 3 - Projected Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 Hyd No. 3 = Rational = 25 yrs = 1 min = 1.111 ac = 8.234 in/hr = Brazos County Rainfall- TxDOT.IDF Lot 3 - Projected Hyd. No. 3 — 25 Year Tuesday, Jan 17, 2012 0 2 4 6 8 10 12 14 16 18 20 22 24 Peak discharge = 5.580 cfs Time to peak = 15 min Hyd. volume = 5,022 cuft Runoff coeff. = 0.61 Tc by User = 15.00 min ASGRec limb fact = 1/1 26 28 20 Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 30 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 4 Area 'C' Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 Hyd No. 4 = Rational = 25 yrs = 1 min = 0.164 ac = 9.861 in/hr = Brazos County Rainfall- TxDOT. I DF Area 'C' Hyd. No. 4 — 25 Year Peak discharge = 0.566 cfs Time to peak = 10 min Hyd. volume = 340 cuft Runoff coeff. = 0.35 Tc by User = 10.00 min Asc/Rec limb fact = 1/1 21 Tuesday, Jan 17, 2012 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 2 4 6 8 10 12 14 16 18 20 Time (min) Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cult) Hydrograph description 1 Rational 7.314 1 10 4,388 -- - -- ---- Lot 1 - Yr 2012 2 Rational 8.989 1 10 4,193 -- - -- - -- Lot 2 - Projected 3 Rational 6.322 1 15 5,689 -- - -- -- Lot 3 - Projected 4 Rational 0.840 1 10 384 -- -- Area 'C' --- SUKKAWALA- aTTACH8.gpw Return Period: 50 Year Tuesday, Jan 17, 2012 Hydrograph Summary Report 22 Hydraflow Hydrographs by Intelisolve v9.22 Hydrograph Report Hydraflow Hydrographs by IntelisoWo v9.22 Hyd. No. 1 Lot 1 - Yr 2012 Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 8.00 6.00 4.00 2.00 0.00 0 2 Hyd No. 1 = Rational = 50 yrs = 1 min = 0.810 ac = 11.148 in/hr = Brazos County 4 6 Rainfall- TxDOT.I DF Lot 1 - Yr 2012 Hyd. No. 1 — 50 Year 8 Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by User Asc/Rec limb fact = 7.314 cfs = 10 min = 4,388 cult = 0.81 = 10.00 min = 1/1 23 Tuesday, Jan 17, 2012 Q(cfs) 8.00 6.00 4.00 2.00 0.00 10 12 14 16 18 20 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 2 Lot 2 - Projected Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 = Rational = 50 yrs = 1 min = 0.774 ac = 11.148 in/hr = Brazos County Rainfall - TxDOT.IDF Lot 2 - Projected Hyd. No. 2 — 50 Year Tuesday, Jan 17, 2012 Peak discharge = 6.989 cfs Time to peak = 10 min Hyd. volume = 4,193 cult Runoff coeff. = 0.81 Tc by User = 10.00 min Asc/Rec limb fact = 1/1 Hyd No. 2 24 Q (cfs) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 0 2 4 6 8 10 12 14 16 18 20 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 3 Lot 3 - Projected Hydrograph type = Rational Storm frequency = 50 yrs Time interval = 1 min Drainage area = 1.111 ac Intensity = 9.328 in/hr IDF Curve = Brazos County Rainfall - TxDOT.IDF Q (cfs) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0. 0 2 4 Hyd No. 3 6 8 10 Lot 3 - Projected Hyd. No. 3 -- 50 Year 12 14 16 18 Tuesday, Jan 17, 2012 Peak discharge = 6.322 cfs Time to peak = 15 min Hyd. volume = 5,689 cult Runoff coeff. = 0.61 Tc by User = 15.00 min Asc/Rec limb fact = 1/1 20 22 24 26 28 25 Q (cfs) 7.00 6.00 5.00 4.00 3.00 2.00 1 0.00 30 Time (min) Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 4 Area 'C' Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q(cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 Hyd No. 4 = Rational = 50 yrs = 1 min = 0.164 ac = 11.148 in/hr = Brazos County Rainfall- TxDOT.I DF Area 'C' Hyd. No. 4 — 50 Year Peak discharge = 0.640 cfs Time to peak = 10 min Hyd. volume = 384 cuft Runoff coeff. = 0.35 Tc by User = 10.00 min Asc/Rec limb fact = 1/1 26 Tuesday, Jan 17, 2012 Q(cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 2 4 6 8 10 12 14 16 18 20 Time (min) Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuff) Hydrograph description 1 Rational 7.377 1 10 4,426 -- - -- - -- Lot 1 - Yr 2012 2 Rational 7.049 1 10 4,229 -- - -- - -- Lot 2 - Projected 3 Rational 6.391 1 15 5,752 -- - -- -- Lot 3 - Projected 4 Rational 0.645 1 10 387 -- -- Area 'C' — SUKKAWALA- aTTACH8.gpw Retum Period: 100 Year Tuesday, Jan 17, 2012 Hydrograph Summary Report 27 Hydraflow Hydrographs by Intelisolve v9.22 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 1 Lot 1 - Yr 2012 Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 8.00 6.00 4.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 Time (min) Hyd No. 1 = Rational = 100 yrs = 1 min = 0.810 ac = 11.243 in/hr = Brazos County Rainfall- TxDOT.IDF Lot 1 - Yr 2012 Hyd. No. 1 —100 Year 28 Tuesday, Jan 17, 2012 Peak discharge = 7.377 cfs Time to peak = 10 min Hyd. volume = 4,426 cuft Runoff coeff. = 0.81 Tc by User = 10.00 min Asc/Rec limb fact = 1/1 Q (cfs) 8.00 6.00 4.00 2.00 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 2 Lot 2 - Projected Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q(cfs) 8.00 6.00 4.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 Time (min) Hyd No. 2 = Rational = 100 yrs = 1 min = 0.774 ac = 11.243 in/hr = Brazos County Rainfall- TxDOT.IDF Lot 2 - Projected Hyd. No. 2 —100 Year Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by User Asc/Rec limb fact 29 Tuesday, Jan 17, 2012 = 7.049 cfs = 10 min = 4,229 cult = 0.81 = 10.00 min = 1/1 Q (cfs) 8.00 6.00 4.00 2.00 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 3 Lot 3 - Projected Hydrograph type Storm frequency Time interval Drainage area Intensity IDF Curve Q (cfs) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 3 = Rational = 100 yrs = 1 min = 1.111 ac = 9.431 in/hr = Brazos County Rainfall- TxDOT.IDF 6 8 10 Lot 3 - Projected Hyd. No. 3 --100 Year 12 14 16 18 Tuesday, Jan 17, 2012 Peak discharge = 6.391 cfs Time to peak = 15 min Hyd. volume = 5,752 cuft Runoff coeff. = 0.61 Tc by User = 15.00 min Asc/Rec limb fact = 1/1 20 22 24 26 28 30 Q (cfs) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 30 Time (min) Hydrograph Report Hydraflow Hydrographs by Intefsolve v9.22 Hyd. No. 4 Area 'C' Hydrograph type Storm frequency Time interval Drainage area Intensity OF Curve Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 Hyd No. 4 = Rational = 100 yrs = 1 min = 0.164 ac = 11.243 in/hr = Brazos County Rainfall - TxDOT. I DF Area 'C' Hyd. No. 4 —100 Year Peak discharge Time to peak Hyd. volume Runoff coeff. Tc by User Asc/Rec limb fact = 0.645 cfs = 10 min = 387 cult = 0.35 = 10.00 min = 1/1 31 Tuesday, Jan 17, 2012 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 2 4 6 8 10 12 14 16 18 20 Time (min) Return Period Intensity Values (in/hr) 1 -yr 2-yr 3 -yr 5-yr 10-yr 25-yr 50 -yr 100 -yr SCS 24 -hour 0.00 4.50 0.00 (Yrs) 6 min 10 16 20 25 30 35 40 45 60 56 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 8.21 6.39 5.28 4.53 3119 3.57 3.24 2.97 2.75 2.56 2.40 2.26 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 9.85 7.89 6.38 5.48 4.83 4.33 3.93 3.61 3.34 3.12 2.92 2.75 10 10.98 8.63 7.19 6.21 5.49 4.94 4.50 4.14 3.84 3.59 3.37 3.18 25 12.51 9.86 8.23 7.12 6.30 5.67 5.18 4.77 4.43 4.14 3.89 3.68 50 14.10 11.15 9.33 8.08 7.16 8.46 5.90 5.44 5.05 4.73 4.45 4.20 100 14.17 11.24 9.43 8.18 7.27 6.56 6.00 5.54 5.15 4.82 4.54 4.30 Storm Distribution Rainfall Precipitation Table (in) 1 -yr 2-yr 3 -yr 5-yr 10-yr 25-yr 50 -yr 100 -yr SCS 24 -hour 0.00 4.50 0.00 6.20 7.40 8.40 9.80 11.00 SCS 6-Hr 0.00 3.33 0.00 0.00 0.00 0.00 0.00 7.90 Huff -1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff -2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff -3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff -4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff -Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Return Period Intensity-Duration- Frequency Equation Coefficients (FHA) B 0 E (N/A) o 2or22222 0.0000 0.0000 - -- 8.5000 0.7950 -- 0.0000 0.0000 - -- 5 8.5000 0.7850 10 8.5000 0.7630 - - -- 25 8.5000 0.7540 - -- 50 8.5000 0.7450 - -- 100 8.5000 0.7350 - -- Hydraflow Rainfall Report Hydraflow aphs by Intelisolve v9.22 Tuesday, Jan 17, 2012 File name: Brazos County Rainfall - TxDOT.IDF Intensity = B / (Tc + D)AE Tc = time in minutes. Values may exceed 60. Precip. file name: Brazos County Rainfall. 32