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HomeMy WebLinkAboutDrainage Studyr Drainage Study FOR CREEK MEADOWS SUBDIVISION Section 3, Phase One College Station Brazos County, Texas December 7, 2011 =S�P�E OF TE�'gt II NA 1 ,� h It Prepared For: Creek Meadow Partners, L.P. c/o Oldham Goodwin Group, LLC 2800 South Texas Avenue, Suite 401 Bryan, TX 77802 Prepared BY: RME Consulting Engineers Texas Firm Registration No. F-4695 P.O. Box 9253 College Station, TX 77845 Drainage Study CREEK MEADOWS SUBIDIVISION Section 3, Phase One College Station Brazos County, Texas TABLE OF CONTENTS: PAGE 1.0 General Information......................................................................................................................................I 1.1 Scope of Report....................................................................................................................................... 1 1.2 Site and General Location....................................................................................................................... 1 1.3 Description of Existing Conditions and Drainage Patterns..................................................................... 2 1.4 FEMA Information.................................................................................................................................. 3 2.0 Watersheds & Drainage Areas...................................................................................................................... 3 2.1 Detention Facility Watershed.................................................................................................................. 3 2.2 Sub -Drainage Basins for Storm Sewer Collection System...................................................................... 3 3.0 Hydrologic Modeling.....................................................................................................................................4 3.1 Rational Formula and Methodology........................................................................................................ 4 3.2 Stormwater Runoff Quantities................................................................................................................. 5 4.0 Storm Drainage System ...... 4.1 Street Drainage ............. 4.2 Storm Drain Inlets ........ 4.3 Storm Drain Conduits... 5.0 Certification ........................................... 5 ............................................ 5 ............................................ 7 ............................................ 8 11 202-0438 Drainage Report-S3P1 Page - i LIST OF TABLES: PAGE Section 4.0 — Storm Drainage Svstem Table#1: Street Drainage Summary...................................................................................................................... 6 Table#2: Curb Inlet Summary............................................................................................................................... 7 Table#3: Storm Drainage Summary .................................................................................................................... 10 202-0438 Drainage Report-S3P1 Page - ii ATTACHMENTS: Section 1.0 — General Information Preliminary Plat Final Plat Vicinity Map Section 2.0 — Watersheds & Drainage Areas Storm System "E" — Drainage Area Map Section 4.0 — Storm Drainage System Winstorm — Hydraulic Computations ST-0I thru ST-02: Street & Drainage Plan/Profile 202-0438 Drainage Report-S3P1 Page - iii Drainage Study CREEK MEADOWS SUBIDWISION Section 3, Phase 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 Creek Meadows Subdivision - Section 3, Phase One. This development will consist of 24 urban residential lots. This drainage study's scope also comments on the existing detention facilities, currently constructed and designed/reported, for this phase of development and is wholly contained in Section 1B of the original development of the Creek Meadows Subdivision. In addition, this drainage report outlines the internal storm drainage system improvements design and analysis for the subject development. 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 master planned development, Creek Meadows subdivision, consists of 293.222 acres of land consisting of three tracts (20.179 acre tract, 176.043 acre tract, and a 96.00 acre tract). Section 3, Phase One will consist of 5.934 acres, located within the southwestern corner of the 176.043 acre tract, and will consist of the platting of twenty-four (24) residential lots with the construction of their associated improvements of paving, drainage, and utilities. A future commercial development, located in Section 1B, Phase One (Lot 1, Block One), is proposed upstream of this development and is included in this drainage study. The proposed and future surrounding developments and phases are depicted on the Preliminary Plat which is provided in the "Attachment — Section 1.0" portion of this report. Also, the Final Pi,_ of Creek Meadows — Section 3, Phase One is provided in the same location of this report. The parent 176.043 acre tract is bordered by Greens Prairie Trail to the East, Royder Road to the South and Southwest, and Greens Prairie Road West to the West. Developments adjacent to the parent tract, all of which are rural residential, consist of Royder Ridge to the South, Woodlake to the East, and Wellborn Oaks to the Northeast. Access to the subdivision will be accomplished by Royder Road, Greens Prairie Trail and Greens Prairie Trail West. The subject development, Creek Meadows Subdivision — Section 3, Phase One, is adjacent and immediately south of the platted Section 1B, Phase } 4 and immediately west of the platted Section 1B, Phase 1. 202-0438 Drainage Report -WI Page - I Creek Meadows — Section 3, Phase One Drainage Study RME Consulting Engineers December 7, 2011 ' A Vicinity Man, 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 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 176.043-acre tract, which contains the proposed development of Creek Meadows Subdivision — Section 3, Phase One, is primarily an unimproved area with moderately well sloping (approximately 1.0%) undeveloped site with natural drainage systems that convey runoff to either an existing drainage storm sewer system, which is part of the Creek Meadows Subdivision, or an unnamed tributary of Peach Creek. Existing land - cover general consists of open grassy areas with some thick brush, weeds, and trees. Elevations range on the site from approximately 301' Mean Sea Level (MSL) to approximately 306' 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 C and D soils. These soils generally consist of clays or silty clay/sand mixtures with low absorption rates. Pre -development runoff, from the 176.043 parent tract, flowed through a series of existing stock ponds and then into a well-defined creek that develops along the southern property line of the subject parent tract. This unnamed tributary is well defined and pristine in nature downstream of these existing stock ponds. At current or post -development conditions, runoff is conveyed by means of overland flow or by systems of underground storm drainage that discharges runoff into Pond 1. Pond 1 is a retention/detention pond with a normal pool elevation of 308.00' and a maximum berm or ponding elevation of 312.50'. Runoff is then routed through Pond 1, via a trapezoidal shaped weir, and into Pond 2. Pond 2 is "dry" pond with a bottom elevation of 303.00' and a maximum berm or ponding elevation of 309.34'. Runoff routed through Pond 2 is then discharged through a double barrel box culvert and into Pond 3. Pond 3 is a retention/detention pond with a normal pool elevation of 302.00' and a maximum berm or ponding elevation of 306.64'. Runoff routed through Pond 3 is then discharged through a double barrel box culvert and into Pond 4. Pond 4 is "dry" pond with a bottom elevation of 295.50' and a maximum berm or ponding elevation of 301.00'. Runoff routed through Pond 4 is then discharged through a trapezoidal weir and into the unnamed tributary of Peach Creek. A more descriptive analysis and explanation of these tiered detention facility networks is provided in Section 6 of the original Drainage Study (prepared by RME on March 8, 2007). Section 3, Phase One is downstream of these four (4) detention pond system and is in the "undetained" portion of the watershed. However, detention for new impervious cover, within this development, was accounted for in this original study and design. Therefore, no additional detention will be required for this phase. 202-0438 Drainage Report-S3P1 Page-2 Creek Meadows — Section 3, Phase One Drainage Study RME Consulting Engineers December 7, 2011 1.4 FEMA Information: The entire master planned Creek Meadow Subdivision does not lie within mapped 100- year floodplain as graphically depicted by the Federal Emergency Management Agency (FEMA) — Flood Insurance Rate Map (FIRM) Community/Panel number 480083 0205D, with an effective date of February 9, 2000. However, with the original Drainage Study for Creek Meadows — Section lA & 1B (dated March 8, 2007), RME performed a hydraulic analysis of the unnamed tributary between Royder Road and upstream to the called Pond 4 of Creek Meadows. The resulting proposed 100-year floodplain is illustrated in plan view on the Preliminary Plat and as stated before is contained in the "Attachment — Section 1.0" portion of the report. However, Section 3, Phase One does not contain any resulting 100-year floodplain. 2.0 WATERSHEDS & DRAINAGE AREAS 2.1 Detention Facility Watershed: As previously discussed, the Creek Meadow Subdivision and subject development (Section 3, Phase One) is located in a watershed of an unnamed tributary that drains into the Peach Creek Drainage Basin. This Drainage Report will not include the hydrologic/hydraulic modeling of detention facilities and floodplain evaluation. Detailed analysis and reports of these detention facilities can be examined in the original Drainage Study (prepared by RME on March 8, 2007) for Section 1B. However, considerations for detention storage and development requirements were provided for with this development in the subdivision's detention facilities. 2.2 Sub -drainage Basins for Storm Sewer Collection System: For analysis of the internal storm drainage system, the Storm Sewer Drainage System "E" (as identified in the original study) was further broken into smaller sub -drainage areas so that individual curb inlets, grate inlets, and conveyance elements could properly be designed and analyzed. The Storm System "E" — Drainage Area Mao, illustrates these sub -drainage areas, and is located in the "Attachment — Section 2.0" portion of this Drainage Study. The sub -drainage areas, per system, are briefly described below. Please note that when sub -drainage areas abutted or received runoff from future phases the hydrologic model reflected the worse -case scenario for that receiving node. Dependent upon location dictated whether existing drainage conditions were modeled or future development conditions were modeled. This is due to the fact that at future development conditions some receiving system's node areas will be significantly decreased. • System E — Drainage system for portion of Creek Meadow Blvd. North located in Section 113, Phase One, Silver Brook Court, located in Section 1B, Phase Four, and all phases of Section Three; • Lot 1, Block One of Section 113, Phase One — Additional on -site detention maybe necessary for development on this lot. 202-0438 Drainage Report-S3P1 Page - 3 Creek Meadows — Section 3, Phase One Drainage Study 3.0 HYDROLOGIC MODELING RME Consulting Engineers December 7.2011 3.1 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 geometrics, surface conditions, and rainfall intensities. The Rational Method will be employed to determine these 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); RUNOFF COEFFICIENT (Q: 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. Calculations for these weighted runoff coefficients are included in the "Attachment — Section 4" section of this Drainage Study. TIME OF CONCENTRATION "T�": The Time -of -Concentration (T j for each sub -drainage basin 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 remote point in a watershed to the point of analysis. The T. is the summation of the flow time for 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. Calculations for these Tc's are included in the relative Section contained with the "Attachment — Section 4" section of this Drainage Study. The minimum T. used for any drainage area will 10.0 minutes. Overland Sheet Flow, T = 10.007 (nL)°'s] _ [P;rn stl l where, T = travel time (hours); 202-0438 Drainage Report-S3P1 Page-4 Creek Meadows — Section 3, Phase One Drainage Study RME Consulting Engineers December 7, 2011 n = Manning's roughness coefficient — This represents the flow -ability of runoff across and surface and is a dimensionless coefficient. These coefficients are obtained from Table C-5 of the USDG; P; = ia'-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, T = D _ (60V) where, T = 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; RAINFALL INTENSITY (I): Rainfall intensities (1) 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 (IDF) curves or from intensity equations which are provided in the TxDOT Hydraulic Manual. 3.2 Stormwater Runoff Quantities: Stormwater runoff quantities were calculated, using the Rational Method, with the assistance of the Hydrologic/Hydraulic stormwater modeling program WINSTORM, produced by TxDOT. These runoff conditions are at post -development conditions and their supporting data are contained the "Attachment — Section 4" of this Drainage Report. 4.0 STORM DRAINAGE SYSTEM The "system criteria" listed below in the follow sub -sections are only the main highlights of the CoCS — USDG. The proposed development and drainage improvements are designed and analyzed in full accordance with the criteria outlined in this manual. 4.1 Street Drainage SYSTEM CRITERIA: 1. The maximum velocity of street flow shall not exceed 10 fps. At "T" street intersection the flow velocity will be checked on the stem of the "T". The minimum velocity shall be maintained by keeping a gutter slope of 0.60% or greater; 2. The depth of flow shall be limited to the top of the curb for the design flow (10-year rainfall event) and shall be contained within the right-of-way during the 100-year rainfall event: a. Local Streets — The design storm in local streets shall be limited to the top of crown or the top of curb, whichever is less; b. Collector Streets — Design storm flow in collector streets shall be limited so that one 12-foot wide area at the center of the street will remain clear of water; 202-0438 Drainage Report-S3P1 Page-5 Creek Meadows - Section 3, Phase One Drainage Study RME Consulting Engineers December 7, 2011 3. Curb inlets shall be placed in a manner to ensure that the design storm flows are intercepted along street legs in advance of the curb returns. For intersection types of Collector to Local the curb inlets shall be placed along the local legs. For intersection types of Local to Local it is preferred that the curb inlets be located along two legs. METHODOLGY & CONCLUSIONS: The hydraulic analysis, for street drainage with straight crowns, and corresponding results were determined by using the following equation for triangular channels. Corresponding flows for the studied locations were extracted from the WINSTORM hydraulic program, for stonmwater 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 4.0" portion of the report). Flow Depth, Y = (Qn / [(0.56z*S°')]}"8 where, Y = depth of flow (ft); Q = gutter discharge (cubic feet per second); z = reciprocal of the crown slope (ft/ft); S = street or gutter slope (ft/ft); n = Manning's roughness coefficient (typically 0.012); Flow Velocity, V = [(1.49=n) * (R2n * Sl2)] where, V = velocity of flow (fps); R = hydraulic radius (cross -sectional area/wetted perimeter); S = street or gutter slope (ft/ft); n = Manning's roughness coefficient (typically 0.012); Street drainage depths, for the both the design storm and 100-year rainfall event, are summarized below in Table #1- "Street Drainage Summary". TABLE M STREET DRAINAGE SUMMARY 0- R 100-YR 10-YR 100-YR Gutter Flow Flow 10-YR 100-YR Runoff Runoff Slope Depth Depth Velocity Velocity Location cfs) (c£s) (ft/ft ft ft s s Wood Brook Ln. -C.1."El1" 3.144 4.250 0.0075 0.24 0.27 2.03 2.19 Wood Brook Ln. - Cl. "E10" 1.922 2.606 0.0075 0.20 0.23 1.80 1.94 Wood Brook Ln. - C.I. "E9" 2.347 3.182 0.0175 0.19 0.21 2.59 2.80 Long Brook Ct. - C.I. "EIO" 5.767 7.819 0.006 0.32 0.36 2.17 2.35 Lang Brook Ct. • C.I. "E9" 7.040 9.545 0.009 0.32 0.36 2.66 2.87 Street Drainage Notes: 1. Design calculations are with a n=0.018 and z=33.3 (cross -slope of 3.00%); 2. Runoff rates illustrated are from the Winstorm program. These Q's are the total runoff values being conveyed in the gutter immediately upstream of the identified inlet. For curb inlets at grade, the total runoff is input in lieu of that inlet's intercept capacity; 202-0438 Drainage Report-S3PI Page-6 Creek Meadows — Section 3, Phase One Drainage Study RME Consulting Engineers December 7, 2011 3. The maximum allowable depth, during the design storm, for all streets is 0.421; 4. Drainage Area "E9" & "1310" are split by 25% of flow along Wood Brook Lane & 75% of flow along Long Brook Ct. 4.2 Storm Drain Inlets SYSTEM CRITERIA: 1. All curb inlets within this project are specified as recessed curb inlets with gutter depressions. Curb inlets that are located on streets with less than a 1% longitudinal slope shall be analyzed as curb inlets at sumps; 2. At any developments scenario and analyzed rainfall event, up to the 100-year frequency, the ponding depth at the inlet shall not exceed 24' ; METHODOLGY & CONCLUSIONS: The hydraulic analysis, for curb inlet sizing, and corresponding results were determined by using the following equation from the USDG, Table C-8 of Appendix C. Corresponding flows for the studied locations were extracted from the WINSTORM hydraulic program, for stonmwater 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 4.0" portion of the report). Required Curb Length (on grade), L = Kc Q0'42Sa'3(1 + (nSe))0'6 where, Se = Sx + (E,a-W) L = calculated curb length requirement (ft); Se = Substitution for S. which is the cross slope of the road (ft/ft); Kc = 0.6 (coefficient); S = street or gutter slope (fl/ft); a = gutter depression depth (ft); W = width of gutter depression (ft); Eo = ratio of frontal flow to total gutter flow (estimated at 0.50); Required Curb Length (at sag), L = Q / (3.0*y"5) where, L = calculated curb length requirement (ft); Q = gutter discharge (cubic feet per second); y = total depth of water or head on the inlet (ft); Curb inlet sizing, for the both the design storm and 100-year rainfall event, are summarized below in Table #2 — "Curb Inlet Summary". 202-0438 Drainage Report-S3PI Page -7 Creek Meadows — Section 3, Phase One Drainage Study RME Consulting Engineers December 7, 2011 TABLE #2 CURB INLET SUMMARY 10-YR 100-YR 10-YR 100-YR Gutter Required Required Provided Curb Inlet Runoff Runoff Slope Length Length Length Location - Curb Intel I.D. Type (cfs) (cfs) (11/11 ft ft ft Wood Brook Ln. - C.I. "El I" Sag 3.144 4.250 0.0075 3.29 4.45 5 Long Brook Ct. - C.I. "E 10" Sag 7.689 10.425 0.0075 8.05 10.92 10 Long Brook Ct. - C.1. "E-9" Sag 9.386 12.726 0.0075 9.83 13.33 ] 0 Curb Inlet Notes: 1. Design calculations are with a standard gutter depression depth (a) of 0.33' and standard depression width (W) of 2'; 2. Design calculations are with a n=0.018 and a standard cross -sectional slope of 3.0% (0.03 ft/ft); 3. Curb inlets analyzed at sags will utilize the depth (y) of 6" unless otherwise noted; 4. Curb inlets at grade were allowed to be undersized so long as the downstream gutter section and ultimate receiving sag inlet could accommodate conveyed flows; 4.3 Storm Drain Conduits SYSTEM CRITERIA: 1. Storm drainage systems are designed to convey the design storm and analyzed during the 100-year rainfall event. An gravity over -flow route, contained within the right-of- way or public drainage easement, 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 holes 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 18" sized pipes were input as 1.30' diameter pipe and 24" sized pipes were inputted as a 1.73' diameter pipe; 6. Conveyance elements were sized so that the design storm's hydraulic grade line would equal to or less than 12" below the respective curb inlet curb elevation; 7. Free -open area of all grate inlets were reduced by 25% to compensate for cloggage; TAILWATER CONSIDERATIONS: Tailwater for the storm drainage system was set at a free -discharge condition equal to the outlet pipe soffit elevation unless the downstream receiving system's tailwater surcharged the pipe. In this case, since the size ratio of the primary system (drainage area of upstream Detention Ponds 1-4 at ultimate development conditions) and Storm Sewer System "E" are less than a ratio of 10:1, the design storm and analyzed storm were set to that of the equal water surface elevation of the unnamed tributary immediately downstream of Pond 4. Therefore the design storm, 10-year event, had a TW=298.22', and the analyzed storm, 100-year event, had a TW=298.80' for both systems. 202-0438 Drainage Report-S3P1 Page-8 Creek Meadows — Section 3, Phase One Drainage Study RME Consulting Engineers December 7, 2011 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 4.0" portion of the report). Also, for graphical illustration purposes the hydraulic grade line (HGL), for the 10-year and 100- year, are identified on ST-01 thru ST-02 Street & Drainage Plan/Profil, of the construction drawings (see "Attachment — Section 4.0" portion of the report). Storm drain conveyance elements and system, for the design storm (10-year rainfall event) and analyzed storm (100-year rainfall event), are summarized below in Table #3 — "Storm Drainage Summary". As illustrated the HGL of this system is contained within the storm sewer pipe completely during both studied rainfall events (with exception noted on Comment #5 — Table #3). 202-0438 Drainage Report-S3P1 Page - 9 Creek Meadows -Section 3, Phase One Drainage Study RME Consulting Engineers December 7, 2011 TABLE #3 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 cfs (ft) Elev. (ft) (ft) SYSTEM "E" - 10 YR RAINFALL E-1 E-2 24 5.31 17.46 7.44 305.08 307.36 -2.28 E-2 E-3 24 5.62 17.46 9.00 304.83 307.61 -2.78 E-3 E-4 24 4.64 21.90 10.90 304.37 307.61 -3.24 E-4 E-5 24 6.35 17.76 16.05 301.57 304.28 -2.71 E-5 E-6 36 5.97 51.02 18.29 300.13 304.28 -4.15 E-6 J-1 36 2.86 81.61 20.18 299.85 304.00 -4.15 J-1 J-2 48 4.31 98.29 54.18 299.41 303.08 -3.67 J-2 E-12 48 4.31 95.65 54.18 299.13 302.49 -3.36 E-12 E-13 48 5.85 98.38 73.46 299.00 302.08 -3.08 E-13 O-lE 48 6.02 96.75 75.68 298.36 299.82 -1.46 E-7 E-8 36 6.24 47.45 17.68 303.89 306.93 -3.04 E-8 J-3 30 6.54 39.03 20.12 302.47 306.93 -4.46 J-3 E-9 30 4.10 36.69 20.12 300.65 303.50 -2.85 E-10 E-9 24 3.27 13.34 7.69 300.16 301.48 -1.32 E-9 J-4 30 6.66 24.11 32.69 300.07 301.48 -1.41 E-11 J-4 24 1.34 11.64 3.14 299.54 301.85 -2.31 J-4 J-1 36 4.90 45.71 34.65 299.50 302.75 -3.25 SYSTEM "E" - 100 YR RAINFALL E-1 E-2 24 5.52 17.46 10.15 305.26 307.36 -2.10 E-2 E-3 24 6.04 17.46 12.28 305.04 307.61 -2.57 E-3 E-4 24 4.83 21.90 14.88 304.58 307.61 -3.03 E-4 E-5 24 6.99 17.76 21.95 302.07 304.28 -2.21 E-5 E-6 36 3.68 51.02 25.02 301.29 304.28 -2.99 E-6 J-1 36 3.91 81.61 27.62 301.26 304.00 -2.74 J-1 J-2 48 5.91 98.29 74.24 301.03 303.08 -2.05 J-2 E-12 48 5.91 95.65 74.24 300.52 302.49 -1.97 E-12 E-13 48 8.02 98.38 100.80 300.27 302.08 -1.81 E-13 O-lE 48 8.27 96.75 103.91 299.07 299.82 -0.75 E-7 E-8 36 4.31 47.45 24.13 304.42 306.93 -2.51 E-8 J-3 30 5.60 39.03 27.47 304.42 306.93 -2.51 J-3 E-9 30 5.60 36.69 27.47 303.41 303.50 -0.09 E-10 E-9 24 4.44 13.34 10.43 302.47 301.48 0.99 E-9 J-4 30 9.11 24.11 44.73 302.32 301.48 0.84 E-11 J-4 24 1.81 11.64 4.25 301.31 301.85 -0.54 J-4 J-1 36 6.72 45.71 47.48 301.25 302.75 -1.50 Storm Drainage System Notes: 1. All storm sewer system outfalls are specified with velocity dissipaters at the headwall; 2. Junction Boxes identified as E12 & E13 shall be further divided into other sub -drainage areas with the development of Section 3, Phase Two & Three; 3. Pipe I 1 is existing and oversized. Due to pipe sizes decreasing run matching soffits; 4. Pipe 15 & 16 do not match pipe soffits with the existing Pipe 17 due to grading constraints; 5. The allowable ponding depth at Curb Inlets E-10 & E9, within the right-of-way of Long Brook Ct., is -1.50' which is greater than the 100-year pending depth required (0.99'); 202-0438 Drainage Report-S3P1 Page -10 Creek Meadows — Section 3, Phase One Drainage Study 5.0 CERTIFICATION RME Consulting Engineers December 7.2011 "This report for the drainage design of Creek Meadows — Section 3, Phase 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 improvements have been issued." Rabon Metcalf, P.E. State of Texas P.E. No. 88583 Texas Firm Registration No. F-4695 202-0438 Drainage Report-S3P1 Page - II Section 1.0 GENERAL INFORMATION ---------------------------------------- SHEET 2 OF 4 SECTION 1 % 1 (PH 1B) i S (PHI A) n � 1 E( 0 A I I E 0 ( H 1 1 - - 1 � SECTION � 1 H 4) EAl 1 S E(, N A ' SECTION ' 'SHEET 2 (P SECTION 4 I I SHEET 3 F ( . 1 2 i N 4 S H A)4 (PH S`. 1 1 � � / S PH 1 S � 1 SECTION 1B , ,\ ' ( (PH 1) / 1 1 EC ,1 SECTION (PH 18) 1 \ 1 / \ 1 �p \ \ 1�,� SE( HO1)1B SECTION 7 (PH 1) �g 7H041B 20 i\ \ •�- 10 U S __ 3 OF 4 - - '� E _ OF 4 W X TION 3 (PH 1) R SE (P \ SECTION 3 \, 9� \, ECH02) SECT 1 (PH 2) ON 8 0 SE I•\SECTION (P •\• IT �e 1 \ PH 1) \ .\ Ktl u 8 u ---------------- SHEET_4_OF_4.............. __ 1 1 1 1 71 1 1 } 1 i 1 1 1. (OAT. I. /DR.e.Gi,) DENoss amaAL/oEEO REcoxos OF BRAZED COUNTY, Mx6s, 2 MIS FACT DOES NOT BE WMIN ME FLOW PORN AS GRAPHICALLY DEPICTED OR F,,= FIRM W CWNUNItt PµfL No. {6041C OZOW, NLY 2, IP52 µD PµEt ryp 4R041C OZOW, RBiUARY B2WD. W v a MAE, (L PEBBIUL, NORM MIENTAIIW IS BASED ON BAD NORM AS ESTAWSHED FROM GPS WSIAVATON. 4. ALL PROPERTY OWNERS ME Md1UMMM BY I' TRW RW2 UNLESS DMEMAU NOTED. 8. RIGHT-OF-WAY OEMCATW M' ROl➢ER ROAD CONSIST OF 1.617 ACREB AN NUNS PRAIRIE RMO MSTOF 0.675 ACRES. ALL OTHER LOCAL MD COLLECTOR STREET DEDICATOR WI CQVMSI OF 61.30 ACRES IN roT B. ME TWOORAPHIC NO EASING DATA VON WAS SURVEWD AND PRONGED BY VMNOY x ASSOCIATES. NC., UNDER 111E DIRECTED OF MR. RAY L. VMNOY, RFLS ION, ME BOUNDARY DATA MEAN WAS SURVEYED µ0 PRONDEO BY NEAR SUMMAND. UNDER ME DANISH W MR. BRAD KERR, ARTS 4502. ). ME ""NO USE OF MIS TRACT IS VACANT/AWICU IURAL ESCEPT FDA SECTOR U. PHASES 1-2. SECTION 1% PHASES 1-4, MOOTED 4, PHAN 1 AND SECTOR 5, PHASE 1 MATCH ME Wµ1 RRLY DEVELOPED ME MULTI-FAMLY MO SINGLE FAMILY RESIDENTIAL, RESPECTFULLY. ME PROPOSED USES ME COMMERCIAL. WEN SPACE• MULTI-FANSY MO BIBLE FAMILY RESIDENTIAL IN COMPLIANCE AM ME APPROVED MASTER MAN. 0. ALL UTILITY EASEMENTS MUST BE CLEARED CF ALL. MUM NO TREES. POL11ND NO LANDSCAPING W PERMANENT STRUCTURES CUMIN ME UnUTY EASEMENT ALL BE ALLOWS. B. FINAL PLATS FDA SECTOR IA, PHASES 1-2 MO SECTOR 18, PHASES 1-4 (AREAS PATCHED) ME FIRED (VOLUME 8028. PAW 250) WON TO ME PREPARATION OF MIS REVISED PRWMINARY PLAT. 10. ME EMSTN0 UNDERGROUND 'ENERGY TRANSFER' OAS UK IS NO LONGER MORW AND IN SERVICE. ME APPARENT 60' WDE EASEMENT ALL BE MAINTAINED PRIM TO BUNB OF SUBSEWµT FINAL PLATS WHICH ME AryFCTEO BY IRIS EASEMENT, y11. UNLESS OTHERWISE NOTED FRAUD UTILITY EASEMENTS LOCATED MJACMT TO ME SMUT RIGHT-OF-WAY ME 15' WOE AND REAR PUBLIC URUTY EMEMMTS ARE 26 WE CONFINED ON ME COMMON REM PROPERTY UNE W BROLLY=AINED W ARGLE ROW PROPERTIES Q 12 VARIATIONS IN ME DUMBY APPROAM PUUMINART PUT (DECMBER 10. 2007) ME SUMMARIZED AS PDLOWR O A REDUCING ME DENSITY W LOTS IN SECTOR 5. PHASES 1-3. ZB. RE-PHASNG W SECTION 4, PHASE 2 TO BE SECTOR 4, PHASES 2A. 2B, MO 2C. C. RE -PHASING OF SECTION 1C TO INCLUDE PHASES 1-5. z D. RE-PHA9N0 W SECTOR IC. RNA% WE INTO RNA% IA AND UP, O 13. MOM CAME MEANING TO MIS DOCUMENT AS COMPARED 70 ME WEST AWROWD PRELABNARY PLAT (NOKMBER 6, `IONS) INCLUDE ME DIE-PXAyNO W YCTpY IA. PHASE PHASE 4A ANO a AND M SECTION 4, PHASE 3 INTO PHASE JA ARYL MR. 14. BLWK IENGMS ME ILLUSTRATED ALWC ME CENTERUNE W ME PROPOSED SMUT AS BRONCO W ME INDEX SHEET. 15, ME MASS UNDERGROUND 'ENMOY TRANSFER' GAS UNE IS NO LONGER ACTIVE AND IN 9E9NCE. NO WEASEMENT WAS W RECORD. B. CO N W AREAS ME NOT BRIBABLE FOR RESIDENTS. PURPOSES. 3 1]. ONENBONS S40NN INTERIM TO ME LOT. ALONG CURVES, ME ARC LENCMS 16, ME IT WW PRIVATE ACCESS EASEMENT (P.A.E.) MOM ACROSS LOTS 1-4, BLOCK WE, SECTOR IC, PHASE IA ANDIB 19 SHOW IN AN APPROMMATE WAY CALM ME EXACT SIZE, LOCATION, ORIENTATION MI WIDTH SHALL BE DETERMINED DURING ME RNA. PUTTING OF MIS SECTOR, 19. ME INSTALURW OF STREET UWIS WILL BE REWIRED AND INSTALLED IN ACCORDANCE WM SECTOR 0-T CE ME COOS SUBDINBOR RECUUTNS, ASSOCU dl IHI HMEOKNEVS I. BUILDING SETBACKS ME ESIMUSHED IN ME POD ZONING APPROWD ON .UNE 12, ION. AND ME COYINRATS. CWDMONS, AND RESTRICTWS OF ME SUBONSIW. THEY ME GENERALLY M FOULING: sunS_r4mLv MNr 2W Pn'BMII STREET SIDE IF IV AIDE 5' REM 20' 0' 2. ALL COMMON AREAS ME ONO ARM MAINTAINED BY ME H.O.A FUME COMMON AREAS ME WHOLLY T1 ENCUMBERED BY A PUBLIC UTILITY EASEMENT OR PRIVATE EASEMENT M INDICATES IN ME MUM AREA, TATEE. I H.O.A. EASEMENT ACWTES ANSI INFRASTRUCTURE WILL BE RIEETENCED IN ME COMNµT% COIOmWS, AND RESTRICTWS OF ME SUBON4W. AND DETENWN FAWMI CONNED ANUS (WHICH INCLUDE ROADWAY BURNS), PEDESTRIAN ACCESS WAYS, AND PARK UWTNO WLL BE ME CREµ MEADOW HAAL B. ME ALLEYS ME OEDCAM IN COMMON AREAS MO SHALL BE PRIVATELY MAINTAINED BY ME HOA. 8. ILLUMINATION CP ALL STREET UWIS AND PARK UGHTS MARL SE ME PULL RESPONSIBILITY OF ME CREST MEADOW HA A WCONSTRUCT. STANDARDS i NOTES. I. -.AM SPECIAL UTUTY DISTRICT ALL PROVED WATAA RE SERVICE FEW MIS SUEST NN. ALL NEW WAMUNES WLL BE DESIGNED MO CONSTRUCTED TO ME LATEST B/CB UNIED OEVELWNENT COR IINE& STANDARDS AND SPECIFICATIONS. THESE WATUALKS ALL BE LOCATED IN ME IV PROM UTILITY EASEMENT AT ME MOST N ME RESIDENTIAL WM. THESE WATFAINES WLL PRONOE ME RUBBED FLOW 70 FIRE HYDRANTS E0 MEET FIRE PROT:CTN REQUIREMENTS. A WATER RADII STUDY WLL BE PRDNDED Q BUSMAMG SUCH. 2 ME PROPOSED STREETS WLL BE CONSTRUCTED TO M URBAN MOM WAR CNCRETE CURB AND BUFFER. O ME STWMWATIA RUNOFF IN ME STREBM WLL BE CWMREO AND WNLEYED BY A STORM SEMA SYSTEM AND DISCHARGED INTO EXISTING W PROPOSED DRAINAGE SYSTEMS DETNTN FACILITIES WLL BE CONSTRUCTED TO O MITI ME PEAR RUNOFF DISCHARGE TO PPE-WKEroMMT RATES ME SMUT AND DRAINAGE SYSTEM WLL RE OEMENED TO ME LATEST R/CS UNIFIED DEVELNMENT GUIDELINES, STANDARDS, AND SPECIFICATIONS. ALL MD ORAIMAOE IMPROVEMENTS ALL RE NSPECTEO MD MAINTAINED BY THE Ott OF COLLEGE 3 STATOR. a SANITARY KKR SERVILE FDA THIS SUBDIVISION WLL BE BY MEMB W A NANtt COLLECTOR SYSTEM DESIGNED IN ACCMOMCE AM ME LATEST B/CS UNITED DEVELOPMENT OAIFLINES, STANDMOS AW SPED ICATNS MIS WARTY COIECTN SYSTEM WILL ULTIMATELY DISCHARGE NO A REGIONAL L'FT STAIN MAT ALL PUMP WASTEWATER TO M EXISTING GRAVITY SNIITMY SEXES SYSTEM LOCATED WTIN ME CARTE GATE SUSNNBN. ALL SANITARY SEND CONSTRUCTOR WILL BE INSPECTED MO MAINTAINED BY THE CITY W COLLEGE STAMM. A MECTMCAL SEANCE FOR MIS WNINSKKI WLL BE PRONGED BY BRYAN TEXAS UTILITIES DUMB). ME 0.ECTRICUL DISTRIBUTOR SYSTEM ALL BE LOCATED N ME IV PUBLIC UTUTY EASEMENT LOCATED AT ME MONT CP ME WTB AND IN ICI WBUO UTILITY FASMMIS M REQUESTED BY SM. 5, WATER, SANITARY SENEA. AND STORM SCREW ALIGNMENTS SHOW ME FOR REINGETWE ONLY. A MASTER HYDRAULIC MALYBIS FOR UCH SYSTEM. WLL BE PROVIDED AT ME FINAL PUTTING STAGE MAY ALL DETERMINE LINE SIZE. 0. ILLUSTRATED SIDEWALKS ME 4• WOE AND LOCATED 4' OFF ME BAN OF WAR. 7. STREETS TERMINATING AT A FUTURE PHASE SHALL BE CONSTRUCTED WITH A TEMPORARY CUL-DE-SAC IF ME STREET EXCEEDS IOU' IN LENGTH W EXTENDS PAST MORE MAN ONE LOT. VICINITY MAP NOT TO SCALE LED 5 7Y V IV E 80.N IB9 S A' 01 IF W 11.05 UB N MY 43' Be E 96.N 1.70 S 42' AS 37- E SON L27 N IT 27 11' E 82.00 L71 5 35' 05' IT E SIGNS US N TV SIT W W 7.10 L72 S 34. 16 29' E 69.02 @0 N IS 47 27 E 103.23 L73 5 4P 3T 2G E ITEMS LJO N 76' 16 Ir W $9.29 L74 S M• 49' JP E NO LET H IF TV 41 E 50.98 L75 5 49' Of 43 E MOO 132 N II' I4 39' E 54.54 US S 52' N• Or E 12ON L33 --TO ' So00 E 84.60 U7 5 49' 01 N E 14.03 04 N 5' 35 W E TOM LID N AT Se 17• E RT.ID N 'a' 4' A.04 U9 A 9 17.MUS LA N72r4W IO.N LBO N 4' DI 1] W 2B U U] N 71P 4C 2W E 18W L51 N BS' by tr E ULM Lae N 86. 15 J E 102.82 USE x W 50 17 E JD.W W9 S 70' 29 41 E 3231 L03 N V 01 9 W P5.20 Lb x O A 42 w 1 110.17 Leo x 4W 1] E L41 N 45' 10 42' W JBdJ W wag O2 68 W 12 N 8b' IS OS' W 9WAS W S 41' 31 04 W �1-2 LIJ N 74 II' SB' W 10.02 18] S b•W' N E L44 83. OS' 05' W CURVE TABLE BURN: .AB0. R NUS TO MIA MC (FT) CRQ90 BEARING Cl 35.00 93. 5B 2] 57.41 N W 37 12 W - 51.18 C2 HNOI O' 0 ' 2-UTMOM N IT 49' 20' E - DI W FEW M•%10 730.23 NIp'J4b E-71 JP C4 004.03 47' OF 23' 70.74 9 15. 49' PO' W - 7R2.9 W 38.00 02' O 25• 1.10 a `IX m IS' CO =00 5r JO' le• 58.91 N 00 b OS• W - 55.59 C7 MAN 22' 17 I0 527.10 S Bf• 04 51- E - 523.78' N 9.W Btl Sw Go. 13.78 N OP 31 E - 12A7 C9 7M.70 W 47 W MIS N 70. 16' JP E - M60 CIO NCO 07• OB 17 86.53 N el' 42 JO E - 86.48 BIT ImOW J2• JP 65 -N-6 -A 5 28. 20 N W - MISS 012 IWON 20' A 14 551.92 N IB' 2r W' W - OPEN' C13 FOW SIP' 44 A' 0..47 N ]P 31 03 W -SBA C14 J2aN II. 23 IF 84.59 5 d0' CIO BADE 1. 84' if 11O9B B 26' 28 19 E - 9L57 016 916.N 2]' M' 13 4%.93 5 TV02 22- W - 4NIN, W 1429.19 11. 22 951 ME S W' 2W 21- E - 28aN• P.U.E. - PUBl1C MTILOY EASEMENT W. I 91 N 1 10' 20 Go 6 ,6e I x, Be - 52. P.A.E. - PUBUC ACCESS ESMT. I-W A.E. - PRV. ACCESS ESMT. PR.D.E. - PTV. 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BOX 269 P S 1 IA J COLLEGE STATION, TEXAS 77841 1 J+A(7.5 ACRES , PHONE (979) 288-3195 m ' ' \ SHEET 3 OF 4 " PRELIMINARY PLAT 9 r_n ;I-;°:° Ri.NOT FOR RECORD z I SO,W CREEK OF d SUBDIVISION o� O 214.862 ACRES SAMUEL DAVIDSON SURVEY, A-13 L O JESSE BIEDSOE SURVEY, A-71 iv .(D ` i I p evl / COLLEGE STATION. BRA20S COUNTY. TEXAS \ SURVEYED: MAY 23, 2006 nYV' CREEK NEW" PARTNERS. LP. aurilwMR, OR 780 \\y T I t �� calAgE srA1wN, Tx nea © u t i' o O m aE4-ABa \ FAxI 67R eEana lib I uL—E: OMPP25SCVL 1'=ICO' wBN... wn. ac 14ER le. 2008 W neWsroxs: la/lo/m: WH/oN l0/20/°e; 1391 SHAMIST LANEQ7B45> mtRsms: 12/3A0 0 B POST UPFIUEBUAY25J oMWN MAJR. OD COLLEGE STATION, TEXAS 77842 CNECKED W.. RAN. EMAIL: DlviI@mensin"Ircom FBnn RDDK: N/A PACES: N/A RME CONSULTING ENGINEERS OFFICE.(979)690.0329 CLIENT 02 — 0359O. FAX-(979 690-0329 POIVAP IE AflK ]8����• 2.1 k0Etfl111W SF; / \: °] 'Y' •� ae/-1 Ws FPgLItY ,x ail_ -9 'I' � �''� , ' OO ) v/ 'r ✓\) v\O't % � � Oi /,+"%''' ^0 N $, O \ \\ ° }y` (23. 7 A ES) I 1 ter It _ \ �. 3. ✓ \ � ,8 (5.>� ACR ) �.' y IR 1 o—w" "1 B — O y� °\ 1''°� ©�/y/ yNoo- O� O \ �\ �pto •t I, Y=�� I u .© _ .y+>` \ / e \V9 �%40° � //i 5 / '\d`/y ,��� T' O , \♦ � � -- ' J � xTeti - ( I n &�� / !.+ y • 'OS \ 0 a sl+ � � O +/ // �i %O r,qR O\ \ �©. I '\\ \\ po ,,._ -�°•__ I O �I oPe toO° S 1.1; Yr r'„a \ +\ s`°;' \ :•sOay 0� / . / G0� `k \T/•�x g. \\ \I °.'dOs \ rr / r� v 'e1! L 1 'q®1•• - • n ° • /�O \ \11 '� �� / •t �\�a'' t 0 / � roIn \. \ B / P ASE NE! 'H ag \ \ // ( )/d,• O I "rsi-- 23.27 ACRES s /' tt 1 =I Ro(SEC11gYwD (8.9�' g'j•,e I \ / / .�,y�,• 2 1B B ( II o,saz Ac s,z sa FTJ I 10 \ I 1/ 1 mx. F.F..Dpp.W \ap L OT 1.371 EDICATION Lze Ac. 1 \ ✓, z \ �.. r `�\\/ qP, \ 'q \ z 'b `£ z LL a Tq RAYDER ' �. � \\O< /`��, \ �+> �x°�, � ��� � r? � • \.�0 . 12 P ASE x'r 6 I� issocElww�OEo er \O'\ \ P AD DRaxAEE 5 DY \ p 2 RES101_. 411 & YARIA E \20. 2 R.O.W.J 1 \\ \ \ e ;0�,,/ \ / ID�'pfi _q�l� 1$ \ /1 (YGL. a119, 4377, P 120, 205) 'fir• 1 O \ v ,{/ q \ r \ .es1b I 18 ,n v '\(PROPOSE080'I �. W.) Q I1 ,� � / \ O e*� ` \ \ ',TT � /. n � (� i l\ t`g1 I ©e I i' PHASE TWO O ' ♦ O / J\\ ' 1 r _SYMBOL & I INE LF Ew- -xSY BARB -PARE FENCE FORCE MAIN -�-- STORM SEWER alb- OVERHEAD ELEC. UNE I I -w- WATER LINE -sa- SEWER ONE © 0 POKER POLE M UGNT POLE GUY %RE ANCHOR M WATER VALVE WATER METER STORM SEWER CURB INLET ® ELECTRICAL TRANSFORMER I GAS METER O 0 0 MANHOLE CLE9 NOUT FIRE HYDRANT HEPHONE 0 TEL TELEPHONE PEDESTAL - - - SETBACKBUILDINGONE -^ •• PROPERTRT Y LINE PROP EASEMENT LINE P.U.E. PUBUC P.A.E.P.A E. PUBUC ACCESS EMT. ACCESS ®ASEMENT PR.O.E. PRY. DRAINAGE ET. PR. R A E PRV. ACCESS ESMT. B.S.L. BUILDING SETBACK ONE — I LOT NUMBER SHEET KEY B ACN NUMBER A COMMON AREA MATCH/COLOR LEGEND PUBUCU R.O.W. COMMON AREA - COMMON AREA - DEDICATION GREEN SPACE ALLEY (MAINTAINED (MAINTAINED BY HOA) BY HOA) �/. E o 20 �... J I»m ILL! (µI (14.12 ACRES) / BI .t°' e0 \ " O. `b ♦\ Q `bf�\,, `\ - ' .��} 1 �+, 1a J. \ \.-(y'011 • to \`.' 1 6 IIM I R 1$, Tsar 1 \ 09 • °e ♦♦. U �, � ! _ O (•_. 1 \Cr ,L7=--(.. o -- / \\ 11\\` �\\ \o O \ g (POD \\ Blz IsE d�i Is a ngg ♦\ Y tlli © II I ©. N O O\ \ Q \\.♦� :PLO. \ °e.g \ �, ysN ,\ \I�` yw p�Ii \\ I� 1 ra1� \ / , 1 ] I 144 \l QO l i ,S x ��� OA�y \*/'F ,f \ '+♦\ 'e$Oi � 2 \ .y \ '�O° 9". O R l.a`b� \ ` \\q§.i /�I I v= ,:m 1 I,I , w '-)�. ad ,,qd \ > \\ ,m \ O i /,.0.. \e. \ ♦ >� + / r" s I \� "".� ' 1 II ® ,. 11 1' w v Inur " 1 , %\•'g \ s ,* \MY� /,D a \i / /,C♦ ' SSO \ 4]R \\IIs;Y\\/',{r , 105 O 1\ \s• '// L rt e \ \� / a8O ♦ k ♦ "u. ,. ars \ aq 3,Y ')•`'�\[a\ QUO)O \ \ q/ '�6 \ / OO / \\x° °S , \ ♦ - \J @11 Fnb RE1EN 'i RW OqR O� ' Oe 9}Y y' '\Ll / O° d y\�/ r �\ \\ ♦ ;pO. ♦ ;O: `®O, 4 <--e ,.` '1 // © ItC1 7 I I �.' ,� I �n \ �© `\ '� \� ♦\0/ C ORP�$' \�\ 1\ µ w. ^ T \ 1 SURVEYED BY: KERR SURVEYING, LLC > I L.. I 1 \ \D1 \ � O,V;aS� t' \ y.k\.',�/' ;P,& a \ \ .y z\ w4' \ \ �'d' \ / /©/y\\,\•b\.\••R� tPo♦. ♦ \ ;\P$a'8 \ �;' O,D �As{/,a/ \.$''a'R /r ix 2 �lmE �/� F7 O® `♦ \ s1''yA�gAs i 1�oT C 505 CHURCH STREET. P.O. BOX 269 11 QCOLLEGE STATION, TEXAS 77841 PHONE (979) 268-3195 z PHASE ON 9v \. , , •C \ / w• 1_ 3r;, (1¢.82 ACRES) \ 1 I) � " ©/8 \gd I �, I �N 1 x SHEET 4 OF 4 o /y/ \ ♦ O I `, 'i•8 \ O 'd \ m \v \ ;sgq<a°'r/ to ♦ \ i / I 7 Q q P ASE INJ o ,��% sg \ :\; O \ ° g°�/ .I O I1( Px,v„ PAxx PRELIMINARY 3P I()6.80 ACRE) \ \p v % / l '9 O •ii\ d ,pg __I»+'-- I V'A RETzxilav Ermnar� �00 I • \ \ \ \ I➢ afi v D�I k� \ / \�\ 'R \ \ k O is I I O R cnc(u°1r P ,O ae © ' ♦♦..�`\ i'"�) < O \ v pi\ '4 ♦ p ay�� Iz. dz 1 r�_ __ __ 1 p I ' vRIvnTE PAaK ` ♦ ,'�. -5z • 'P 1 \\..\ ��\ 0 � i . x - x'-li'_ "'T ,w�Sv a '� \ bfP 1 T F '.w PnID non /'E�° \\ \\ `�( to �Rs��n' / O ♦ _O \ O \\ NOT FOR CO ,6 1) � T o B • _ PLAT Palo .s \ a. l w+, xs � � .°";;d•'J w \ �. DB I oo bo` o. N R RECORD O ,\i Oa\ 3 �\ 2 1®O / I] z/ T 1 a I ICI — !� REEK OF \ „ _ d C MEADOWS ie.,';;: �.:.i� o�;� ! °, 2,� ©; ;�� `s�I'��•I' ' ®\W i , mOx 5 I II ©OI 1 } ,\ /k'arP OB 'r.. ' f� Io •'f SUBDIVISION 21882 ACRES EL DAVIDSON UV-713 iB W — 25B3.88 JESSE STATION,BLEDBE SURVEY COUNTY, m vur, COLLEGEEYED: BMA200 COUNTY, TEXAS � I rC'a"" SURVEYED: MAY 23, 2008 - $00 rR. OooDPwx a •„ �. j��I Am,r.a w« (hs,., oh Gum INFORMT, AlOEIYAMINED Br ME 100 YEAR ROM PLAIN AS DEPICTED I I Ai rtv.n.x nr I ceFEN MEA00W8 PARN[RS, C.P. I MARY I WANOA DOSS TLMOR xo) oxaxAa:srvov ON THIS OFAKING IS BASED ON A DRAINAGE , aoi I Q ' ( P� OURI eun[s STUDY PREPARED FOR THEDO CITY OF COLLEGE «.u,a m. �W@10jl tl jyjl� @19@ �Ij@H OM� a souM'AFsf PNWr GTT ANY WA, AND IS NOT ADOPTED BY F.E.M.A. IN I L•�;f 0 0 I y� U fC\I ``]i IJ IJ 0 Ln.l MIN ca[E((D[ °))rnno: Te »ew ANY WAY. � 1 III iAii (iii) eii-Io,O ROYDER ROAD (VOL. 410, PG. 417) a ,�J}. RLBa11E:Om2pPRB BfI2E:,•=,OY / 0'• f4NMl is SUBMITTED DA]E: OCTOBER 16. 2006 /P REASONS: f f 'V//// I I J D/071 a/la/a: tO/20M PRESC (PROP VARIABLE KiDTH R.O.W. POST SOAK BOX9 Q7Ng5> REKSIO IM.44. (PROPOSED BO' R.O.W.) W POST OPPICEBOX 9253 ORAWx BO wJA. • xeo s[m °DJ 1 � DA ° J a ,a COLLEGE STATION, TEXAS 77942 CIRMED BY. RAM. LOT 15 LOT 32 LOT WA+ LOT 04 , � EMAIL: civil@.e.81"cer.com FAM 8": WA PAGE& N/A Rm6v26 a•. x6m fMw... MI I�eIIc eAae trwma. �) « qz .,el III�Y / MwAM UAMOaHE; M REHHY E. ELuO WAi"RA E. wHAIAFfl OARY•B. R YNPaA 0Ax0Y W MI I RME CONSULTING ENGINEERS (w. mex w.zr Uw-ca ) Iwz lw, x .4NN1i 1 OFFICE.(979) 690.0329 CLIENT NO. PROJECT NO. YI ,q FAX .(979) 690-0329 202 - 0359 FINAL PLAT NOTES: 1 (O/DA B, C.T.) DENOTES OfFICIALAKED RECORDS OF BRAZOS COUNTY, TEXAS, 2 MIS TRACT DUB NOT US MIWN ME FLOOD PLAIN AS GRAPHICALLY CEPICTEO ON EE.NA- FIRM COMMUNITY PANEL NO,we 4B041C MWC, MILT 2 1902 AND PANEL NO. 48041C 02051D. PLENARY 9, 20C& 3, BASIS Or SEAONO BEARING SYSTEM SHOWN HEREON IS FACED ON GRID NMN AS ESTABLISHED FROM CPS CBSERVAPN. 4. ALL PROPERTY CORNERS ARE AMOUNTED BY I/Y IRON RODS UNLESS OTHERWISE NOTED. S. PROW -Of -MAY DEDICATION OF ALL LOCAL STREET DEDICATION ALL CONVST OF 1.039 AMES IN TOTAL. 0. ALL UNITY EASEMENTS MUST BE CLEWED OF ALL SPUNAND TREES. IMPLYING NO LANDSCAPING ON PERMANENT SMUCNRES WIND ME UNITY EASEMENT WU BE ALLOWED, 7. UNLESS OTHERWISE NOTED PUBLIC UNITY ENSFACT IS LOCATED ADJACENT TO ME STREET WORT -OF -WAY ARE IS' MOE AND ' REAP PUBLIC UNITY EASEMENTS ARE 2B WE CENTERED ON ME COMMON REAR PROPERTY UNE OR ABOLY CONTANEO IN SINGLE ROW PROPERTIES. B. COMMIX! AREA V' ARE NOT BUILDABLE FOR RESDENTIAL PURPOSES. 9. DIMENSIONS SHOWN INTERIM TO ME LOT, ALO10 CURVES, BEGINNING INN 'A ARE ARC LEMONS. 10. ME INSTALLATION OF STREET MA SHILL BE REDUCED AND INSTALLED IN ACCORDANCE MIN SECOOi &2A20 OF ME CoM UNTIED DEVELOPMENT ORDINANCE. 11. PRIVATE DRAINAGE EASEMENT: ME CCHSMUCPIXN OR INSTALLATION OF ANY DRAINAGE DESTRUCTION INCLVONG. BUT NOT UNITED TO, VECETATON, S10RAGE BVILONOS. ETC... AWN ME PRIVATE DRAINAGE EASEMENT IS KNOW ED AND SYNL BE REMOVED BY ME BOA IF REWIRED. AT ME OWNER'S EXPENSE. - ME PROPERTY DINNER HILL ALLOW ME NOA ACCESS TO,, AND IF NECESSARY, MAINTENANCE W ME PPIVAM DRAINAGE EASEMENT ME PROPERTY OWNER IS RESPONSISLE FOR MAINTAINING A HEALTHY LAN! IN ME PRIVATE DRNHACE EASEMENT, N(1YF Fa'c Accry ATDV (NOAI 1. FOLLOWS SEI8ACN5 SHAL BE IN ACCORDANCE WINWINME P00 REZONING FIFA Clry ORDNANCE /.NIy9. THEY ORE GENERALLY FOLL AS OWSWS . SNOF-FdYILY MIILII-FA IlY FRONT 20 T5' SMEET SIDE IV 15' IDS REAR 20' 20' 2. ALL COMMON AREAS ANO PRIVATE ACCESS EASEMENTS ARE OWNED AND MANTNNEO BY ME H.O.A. SOME CMMW AREAS ARE MHOLY ENCUMBERED BY A PUBLIC UTUTY EASEMENT Off PRIVATE EASEMENT AS INDICATED IN ME COUMGV AREA TABLE. 3. H.O.A. EASEMENT ACTNTES AHD/OR INFRASTRUCTURE WM BE REFERENCED IN ME COVENANTS, CONDMONS AM > RENNIMOxS OF ME SUBORyW. 4. MAINTENANCE CE ME WATER SYSTEM HILL BE MILLION B.U.D. MNNTFMNCE OF ME FIRMING, DRAINAGE. SDEWALKS AND SANITARY SEWER SYSTEMS WILL BE ME CITY OF COLLEGE STATION ONCE ME SYSTEMS ARE ACCEPTED BY ME Cltt OF COLLEGE STATOH MAINTENANCE OF ME PRIVATE DRAINAGE AND (RETENTION FIGURES, COMMON AREAS (WHICH INCLUDE ROADWAY DEMAND), PEDESTRIAN ACCESS WAYS, AND PARK MONTTUG BILL BE ME CREEK MEADOW H.O.A. 5, ILLUMINATION OF ALL STREET LIGHTS AND PARK DIBBLE SHALL BE ME PULL RESPCNSMIITY W ME CREEK MEADOW HAA, I,wMLIRMH MM.SPEGALRURLIttNpSMIGi PROVIDE WATER/IRE EERNCE FOR MIS SUBMMMON. ALL NEW WATERLINES WLL BE DESIGNED AND CONSTRUCTED TO ME LATEST B/CS UNITED DEVELOPMENT WIDWHES. STANDARDS. AND SPEGFlCATOIS. TREK WATERUNES WILL BE LOCATED IN ME IV PUBLIC URUTY EASEMENT AT ME FRONT OF ME RESIDENT& LOTS THESE WATERLINES WLL WOODS ME REWIRED ROW TO IRE HYDRANTS TO MEET IRE PROTECTION REQUIREMENTS. A WATER HYGAAWC STUDY WLL BE PROVIDED ILLUSTRATING SUCH, 2. ME PROPOSED STREETS WLL BE CONSTRUCTED TO AN UROM ENROL WM CONCRETE CURB AND BITTER INSTEAD OF A TYPICAL RURAL SECTION WN OPEN DRAINAGE DITCHES. ME STOUINDOM RUNOFF IN ME STREETS WLL BE CAPTURED AND CONVEYED BY A STORM SEWER SYSTEM AND DISCHARGED INTO EXISTING DR PROPOSED MANAGE MTEMS DEXNWN FAOURES WLL BE CONSTRUCTED TO CONTROL. ME PEAK BMW DISCHARGE TO PRE -DEVELOPMENT PATES. ME STREET ME DRAINAGE MMU WLL RE DESIGNED M ME LATEST B/CS LINKED DEVELOPMENT GUIDELINES, STANDARDS, AND SPECIFICATIONS. ALL PAVING AND DRNHACE IMPROVEMENTS WILL BE INSPECTED AND MAINTAINED BY ME ODY Ce COLLEGE STATION, 3. SANITARY SERER SMVCE FOR CIS SUBDIVMM WILL BE 0Y MEANS OF A CRANtt COLLECTION SYSTEM DESIGNED IN ACCORDANCE WN ME LATEST B/M UNIFIED DEVELOPMENT GUIDEUNES, STANDARDS. AND SPEOKCARONS. MIS ORAMN COLLECTION SYSTEM WLL ULTIMATELY DISCHARGE TO A REgWA1 UFT STATOR THAT WILL PUMP WASTEWATER TO AN EGGING GRANT, SANITARY KKR EYSIEM LOCATED WHIN ME CASTLE GATE AIBDINSON. ALL SANITARY SEMFA CONSTRUCTIONVAN.BE INEPECTED AND MAINTAINED BY ME CITY a COLLEGE STATION. 4. ELECTRICAL SERVICE FDA THIS SUBDIVISION WLL BE PROVIDED BY BRYAN TEXAS "DOES (TIN). ME ELECTRICAL DISTRIBUTION ITEM WLL BE LOCATED IN ME 16 PUBUC UTUTY EASEMENT LOCATED AL ME FRONT OF ME LOTS AND IN 10' PUBLIC UNITY EASEMENTS AS REWESIED BY WM SECTION IB j 1� PHASE 1 1 AN(VOL.. 6028. PG. 248) 1 CREEK -` L14 - 248) It %11 LOTADJ. 1. OLK 14 11 LOT 4, EILK I1 8 P.DE.All A 9%25(4��_ `(G _ I LOT U( 14 I REy_/2 /y C53' I LOT 4, BLK 14 O C ll` / GWJ LOT 5 BLK 14 �- L15 GZ 1 1 j1 E^11011�0 j7 O _ H19T i icce' �yI W �1 10 PUE 1 O l O )G 0 $1 ii 1$ Ay° Po� 1 S�I'2402 C 4 1 'I 1140B -1.n $I O A=SI9 :. rs 1 1 s eN�4'oz' E 1 0.b J2. P. la4Dy'8/w2so) Tg, w/ N \ V'�\ (802e/z5o) Lis c aOW 1 .. G� is I W IT CERTIFICATE OF OWNERSHIP AND DEDICATION SUITE OF TEXAS COURTY OF BRAZOS I& l cREEx MEADews PARTNERS. LP.. and eoVMoper of We lend shown oa this plat and aen9nmae ne,aM oa IN. GREEK MEADOWS=sECIIOtl_3_BBABLL Sabmmnan m the City of Care S.N., NeI ma Nnos. n ,gr) lA/are adaenbe0 nIXelo, hereby deekale to De RoMof Me pubW lora.e, oil at—C, at pat., .....Ad', .""Cdo..... on em.nm, o ta Nona thereon mom far the WNwa and camtd—tlon uereln eMorem d. oe m Q L© SEE O TPICE T ' 1 DEMENT SEE DETAM1 '.R• a�TS y92 /J-1 Q aI �L :}N BIy�02 W �IS.ze• -�U '14O• W µl� O .. 3 2UN� P.UF' �� 10my # 1 a 1G "1 Q 115 P.M.E.AN- w M WOOD Dgg�W lN. a J8.3301, ) '15 P.UE 1 i 'Ir-- 1 I 1 1 I III 1 III P.O.E. PUSUC UTUTY EASEMENT P.A.E. PUBLIC ACCESS ESMT. PR.AE. PRV. ACCESS ESMT. PROLE, PRV. DRAINAGE ESMT. 5.00, --- PROPERTY UNE ------- EASEMENT LINE POE' PUBLIC UTILITY EASEMENT P A E. PUBLIC ACCESS ESMT. Pfl D E. PRV. DRAINAGE ESMT. PR.A.E, PRV. ACCESS ESMT, B.S.L. BUILDING SETBACK UNE 1 LOi NUMBER I BLOCK NUMBER A COMMON AREA o P.M.E. COMMON AREA SOD' O L— ----- - � L.P. 10.00-�19' P,U.E. Ii _ R.O.W.UNE DETAIL "A" SIDE EASEMENT N.T.S. D CERTIFICATE OF SURVEYOR II I SiAIE DF lE%AS CORNET M BRAZOS II i I I h BBBO_M111.11,1111 Prflenbaal Lord SAY- 11 y In the Slate Of Trade, hereby rl ferll(r Pat this plat le We add awreal Red ... praparee ham m adWd M-1 of mken aaa ml Ina r pll.d, and that property mmmame f,e plods under FOR rvp-1.1c. an the i •I�®.. �.. yr na II a II rI, rIl III 9RAD KERB, RPLS No. 4501 k ° N rq ';� wAae F�� I I ww era mnR ER © 'P No. 134 BEARS: 7f9 „�� V I8 IR N 51'32'52" W I,� SURVEYED BY: KERR SURVEYING, U-C =1 §� 5 I`f, 409 NORTH TEXAS AVENUE _ 092 I' ® �� 713' ��� JJJn lJ BRYAN, TEXAS 77803 PHONE 268-3195 .4 :' _ (979) .. .E. F TURE4Tr3 2 1 1 ,--T-- FINAL PLAT luxn S TION 8 TE e't' PIPE TWO � I I I I i OF OF I CREEK MEADOWS STATE OF TEXAS APPROVAL OF PLANNING AND ZONING COMMISSION SECTION 3 PHASE ONE COUNT, m of Flared «d I. GODly LOTS I-], BLOCK 2 LOTS e, BLOCK 3 LOTS 1-7. BLOCK 4 on Ihs a me, the .ne.091) a fas. kont to S---- nnmy aenny Inal Ins Dimmed qol xm duly m the plN of t a r duly Carom'PNOM'l AC. COMMON AREA D. ONO, be In4 pwaoo(e) W:Oe n a(q Mthe bearn.e m me /de4oln0 Mnnm.m, 00. 1. OlOodou 1. We me and adlthe a, approve0 by Me Comml Ion an me _______ say of __— __ 20� 3960 7,039 ACRE R.O.W. DEDICATION . e,nee9ea to me uel m/m.y .X«aim m. «m. fo• me wmoee and Owna<rouon mend" TOTAL-5.934 ACRES stated. .Rated. c. SURVEY.I cl.a nd.r y nano one .eM an this __ dor of --- _--------- __-_- ATTEST: COLLEGE STATION. BRAZOS TEXAS SURVEYED: MAY 23. 2006 CERTIFICATE OF THE COUNTY CLERK C/O 010011 GOOOMN GROUP, TLC r 2800 SOUTH TEXAS AVENUE ______ _ Notary Pubn< cw'niv sidle al Taae STATE GF TEXAS. SURE 401 BRYAN, 77802 CERTIFICATE OF CITY ENGINEER couxrc OF BRAZOS a�M EMAIL: Chdat901dhom9a9dwin.com hU I, __—_. Canty ate, In Old m, sold nanq, do h __ Gly Esoll— of the Off, Of Wed. ROCKY. hereby mr01y that the plot tc,.D r elth Its Ca011ealae of aulMnikalba wm Ted (or recwa Texas, hereby cMl(y that Nb Sobdh%IAd Plat a.M.lme to the r.Wlnmed. of the S.000 AO C my ofRaa the _ dar of __—__--__. 20__. M the Che R"Curn. m me City of Got,stamp. R.eade of e,azoe Cou'do Teeee, M volams ___� Page -- A a I¢wwE: 03NIreIA SCALE 1'.4B 7607 EASTMARK DR„ STE, 25207840> POST OFFICEBOX9253 SUBMITTED DATE. I2 ] LI SUBMITNB: GECKadiall W. IM - "MESS my bona and ofllelm SOO. at my ofeAe n Dryad, Time Clly of Collar City of C0N0a vouan _ _ _____ __ COLLEGE STATION, TEXAS 77842 EMAIL: civilQnnengineer.wm : BRA CHECKED BY: BRAD KERN FIELD BMK; N/A TPAVES: N/A Goodly GerR eroza. CR.nly, UXoe OFFICE - (979) 764-0704 IA' -(979)764 ' RME CONSULTING ENGINEERS CLIENT NO, PROJECT NO. TEXAS FIRM REGISTRATION No, F4695 260 — 0438 Section 2.0 WATERSHEDS & DRAINAGE AREAS I I � I I I I I I I I I I I I I I/ J GUT w, .Ill�lea�-. 1 ® / I ' REN ED J.B. E13 I �✓ " I / / , J I PIPol PIPE J.B. EBSYS j" A EtM wEn52RAC.AGE O -- GENERAL NOTES, 1. THE CONTOUR DATA SHOWN IS BASED FROM A TOPOGRAPHICAL I SURVEY PERFORMED BY VANNOY & ASSOCIATES, INC. 2. RUNOFF VALUES WERE DETERMINED BY EMPLOYING THE RATIONAL METHOD. T 3. WEIGHTED RUNOFF COEFFICIENTS WERE DETERMINED BASED FROM THE ' FOLLOWING PARAMETERS: I PARK/DETENTION FACILITY (C-0.40) FUTURE w/DETENTION FACILITY (C-0.45) HIGH —DENSITY RESIDENTIAL (C-0.65) '•�_� �__ I COMMERCIAL/OFFICE (C-0.75) 'L PAVEMENT (C-0.95) 4. ALL DRAINAGE AREAS UTILIZED A MINIMUM TIME OF CONCENTRATION (Tc) OF 10 MINUTES. 5. THE POST —DEVELOPMENT AREAS DEPICTED ARE APPROXIMATIONS OF / HOW SITE GRADING MAY REDIRECT RUNOFF TO THE STREET STORM / ----1_ DRAINAGE SYSTEM. THIS / APPROXIMATION IS CONSIDERED TO BE A CONSERVATIVE ESTIMATE. 011� — I I l_ r_ I I I I I STORM SEWER DRAINAGE AREA MAP CREEK MEADOWS SECTION 3, PHASE ONE _ I SAMUEL DAWDSON SURVEY, A-13 COLLEGE STATION, OWOS COUNTY, TERAS / \ I/ /� j-- \ --� __ it CmAWEHEY��K� CHEEK MEdDOWS PARTNERS L.P. c/o E 401 GOOOB7N GRWP. (LC B00 SOUTH TEN0.5 AVENUE SUDS 101 BRYPN, T% 77802 EMAIL: -----aldhamgcadwln.com ll..e oneue MC '.I'-100' j 17607BASTMARKDR.,STE. --� 252778407 LIST OFFICE BOX 9253 COLLEOR STATION, TEXAS 77842 EMAIL: civil@ menginceccom OFFICE -(979)764-0704 FAX .(979) 764-0704 TEXAS FIRM REOISTRATIONNo. F-4695 "'a oMM Is /11 Rmsms: BMW W. RAM. CHECRED m: BPAD BUD IN= Boon: WA I PMM: N/A RME CONSULRNO ENGINEERS CLIENT N0. PROJECT N0. 260 — 0438 Section 4.0 STORM DRAINAGE SYSTEM stmOutput WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002 Run @ 12/2/2011 5:01:43 PM PROJECT NAME 260 JOB NUMBER 0438 PROJECT DESCRIPTION : Section 3, Phase One - System "E" DESIGN FREQUENCY 10 Years ANALYSYS FREQUENCY : 100 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 10 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) ------------------ E-1 0.55 2.56 -- 26.63 26.63 5.29 0.000 7.444 0.55 2.56 Single family E-2 0.755 0.40 11.49 11.49 8.14 0.000 2.446 0.96 0.20 Pavement 0.55 0.20 Single family E-3 0.755 0.49 12.03 12.03 7.98 0.000 2.944 0.96 0.24 Pavement 0.55 0.24 Single family E-4 0.55 1.90 21.60 21.60 5.96 0.000 6.214 0.55 1.90 Single family E-5 0.55 0.80 13.50 13.50 7.57 0.000 3.341 0.55 0.80 Single family E-6 0.55 0.70 14.88 14.88 7.22 0.000 2.773 0.55 0.70 Single family E-7 0.42 8.19 28.00 28.00 5.14 0.000 17.678 0.55 2.86 Single family 0.35 5.33 Undeveloped E-8 0.769 0.64 10.00 10.00 8.63 0.000 4.252 0.96 0.44 Pavement 0.35 0.20 Undeveloped E-9 0.55 2.60 18.00 18.00 6.56 0.000 9.386 0.55 2.60 Single family E-10 0.55 2.13 18.00 18.00 6.56 0.000 7.689 0.55 2.13 Single family E-11 0.755 0.56 14.00 14.00 7.44 0.000 3.144 0.96 0.28 Pavement 0.55 0.28 Single family E-12 0.55 7.43 25.00 25.00 5.49 0.000 22.430 0.55 7.43 Single family E-13 0.55 1.13 18.00 18.00 6.56 0.000 4.079 Page 1 stm0utput 0.55 1.13 Single family ---------------------------------------------------------------------------- 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) (°s) M - M (°a) (ft) (ft) (ft) - E-1 ---------- Grate 12.30 -------- 9.00 1.00 3.00 0.50 3.00 0.014 n/a 0.50 307.36 E-2 Curb 10.00 n/a 0.60 3.00 0.50 3.00 0.014 1.50 0.50 307.61 E-3 Curb 10.00 n/a 0.50 3.00 0.60 3.00 0.014 1.50 0.50 307.61 E-4 Curb 15.00 n/a 0.60 3.00 0.60 3.00 0.014 1.50 0.50 304.28 E-5 Curb 5.00 n/a 0.60 3.00 0.60 3.00 0.014 1.50 0.50 304.28 E-6 Curb 5.00 n/a 0.50 3.00 1.05 3.00 0.014 1.50 0.50 304.00 E-9 Curb 10.00 n/a 1.25 3.00 0.75 3.00 0.018 1.50 0.39 301.48 E-10 Curb 10.00 n/a 0.75 3.00 1.25 3.00 0.018 1.50 0.50 301.48 E-11 ---------------------------------------------------------------------------------- Curb 5.00 n/a 0.75 3.00 1.75 3.00 0.018 1.50 0.50 301.85 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) -------------------------------------------------------------------------------- -1 Grate n/a 12.30 9.00 7.444 12.082 0.337 8.70 9.90 _-2 Curb 10.00 n/a n/a 2.446 10.327 0.191 8.20 6.55 E-3 Curb 10.00 n/a n/a 2.944 10.327 0.217 7.00 8.77 E-4 Curb 15.00 n/a n/a 6.214 14.393 0.286 6.37 10.70 E-5 Curb 5.00 n/a n/a 3.341 6.261 0.329 8.83 3.87 E-6 Curb 5.00 n/a n/a 2.773 6.261 0.290 6.85 7.73 E-9 Curb 10.00 n/a n/a 9.386 7.114 0.469 7.70 12.84 E-10 Curb 10.00 n/a n/a 7.689 10.327 0.411 11.89 7.15 E-11 -------------------------------------------------------------------------------- Curb 5.00 n/a n/a 3.144 6.261 0.316 7.30 6.23 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) ------------------------ E-1 Grate 0.550 2.56 26.63 5.29 0.000 0.00 7.444 E-2 Curb 0.578 2.96 26.79 5.28 0.000 0.00 9.004 E-3 Curb 0.603 3.44 26.99 5.25 0.000 0.00 10.904 E-4 Curb 0.584 5.34 27.95 5.15 0.000 0.00 16.053 E-5 Curb 0.580 6.14 28.05 5.14 0.000 0.00 18.290 E-6 Curb 0.577 6.84 28.23 5.12 0.000 0.00 20.183 J-1 JnctBx 0.520 20.96 29.65 4.97 0.000 0.00 54.176 Page 2 stmoutput J-2 JnctBx 0.520 20.96 29.65 4.97 0.000 0.00 54.176 ',7 JnctBx 0.420 8.19 28.00 5.14 0.000 0.00 17.678 --8 JnctBx 0.445 8.83 28.22 5.12 0.000 0.00 20.116 E-9 Curb 0.482 13.56 29.31 5.00 0.000 0.00 32.692 E-10 Curb 0.550 2.13 18.00 6.56 0.000 0.00 7.689 E-11 Curb 0.755 0.56 14.00 7.44 0.000 0.00 3.144 E-12 JnctBx 0.528 28.39 30.36 4.90 0.000 0.00 73.458 E-13 JnctBx 0.529 29.52 30.91 4.85 0.000 0.00 75.680 JB 3 JnctBx 0.445 8.83 28.22 5.12 0.000 0.00 20.116 JB 4 JnctBx 0.493 14.12 29.54 4.98 0.000 0.00 34.651 0-1E --------------------------------------------------------------------------------- Outlt 0.529 29.52 30.91 4.85 0.000 0.00 75.680 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 ---------------------------------------------------------------------------------- 1 E-1 E-2 304.17 303.91 Circ 1 0.00 2.00 51.22 0.51 0.012 2 E-2 E-3 303.81 303.47 Circ 1 0.00 2.00 67.00 0.51 0.012 3 E-3 E-4 303.37 300.17 Circ 1 0.00 2.00 401.02 0.80 0.012 4 E-4 E-5 300.07 299.88 Circ 1 0.00 2.00 36.17 0.53 0.012 5 E-5 E-6 298.88 298.51 Circ 1 0.00 3.00 74.22 0.50 0.012 6 E-6 J-1 298.41 296.40 Circ 1 0.00 3.00 157.63 1.28 0.012 7 J-1 J-2 295.40 294.50 Circ 1 0.00 4.00 225.66 0.40 0.012 J-2 E-12 294.40 293.99 Circ 1 0.00 4.00 108.56 0.38 0.012 E-12 E-13 293.89 292.74 Circ 1 0.00 4.00 287.82 0.40 0.012 10 E-13 O-lE 292.64 292.41 Circ 1 0.00 4.00 59.52 0.39 0.012 11 E-7 E-8 302.62 302.20 Circ 1 0.00 3.00 83.00 0.51 0.013 12 E-8 JB 3 301.20 299.16 Circ 1 0.00 2.50 225.38 0.91 0.013 13 JB 3 E-9 299.06 297.11 Circ 1 0.00 2.50 286.12 0.68 0.012 14 E-10 E-9 298.14 297.88 Circ 1 0.00 1.73 34.50 0.75 0.013 15 E-9 JB 4 297.01 296.70 Circ 1 0.00 2.50 89.76 0.35 0.013 16 E-11 JB 4 297.92 297.47 Circ 1 0.00 1.73 92.07 0.49 0.012 17 ---------------------------------------------------------------------------------- JB 4 J-1 296.60 296.40 Circ 1 0.00 3.00 50.00 0.40 0.012 Conveyance Hydraulic Computations. Tailwater = 298.220 (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) ---------------------------------------------------------------------------------- 1* 305.08 304.83 0.092 0.91 0.92 5.32 5.31 7.44 17.46 0.000 2* 304.83 304.49 0.135 1.02 1.02 5.62 5.62 9.00 17.46 0.000 3* 304.37 301.57 0.198 1.00 1.40 6.94 4.64 10.90 21.90 0.000 4 301.57 301.32 0.429 1.50 1.50 6.35 6.35 16.05 17.76 0.000 5* 300.13 299.85 0.064 1.24 1.34 6.62 5.97 18.29 51.02 0.000 Page 3 stmOutput 6* 299.85 299.41 0.078 1.02 3.00 9.57 2.86 20.18 81.61 0.000 299.41 299.13 0.121 2.13 4.00 7.99 4.31 54.18 98.29 0.000 299.13 299.00 0.121 2.16 4.00 7.84 4.31 54.18 95.65 0.000 9* 299.00 298.36 0.223 2.56 4.00 8.64 5.85 73.46 98.38 0.000 10 298.36 298.22 0.236 2.69 4.00 8.43 6.02 75.68 96.75 0.000 ll* 303.89 303.47 0.070 1.27 1.27 6.24 6.24 17.68 47.45 0.000 12* 302.47 300.66 0.240 1.27 1.50 8.04 6.54 20.12 39.03 0.000 13* 300.66 300.07 0.205 1.32 2.50 7.66 4.10 20.12 36.69 0.000 14* 300.16 300.07 0.250 0.94 1.73 5.90 3.27 7.69 13.34 0.000 15 300.07 299.50 0.635 2.50 2.50 6.66 6.66 32.69 24.11 0.000 16* 299.54 299.50 0.036 0.61 1.73 4.20 1.34 3.14 11.64 0.000 17 299.50 299.41 0.230 1.97 3.00 7.05 4.90 34.65 45.71 0.000 OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years Runoff Computation for Analysis Frequency. ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) ----------------------------------------------------------------------------- E-1 0.55 2.56 26.63 26.63 7.22 0.000 10.152 0.55 2.56 Single family -2 0.755 0.40 11.49 11.49 10.98 0.000 3.300 0.96 0.20 Pavement 0.55 0.20 Single family E-3 0.755 0.49 12.03 12.03 10.77 0.000 3.975 0.96 0.24 Pavement 0.55 0.24 Single family E-4 0.55 1.90 21.60 21.60 8.10 0.000 8.446 0.55 1.90 Single family E-5 0.55 0.80 13.50 13.50 10.22 0.000 4.515 0.55 0.80 Single family E-6 0.55 0.70 14.88 14.88 9.77 0.000 3.750 0.55 0.70 Single family E-7 0.42 8.19 28.00 28.00 7.02 0.000 24.129 0.55 2.86 Single family 0.35 5.33 Undeveloped E-8 0.769 0.64 10.00 10.00 11.64 0.000 5.731 0.96 0.44 Pavement 0.35 0.20 Undeveloped E-9 0.55 2.60 18.00 18.00 8.90 0.000 12.726 0.55 2.60 Single family E-10 0.55 2.13 18.00 18.00 8.90 0.000 10.425 0.55 2.13 Single family E-11 0.755 0.56 14.00 14.00 10.05 0.000 4.250 0.96 0.28 Pavement Page 4 stm0utput 0.55 0.28 Single family -12 0.55 7.43 25.00 25.00 7.48 0.000 30.557 0.55 7.43 Single family E-13 0.55 1.13 18.00 18.00 8.90 0.000 5.531 0.55 ----------------------------------------------------------------------------- 1.13 Single family 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) (o) M M M (ft) (ft) (ft) -------------------------------------- E-1 Grate 12.30 9.00 1.00 3.00 - 0.50 - 3.00 0.014 n/a 0.50 307.36 E-2 Curb 10.00 n/a 0.60 3.00 0.50 3.00 0.014 1.50 0.50 307.61 E-3 Curb 10.00 n/a 0.50 3.00 0.60 3.00 0.014 1.50 0.50 307.61 E-4 Curb 15.00 n/a 0.60 3.00 0.60 3.00 0.014 1.50 0.50 304.28 E-5 Curb 5.00 n/a 0.60 3.00 0.60 3.00 0.014 1.50 0.50 304.28 E-6 Curb 5.00 n/a 0.50 3.00 1.05 3.00 0.014 1.50 0.50 304.00 E-9 Curb 10.00 n/a 1.25 3.00 0.75 3.00 0.018 1.50 0.39 301.48 E-10 Curb 10.00 n/a 0.75 3.00 1.25 3.00 0.018 1.50 0.50 301.48 E-11 ---------------------------------------------------------------------------------- Curb 5.00 n/a 0.75 3.00 1.75 3.00 0.018 1.50 0.50 301.85 Sag Inlets Computation Data. filet 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) -------------------------------------------------------------------------------- E-1 Grate n/a 12.30 9.00 10.152 12.082 0.415 9.80 11.14 E-2 Curb 10.00 n/a n/a 3.300 10.327 0.234 9.17 7.30 E-3 Curb 10.00 n/a n/a 3.975 10.327 0.265 7.85 9.83 E-4 Curb 15.00 n/a n/a 8.446 14.393 0.350 7.13 12.00 E-5 Curb 5.00 n/a n/a 4.515 6.261 0.402 9.90 4.33 E-6 Curb 5.00 n/a n/a 3.750 6.261 0.355 7.65 8.67 E-9 Curb 10.00 n/a n/a 12.726 7.114 0.575 8.65 14.39 E-10 Curb 10.00 n/a n/a 10.425 10.327 0.503 13.34 8.05 E-11 -------------------------------------------------------------------------------- Curb 5.00 n/a n/a 4.250 6.261 0.386 8.20 6.97 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) --------------------------- E-1 Grate 0.550 - 2.56 - 26.63 7.22 0.000 0.00 10.152 E-2 Curb 0.578 2.96 26.78 7.20 0.000 0.00 12.283 E-3 Curb 0.603 3.44 26.96 7.17 0.000 0.00 14.882 Page 5 stmOutput E-4 Curb 0.584 5.34 27.86 7.04 0.000 0.00 21.954 f5 Curb 0.580 6.14 27.94 7.03 0.000 0.00 25.018 ,-6 Curb 0.577 6.84 28.11 7.00 0.000 0.00 27.619 J-1 JnctBx 0.520 20.96 29.51 6.81 0.000 0.00 74.236 J-2 JnctBx 0.520 20.96 29.51 6.81 0.000 0.00 74.236 E-7 JnctBx 0.420 8.19 28.00 7.02 0.000 0.00 24.129 E-8 JnctBx 0.445 8.83 28.21 6.99 0.000 0.00 27.469 E-9 Curb 0.482 13.56 29.23 6.85 0.000 0.00 44.733 E-10 Curb 0.550 2.13 18.00 8.90 0.000 0.00 10.425 E-11 Curb 0.755 0.56 14.00 10.05 0.000 0.00 4.250 E-12 JnctBx 0.528 28.39 30.16 6.73 0.000 0.00 100.795 E-13 JnctBx 0.529 29.52 30.69 6.66 0.000 0.00 103.907 JB 3 JnctBx 0.445 8.83 28.21 6.99 0.000 0.00 27.469 JB 4 JnctBx 0.493 14.12 29.39 6.83 0.000 0.00 47.475 O-lE --------------------------------------------------------------------------------- Outlt 0.529 29.52 30.69 6.66 0.000 0.00 103.907 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 ---------------------------------------------------------------------------------- 1 E-1 E-2 304.17 303.91 Circ 1 0.00 2.00 51.22 0.51 0.012 2 E-2 E-3 303.81 303.47 Circ 1 0.00 2.00 67.00 0.51 0.012 3 E-3 E-4 303.37 300.17 Circ 1 0.00 2.00 401.02 0.80 0.012 E-4 E-5 300.07 299.88 Circ 1 0.00 2.00 36.17 0.53 0.012 E-5 E-6 298.88 298.51 Circ 1 0.00 3.00 74.22 0.50 0.012 6 E-6 J-1 298.41 296.40 Circ 1 0.00 3.00 157.63 1.28 0.012 7 J-1 J-2 295.40 294.50 Circ 1 0.00 4.00 225.66 0.40 0.012 8 J-2 E-12 294.40 293.99 Circ 1 0.00 4.00 108.56 0.38 0.012 9 E-12 E-13 293.89 292.74 Circ 1 0.00 4.00 287.82 0.40 0.012 10 E-13 0-1E 292.64 292.41 Circ 1 0.00 4.00 59.52 0.39 0.012 11 E-7 E-8 302.62 302.20 Circ 1 0.00 3.00 83.00 0.51 0.013 12 E-8 JB 3 301.20 299.16 Circ 1 0.00 2.50 225.38 0.91 0.013 13 JB 3 E-9 299.06 297.11 Circ 1 0.00 2.50 286.12 0.68 0.012 14 E-10 E-9 298.14 297.88 Circ 1 0.00 1.73 34.50 0.75 0.013 15 E-9 JB 4 297.01 296.70 Circ 1 0.00 2.50 89.76 0.35 0.013 16 E-11 JB 4 297.92 297.47 Circ 1 0.00 1.73 92.07 0.49 0.012 17 ---------------------------------------------------------------------------------- JB 4 J-1 296.60 296.40 Circ 1 0.00 3.00 50.00 0.40 0.012 Conveyance Hydraulic Computations. Tailwater = 298.800 (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) ---------------------------------------------------------------------------------- 1* 305.26 305.04 0.172 1.09 1.13 5.77 5.52 10.15 17.46 0.000 Page 6 stmOutput 2* 305.04 304.70 0.251 1.23 1.23 6.04 6.04 12.28 17.46 0.000 304.58 302.07 0.369 1.21 1.90 7.48 4.83 14.88 21.90 0.000 302.07 301.55 0.802 2.00 2.00 6.99 6.99 21.95 17.76 0.000 5* 301.29 301.26 0.120 1.48 2.75 7.22 3.68 25.02 51.02 0.000 6* 301.26 301.03 0.146 1.20 3.00 10.45 3.91 27.62 81.61 0.000 7* 301.03 300.52 0.228 2.59 4.00 8.61 5.91 74.24 98.29 0.000 8 300.52 300.27 0.228 2.63 4.00 8.49 5.91 74.24 95.65 0.000 9 300.27 299.07 0.419 3.38 4.00 8.91 8.02 100.80 98.38 0.000 10 299.07 298.80 0.446 3.75 4.00 8.49 8.27 103.91 96.75 0.000 ll* 304.42 304.42 0.131 1.52 2.22 6.69 4.31 24.13 47.45 0.000 12* 304.42 303.41 0.448 1.54 2.50 8.64 5.60 27.47 39.03 0.000 13* 303.41 302.32 0.382 1.62 2.50 8.16 5.60 27.47 36.69 0.000 14* 302.47 302.32 0.460 1.15 1.73 6.29 4.44 10.43 13.34 0.000 15 302.32 301.25 1.189 2.50 2.50 9.11 9.11 44.73 24.11 0.000 16* 301.31 301.25 0.065 0.72 1.73 4.57 1.81 4.25 11.64 0.000 17 301.25 301.03 0.432 2.63 3.00 7.24 6.72 47.48 45.71 0.000 ------------- ____________END=====___________________------- _____________ * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 10 Years Grate inlet in sag Id=E-1 has a % reduction safety factor = 10 Capacity of sag inlet exceeded at inlet Id= E-9 ecreasing conduit size @ downstream Run# 12 jischarge decreased downstream node Id= JB 3 Previous intensity used. Discharge decreased downstream node Id= J-2 Previous intensity used. Run# 15 Insufficient capacity. Runoff Frequency of: 100 Years Grate inlet in sag Id=E-1 has a % reduction safety factor = 10 Computed right ponded width exceeds allowable width at inlet Id= E-9 Capacity of sag inlet exceeded at inlet Id= E-9 Computed left ponded width exceeds allowable width at inlet Id= E-10 Capacity of sag inlet exceeded at inlet Id= E-10 Decreasing conduit size @ downstream Run# 12 Discharge decreased downstream node Id= JB 3 Previous intensity used. Discharge decreased downstream node Id= J-2 Previous intensity used. Run# 10 Insufficient capacity. Run# 9 Insufficient capacity. Run# 17 Insufficient capacity. Run# 15 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= E-9 Upstream hydraulic gradeline exceeds critical elevation at node Id= E-10 Run# 4 Insufficient capacity. Page 7 I -----'—'- I U I --- "S PpOPOSEI WATER I I 1 C S , LINE "W2' 1 ( Y I YAD'�,V�'IN 0 I O \ \ \\ \ ' - SEE SHEET W-02 __-, O I SECTIAy�N 3 PHASE ONE 15' P.U.E. O I i 9 0 jrADL TO YR P 1 m I © I (D 1 O STREET INTERSECTION -SEE I I I \ \) 'CAL 1"'N HPS I I S 3- 0 I UI I 15' P.V.E. i 'I `1 / STREET LIGHT (30' L\\\ \\\ I I I Z \ I T/a30azr - BRONZE FINISH) 192.07 L.F. OF 24"0 -�� \ \ 1 O 1 T/CA°3.OR \ \\ 1 o PC STA. 0+00.00 T I I I J I ADS (N-12) STORM STA 2+99.7B (25.00' LT): \ \ \ \ e-� PT STA. 0+42.11 1: I SE&Efl I r/C-30209' 1 R=1,210.00' 0 I T/n306a1 I - WOW BROOK I L=42IP I I T -JOTOT I I TYPICAL IOOW XPS AMBULATORY RAMP / CENTER OF CUL-DE-SAC BULB �1 1�� n/ 1 0-0' S9' JB' I I I / A' oDp• `\ L-- r/c-wTer' STREET LIGHT (30, TYPE 1 (SEE DETAIL r/c-3Daw' T OHD=5 77'33'12' E-42.11' /c-3G3.56' _ I BRONZE FINISH) SHEET M0-01) I J"q , 1 H. _ , 1 __ F. � T/c-3DLe5' r/O.3m5r _ ob �` P-3D2D3• OD BROOK LN. 21 J'e $ Q s Ye•.u'ot' c I s 7E VOI' E L . $ T/C-3D3.20• +OO.OU: uM. __—M.H. , u.x. --N TR-304LeY L I /�'(•L \ G �` BROOK LN. ___ _ __ _.�_______ I 4' WIDE CONCRETE BEGIN STREET �^ r 1 f' -1 I 15, P.U.E. `•' / CONSTRUCTION -TIE TO 2 III STA. 0+B923; WOOD III SIDEWALK-4' OFF BOC ( I 04 1 1 BROOK LN. = III (SEE DETAIL SWI-02) III AMBULATORY RAMP N \ - STA. 0+00.00: LONG III I j I TYPE 1 (SEE DETAIL STA. 0+35.93 (17.92' AT.): WOOD BROOK UN. L BRDON CT. LIJ 27' AGE HMAC STREET C.J SHEET MD-01) ,\ \ `b '.♦,n \ \`{ TIE TO EXISTING JUNICNON BOX 'JB NC 3: I W/24" LAYDOVIN GUTTER I I OO ', \ /•" \ \ , ILS ADJUST TOP TO BE FLUSH w EW PAVEMENT PROPOSED I (SEE TE 04) SANITARY SEWER "51' ST1-00 k ST4-04) I I \ \ {{ \ II SEE SHEET 5-01 I E I (ME RAMP I I , y I 1 TYPE (SEE DETAIL .I i STA. 1+2B.00 (10.00' RT.)! WOOD I I I SHEET MD-OI) " BROOK II Q \ \ 1 CURB INLE LET 'E11' I (5' OPENING) -SEE DETAIL 01-00 WOOD BROOK LANE — PLAN 4•W — STA. 0+00 to END scALE: 1 -Jo I Kw 312 € - 312 STOP! a EA R -- - - rAT3.BEFORE YOU DIO -- UT < IEEAJ fR6 CALL SYSRY 309 �0 3o3a 3G BOo-25 50 309 IO '^ o o" _ mm�Mv liw ummnu Rm w.munm 8 8pS0 SN ozgs ao vvn'n,ulw A'�muilmnnm01"m - x 0 m 0 • _ m . PROPOSED T/C GRADE - 306 AN f o - 8 P! � Sri-00 (RIGHT & LEFT) - - - 306 303 V•C• No. 1 — - — = 303 VERTICAL CURVE No. 1: �EE -1.75E LwsncnauND - - - - - UPI STA. 0+90.00 + JS)� 9 CAN.SHEET - - - - MI ELEV; T/C-MI.45' 300 WAVE ---- ., VER CAl CURVE No00 STATION ELEVATION (FT) 40%-- - - - 0+15.00 T/C-302.77' - 4Z - - 0+25.00 T/C=302.80' - 297 _ --- ----------0+35.00 TT/=30024 __ 0+45.00 32.32' - S . 1+21•BB: 0+55.00 T/C=302.20' B•SAN. SEWER 0+65.00 302.10' 294 F 298.10' 0+.00 I•30202' 4=294 ADS (N-12) STORM 0+85.00 T/C=301.95' 0+95.00 T/C=301.90' 1+05.00 T/C=301.87' 1+15.00 T/C=301.85' 291 92. 7 LF. OF N -STRUCT. AL SACKF1 1+35.00 T%C=301.87' 291 _ _ 1+45.00 T/C=30I.90' 1+55.00 T/C=301.05' 1+65.00 T C=302.02' -_ 288 s — 288 285 g LL z 4 LL - 285 0 00 1 00 2 00 3+00 400 5 00 HORZ: I"=3Q' VERT. I'=3 DOE STATION, IN 77841 Br9 265-3195 9T9 091-8904 12/7111 PRELIMINARY THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF INTERIM REVIEW UNDER THE AUTHORITY OF RADON A METCALF, P.E. NO. 85553, DECEMBER 7, 2011 IT IS NOT TO BE USED FOR CONSTRUCTION. BIDDING OR PERMIT PURPOSES. K a 0 LLI z Zz W a =1 mWF (1)Q= % 5F 0 0 (L �ii Q� W+ u�,1�• LL O PO < :11Kyy Y N LLJca Z za `O 7 3::w � W o V) V- U Z (L eMci,H ANK DATA: - i OUJ- D. BM Na LOCATED IN PAVEMENT AT ME N°R HKV COMER CY ME NTEREEMKN R SMUT ROAD AND GREENS PRURIE TINE CREEK MEADOWS PARTNERS LP O/0 OLSOU WODMN t1C (ELEV,29e.31--HAD 83) AVEN B00 SOUTH TEAS AVENGE SURE 401 LBM 90E PAVEMENT OF CAEEXC PRM.WE NAY. LOCATET M NOF T/502 MP VA M ROAD APPROnuATaY x9 FEET MST OF z-zv RTP Row CULVERTS. 2 (ELEV.-3U.IV-Nw SO) EMAIL: h EMAIL: ChrieOPlEhBmgooMwln.Dom pL0,3BTIA SCALE: A9 NET „5: PLAN NOME, ewmx FD HIE. I2%//11 DMWN BY: RAM. DRUM I. REFER TO SHEETS W-01 TIRU CN-OI FOR CONSIRUCTQV NOTES N10 SPECIAL SPECIRCATCHS "ONCED BA RAM. L0 ° A PwE91N A 2. REFER TO DETNL SHEET MD-01 FOR MISCEWNEOUS PANNO a ORNNADE NEWTS MO B/C5 STANDARD DETAILS SHEETS FOR STREET, SIDMAV, PAMNO k FINE CONSULTING ENGINEERS DRAINAGE CONSRUCTMI. CLIENT NO. PROJECT NO. a ME ENSnNO UTUTY ONES SHOW ARE INAN MPRUMATE WAY ONLY NO 260 - 0438 UTUTY MAYS ME AYNUBIE, SUIT UTIJTES ARE SHMM SASSO FRON M TIND(5) ST■O SHEET 7 OF 13 MM ME UTUTY COUPANIES AND ABOVE GRWND UDUTY FEAWRE% As sHPMI. ----- -- ----- 30 a IR� .' TIE TO TOP TO (BENIFWSH )BOX 'J PAVEMENT ?T WIOEOHMAC STREET O II O I Q \ Q \,,\\`r 0\ L nF^•Sa 1`, , �\ MA 3 i177Y `LI W/24' UYDOWN GUTTER 1 1 \ I(D AS I STIE01 T51 ST4-04) PROPOSED WATER 88.76 L.F. OF 30'0 UNE 'W2' STA. J+51.61 (16.98' LT.: Q , IP (CL-4) STORM Oj Q 268.IT L.F. OF 30^0 1 SEE SHEET W-02 LONG BROOK CT. \ I' WLk ( JJNICTON BOX °JB Z I ADS IxN-12) STORM �3' STA. S+JT.12 (11.J6' LT.)T1 STA. 0+85.00 (17.75' LT): LONG rk SENEH 1 i I i SE L - 1 TE TO E%ISRNG6RUNICTON I I BROOK CT. I 1 I --_ -- I CURB INLET 'EB' III 4' WIDE CONCRETE I I �-- r/c-.Tw.ae' l s1DEWALh4' OFF BOC (10' OPENING) -SEE DETAIL DI-00 I — I , -- r/c-wser \ I (SEE DETAIL SW7-O2) J L___ _ 1.._____ _ JIL I I - ---------- --- I1I r/o-3we5 P.x. ---- z $ I.100 _ 1410•4r67'.F 2i,00 b O a 3I03 i/C-30J 1{ 8 4. 0 `, y LONG BROOK CT. ;o. o-J53aa' ary o- w.SP• ` `, 0 I I 4. T/C-JOS.N' P 1 I 1 I I I r o-w4'a3' I I 225.56 LF. OF 30"0 1 \\\\ I _ __ __ —__ _ ___ _�-_— - 1 ((( RCP (CL-4 STORM \ ` Y\ 3650 L.F. OF 24°0 TN-30Afa' STy, , SEWER ) .+ RCP CL-4) STORM ^� Nx - 1 SEWES 1 --- a, r/o-J530.r' 15' P.U.E. 1 1\ JI I STA. 0+65.00 (16.75' RT.): IONC I I PT STA. 2+64.58 III YY n� 0 \ `1 BROOK CT. 1 I R=1,T00.00' I I �r/o-w1.o5'`.T \ \ 2 CURB INLET'E10' 1 j I (10' OPENING) -SEE DETAIL DI-00 I 04' 1T 59' LJ T/aJo3.>e' -� I \ / BTA 3+S2J2 (15.00' Pi): I Y I I gIOmN B'41'eJ" E-48.OJ' I I 1 1+ I 1 I I STA. 0+00,00: LONG I I I i/o-30aw' , CFNIEfl OF WE BUIH I I 2 BROOK CT.- 3 I 1 AMBULATOR RAMP 1 I \ I PROPOSED TYPE I TYPICAL IOOW NPS I 0 I STA. 0+65.23: W000 (SEE DETAIL I w I I I I SANITARY SEWER °52' III 1 m I BROOK LN. I 1 I SEE SHEET S-02 SHEET MO-01) STREET ZE ISM) I .I—__—__—__—__— L I I I BRONZE ISM) LJ ,1 I 1 m `PROPOSED WATER __—I I I® © I O O f LINE SHEET 1 �5 o I SEE SHEET W-01 I o CREE 1 MEAD WS I o o I I I I 41 15' P.U.E. SUB iviTo I I I I SECTION 31 PHASE ©NE LONG BROOK COURT —PLAN VIEW —STA. 0+00 to END SCALE: 1�-JO' f E 3OMCH BK DB., BT& 211 G/JBNE BGB STATION, TE%AB77812 L: :6.(979) Clmn J06 oarewn "4KA ,SPIBM REGISTRATION No. P.459: WBYOR suB w. LLc MAO MOT .CE Si,TKIN. ]% 71541 (B70) 236-3105 sm wi-SRP4 90% COMPLETE REVIEW ONLY NOT FOR PRELIMINARY THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF INTERIM RUM UNDER THE AUTHORITY OF RABON A METCALF. P.E. NO. 88583, DECEMBER J, 2011 IT IS NOT TO BE USED FOR CONSTRUCTION, BIDDING OR PERMIT PURPOSES. Z (L 0 �LLI z� 0 mwF 00 00 € Oar ti. 00 o 0M<¢ �8 mo w z s c� o a m oN XWo �C5 U Z S Q a I 260 - 0438 STm02 SHEET 8 OF 13 2' O.D. PIPE N GREENS PRAIRIE TRAIL PAVEMENT EXISTING NATURAL EXISTING GROUND FRONT SLOPE PROPOSED GRADEVARIES 6H ' < IV IVY G.P.T. BAR -DITCH N.T.S. Id-O' CATS 10'-0" CAR '00 NOT ALL METAL 2-REEL WARNIN STEEL ENTER• SIGN PRIMED A, PAINTED SIGNS :BOSS (R5-i) DARER R.R DO NOT co fNILR i i'zi / SEE DETAIL. THIS SHEET V-1' DO. STEEL J4" O.D. STEEL PIPE POST GALE PANEL w/LOCK CLASS 'B' FlLLEO w/CONCRETE JL FOC KNO% BOX CONCRETE 2-PANEL N.T.S. GATE DETAIL o/ LcnvE SLOPE El GET. 1 / 10' PRIVATE �E V3 TWO_ MAINTAIN COMPLIANT SLOPES TI SIDEWALK PROJECT AI [MIMI ,LTJ� if )A u —J / A r )I� J L I� G )Y\ mJ- 7 m O I • 2 / z RUNM 3 NC BR �K COURT, P _ / / -1 " —J DRIVEWAY CULVERT N.T.S. 3' J' ACCESS 1' [ :p1s► SIVER �BRooK CL R(M JG. - SHEET SfT-( O ' I c L IACKFlLL O 0.65E SLOPE IOTH SIDES) 1 II _ - 7 O THRU IIII1111 � I ED 1 9 6 HEM - o BET £ � m , I' 1 1 , a w aaDL 1A/(9;A. '. \ Cg1FBE 5IA¶Bx, TI ]]BIt OR: (9]9 280-J195 FAY: (0]9 691-0004 s OA)E I DEBLNPNoR AO9SUBSTANTIALLY COMPLETE ISSUED FOR � w wwwuww.wu -- L L.V ISSUIYOI ED RUUIIPR DATE ARE I THIS SET & BE W 1 STOP! CALL BHFORE YOU DIG 1 razes ONE SrsfNR Z 1-cu- 4 d ZO II . RRO2..G,5 DT I2ASInum nlu lD etwllc) Bn16ILmBRmum is nlrAre Anwmnlunn J 1 WIQA 06MRIU AID IL BYH.Y ®dBIYa MAIL W1N3 d _ 1 I N411a 11G NILOIE [6AlAY (OVR4llO /LlIn1Y. � W `/- W^ 5 Z F QOzi Z ? 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D/o WHOM GDODMx GROUP• ILG In WATER METER MD-02 FOR MISCELLANEOUS GRADING AND END SOUTH TEXAS AVENUE STORM SEWER CURB INLET DRAINAGE DETAILS. SURE 4TX ELECTRICAL TRANSFORMER 77802 0 GAS METER 0 MANHOLE 3. THE BUILDER OF EACH RESIDENTIAL EMAIL;BRYANh 0.Idh EMAIL: ChneODldhemODodwln.com FnERARE: W—IA I SCALE: As Nm G o CIEANOUT LOT SHALL CONSTRUCT EINBL LOT SITE SUBMmRD GATE: 10/11• 3/10/32. 4/12/12 8 FIRE HYDRANT GRADING IN CONFORMANCE WITH THIS 09 TELEPHONE PEDESTAL PLAN AND INSURE LOTS WITH omw 80 RAM, --- BUILDING SETBACK LINE CROSS -DRAINAGE ARE NOT IMPEDED. CHECKED W. RAM. ---- PROPERTY LINE FEW BOOT(: N/A I PAGES. N/A - --- EASEMENT LINE 4• PRIVATE DRAINAGE (Le. HDPE STORM RME CONSULTING ENGINEERS P.U.E. PUBLIC UTILITY EASEMENT DRAINS, INLETS, ETC...) SHALL. BE CLIENT NO. PROJECT N0. P.A.E. PACCESS ESMT. PR.O.E. PRV. V. D DRAINAGE ESMT. INSTALLED WITH SECTION 3, PHASE 2. 260 - 0436 ALONG WITH ADDITION DEDICATION OF PR.AE. PRV. Access ESMT. B.S.L. BUILDING SETBACK LINE 1 LOT NUMBER PRIVATE DRAINAGE EASEMENTS, SO THAT NEGATIVE CROSS -LOT DRAINAGE ��0 INFLUENCES ARE MITIGATED. I BLOCK NUMBER ACOMMON AREA SHEET 6 OF 13 BROOK CL L.. \ ir� IaIrrlYyr I 60i RASTMARK DR, STE SHADY MATCH FLUSH TO PAVEMENT - GRADE h SLOPE GRADE / // SECTION �J/\/\ IIA 'r , i POST OFFICE Box 9253 I FOR 4I ATION TCXA ,MAI1. E99)764R07W gR/y.`- PRASE I I,, \ AXIT]L(919p964i0704 PASS^fie E.S➢ / ' ' i j I -- 1 BXAS FIRM REOISTRATIC II Imo__ PRIVATE I) STERM Q I / A MAINTAIN ADA COMPLIANT SLOPES THEE _ \X SIDEWALK PROJECT EA ' j I I I 1 t1 NERRSURVfl1NC LLC 505 CHURCH STREET WNEDE SOME. IX r]B41 1 J 0 REAR' DRAINAGE � `LO � R PROPOSED 30"0 � O MAINTAIN ADA \ piT: 9]9 ]BB -JIBS EASEMENT (SEE -J nn I ; ` 1 STORM SEWER - COMPLIANT SLOPES ATIREREA 1 EMI: (am) wt-Bao4 ELAN NOTE /a) I /!� �__ SFE SNEEi ST 02 SIDEWALK PROJECT AREA \��1�' SECTIgN 3 f i /� ©� RUNNING RB �a 1. 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STEEL :ROSS :MBER 10'-0' GATE IO'-0' GATE 2-RER WARNIN SIGNS "DO NOT ENTER' SIGN (R5-1) ALL METAL PRIMED d: PAINTED DO NOT ENTER o 0 D EcmE DRIVEWAY SURFACE t2"0 SEE DETAIL, THIS SHEET I" O.D. STEEL 4" O.D. STEEL PIPE POST GATE PANEL ,,AOCK CLASS 'B" FILLED w/CONCRETE k FOC KNOX BOX CONCRETE 2—PANEL GATE N.T.S. DETAIL I. PER 40 L.F. F IW RCP (M3) DRIVEWAY .- - CULVERT w/CEMENT STABILIZED BEDDING i & STRUCTURAL BACKFlLL O 0.65% SLOPE '�� STOP! w/6 1 S.E T'S (BOTH SIDES) ._..// F/L (5)_302 Ta' �: I CALL IIBFORB YOU DIG -/'y F/L(N)=303.00' _----�� 1 TEXAS ONE CAW. SYSTEM Z 7 800 245 4545 a I / I GTULtttx aAm ENfioIRw1 a Z J. wll; to 1. It, 1..1 leA1uamml IME Q L flIM1.1.1w tIM LID IB IIGLLESSIL NOEIR, 69 ^W- 1 NL11611F NILITI L4 p8N4T f09Bt.'lllX lAi1t11Y. VI BENCHMARK DATA: Z ? 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REFER TO DETAIL SHEET MD-01 & CREEK MEADOWS PARTNERS L.P. ® WRIER METER D/o OIDHAM COODWN CRWP, (1C STORM SEWER CURB INLET MD-02 FOR MISCELLANEOUS GRADING AND 2800 SOUTH TEXAS AVENUE SHWLDE UP SUITE 401 ELECTRICAL TRANSFORMER DRAINAGE DETAILS. BASE ED E 0) GAS METER BRYAN, TX ]]602 0) MANHOLE 3. THE BUILDER OF EACH RESIDENTIAL EMAIL: Chne®oldhomgood.Ih.oIN CROSS -SLOPE i o CLEANWT LOT SHALL CONSTRUCT MIAL LOT SITE RLENANE: OaxP1A scMu: As NOTED i/2" PER FOOT ? d FIRE HYDRANT GRADING IN CONFORMANCE WITH THIS SUBMmED MITI 12p/11, 3/26/12, 4/N/12 ' 411 (MIN) 4H (MIN) a 0 TELEPHONE PEDESTAL PLAN AND INSURE LOTS WITH DRAWN SY, ILAM, IV IV - - - BUILDING SETBACK LINE CROSS -DRAINAGE ARE NOT IMPEDED. CHECKED BT RwM PROPERTY LINE REIO BCD N/M PABES:N/A GRADE BACKSLOPE -- --- EASEMENT LINE 4. PRIVATE DRAINAGE (L6. HDPE STORM FINE CONSULTING ENGINEERS (AS REQUIRED) 6' LIMESTONE BASE (TYPE A. P WE PUBLIC UTUTY EASEMENT DRAINS, INLETS, ETC...) SHALL BE CLIENT NO. PROJECT NO. COMPACTED d: PER O PROOF -ROLLED SUBCRAOE ED P.A.E. PUBLIC ACCESS ESMT. FIR D.E. PRV. DRAINAGE ESMT. INSTALLED WITH SECTION 3, PHASE 2, 260 — 0438 COM ACTGRADE TO 9 ROFTEM MAXIMUM GONG WITH ADDITION DEDICATION OF DRY UNIT WEIGHT (ASTM 0155]) PRS.L. PRV. ACCESS ESMT. B.S.L. LORDING SETBACK LINE LOT NUMBER PRIVATE DRAINAGE EASEMENTS, SO THAT CROSS-LOTGATIVE DRAINAGE O TYPICAL ACCESS ROAD SECTION NFLUENCES ARE MIITIGATED. . N.T.S. 1 BLOCK NUMBER COMMON AREASHEET 6 OF 13 Q1 rei VICINITY MAP NOT TO SCALE EROSION FF )NTROL LEGEND FlL1ER FABRIC FENCE (REINFORCED FFi MAY BE REO'D IN THESE AREAS) BENCHMARK DATd: rRu. All— eeA NAIL LOCn1E0 IN RFB REINFORCED FILTER FABRIC FENCE PAVEMENT AT ME NCWMNEST CCNNER of ME INTERSEV11W OF ROVDER ROAD AND MEWS ROME TRNL SC STABILIZED CONSTRUCRON ENTRANCE (EIEV.-299.31--NAD 63) © INLET PROTECTION BARRIER (PH 2) He n. BYA NNL LOCATED W NORM RF01 pOdf FILTER OMI (lY 1), SEE Tx00i 40E CE PNT Of QIFENS PRAWIE ROAD AMCAPPRopMATELY 3a2 FEEt VFSi a STANDARD EC(2)-B3 2-24' RCP Rao CUL68I9. MDESLOPE EROSION CONTROL (EIEV.-342.19'-NAD 0) 1 I BLOCK $OD AREA (TF 419 BERMUDA) 1. REFER TO SHEET GN-02 & GN-03 12_ (MIN) _ FOR EROSION CONTROL B CONSTRUCTION NOTES. 2. REFER TO TXDOT STANDARD OETAIL SHEET ECf21-93 FOR ROCK FILTER DAM CONSTRUCTION. SWROI & UNELEGEND 3 -04x- BARB-WRE - FORCE MAIN INSTALL (IF NECESSARY) STORM SEWER 12"0 DIP DRAIN PIPE 0 -o1F OVERHEAD ELEC, LINE LOW POINT TO PROVIDEADEQUATE 3 -w- WATER DNE CROSS -DRAINAGE ems- SEWER LINE 0 POWER POLE A LIGHT POUE DRESS WITH SUFFICIENT 9 -� MY WIRE ANCHOR STONE AND WIDTH @ LENGTH M WATER VALVE OF ENTRANCE TO PREVENT ACCESS STREET WATER METER CONSTRUCTION TRAFFIC L®7 STORM SEWER CURB INLET FROM TRACKING MUD ONTO ELECTRICAL TRANSFORMER ACCESS STREET. IS OAS METER 43 MANHOLE 3" TO 5'0 o CLEAM—� OUT STONE (AST b FIRE HYDRANT D440) S TELEPHONE PEDESTAL GEOTEXTILE --- BUILDING SETBACK LINE FABRIC ----- PROPERTY LINE EXISTING- - -- EASEMENT UNE SUBGRADE P.0 E. PUBUC UTIUTY EASEMENT P.A.E. PUBLIC ACCESS ESMT. CROSS-SECTION PR.D E. PTV. DRAINAGE ESMT. PR.AE. PTV. ACCESS ESMT. CONSTRUCTION ENTRANCE B..L. BUILDING SETBACK UNE N.T.S. I LOT NUMBER 1 BLOCK NUMBER CURB I HAY BALE BARRIER FENCE, SEE DETAIL THIS SHEET AREA INLET /.`:•" • UUUUUUUUUUUUUUUUU L"— `- / GEOTEXTLE BAGS FILLED w/PEA GRAVEL - 6" MINIMUM HEIGHT h LAD END TO ENO • L___________-J - DUUN G CONSTRUCTION, THE CONTRACTOR SHALL PLACE SILT PROTECTION COMPLETELY AROUND CURB e e • • • • e INLET OPENING CURB INLET AREA INLET INL�SILTATION CONTROL N.T.S. �� BRODK OT y �\ SECTION 1 PHASE N, r �c PASS /~ \•-� / j 1 o®Tl I 7 O I OIf I 1 I 3, NO °I Pe RUNNING,. SROoxJ �'I_�J- -�__-i ART i o : OIt 06 _ FF FF FF FF 3"S 04 SC WASHOUT - 'E REWIRED ITRACTOR h I ) BY OWNER _ ORS EETlS PRJA 8(E ffiIL METAL 'T" POST 2 LMN00 0 fl D WARE MESH FENCE (ATTACHED TO POST) EXISTINGFILTER FABRIC (DOWNSTRE (ATTACHED TO WIRE FENCE) DETAIL "A" z^T i W.EXISTING ;f SECTION TIE SILT FENCE 7' TOGETHER AT JOINTS:< {WTH NYLON CORDWIRE OR NYLON BI COMPACTED FILL GROUND ANGLE FIRST STAKE TOWARD ADJACENT BALE x: 2-/3 BARS, STEEL -� a�) PICKEES OR 2'x2' STAKES DRIVEN INTO EXISDN 3' LONG METAL 'T° 24" HIGH SILT FENCE, AS O 10' SPACING MANUFACTURED BY SILT O.C. (MAX) STOP OR EOUIVALENT BOTTOM OF BALE TO EXISTING GROUND / �� COMPACTED FILL BE 4° (MIN BELOW EMSTN GRADE I /\ i /WIRE IN SILT FENCE SEE DETAIL °A'l �� i BURIED 6' BELOW GRADE ' (DOWNSTREAM) (UPSTREAM) B SIOE VIEW INSTALL ALL EROSION CONTROL MEASURES IN ACCORDANCE WITH B/CS SILT FENCING STAANPDARRD DETAIL N.T.S. Ii l BARS, STEEL PICKETS ,2' STAKES DRIVEN IN) INTO EXISTING GROUND OMPACTEO FILL FLOW (UPSTREAM) 3" `FILL VOIDS, BETWEEN IKBALES /SURPLUS STRAW Y� ANCHORING DETAIL HAY BALE FENCE N.T.S. BALES (A]BA6T 1 1 // OST OFF OLLEOR RMA \ I FOFTI-I AX ➢(91: TCXASFII TOP e'xe' Bon' AREA (M S GEOTEXTILE WITH SANI TO ANCHOR P TEW77842 NERVBYOR NflR sURlEY1ET LLC STAFF! COLLEGE SfAIION. IN ]]&I M M STA \ W5: 9I9 R00-]105 FAN. po 01-0904 �s WI( CATE I DESCRIPTION SUBSTANTIALLY �s _ yISSL DATE THIS 1 STOPI ° CALL BEFORE YOU DIG j TEXAS ORB CALL SYSIH( 1-800-245-4545 14, LCOT I mm KIM"X.E.0 TO DNRWN 1e IS M. NO. AA Nluno Z a c TIRL6W EMOA06REM.S.64 '. ASILL wXYR CACC% Z O N MI.1. NMill®MN AT NM1MY.. N Z d �0= J mwF_ 0 V) a z F € Q o_ C 16' MIN C-) T H Z <ZZ $ 1 0 w0¢ il' V) SEW CRUSHED ROCK RUMBLE, WASTE MATERIAL OR X w +vac W w (' COMPACTED WASTE SUBGRADE (� C a PIT 1-30lJ CNECNED m RA.M. TTOP F,ELO .l DE)C N/A PA , ONE CONSULTINGG ENGINEERS CLIENT N0. PROJECT N0. � � 260 - 043B PLAN VIEW 1 (� ��■0 CONCRETE I%�,f� n �/� I SHEET RJ OF 13 Creek Meadows - Section 3, Phase One Drainage Study RME Consulting Engineers December 7, 2011 TABLE #3 STORM DRAINAGE SUMMARY Pipe Size US Top of US Node US Node Diameter Velocity Capacity Runoff Q US HOL Curb Diff ID ID in (fps) lets) cfs (ft) Elev. (ft) (ft) SYSTEM "E" - 10 YR RAINFALL E-I E-2 24 5.31 17.46 7.44 305.08 307.36 -2.28 E-2 E-3 24 5.62 17.46 9.00 304.83 307.61 -2.78 E-3 E-4 24 4.64 21.90 10.90 304.37 307.61 -3.24 E-4 E-5 24 6.35 17.76 16.05 301.57 304.28 -2.71 E-5 E-6 36 5.97 51.02 18.29 300.13 304.28 4.15 E-6 J-1 36 2.86 81.61 20.18 299.85 304.00 -4.15 J-1 J-2 48 4.31 98.29 54.12 299,40 303.08 -3.68 J-2 E-12 48 4.31 95.65 5412 299.13 302.49 -3.36 E-12 E-13 48 5.84 98.38 73.39 299.00 302.08 -3.08 E-13 O-lE 48 6.02 96.75 75.61 298.36 299.82 -1.46 E-7 E-8 36 6.24 47.45 17.68 303.89 306.93 -3.04 E-8 J-3 30 7.07 32.90 20.12 302.61 306.93 -4.32 J-3 E-9 30 4.43 35.88 20.12 300.99 304.28 -3.29 E-10 E-9 24 3.73 13.60 7.69 299.98 302.23 -2.25 E-9 J4 30 6.74 32.93 32.63 299,90 302.23 -2.33 E-11 J-4 24 1.37 11.67 3.14 299.51 302.45 -2.94 J4 J-1 36 4.90 45.71 34.62 299.50 302.69 -3.19 SYSTEM "E" - 100 YR RAINFALL E-1 E-2 24 5.52 17.46 10.15 305.26 307.36 -2.10 E-2 E-3 24 6.04 17.46 12.28 305.04 307.61 -2.57 E-3 E-4 24 4.83 21.90 14.88 304.58 307.61 -3.03 E-4 E-5 24 6.99 17.76 21.95 302.07 304.28 -2.21 E-5 E-6 36 3.69 51.02 25.02 301.29 304.28 -2.99 E-6 J-1 36 3.91 81.61 27.62 301.26 304.00 -2.74 J-1 J-2 48 5.90 98.29 74.13 301.03 303.08 -2.05 J-2 E-12 48 5.90 95.65 74.13 300.51 302.49 -1.98 E-12 E-13 48 8.01 98.38 100.65 300.27 302.08 -1.81 E-13 0-1E 48 8.26 96.75 103.76 299.06 299.82 -0.76 E-7 E-8 36 4.47 47.45 24.13 304.45 306.93 -2.48 E-8 J-3 30 5.60 32.90 27.47 304.34 306.93 -2.59 J-3 E-9 30 5.60 35.88 27.47 303.33 304.28 -0.95 E-10 E-9 24 4.44 13.60 10.43 302.36 302.23 0.13 E-9 J-4 30 9.10 32.93 44.65 302.20 302.23 -0.03 E-11 J-4 24 1.81 11.67 4.25 301.28 302.45 -1.17 J-4 J-1 36 6.71 45.71 47.40 301.24 302.69 -1.45 Storm Drainage System Notes: 1. All storm sewer system outfalls are specified with velocity dissipaters at the headwall; 2. Junction Boxes identified as E12 & E13 shall be further divided into other sub -drainage areas with the development of Section 3, Phase Two & Three; 3. Pipe 1 I is existing and oversized; 4. The allowable ponding depth at Curb Inlet E-10, within the right-of-way of Running Brook Ct., is -0.50' which is greater than the 100-year ponding depth required (0.13'); 202-0438 Drainage Report-S3Pl Page -10 stmoutput WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002 Run @ 3/20/2012 4:37:40 PM PROJECT NAME 260 JOB NUMBER 0438 PROJECT DESCRIPTION : Section 3, Phase One - System "E" DESIGN FREQUENCY 10 Years ANALYSYS FREQUENCY : 100 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 10 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) ----------------------------------------------------------------------------- E-1 0.55 2.56 26.63 26.63 5.29 0.000 7.444 0.55 2.56 Single family E-2 0.755 0.40 11.49 11.49 8.14 0.000 2.446 0.96 0.20 Pavement 0.55 0.20 Single family E-3 0.755 0.49 12.03 12.03 7.98 0.000 2.944 0.96 0.24 Pavement 0.55 0.24 Single family E-4 0.55 1.90 21.60 21.60 5.96 0.000 6.214 0.55 1.90 Single family E-5 0.55 0.80 13.50 13.50 7.57 0.000 3.341 0.55 0.80 Single family E-6 0.55 0.70 14.88 14.88 7.22 0.000 2.773 0.55 0.70 Single family E-7 0.42 8.19 28.00 28.00 5.14 0.000 17.678 0.55 2.86 Single family 0.35 5.33 Undeveloped E-8 0.769 0.64 10.00 10.00 8.63 0.000 4.252 0.96 0.44 Pavement 0.35 0.20 Undeveloped E-9 0.55 2.60 18.00 18.00 6.56 0.000 9.386 0.55 2.60 Single family E-10 0.55 2.13 18.00 18.00 6.56 0.000 7.689 0.55 2.13 Single family E-11 0.755 0.56 14.00 14.00 7.44 0.000 3.144 0.96 0.28 Pavement 0.55 0.28 Single family E-12 0.55 7.43 25.00 25.00 5.49 0.000 22.430 0.55 7.43 Single family E-13 0.55 1.13 18.00 18.00 6.56 0.000 4.079 Page 1 stmoutput ----------------------------------------------------------------------------- 0.55 1.13 Single family 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 (e) M (ft) (ft) (ft) ---------------------------------------------------------------------------------- E-1 Grate 12.30 9.00 1.00 3.00 0.50 3.00 0.014 n/a 0.50 307.36 E-2 Curb 10.00 n/a 0.60 3.00 0.50 3.00 0.014 1.50 0.50 307.61 E-3 Curb 10.00 n/a 0.50 3.00 0.60 3.00 0.014 1.50 0.50 307.61 E-4 Curb 15.00 n/a 0.60 3.00 0.60 3.00 0.014 1.50 0.50 304.28 E-5 Curb 5.00 n/a 0.60 3.00 0.60 3.00 0.014 1.50 0.50 304.28 E-6 Curb 5.00 n/a 0.50 3.00 1.05 3.00 0.014 1.50 0.50 304.00 E-9 Curb 10.00 n/a 0.75 3.00 0.75 3.00 0.018 1.50 0.39 302.23 E-10 Curb 10.00 n/a 0.75 3.00 0,75 3.00 0.018 1.50 0.50 302.23 E-11 ---------------------------------------------------------------------------------- Curb 5.00 n/a 0.75 3.00 1.00 3.00 0.018 1.50 0.50 302.45 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) -------------------------------------------------------------------------------- E-1 Grate n/a 12.30 9.00 7.444 12.082 0.337 8.70 9.90 E-2 Curb 10.00 n/a n/a 2.446 10.327 0.191 8.20 6.55 E-3 Curb 10.00 n/a n/a 2.944 10.327 0.217 7.00 8.77 E-4 Curb 15.00 n/a n/a 6.214 14.393 0.286 6.37 10,70 E-5 Curb 5.00 n/a n/a 3.341 6.261 0.329 8.83 3.87 E-6 Curb 5.00 n/a n/a 2.773 6.261 0.290 6.85 7.73 E-9 Curb 10.00 n/a n/a 9.386 7.114 0.469 8.50 12.84 E-10 Curb 10.00 n/a n/a 7.689 10.327 0.411 11.89 7.90 E-11 -------------------------------------------------------------------------------- Curb 5.00 n/a n/a 3.144 6.261 0.316 7.30 6.93 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) --------------------------------------------------------------------------------- E-1 Grate 0.550 2.56 26.63 5.29 0.000 0.00 7.444 E-2 Curb 0.578 2.96 26.79 5.28 0.000 0.00 9.004 E-3 Curb 0.603 3.44 26.99 5.25 0.000 0.00 10.904 E-4 Curb 0.584 5.34 27.95 5.15 0.000 0.00 16.053 E-5 Curb 0.580 6.14 28.05 5.14 0.000 0.00 18.290 E-6 Curb 0.577 6.84 28.23 5.12 0.000 0.00 20.183 J-1 JnctBx 0.520 20.96 29.70 4.97 0.000 0.00 54.123 Page 2 stmOutput J-2 JnctBx 0.520 20.96 29.70 4.97 0.000 0.00 54.123 E-7 JnctBx 0.420 8.19 28.00 5.14 0.000 0.00 17.678 E-8 JnctBx 0.445 8.83 28.22 5.12 0.000 0.00 20.116 E-9 Curb 0.482 13.56 29.41 4.99 0.000 0.00 32.627 E-10 Curb 0.550 2.13 18.00 6.56 0.000 0.00 7.689 E-11 Curb 0.755 0.56 14.00 7.44 0.000 0.00 3.144 E-12 JnctBx 0.528 28.39 30.41 4.90 0.000 0.00 73.386 E-13 JnctBx 0.529 29.52 30.96 4.84 0.000 0.00 75.607 JB 3 JnctBx 0.445 8.83 28.22 5.12 0.000 0.00 20.116 JB 4 JnctBx 0.493 14.12 29.58 4.98 0.000 0.00 34.617 0-1E --------------------------------------------------------------------------------- Outlt 0.529 29.52 30.96 4.84 0.000 0.00 75.607 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 ---------------------------------------------------------------------------------- 1 E-1 E-2 304.17 303.91 Circ 1 0.00 2.00 51.22 0.51 0.012 2 E-2 E-3 303.81 303.47 Circ 1 0.00 2.00 67.00 0.51 0.012 3 E-3 E-4 303.37 300.17 Circ 1 0.00 2.00 401.02 0.80 0.012 4 E-4 E-5 300.07 299.88 Circ 1 0.00 2.00 36.17 0.53 0.012 5 E-5 E-6 298.88 298.51 Circ 1 0.00 3.00 74.22 0.50 0.012 6 E-6 J-1 298.41 296.40 Circ 1 0.00 3.00 157.63 1.28 0.012 7 J-1 J-2 295.40 294.50 Circ 1 0.00 4.00 225.66 0.40 0.012 8 J-2 E-12 294.40 293.99 Circ 1 0.00 4.00 108.56 0.38 0.012 9 E-12 E-13 293.89 292.74 Circ 1 0.00 4.00 287.82 0.40 0.012 10 E-13 0-1E 292.64 292.41 Circ 1 0.00 4.00 59.52 0.39 0.012 11 E-7 E-8 302.62 302.20 Circ 1 0.00 3.00 83.00 0.51 0.013 12 E-8 JB 3 301.20 299.75 Circ 1 0.00 2.50 225.38 0.64 0.013 13 JB 3 E-9 299.65 297.72 Circ 1 0.00 2.50 296.12 0.65 0.012 14 E-10 E-9 298.75 298.48 Circ 1 0.00 1.73 34.50 0.78 0.013 15 E-9 JB 4 297.62 297.10 Circ 1 0.00 2.50 80.69 0.64 0.013 16 E-11 JB 4 298.15 297.87 Circ 1 0.00 1.73 57.01 0.49 0.012 17 ---------------------------------------------------------------------------------- JB 4 J-1 296.60 296.40 Circ 1 0.00 3.00 50.00 0.40 0.012 Conveyance Hydraulic Computations. Tailwater = 298.220 (ft) Hydraulic Gradeline Run# US Elev DS Elev Fr.Slope --------------------------------- (ft) (ft) (°s) 1* 305.08 304.83 0.092 2* 304.83 304.49 0.135 3* 304.37 301.57 0.198 4 301.57 301.32 0.429 5* 300.13 299.85 0.064 Depth Unif. Actual (ft) (ft) ------------- 0.91 0.92 1.02 1.02 1.00 1.40 1.50 1.50 1.24 1.34 Page 3 Velocity Junc Unif. Actual Q Cap Loss (f/s) (f/s) (cfs) (cfs) (ft) ---------------------------------- 5.32 5.31 7.44 17.46 0.000 5.62 5.62 9.00 17.46 0.000 6.94 4.64 10.90 21.90 0.000 6.35 6.35 16.05 17.76 0.000 6.62 5.97 18.29 51.02 0.000 stmOutput 6* 299.85 299.40 0.078 1.02 3.00 9.57 2.86 20.18 81.61 0.000 7* 299.40 299.13 0.121 2.13 4.00 7.98 4.31 54.12 98.29 0.000 8* 299.13 299.00 0.121 2.16 4.00 7.84 4.31 54.12 95.65 0.000 9* 299.00 298.36 0.222 2.56 4.00 8.63 5.84 73.39 98.38 0.000 10 298.36 298.22 0.236 2.66 4.00 8.53 6.02 75.61 96.75 0.000 ll* 303.89 303.47 0.070 1.27 1.27 6.24 6.24 17.68 47.45 0.000 12* 302.61 301.16 0.240 1.41 1.41 7.07 7.07 20.12 32.90 0.000 13* 300.99 299.90 0.205 1.34 2.18 7.52 4.43 20.12 35.88 0.000 14* 299.98 299.90 0.250 0.93 1.42 5.95 3.73 7.69 13.60 0.000 15 299.90 299.50 0.633 2.03 2.40 7.64 6.74 32.63 32.93 0.000 16* 299.51 299.50 0.036 0.61 1.63 4.20 1.37 3.14 11.67 0.000 17 299.50 299.40 0.229 1.97 3.00 7.04 4.90 34.62 45.71 0.000 OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years Runoff Computation for Analysis Frequency. ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) ----------------------------------------------------------------------------- E-1 0.55 2.56 26.63 26.63 7.22 0.000 10.152 0.55 2.56 Single family E-2 0.755 0.40 11.49 11.49 10.98 0.000 3.300 0.96 0.20 Pavement 0.55 0.20 Single family E-3 0.755 0.49 12.03 12.03 10.77 0.000 3.975 0.96 0.24 Pavement 0.55 0.24 Single family E-4 0.55 1.90 21.60 21.60 8.10 0.000 8.446 0.55 1.90 Single family E-5 0.55 0.80 13.50 13.50 10.22 0.000 4.515 0.55 0.80 Single family E-6 0.55 0.70 14.88 14.88 9.77 0.000 3.750 0.55 0.70 Single family E-7 0.42 8.19 28.00 28.00 7.02 0.000 24.129 0.55 2.86 Single family 0.35 5.33 Undeveloped E-8 0.769 0.64 10.00 10.00 11.64 0.000 5.731 0.96 0.44 Pavement 0.35 0.20 Undeveloped E-9 0.55 2.60 18.00 18.00 8.90 0.000 12.726 0.55 2.60 Single family E-10 0.55 2.13 18.00 18.00 8.90 0.000 10.425 0.55 2.13 Single family E-11 0.755 0.56 14.00 14.00 10.05 0.000 4.250 0.96 0.28 Pavement Page 4 stmoutput 0.55 0.28 Single E-12 0.55 7.43 25.00 0.55 7.43 Single E-13 0.55 1.13 18.00 0.55 ------------------------------ 1.13 Single Sag Inlets Configuration Data. family 25.00 7.48 0.000 family 18.00 8.90 0.000 family -------------------------------- 30.557 5.531 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) (a) (o) M M (ft) (ft) (ft) ---------------------------------------------------------------------------------- E-1 Grate 12.30 9.00 1.00 3.00 0.50 3.00 0.014 n/a 0.50 307.36 E-2 Curb 10.00 n/a 0.60 3.00 0.50 3.00 0.014 1.50 0.50 307.61 E-3 Curb 10.00 n/a 0.50 3.00 0.60 3.00 0.014 1.50 0.50 307.61 E-4 Curb 15.00 n/a 0.60 3.00 0.60 3.00 0.014 1.50 0.50 304.28 E-5 Curb 5.00 n/a 0.60 3.00 0.60 3.00 0.014 1.50 0.50 304.28 E-6 Curb 5.00 n/a 0.50 3.00 1.05 3.00 0.014 1.50 0.50 304.00 E-9 Curb 10.00 n/a 0.75 3.00 0.75 3.00 0.018 1.50 0.39 302.23 E-10 Curb 10.00 n/a 0.75 3.00 0.75 3.00 0.018 1.50 0.50 302.23 E-11 ---------------------------------------------------------------------------------- Curb 5.00 n/a 0.75 3.00 1.00 3.00 0.018 1.50 0.50 302.45 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) -------------------------------------------------------------------------------- E-1 Grate n/a 12.30 9.00 10.152 12.082 0.415 9.80 11.14 E-2 Curb 10.00 n/a n/a 3.300 10.327 0.234 9.17 7.30 E-3 Curb 10.00 n/a n/a 3.975 10.327 0.265 7.85 9.83 E-4 Curb 15.00 n/a n/a 8.446 14.393 0.350 7.13 12.00 E-5 Curb 5.00 n/a n/a 4.515 6.261 0.402 9.90 4.33 E-6 Curb 5.00 n/a n/a 3.750 6.261 0.355 7.65 8.67 E-9 Curb 10.00 n/a n/a 12.726 7.114 0.575 9.50 14.39 E-10 Curb 10.00 n/a n/a 10.425 10.327 0.503 13.34 8.85 E-11 -------------------------------------------------------------------------------- Curb 5.00 n/a n/a 4.250 6.261 0.386 8.20 7.77 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) --------------------------------------------------------------------------------- E-1 Grate 0.550 2.56 26.63 7.22 0.000 0.00 10.152 E-2 Curb 0.578 2.96 26.78 7.20 0.000 0.00 12.283 E-3 Curb 0.603 3.44 26.96 7.17 0.000 0.00 14.882 Page 5 stmOutput E-4 Curb 0.584 5.34 27.86 7.04 0.000 0.00 21.954 E-5 Curb 0.580 6.14 27.94 7.03 0.000 0.00 25.018 E-6 Curb 0.577 6.84 28.11 7.00 0.000 0.00 27.619 J-1 JnctBx 0.520 20.96 29.58 6.80 0.000 0.00 74.131 J-2 JnctBx 0.520 20.96 29.58 6.80 0.000 0.00 74.131 E-7 JnctBx 0.420 8.19 28.00 7.02 0.000 0.00 24.129 E-8 JnctBx 0.445 8.83 28.21 6.99 0.000 0.00 27.469 E-9 Curb 0.482 13.56 29.32 6.84 0.000 0.00 44.652 E-10 Curb 0.550 2.13 18.00 8.90 0.000 0.00 10.425 E-11 Curb 0.755 0.56 14.00 10.05 0.000 0.00 4.250 E-12 JnctBx 0.528 28.39 30.23 6.72 0.000 0.00 100.654 E-13 JnctBx 0.529 29.52 30.77 6.65 0.000 0.00 103.761 JB 3 JnctBx 0.445 8.83 28.21 6.99 0.000 0.00 27.469 JB 4 JnctBx 0.493 14.12 29.47 6.82 0.000 0.00 47.405 0-1E --------------------------------------------------------------------------------- Outlt 0.529 29.52 30.77 6.65 0.000 0.00 103.761 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 ---------------------------------------------------------------------------------- 1 E-1 E-2 304.17 303.91 Circ 1 0.00 2.00 51.22 0.51 0.012 2 E-2 E-3 303.81 303.47 Circ 1 0.00 2.00 67.00 0.51 0.012 3 E-3 E-4 303.37 300.17 Circ 1 0.00 2.00 401.02 0.80 0.012 4 E-4 E-5 300.07 299.88 Circ 1 0.00 2.00 36.17 0.53 0.012 5 E-5 E-6 298.88 298.51 Circ 1 0.00 3.00 74.22 0.50 0.012 6 E-6 J-1 298.41 296.40 Circ 1 0.00 3.00 157.63 1.28 0.012 7 J-1 J-2 295.40 294.50 Circ 1 0.00 4.00 225.66 0.40 0.012 8 J-2 E-12 294.40 293.99 Circ 1 0.00 4.00 108.56 0.38 0.012 9 E-12 E-13 293.89 292.74 Circ 1 0.00 4.00 287.82 0.40 0.012 10 E-13 0-1E 292.64 292.41 Circ 1 0.00 4.00 59.52 0.39 0.012 11 E-7 E-8 302.62 302.20 Circ 1 0.00 3.00 83.00 0.51 0.013 12 E-8 JB 3 301.20 299.75 Circ 1 0.00 2.50 225.38 0.64 0.013 13 JB 3 E-9 299.65 297.72 Circ 1 0.00 2.50 296.12 0.65 0.012 14 E-10 E-9 298.75 298.48 Circ 1 0.00 1.73 34.50 0.78 0.013 15 E-9 JB 4 297.62 297.10 Circ 1 0.00 2.50 80.69 0.64 0.013 16 E-11 JB 4 298.15 297.87 Circ 1 0.00 1.73 57.01 0.49 0.012 17 ---------------------------------------------------------------------------------- JB 4 J-1 296.60 296.40 Circ 1 0.00 3.00 50.00 0.40 0.012 Conveyance Hydraulic Computations. Tailwater = 298,800 (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) ---------------------------------------------------------------------------------- 1* 305.26 305.04 0.172 1.09 1.13 5.77 5.52 10.15 17.46 0.000 Page 6 stmOutput 2* 305.04 304.70 0.251 1.23 1.23 6.04 6.04 12.28 17.46 0.000 3* 304.58 302.07 0.369 1.21 1.90 7.48 4.83 14.88 21.90 0.000 4 302.07 301.55 0.802 2.00 2.00 6.99 6.99 21.95 17.76 0.000 5* 301.29 301.26 0.120 1.48 2.75 7.22 3.69 25.02 51.02 0.000 6* 301.26 301.03 0.146 1.20 3.00 10.45 3.91 27.62 81.61 0.000 7* 301.03 300.51 0.227 2.59 4.00 8.60 5.90 74.13 98.29 0.000 8 300.51 300.27 0.227 2.63 4.00 8.48 5.90 74.13 95.65 0.000 9 300.27 299.06 0.418 3.38 4.00 8.90 8.01 100.65 98.38 0.000 10 299.06 298.80 0.444 3.75 4.00 8.48 8.26 103.76 96.75 0.000 ll* 304.45 304.34 0.131 1.52 2.14 6.69 4.47 24.13 47.45 0.000 12* 304.34 303.33 0.448 1.74 2.50 7.54 5.60 27.47 32.90 0.000 13* 303.33 302.20 0.382 1.64 2.50 8.04 5.60 27.47 35.88 0.000 14* 302.36 302.20 0.460 1.14 1.73 6.38 4.44 10.43 13.60 0.000 15 302.20 301.24 1.185 2.50 2.50 9.10 9.10 44.65 32.93 0.000 16* 301.28 301.24 0.065 0.72 1.73 4.57 1.81 4.25 11.67 0.000 17 301.24 301.03 0.430 2.53 3.00 7.45 6.71 47.40 45.71 0.000 ------ ___-------- __________________END=====__________________------------------- __ * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 10 Years Grate inlet in sag Id=E-1 has a o reduction safety factor = 10 Capacity of sag inlet exceeded at inlet Id= E-9 Decreasing conduit size @ downstream Run# 12 Discharge decreased downstream node Id= JB 3 Previous intensity used. Discharge decreased downstream node Id= J-2 Previous intensity used. Runoff Frequency of: 100 Years Grate inlet in sag Id=E-1 has a o reduction safety factor = 10 Computed right ponded width exceeds allowable width at inlet Id= E-9 Capacity of sag inlet exceeded at inlet Id= E-9 Computed left ponded width exceeds allowable width at inlet Id= E-10 Capacity of sag inlet exceeded at inlet Id= E-10 Decreasing conduit size @ downstream Run# 12 Discharge decreased downstream node Id= JB 3 Previous intensity used. Discharge decreased downstream node Id= J-2 Previous intensity used. Run# 10 Insufficient capacity. Run# 9 Insufficient capacity. Run# 17 Insufficient capacity. Run# 15 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= E-10 Run# 4 Insufficient capacity. Page 7 � Irs Coris•aRrFrag Frrgri�e/e•s December 7, 2011 Lauren Hovde Staff Planner and Erika Bridges; E.I.T. Graduate Civil Engineer City of College Station 1101 Texas Avenue South College Station, TX 77842 7607 Eastmark Drive, Ste. 252 <77840> P.O. Box 9253, College Station, TX 77842 Off/Fax: (979) 764-0704 email: civil@rmengineer.com RE: Creek Meadows (Section 3, Phase One) — Initial Submission Package RME No. 260-0438 Lauren and Erika: Please find attached the following information and construction drawings for the above referenced project. These documents are submitted for your review and commenting. 14 — Final Plats; 1— Final Plat Application: • $932.00 Final Plat Fee; • $600.00 Development/Infrastructure Inspection Fee (Remaining 1% Balance will be paid prior to permitting); • Creek Meadows Corporate Resolution & Amendment Documents; • Title Report & Nothing Further Certificates; • Original Paid Tax Certificate; 2 — Construction Drawings (B/CS & TxDOT standard detail sheets will be submitted with permit sets); • TCEQ SWP3 Submittal Packet; • 2 — Water & Sanitary Sewer Report; 2 — Drainage Study; • 2 —Engineer's Cost Estimates (Paving, Drainage, & Utility Improvements); • Technical Design Summary Form; The following items will be submitted with the finalized Construction Drawings that are issued for permitting and construction. 7 — Construction Drawings (w/ applicable B/CS & TxDOT standard detail sheets); 1— Letter Acknowledging B/CS Standards; 1— Copy of TCEQ Exception Letter (Water & Sanitary Sewer Improvements); CD1-260.0438-L01 Page 1 oft cnrtssrerag ry,g'ne'ers 7607 Eastmark Drive, Ste. 252 <77840> P.O. Box 9253, College Station, TX 77B42 Off/Fax: (979) 764-0704 email: civil@rmengineer.com Upon completion, or near completion, of the construction the Developer will be requesting that that the Final Plat be placed on the applicable P&Z meeting the following information will be submitted by or before that meeting. 1— Fully executed Final Plat mylar; 1 — Email confirmation of delivery of the electronic file of the approved Final Plat to P&d digital submittalga,cstx.gov; 1— Original Paid Tax Certificate; 1 — Letter of Credit (if applicable for incomplete construction based on Engineer's Cost Estimate); Finally, at the completion of the construction and with the issuance of an LOC the following data will be supplied to CoCS by this office (along with all other punch -list items to be completed by the Contractor). 2 — Signed "As -Built" Record Construction Drawings; 1— Fire Flow Test Letter/Report; Please do not hesitate to call if you have any questions. Sincerely, Rabon A. Metcalf, E. No. 8 83 Texas Firm Registration No. F-4695 rabon@rmengineer.com CD 1-260-0438-L01 Page 2 of 2 i D - TECHNICAL Part 2 - Project Administration I Start (Page 2.1) Engineering and Design Professionals Information Engineering Firm Name and Address: Jurisdiction -P,M? CC,145 N-Tjrj(w City: Bryan p.O 1�X 9253 X College station Date of Submittal: Iziz�ti � Lt.i:f�t� SA-1%04,_6c -1 Zey� Lead Engineer's Name and Contact Info.(phone, e-mail, fax): Other: RAtaa)k• jfAe:e(C-ALT-, Q. . ��"Ti> zcflK-o'7by Supporting Engineering / Consulting Firm(s): Other contacts: Developer/ Owner / Applicant Information Developer / Applicant Name and Address: Phone and e-mail: sK_� �� N ��1�. �'✓ r JCj 2 io ) �(P't-1 t Tic 778x>Z Property Owner(s) if not Developer / Applicant (& address): Phone and e-mail: Project Identification Development Name: Ce£S_-V_ 1(1 1�prtCws — ^mac t+oa 3 �ti! �riE Is subject property a site project, a single-phase subdivision, or part of a multi -phase subdivision? MoyiI-If multi -phase, subject property is phase I of 3 Legal description of subject property (phase) or Project Area: (see Section ll, Paragraph B-3a) If subject property (phase) is second or later phase of a project, describe general status of all earlier phases. For most recent earlier phase Include submittal and review dates. 17�A\n�Pe�£ Stc,o`+ + oc ID.s. i�erm,.z-rtots s General Location of Project Area, or subject property (phase): Ut2&FsNS i��\ KI E `TqZA\L r1- �YLF_fs �I A\�( �A-io In City Limits? Extraterritorial Jurisdiction (acreage): Bryan: acres. Bryan: College Station: College Station: 5. %3 V acres. Acreage Outside ETJ: VATER DESIGN GUIDELINES Page 3 of 26 APPENDIX. D: I ECM. UhUMN summAKY February 2007 As Revised February 2009 APPENDIX D — TECHNICAL DESIGN SUMMARY Part 2 — Proiect Administration Continued (page 2.3) Coordination For Project or Subject Property (or Phase) Note: For any Coordination of stormwater matters indicated below, attach documentation describing and substantiating any agreements, understandings, contracts, or approvals. Dept. Contact: Date: Subject: Coordination With Other Departments of Jurisdiction City (Bryan or College Station) Coordination With Summarize need(s) & actions taken (include contacts & dates): Non -jurisdiction City Needed? Yes No Coordination with Summarize need(s) & actions taken (include contacts & dates): Brazos County Needed? Yes _ No is Coordination with Summarize need(s) & actions taken (include contacts & dates): TxDOT Needed? Yes No X Coordination with Summarize need(s) & actions taken (include contacts & dates): TAMUS Needed? Yes _ No 1C Permits For Project or Subject Property (or Phase) As to stormwater management, are permits required for the proposed work from any of the entities listed below? If so, summarize status of efforts toward that objective in spaces below. Entity Permitted or A roved ? Status of Actions (include dates) US Army Crops of Engineers No Yes. US Environmental Protection Agency No X Yes _ Texas Commission on Environmental Quality /J A L rc�veO YO'r 5W �� No _ Yes Brazos River Authority No )� Yes STORMWATER DESIGN GUIDELINES Page 5 of 26 APPENDIX. D: TECH, DESIGN SUMMARY Effective February 2007 As Revised February 2009 - TECHNICAL DESIGN SUMMARY Part 3 — Property Characteristics Continued (Page 3.2) Hydrologic Attributes of Subject Property (or Phase) Has an earlier hydrologic analysis been done for larger area including subject property? Ye Reference the study (& date) here, and attach copy if not already in City files. De-4&v l3/O7, G � (&Ptt)ws - iJRC. Is the stormwater management plan for the property in substantial conformance with the earlier study? Yes K. No if not, explain how it differs. No If subject property is not part of multi -phase project, describe stormwater management plan for the property in Part 4. If property is part of multi -phase project, provide overview of stormwater management plan for Project Area here. In Part 4 describe how plan for subject property will comply therewith. Do existing topographic features on subject property store or detain runoff? _ No Yes Describe them (include approximate size, volume, outfall, model, etc). Any known drainage or flooding problems in areas near subject property? No _ Yes Identify: Based on location of study property in a watershed, is Type 1 Detention (flood control) need ? (see Table B-1 in Appendix B) AL spy Vf�1/f Detention is required. Need must be evaluated. Detention not required. What decision has been reached? By whom? If the need for How was determination made? Type 1 Detention must be evaluated: STORMWATER DESIGN GUIDELINES Page 7 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 1d APPENDIX.D - TECHNICAL DESIGN SUMMARY Part 3 — Property Characteristics Continued (Page 3.4) Hydrologic Attributes of Subject Property (or Phase) (continued) Conveyance Pathways (continued) Do easements exist drainage f i I i I I i i I i i i. r, i i for any If yes, for what part of length? % Created by? _ plat, or instrument. If instrument(s), describe their provisions. APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.2) Stormwater Management Concept (continued) Within Project Area Of Multi -Phase Project Identify gaining Basins or Watersheds and acres shifting: Will project result in shifting runoff between Basins or between What design and mitigation is used to compensate for increased runoff Watersheds? from gaining basin or watershed? X No Yes How will runoff from Project 1. With facility(ies) involving other development projects. Area be mitigated to pre- development conditions? 2 is Establishing features to serve overall Project Area. Select any or all of 1, 2, 3. On phase (or site) project basis within Project Area. and/or 3, and explain below. 1. Shared facility (type & location of facility; design drainage area served; relationship to size of Project Area): (Attached Exhibit#______) 2. For Overall Project Area (type & location of facilities): (Attached Exhibit #_) �XrSTrnlCa Y0,-rgA-rro j FAc-iwnnES PZAC� . 3. By phase for site) project: Describe planned mitigation measures for phases (or sites) in subsequent questions of this Part. Are aquatic echosystems proposed? No _ Yes In which phase(s) or project(s)? v > Are other Best Management Practices for reducing stormwater pollutants proposed? a No Yes Summarize type of BMP and extent of use: c rn ( .N Oo z u if design of any runoff -handling facilities deviate from provisions of B-CS Technical o `I Specifications, check type facility(jes) and explain in later questions. Co 2 Detention elements Conduit elements Channel features — Swales _ Ditches _ Inlets _ Valley gutters _ Outfalls Culvert features Bridges Other STORMWATER DESIGN GUIDELINES Page 11 of26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.4) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Gutter line slopes: Least O•60`o Usual 0.75 o Greatest l-75 e Are inlets recessed on arterial and collector streets? _ Yes If "no", —No identify where and why. N/14 Will inlets capture 10-year design stormflow to prevent flooding of intersections (arterial with arterial or collector)? _ Yes No If no, explain where and why not. Will inlet size and placement prevent exceeding allowable water spread for 10-year 0) design storm throughout site (or phase)? X Yes _ No If no, explain. rn Sag curves: Are inlets placed at low points? K Yes No Are inlets and g - conduit sized to prevent 100-year stormflow from ponding at greater than 24 inches? _ u X_ Yes _ No Explain "no" answers. Vl N N N 2 Will 100-yr stormflow be contained in combination of ROW and buried conduit on a whole length of all streets? >C, Yes —No If no, describe where and why. Do designs for curb, gutter, and inlets comply with B-CS Technical Specifications? Yes No If not, describe difference(s) and attach justification. Are any 12-inch laterals used? No _ Yes Identify length(s) and where used. w Pipe runs between system Typical 00 Longest 013 Ce 0 access points (feet): o j� Are junction boxes used at each bend? �,_ Yes _ No If not, explain where a \� and why. c o Z E N Are downstream soffits at or below upstream soffits? Least amount that hydraulic N Yes _ No )_ If not, explain where and why: grade line is below gutter line �kl r1fl n(� �} C. Ct2li t Pr 1 s (system -wide): .J B 0Jq 4� F. irr711 _/ ! STORMWATER DESIGN GUIDELINES Page 13 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 APPENDIX D TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.6) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Are roadside ditches used? No Yes If so, provide the following: tIs 25-year flow contained with 6 inches of freeboard throughout ? _Yes No .R _ Are top of banks separated from road shoulders 2 feet or more? Yes _ —No Are all ditch sections trapezoidal and at least 1.5 feet deep? Yes No For any "no" answers provide locations) and explain: l0 0 If conduit is beneath a swale, provide the following information (each instance). Instance 1 Describe general location, approximate length: N N > Is 100-year design flow contained in conduit/swale combination? Yes No If "no" explain: ° N z Space for 100-year storm flow? ROW _ Easement_ Width 1 ' c .and Swale Surface type, minimum Conduit Type and size, minimum and maximum `I c maximum slopes: slopes, design storm: _o m Inlets Describe how, conduit is loaded (from streets/storm drains, inlets by type): c � m � L U 0 co Access Describe how maintenance access is provided (to swale, into conduit): o i0 E 'm w = c mInstance 2 Describe general location, approximate length: � m c L3 Is 100-year design flow contained in conduit/swale combination? Yes No ° '`o If "no" explain: a oL Space for 100-year storm flow? ROW _ Easement _ Width o Swale Surface type, minimum Conduit Type and size, minimum and maximum v T and maximum slopes: slopes, design storm: o n - N Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): — w c o N Access Describe how maintenance access is provided (to swale, into conduit): J, vrtnrvvra r MN uesrury UUMUNts Rage 15 of 26 APPENDIX. D: TECH. DES Effective February 2007 As Revised APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Desian Parameters Continued (Page 4,8) Stormwater Management Concept (continued). Within Or Serving Subject Property (Phase, or Site),(continued) Existing channels (small creeks): Are these used? No Yes _ _ If "yes" provide the information below. Will small creeks and their floodplains remain undisturbed? Yes No How many disturbance instances? Identify each planned location: For each location, describe length and general type of proposed improvement (including floodplain changes): For each location, describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year design flow. v w C c Watercourses (and tributaries): Aside from fringe changes, are Regulatory u Watercourses proposed to be altered? _No _ Yes Explain below. Submit full report describing proposed changes to Regulatory Watercourses. Address E existing and proposed section size and shape, surfaces, alignment, flow line changes, � length affected, and capacity, and provide full documentation of analysis procedures and data. Is full report submitted? Yes No If "no" explain: a E c c All Proposed Channel Work: For all proposed channel work, provide information requested in next three boxes. If design is to replicate natural channel, identify location and length here, and describe design in Special Design section of this Part of Report. Will 100-year flow be contained with one foot of freeboard? —Yes —No If not, identify location and explain: Are ROW / easements sized to contain channel and required maintenance space? Yes _ No If not, identify location(s) and explain: STORMWATER DESIGN GUIDELINES Page 17 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 . As Revised February 2009 APPENDIX D — TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters I Continued (Page 4.10) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Do structures comply with B-CS Specifications? Yes or no, and explain if "no": Facility 1; w a U Facility 2: c o C G U oFor additional facilities provide all same information on a separate sheet. Are parking areas to be used for detention? No —Yes What is maximum depth due to required design storm? Roadside Ditches: Will culverts serve access driveways at roadside ditches? No Yes If "yes", provide information in next two boxes. Will 25-yr. flow pass without flowing over driveway in all cases? _ Yes _ No Without causing flowing or standing water on public roadway? 1C Yes No _ Designs & materials comply with B-CS Technical Specifications? _ZC Yes _No Explain any "no" answers: v, rn o Are culverts parallel to public roadway alignment? _> Yes _ No Explain: U N NCreeks at Private Drives: Do private driveways, drives, or streets cross drainage m ways that serve Above -Project areas or are in public easements/ ROW? Nz No Yes If "yes' provide information below. How many instances? Describe location and provide information below. Location 1: 73 U 2 Location 2: Location 3: For each location enter value for: 1 2 3 Design year passing without toping travelway? Water depth on travelway at 25-year flow? Water depth on travelway at 100-year flow? For more instances describe location and same information on separate sheet. STORMWATER DESIGN GUIDELINES Page 19 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.12) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) All Proposed Culverts: For all proposed culvert facilities (except driveway/roadside ditch intersects) provide information requested in next eight boxes. Do culverts and travelways intersect at 90 degrees? _ Yes No If not, identify location(s) and intersect angle(s), and justify the design(s): Does drainage way alignment change within or near limits of culvert and surfaced approaches thereto? _ No _ Yes If "yes" identify location(s), describe change(s), and justification: Are flumes or conduit to discharge into culvert barrel(s)? _ No _ Yes If yes, identify location(s) and provide justification: Are flumes or conduit to discharge into or near surfaced approaches to culvert ends? 3 —No _ Yes If "yes" identify location(s), describe ouffall design treatment(s): c 0 yU L > Is scour/erosion protection provided to ensure long term stability of culvert structural ci components, and surfacing at culvert ends? — Yes —No If "no" Identify locations and provide justification(s): Will 100-yr flow and spread of backwater be fully contained in street ROW, and/or drainage easements/ ROW? _ Yes _ No if not, why not? Do appreciable hydraulic effects of any culvert extend downstream or upstream to neighboring land(s) not encompassed in subject property? _ No Yes if _ "yes" describe location(s) and mitigation measures: Are all culvert designs and materials in compliance with B-CS Tech. Specifications? Yes _ No if not, explain in Special Design Section of this Part. STORMWATER DESIGN GUIDELINES Page 21 of 26 APPENDIX, D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 APPENDIX D — TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.14) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Special Designs — Deviation From B-CS Technical Specifications If any design(s) or material(s) of traditional runoff -handling facilities deviate from provisions of B-CS Technical Specifications, check type facility(ies) and explain by specific detail element. Detention elements --X— Drain system elements Channel features _ Culvert features _ Swales _ Ditches Inlets _Outfalls _ Valley gutters _ Bridges (explain in bridge report) In table below briefly identify specific element, justification for deviation(s). Specific Detail Element Justification for Deviation (attach additional sheets if needed) 1) 164TC4 I Af&- f ( b9AOF d' Cavw. 7t29ra� 7 S TS 2) f7PF S'T P vNl vL k. P�J1�U+ �cV1�. 3) 4) 5) Have elements been coordinated with the City Engineer or her/his designee? For each item above provide "yes" or "no", action date, and staff name: 1) % UPW >V1F.a. 2) 3) 4) 5) Design Parameters Hydrology Is a map(s) showing all Design Drainage Areas provided? Yes No Briefly summarize the range of applications made of the Rational Formula: What is the size and location of largest Design Drainage Area to which the Rational Formula has been applied? 8 acres Location (or identifier): r G STORMWATER DESIGN GUIDELINES Page 23 of26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 APPENDIX D — TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.16) Design Parameters (continued) Hydraulics (continued) Street and Storm Drain Systems (continued) For the following, are assumptions other than allowable per Guidelines? Inlet coefficients? No _ Yes Head and friction losses No —Yes Explain any "yes" answer: In conduit is velocity generally increased in the downstream direction? Yes _ No Are elevation drops provided at inlets, manholes, and junction boxes? Yes —No Explain any "no" answers: Are hydraulic grade lines calculated and shown for design storm? Yes _ No For 100-year flow conditions? —y— Yes —No Explain any "no" answers: What tailwater conditions were assumed at outfall point(s) of the storm drain system? Identify each location and explain: Gf}I.cucA�r-.�o g�� cf (%iJnlPrn'6ef"7 TtZIV�d7f4t'�/ Open Channels If a HEC analysis is utilized, does it follow Sec VI.F.5.a? _ Yes _ No Outside of straight sections, is flow regime within limits of sub -critical flow? _ Yes No If "no" list locations and explain: Culverts if plan sheets do not provide the following for each culvert, describe it here. For each design discharge, will operation be outlet (barrel) control or inlet control? Entrance, friction and exit losses: Bridges Provide all in bridge report STORMWATER DESIGN GUIDELINES Page 25 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 Water & Sanitary Sewer Report FOR CREEK MEADOWS SUBDIVISION Section 3, Phase One College Station Brazos County, Texas December 7, 2011 .� ��PZE OF 7ek loll Prepared For: Creek Meadow Partners, L.P. e/o Oldham Goodwin Group, LLC 2800 South Texas Avenue, Suite 401 Bryan, TX 77802 Prepared BY: RME Consulting Engineers Texas Firm Registration No. F-4695 P.O. Box 9253 College Station, TX 77845 t UI ► i S willK I Water & Sanitary Sewer Report CREEK MEADOWS SUBIDIVISION Section 3, Phase One College Station Brazos County, Texas TABLE OF CONTENTS: PAGE 1.0 General Information......................................................................................................................................I 1.1 Scope of Report and Proposed Development.......................................................................................... 1 1.2 Site and General Location....................................................................................................................... 2 1.3 Description of Existing Conditions.......................................................................................................... 2 1.4 Existing Water Distribution System........................................................................................................ 2 1.5 Existing Sanitary Sewer Collection System............................................................................................ 3 2.0 Water System Improvements ............................. 2.1 Proposed Water System Configuration......... 2.2 Domestic Water Supply Requirements......... 2.3 Fire Flow Requirements ............................... 2.4 Hydraulic Modeling Methodology ............... 2.5 Modeling Results & Conclusions ................. ........................................................................... 3 ........................................................................... 3 ........................................................................... 4 ........................................................................... 4 ........................................................................... 4 ........................................................................... 4 3.0 Sanitary Sewer Improvements...................................................................................................................... 5 3.1 Proposed Sanitary Sewer Configuration.................................................................................................. 5 3.2 Sanitary Sewer Flow Calculations........................................................................................................... 5 3.3 Hydraulic Modeling Methodology.......................................................................................................... 6 3.4 Modeling Results & Conclusions............................................................................................................ 6 ATTACIIMENTS: Vicinity Map Proposed Water System Map KYPIPE Hydraulic Analysis Data Proposed Sanitary Sewer System Map WINSTORM Hydraulic Analysis Data 202-0438 Water-SewerRepoit-S3P1 Page -i Water & Sanitary Sewer Report CREEK MEADOWS SUBIDIVISION Section 3, Phase One College Station Brazos County, Texas 1.0 GENERAL INFORMATION 1.1 Scope of Report and Proposed Development. This report addresses the water and sanitary sewer improvements for the Creek Meadows Subdivision Section 3, Phase One development conditions. This new development will consist of 24 lots. Currently, the subject site is undeveloped with rural residential subdivision surrounding most of the proposed master planned subdivision. Within the master planned subdivision of Creek Meadows, and at the time of this report, the following phases are fully built and accepted by the City of College Station or nearing construction completion: • Section IA, Phase One & Two; • Section 1B, Phase One thru Four (all phases); • Section 2, Phase 1A, 111, & 3; • Section 4, Phase 1, 2A, 2B, & 2C; • Section 5, Phase One; The proposed development and correlating water and sanitary sewer improvements are designed and analyzed in accordance with the criteria outlined in the "B/CS Unified Technical Specifications and Design Guidelines" (UTSDS) manual of the City of College Station (CoCS). 1.2 Site and General Location: The proposed development, Creek Meadows Subdivision (Section 3, Phase One) consists of a 5.934 acre tract of land wholly contained within a 171.043 acre parent tract of the master planned subdivision. The parent tract is bordered by Greens Prairie Trail to the East, Royder Road to the South and Southwest, and Greens Prairie Road West to the West. Adjacent developments, all of which are rural residential, consist of Royder Ridge to the South, Woodlake to the East, and Wellborn Oaks to the Northeast. Access to the subdivision will be accomplished by Royder Road, Greens Prairie Trail and Greens Prairie Trail West. The subject development, Creek Meadows Subdivision — Section 3, Phase One, is adjacent and immediately south of the platted Section 1B, Phase 4. A Vicinity Man, for this project site, is provided and is located in the "Attachment' 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 County, TX. These Construction Drawings are included as part of this Water & Sanitary Sewer Report by reference. 202-0438 Water -Sewer Report-SM Page -1 Creek Meadows Subdivision — Section 3, Phase One RME Consulting Engineers Water & Sanitary Sewer Report December 7, 2011 1.3 Description of Existing Conditions: The 171.043-acre parent tract, which contains the proposed development of Creek Meadows Subdivision (Section 3, Phase One), is a moderately well sloping (approximately 1.5%) undeveloped site with natural and improved drainage systems that convey runoff to an unnamed tributary of Peach Creek. Post -development runoff, from the site, flows through proposed and existing storm sewer, to an unnamed tributary of Peach Creek that meanders along the subdivision's western property line. The proposed development area is unimproved with land -cover general consists of open grassy areas with some thick brush, weeds, and trees along the unnamed tributary. Elevations range on the master planned subdivision from approximately 287' Mean Sea Level (MSL) to approximately 342' MSL. 1.4 Existing Water Distribution System: The project site is moderately well served by existing water lines. The utility provider, for water service, will be Wellborn S.U.D. The existing water supply lines are summarized as follows: 1. A 16" water line borders along the entire northeast and northwest property line of the 171.043 acre parent tract. The northwest section of this 16" water line parallels Greens Prairie Road West and is wholly contained within a 15' and 16' Public Utility Easement. A portion of this water line was relocated due to right-of-way dedication of Section IA, Phase One of Creek Meadows; 2. A 12" PVC water line extends along the entire east property line of the 171.043 acre parent tract and parallels Greens Prairie Trail. This 12" water line is connected to the before mentioned 16" water line and is wholly contained within a 15' Public Utility Easement; 3. A 6" PVC water line meanders along the prescriptive right-of-way of Royder Road which was installed in the fall of 2007 and replaced an existing 2" and 3" water line; 4. In addition to these primary trunk "supply" lines numerous 8", 6", 4" and 3" supply lines have been installed through Section IA, Phase One and Two, Section IB (all phases), Section Four (Phase 1 and 2B), and Section 2, Phase IA & 113. The KYPIPE model reflecting these existing improvements will be expanded upon to integrate the proposed improvements scheduled for Section 3, Phase One. Flow tests were obtained from the Wellborn S.U.D. from a fire hydrant installed along the 12" PVC water line that is located on the east side of Greens Prairie Trail and parallel to the subject property's west boundary line. This fire hydrant was installed at the tie-in point of the 8" PVC waterline located across from North Creek Meadow Boulevard. Since the time of the original flow test the fire hydrant has been removed and this 8" waterline extension has been installed. This flow test was conducted on December 28, 2006 by Wellborn S.U.D. by Mr. Steven Cast and witnessed by this office. The flow data is summarized below in Table #1 — Flow Test Data. 202-0438 Water-SewerRepon-S3Pl Page-2 Creek Meadows Subdivision — Section 3, Phase One Water & Sanitary Sewer Report RME Consulting Engineers December 7, 2011 TABLE #1 FLOW TEST DATA Flow Pilot Static Fire Static Residual Hydrant Reading Flow Hydrant Pressure Pressure No. Location(psi) m No.(psi) (psi) FH "A" Greens Prairie Trail 67 1360 Res. 74 70 Note: The reported flow is from the 2.5" nozzle of the identified flow hydrant; 1.5 Existing Sanitary Sewer Collection System: The proposed subdivision will be served by the existing sanitary sewer collection lines of the Castlegate Subdivision, Section 6. The proposed sanitary sewer collection system, for Section 3, Phase One, will discharge into a collection system and Regional Lift Station, constructed in Section 1B. From the Regional Lift Station sanitary sewer is then pumped, via a 6" PVC force main, to the existing collection system of the Castlegate Subdivision. The Section 113 sanitary sewer collection system, Regional Lift Station, and associated improvements, have been approved by the CoCS-Planning and Development Services and at the time of this report have been constructed, inspected and accepted by CoCS. 2.0 WATER SYSTEM IMPROVEMENTS 2.1 Proposed Water System Configuration: A existing 6" water line was installed and terminated with a fire hydrant and appropriate gate valve at the existing east end of Wood Brook Lane (Section 1B, Phase 4). This terminus was intended for the future extension of water distribution into the subject development. Also, there is an existing 8" water line, within an existing 16' P.U.E. along Creek Meadow Boulevard South (Section 1B, Phase Two), that parallels this street and was installed with gate valve and tee so that the water distribution system, within this phase, could be "looped" completely into the existing water system. A proposed 8" water line, within the subject development, will be extended and connected to these existing 6" and 8" water lines. The general requirements of the UTSDG for water line design layout are briefly listed as follows: 4" water lines will be installed where the service length is less than or equal to five hundred (500') feet; 6" water lines may be allowed up to a maximum of 1,500 feet in length and must connect at each end to an 8 inch or larger main and shall have no more than 2 fire hydrants or flushing points. Where it is not possible to meet this requirement, a 6- inch main may be extended to a maximum of 800 feet in length and shall terminate with a fire hydrant or blow -off assembly; Fire hydrants will be installed so that no residence is greater than five hundred (500') from a hydrant. Each fire hydrant will be analyzed to provide a fire flow of 1,000 gpm. 202-0438 Water-SewerReport-S3Pl Page-3 Creek Meadows Subdivision — Section 3, Phase One Water & Sanitary Sewer Report RME Consulting Engineers December 7, 2011 As mentioned earlier the water distribution system will provide fire protection and domestic water service. The Water System Man is included in the "Attachment" portion of this report and more fully details the proposed water system improvements. The proposed water lines, and appurtenances, will be constructed and installed in accordance with the UTSDG. Unless specifically identified on the Construction Drawings, the proposed water lines will be of type PVC AWWA C909 DR14 water line pipe. Public utility lines will be installed in existing public utility easements or placed in proposed public utility easements which will be dedicated by plat or by separate instruments. 2.2 Domestic Water Supply Requirements: An average daily water consumption of 1.5 gpm per connection or dwelling unit will be utilized for analysis of the proposed water distribution system at normal conditions. During static conditions a minimum 35 psi pressure rating will be maintained. 2.3 Fire Flow Requirements: The fire flow demand, for the proposed development, will require that each residence be protected by a minimum 1,000 gpm. During fire flow conditions the minimum static pressure shall not be less than 20 psi. 2.4 Hydraulic Modeling Methodology: As allowed in the UTSDG a water distribution computer model was used to determine pressure and flow results for the proposed water system. The hydraulic analysis and corresponding results were determined by using the KYPIPE hydraulic program, for water systems. Using the calculated domestic water demand and fire flow requirements, the proposed water system was analyzed, with KYPIPE, to determine if it met the minimum design criteria set forth in the UTSDG. These minimum criteria are summarized as follows. Since the irrigation is relatively small in comparison to other flows, and infrequent in use, it was not considered in the analysis. 1. Under normal flow conditions the residual pressures in the area, serviced by the proposed system, must meet TCEQ requirements at all times thus providing a minimum static pressure of 35 psi; 2. During fire flow conditions, the proposed system and adjacent infrastructure must provide the required fire flow with a minimum residual pressure of 20 psi; 3. At all analyzed conditions, no water line shall have a velocity greater than 12 fps in both existing and proposed mains; 2.5 Modeling Results & Conclusions: Utilizing the original KYPIPE model and expanding it to include Section 2, Phase I water demands, and fire flow requirements, for the proposed water system improvements, and adjacent infrastructure, it was determined to adequately meet or positively exceed the minimum design standards. KYPIPE Hydraulic Analysis Data, resulting from both domestic water demands and all fire flow conditions are contained in this report in the 202-0438 Water -Sewer Report-S3P1 Page -4 Creek Meadows Subdivision — Section 3, Phase One Water & Sanitary Sewer Report RME Consulting Engineers December 7.2011 "Attachment" portion. Resulting summary information for both conditions are illustrated below in Table #2 — Water System Summary and identify the "worse -case" location in the proposed distribution system (lowest pressure node or highest velocity in pipe). The entire water system model, for each scenario is fully contained with the KYPIPE Hydraulic Analysis Data. TABLE #2 WATER SYSTEM SUMMARY PIPE DATE NODE DATA Scenerio Number KYPIPE Name Section / Phase Pipe Size in Flow m Velocity s Node Name(psi) Residual Pressure DOMESTIC FLOW CONDITION P-41 113/1 6 36.00 1.63 J-44 67.57 FIRE FLOW CONDITIONS 1 P-89 S3P1 1 8 1 1000 1 5.32 J-41 68.12 Domestic Flow Scenario: 1. Domestic design flows at completion of Section 3, Phase One; Fire Flow Scenario: 1. 1,000 gpm from FH-27 — Section 3, Phase One; 3.0 SANITARY SEWER IMPROVEMENTS 3.1 Proposed Sanitary Sewer Configuration: The proposed sanitary sewer collection system, for Creek Meadows — Section 3, Phase One, will consist of two (2) 6" sanitary sewer line extensions. These sanitary sewer line extensions will be expansions of the existing Creek Meadows collection system which conveys sewer in a generally southern direction to the Regional Lift Station located on the south side of Greens Prairie Trail near the southwest corner of the master planned subdivision. The Sanitary Sewer System Map is included in the "Attachment" portion of this report and more fully details the proposed sanitary sewer system improvements. The proposed sanitary sewer lines, and appurtenances, will be constructed and installed in accordance with the UTSDG. Unless specifically identified on the Construction Drawings, the proposed sanitary sewer lines will be of type PVC SDR-26, ASTM D3034 sewer line pipe. Public utility lines will be installed in existing public utility easements or placed in proposed public utility easements which will be dedicated by plat or by separate instruments. 3.2 Sanitary Sewer Flow Calculations: The sanitary sewer requirements, for the master planned development, were derived by Method 2 — "Land Use Determination" of the UTSDS. Resulting average sanitary sewer flow values were calculated, for all complete or permitted phases, and the results are summarized in Table #3 — "Sanitary Sewer Flows" shown below. As calculated, the ultimate Average Daily Flow (ADF) for these sections of the Creek Meadows subdivision is 113,742 gpd and a 2-Hour Peak Flow (PF) at 0.70 cfs. 202-0438 Water -Sewer Report-S3P 1 Page - 5 Creek Meadows Subdivision — Section 3, Phase One Water & Sanitary Sewer Report RME Consulting Engineers December 7, 2011 TABLE #3 - SANITARY SEWER FLOWS Average Average our Daily Flow Dwelling Daily Flow Peak Flow Peak Flow Section/Phase (gpd/cap) Units (gpd) (gph) (cfs) Sec. 1A, Ph. 1 & 2 100 96 25,632 4,272 0.16 Sec. IB, Phase 1-4 100 112 29,904 4,984 0.19 Sec. 2, Ph 1A, In, & 3 100 89 23,763 3,961 0.15 Sec. 3, Ph 1 100 24 6,408 1,068 0.04 Sec. 5, Ph 1 100 32 8,544 1,424 0.05 Sec. 4, Ph 1, 2A, 2C 100 73 19,491 3,249 0.12 TOTAL EXPECTED FLOWS = 113,742 18,957 0.70 Flow Determination Notes: 1) Residential density is at 2.67 capita/Dwelling Unit; 2) Commercial uses were estimated at 30 capita/acre; 3) Average Daily flows, for each use, were assigned per Table III= `Average Wastewater Generations" per the UTSDS; 4) Peaking factor of 4.0 was applied to the Average Daily Flows to determine the Peak Flow which is used for line sizing; 3.3 Hydraulic Modeling & Methodology: As allowed in the UTSDG, a hydraulic computer model was used to determined flow results for the proposed sanitary sewer collection lines. The hydraulic analysis and corresponding results were determined by using the WINSTORM hydraulic program, for stormwater modeling. Though this TxDOT program's typical use is for modeling gravity stormwater systems it can easily be applied for hydraulic modeling of gravity sewer systems. Peak sewer flows were directly inputted at manholes in lieu of flows being generated by hydrological equations at logical locations along the proposed sewer lines. 3.4 Modeling Results & Conclusions: Using the original WINSTORM model and expanding it to include Creek Meadows — Section 3, Phase One, sanitary sewer flows were input into the proposed sewer system and it was determined that the proposed expanded system has adequate capacity. WINSTORM Hydraulic Analysis Data, as resulting from sanitary sewer analysis, is contained in this report in the "Attachment" portion. Resulting summary information is illustrated below in Table #4 — Sanitary Sewer Summary. As report above in Table #3 there are 371 dwelling units either platted or permitted for platting (which includes Section 3, Phase One). These dwelling units will be the equivalent of 0.70 cfs (314 gpm) at Peak Flow. The Regional Lift Station has a firm pumping capacity of 315 gpm (and receiving system of Castle Gate) which is greater than the anticipated total Peak Flow of current development of the master planned subdivision. Based on this information the development of Section 3, Phase One will not require any improvements to the existing subdivisions lift station and system. 202-0438 Water-SewerReport-S3P1 Page-6 Creek Meadows Subdivision - Section 3, Phase One Water & Sanitary Sewer Report RME Consulting Engineers December 7, 2011 TABLE #4 SANITARY SEWER SUMMARY Upstream Downstream Pipe Size Slope Q Capacity Velocity Element Element (in) (%) (cfs) (cfs) (fps) MH-1 MH-1B 8 2.00 0.31 1.73 3.73 MH-113 MH-2 8 2.00 0.33 1.73 3.77 MH-2 M11-3 8 0.62 0.33 0.96 2.46 MH-3 MH-4 8 0.60 0.46 0.95 2.69 ME-4 MH-5 8 0.61 0.48 0.95 2.71 MH-5 MH-6 8 0.60 0.49 0.95 2.71 ME-6 MH-7 8 0.60 0.50 0.95 2.72 MH-7 MH-8 8 0.60 0.51 0.95 2.75 MH-8 MH-9 8 0.60 0.53 0.95 2.76 to MH-9 MH-10 8 0.60 0.55 0.95 2.81 c NM-10 MH-11 8 0.60 0.76 0.95 3.00 MH-II MH-12 8 0.60 0.78 0.95 3.00 3 M14-12 MH-13 10 0.40 0.80 1.37 2.65 MH-13 NM-14 10 0.40 0.81 1.37 2.63 Z MH-14 MH-15 10 0.40 0.92 1.37 2.70 m M11-15 MH-16 10 0.40 0.92 1.38 2.75 m MH-16 MH-17 10 0.40 0.93 1.37 2.71 MH-17 MH-18 10 0.40 0.97 1.37 2.73 M14-18 NM-19 10 0.40 1.02 1.37 2.02 M14-19 MH-20 10 0.40 1.53 1.37 2.83 MH-20 MH-21 10 0.40 1.54 1.36 2.85 MH-21 MH-22 10 0.95 1.55 2.12 4.27 MH-22 MH-23 10 0.95 1.55 2.11 4.27 MH-23 ME-24 10 0.95 1.63 2.11 4.31 MH-24 MH-25 10 0.93 1.63 2.09 4.28 MH-25 MH-26 LS MH-27 12 8 1.10 0.40 1.63 0.37 3.74 0.77 4.59 2.17 a) MH-27 MH-28 8 0.40 0.43 0.77 2.24 J NM-28 MH-29 8 0.40 0.43 0.77 2.24 a) MH-29 MH-30 8 0.40 0.43 0.78 2.28 MH-30 MH-31 8 0.40 0.43 0.77 2.28 U) ME-31 NM-32 8 0.40 0.43 0.77 2.23 m 2 MH-32 MH-33 8 0.40 0.46 0.78 2.31 E MR-33 MH-34 8 0.40 0.46 0.77 2.30 rn MH-34 MH-35 MH-36 MH-19 MH-18 MH-37 8 6 6 0.40 0.79 1.00 0.48 0.04 0.00 0.78 0.50 0.56 2.33 1.52 0.64 "SW U) NM-37 MH-38 6 1.00 0.02 0.56 1.25 MH-38 MU-39 NM-40 MH-17 MH-11 MH-41 6 6 8 1.00 1.14 0.40 0.03 0.00 0.18 0.56 0.60 0.77 1.46 0.76 1.78 "S5" io MH-41 MH-10 8 0.40 0.19 0.78 1.80 202-0438 Water-SewerReport-S3PI Page-7 Creek Meadows Subdivision - Section 3, Phase One Water & Sanitary Sewer Report RMC Consulting Engineers December 7, 2011 TABLE #4 SANITARY SEWER SUMMARY Upstream Downstream Pipe Size Slope Q Capacity Velocity Element Element (in) (°/") (cfs) (cfs) (fps) MH-42 MH-43 8 0.40 0.00 0.77 0.39 MH-43 MH-44 MH-3 MH-45 8 6 0.40 2.14 0.00 0.00 0.77 0.82 0.01 0.96 00 0D MH-45 MH-46 6 1.00 0.05 0.56 1.73 MH-46 MH-47 MH-48 MH-3 MH-45 MH-49 6 6 6 0.98 1.01 0.90 0.09 0.01 0.00 0.55 0.56 0.53 2.09 1.21 0.76 "S9" MH-49 MH-50 6 1.01 0.00 0.57 0.82 MH-50 MH-51 6 0.99 0.01 0.56 1.18 d E MH-51 MH-52 6 1.00 0.02 0.56 1.25 J MH-52 MH-53 MH-54 MH-32 MH-29 MH-55 8 6 6 0.40 1.00 0.80 0.02 0.00 0.00 0.78 0.56 0.50 0.19 0.64 0.64 "S12 M in MH-55 MH-56 6 0.80 0.02 0.50 1.17 m MH-56 MH-57 6 0.80 0.03 0.50 1.40 MH-57 MH-58 MH-27 MH-26 8 8 0.40 0.40 0.04 0.37 0.78 0.78 0.35 2.17 MH-59 MH-58 6 0.80 0.37 0.50 2.79 MH-60 MH-59 6 0.80 0.11 0.50 1.34 a v MH-61 MH-60 6 0.53 0.10 0.41 0.49 <n MH-62 MH-63 MH-61 MH-59 6 6 0.31 1.00 0.01 0.24 0.31 0.56 0.05 2.74 iv W MH-65 MH-63 6 0.80 0,23 0.50 2,51 w MH-66 MH-65 6 0.80 0.23 0.50 2.49 a v MH-67 MH-66 6 0.50 0.20 0.40 2.01 ME-68 MH-64 MH-67 MH-61 6 6 0.50 0.80 0.19 0.08 0.40 0.50 2.00 1.87 a MH-73 MH-64 6 0.80 0.08 0.50 1.87 �i MH-71 MH-69 MH-73 MH-66 6 6 0.80 0.80 0.07 0.01 0.50 0.50 1.79 0.23 4 MH-70 MH-72 MH-74 MH-75 MH-76 MH-69 MH-73 MH-9 MH-76 MH-77 6 6 6 6 6 0.80 1.80 1.00 1.52 1.38 0.00 0.01 0.01 0.01 0.03 0.50 0.75 0.56 0.69 0.66 0.68 1.36 0.95 1.26 1.78 72P14 s%P3 da Q MH-77 MH-78 6 1.55 0.04 0.70 1.90 MH-78 MH-79 MH-79 MH-80 6 6 0.80 0.80 0.06 015 0.50 0.50 1.76 2.24 MH-80 MH-68 6 0.80 0.18 0.50 2.37 MP3 MH-81 MH-82 MH-82 MH-83 6 6 1.52 1.17 0.00 0.04 0.69 0.61 0.85 1.73 g MH-83 MH-84 6 1.69 0.05 0.73 2.14 202-0438 Water -Sewer Report-S3P1 Page - 8 m DESIGN Part 4 — Drainage Concept and Deslan Parameters Continued (Page 4.17) Design Parameters (continued) Computer Software What computer software has been used in the analysis and assessment of stormwater management needs and/or the development of facility designs proposed for subject property project? List them below, being sure to identify the software name and version, the date of the version, any applicable patches and the publisher C _� W(N5-rO'—'yv1 5jo12-114 ccJReJi�✓G `�zSf(Cyt�( Part 6 — Plans and Specifications Requirements for submittal of construction drawings and specifications do not differ due to use of a Technical Design Summary Report. See Section III, Paragraph C3. Part 6 — Conclusions and Attestation Conclusions Add any concluding information here: Attestation Provide attestation to the accuracy and completeness of the foregoing 6 Parts of this Technical Design Summag Drainage Report by signing and sealing below. °This report (plan) for the drainage design of the development named in Part B was prepared by me (or under my supervision) in accordance with provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. AlUic ermits required by any and all state and federal regulatory agencies forr�g� ge it$.;.... improvements have been issued or fall under applicable general o� ' (Affix Se * 00 A Licensed Professional Engineer e ®e ` A. ALF ® 0, • eee..a.� . ��cl g2✓ �c`• iCv O .•' Q State of Texas PE NoCpf e . ng�Ao • A I VMIVIVVM I qM I -,- -- — -- - ------ Effective February 2007 As Revised February 2009 M Part 4 - Drainage Concept and Design Parameters Continued (Page 4.15) Design Parameters (continued) Hydrology (continued) In making determinations for time of concentration, was segment analysis used? No _ Yes In approximately what percent of Design Drainage Areas? % As to intensity -duration -frequency and rain depth criteria for determining runoff flows, were any criteria other than those provided in these Guidelines used? _ No _Yes If "yes" identify type of data, source(s), and where applied: For each of the stormwater management features listed below Identify the storm return frequencies (year) analyzed (or checked), and that used as the basis for design. Feature Analysis Year(s) Design Year Storm drain system for arterial and collector streets Storm drain system for local streets / O O / 0 Open channels Swale/buried conduit combination in lieu of channel Swales Roadside ditches and culverts serving them Detention facilities: spillway crest and its outfall Detention facilities: outlet and conveyance structure(s) Detention facilities: volume when outlet plugged Culverts serving private drives or streets Culverts serving public roadways Bridges: provide in bridge report. Hydraulics What is the range of design flow velocities as outlined below? Design flow velocities; Gutters Conduit Culverts Swales Channels Highest (feet per second) 2, (L(o Le• 69(e Lowest (feet per second) /, $ Fj /, Qj Streets and Storm Drain Systems Provide the summary information outlined below: Roughness coefficients used: For street qgu�ptters: O.O/ 6 For conduit type(s) � P Coefficients:Q._Q 3 a.012 STORMWATER DESIGN GUIDELINES Page 24 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 Part 4 — Drainage Concept and Design Parameters Continued (Page 4.13) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Is a bridge included in plans for subject property project? No —Yes If "yes" provide the following information. Name(s) and functional classification of the roadway(s)? What drainage way(s) is to be crossed? N N Of 'O .0 in A full report supporting all aspects of the proposed bridge(s) (structural, geotechnical, hydrologic, and hydraulic factors) must accompany this summary report. Is the report provided? _ Yes _ No If "no" explain: Is a Stormwater Provide a general description of planned techniques: Pollution Prevention oStLT �"rr�JGlliCT- m 0 Plan (SW3P) established for _ (,NLdtex.?ram � ^n�� CIE project construction? is � No �/ _pYes Special Designs - Non -Traditional Methods Are any non-traditional methods (aquatic echosystems, wetland -type detention, natural stream replication, BMPs for water quality, etc.) proposed for any aspect of subject property project? No _ Yes If "yes" list general type and location below. Provide full report about the proposed special design(s) including rationale for use and expected benefits. Report must substantiate that Stormwater management objectives will not be compromised, and that maintenance cost will not exceed those of traditional design solution(s). Is report provided? X_ Yes , No If "no" explain: STORMWATER DESIGN GUIDELINES Page 22 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 Part 4 — Drainage Concept and Design Parameters Continued (Page 4.11) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Named Reaulatory Watercourses (& Tributaries): Are culverts proposed on these facilities? No Yes, then provide full report documenting assumptions, criteria, analysis, computer programs, and study findings that support proposed design(s). Is report provided? _ Yes _ No If "no", explain: Arterial or Maior Collector Streets: Will culverts serve these types of roadways? w No Yes How many instances? For each identify the w _ location and provide the information below. } a Instance 1: y Instance 2: c Instance 3: c 0 a 'Q Yes or No for the 100-year design flow: 1 2 3 z o Headwater WSE 1 foot below lowest curb top? c Spread of headwater within ROW or easement? m m rn Is velocity limited per conditions (Table C-11)? y Explain any "no" answer(s): N O CO O .- Tp 6 ?j O V o Minor Collector or Local Streets: Will culverts serve these types of streets? o y No Yes How many instances? for each identify the v _ bcation and provide the Information below: fl o m � Instance 1: 0 Instance 2: m o Instance 3: > U For each instance enter value, or "yes" / "no" for: 1 2 3 y Design yr. headwater WSE 1 ft. below curb top? c 100-yr, max. depth at street crown 2 feet or less? E Product of velocity (fps) & depth at crown (ft) _ ? o Is velocity limited per conditions (Table C-11)? Limit of down stream analysis (feet)? Explain any "no" answers: STORMWATER DESIGN GUIDELINES Page 20 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 Part 4 — Drainage Concept and Design Parameters Continued (Page 49) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) How many facilities for subject property project? For each provide info. below. For each dry -type facilitiy: Facility 1 Facility 2 Acres served & design volume + 10% 100-yr volume: free flow & plugged Design discharge (10 yr & 25 yr) Spillway crest at 100-yr WSE? , yes no —yes no Berms 6 inches above plugged WSE? _ yes _ no _ yes _ no Explain any "no" answers: N U! For each facility what is 25-yr design O, and design of outlet structure? Facility 1: 0 z. Facility 2: Do outlets and spillways discharge into a public facility in easement or ROW? Facility 1: _Yes _No Facility 2: Yes No _ If "no" explain: N 0 n o rJ For each, what is velocity of 25-yr design discharge at outl t? & at s iliwa ? a Facility 1: & Facility 2: & a Are energy dissipation measures used? No _ Yes Describe type and li location: c 0 w w oFor each, is spillway surface treatment other than concrete? Yes or no, and describe: Facility 1: Facility 2: For each, what measures are taken to prevent erosion or scour at receiving facility? Facility 1: Facility 2: If berms are used give heights, slopes and surface treatments of sides. Facility 1: Facility 2: STORMWATER DESIGN GUIDELINES Page 18 of26 APPENDIX. D: -recn. uta Effective February 2007 As Revised D - TECHNICAL DESIGN SUMMARY Part 4 - Drainage Concept and Design Parameters "' Continued (Page 4.7) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) If "yes" provide the following information for each instance: Instance 1 Describe general location, approximate length, surfacing: c E �0 Is 100-year design flow contained in Swale? Yes _ No Is swale wholly "no" 2 } within drainage ROW? _ Yes _ No Explain answers: CD I U Access Describe how maintenance access is provide: ID o z u Instance 2 Describe general location, approximate length, surfacing: v w c d o Is 100-year design flow contained in Swale? Yes _No Is swale wholly o within drainage ROW? _Yes No Explain "no" answers: --}� X Access Describe how maintenance access is provided: u .n a Instance 3.4. etc. If swales are used in more than two instances, attach sheet providing all above information for each instance. channels: Will any area(s) of concentrated flow be channelized (deepened, widened, or straightened) or otherwise altered? No Yes If only slightly shaped, see "Swales" in this Part. If creating side banks, provide information below. yc Will design replicate natural channel? Yes _ No If "no", for each instance a n describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year P design flow, and amount of freeboard: o. Instance 1: E m ' 2 Instance 2: E Z � m� c Instance 3: t U STORMWATER DESIGN GUIDELINES Page 16 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 m Part 4 — Drainage Concept and Design Parameters Continued (Page 4.5) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Describe watercourse(s), or system(s) receiving system discharge(s) below (include design discharge velocity, and angle between converging flow lines). Q 1) Watercourse (or system), velocity, and angle? N C O w E 2) Watercourse (or system), velocity, and angle? c w c 3c mE —N 3) Watercourse (or system), velocity, and angle? N N T i � C 7. O 12 O` G For each outtall above, what measures are taken to prevent erosion or scour of 2 evc receiving and all facilities at juncture? to as 2) N 0 3) Are swale(s) situated along property lines between properties? No Yes Number of instances: For each instance answer the following questions. Surface treatments (including low -flow flumes if any): c� N m m N ) C Flow line slopes (minimum and maximum): t0 'O I o 0 Z Outfall characteristics for each (velocity, convergent angle, & end treatment). w� N q Will 100-year design storm runoff be contained within easement(s) or platted drainage ROW in all instances? _ Yes _ No If "no" explain: STORMWATER DESIGN GUIDELINES Page 14 of 26 APPENDIX: D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 D- Part 4 — Drainane Concept and Design Parameters I Continued (Page 4.3) Stormwater Management Concept (continued) Within Project Area Of Multi -Phase Project (continued) Will Project Area include bridge(s) or culvert($)? _No _ g_ Yes Identify type and general size and In which phase(s). If detention/retention serves (will serve) overall Project Area, describe how it relates to subject phase or site project (physical location, conveyance pathway(s), construction sequence): Within Or Serving Subject Property (Phase, or Site) If property part of larger Project Area, is design in substantial conformance with earlier analysis and report for larger area? � Yes No, then summarize the difference(s): Identify whether each of the types of drainage, features listed below are included, extent of use, and general characteristics. Typical shape? Surfaces? o- v N v+ Steepest side slopes: Usual front slopes: Usual back slopes: } co Flow line slopes: least Typical distance from travelway: typical greatest (Attached Exhibit # 1 .y Z Are longitudinal culvert ends in compliance with 8-CS Standard Specifications? w Yes No, then explain: At intersections or otherwise, do valley gutters cross arterial or collector streets? -2 w No if yes explain: _ /Yee(s�� wAre valley gutters proposed to cross any street away from an intersection? Z X_ No _ Yes Explain: (number of locations?) N C d l0 STORMWATER DESIGN GUIDELINES Page 12 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 D — TECHNICAL Part 4 — Drainage Concept and Desian Parameters Start (Page 4.1) Stonnwater Management Concept Discharge(s) From Upland Area(s) If runoff is to be received from upland areas, what design drainage features will be used to accommodate it and insure it is not blocked by future development? Describe for each area, flow section, or discharge point. 5'royz-m )9aewlalezo %J �p'�e C"p-tc Vy'4pioi �YA. N. IAfJ1r&- Z ?o Ff lfzt/E °� Cowl�ftrrtl y/4�, F,,, 35 . Discharge(s) To Lower Property(ies) (Section II, Paragraph E1) Does project include drainage features (existing or future) proposed to become public via platting? _ No Yes Separate Instrument? No Yes Per Guidelines reference above, how will Establishing Easements (Scenario 1) runoff be discharged to neighboring _ Pre -development Release (Scenario 2) property(ies)? Combination of the two Scenarios Scenario 1: If easements are proposed, describe where needed, and provide status of actions on each. (Attached Exhibit #_) Scenario 2: Provide general description of how release(s) will be managed to pre -development conditions (detention, sheet flow, partially concentrated, etc.). (Attached Exhibit #____j gNof-r— ?o RDOCV- IevnroF> so ?HA-7 odd r CgAoQC-r,C, A� 6rer,V,#J4, i aA(alF -IfzA I L , 15, f6 oft CCoombination: If combination is proposed, explain how discharge will differ from pre - development conditions at the property line for each area (or point) of release. If Scenario 2, or Combination are to be used, has proposed design been coordinated with owner(s) of receiving property(ies)7 No _ Yes Explain and provide documentation. STORMWATER DESIGN GUIDELINES Page 10 of 26 APPENDIX. D: TECH.. DESIGN SUMMARY Effective February 2007 As Revised February 2009 —TECHNICAL DESIGN Part 3 — Property Characteristics Continued (Page 3.3) Hydrologic Attributes of subject Property (or Phase) (continued) Does subject property straddle a Watershed or Basin divide? _ No Yes If yes, describesplits below. In Part 4 describe desi n cone t for handling this. Watershed or Basin Larger acres a Lesser acreage Above -Project Areas(Section ll, Paragraph B3-a) Does Project Area (project or phase) receive runoff from upland areas? _ No _,>�_ Yes Size(s) of area(s) in acres: 1) - /t 2) 3) 4) Flow Characteristics (each instance) (overland sheet, shallow concentrated, recognizable concentrated section(s), small creek (noon -regulatory), regulatory Watercourse or tributary); Flow determination: hydrologic methods and assumptions: 1Outline Does storm runoff drain from public easements or ROW onto or across subject property? —No ✓ Yes If yes, describe facilities in easement or ROW: (/AZ uNO �vtar2r✓( ��7zu sew Cr2ff�.rNGr Gl,2F_�K IveAbov.l J Luf4. Are changes in runoff characteristics subject to change in future? Explain "'Fr7" MAy J t i2� nc trona fi'I �JFc.oPrv(F..K7. Conveyance Pathways (Section ll, Paragraph C2) Must runoff from study property drain across loweUmperties before reaching a Regulatory Watercourse or tributary? No Yes Describe length and characteristics of each conveyance pathway(s). Include ownership of property(ies). .D(s��s ,,moo rKff-lrNGe- �n�nr�rvlri� Tr21 t3�zAR-Y—3tvAI �..ao v�r7fi '�is11N, STORMWATER DESIGN GUIDELINES Page 8 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 IPM Part 3 — Property Characteristics I I Starf(Page 3.1) Nature and Scope of Proposed Work Existing: Land proposed for development currently used, including extent of impervious cover? 1/ fqCr Site — Redevelopment of one platted lot; or two or more adjoining platted lots. Development _ Building on a single. Platted lot of undeveloped land. Project Building on two or more Ip atted adjoining lots of undeveloped land. (select all applicable) — Building on a single lot, or adjoining lots, where proposed plat will not form a new street (but may include ROW dedication to existing streets). Other (explain): Subdivision Construction of streets and utilities to serve one or more Platted lots. Development Construction of streets and utilities to serve one or more proposed lots on Project _ lands represented by pending plats. Site projects: building use(s), approximate floor space, impervious cover ratio. Describe Subdivisions: number of lots by general type of use, linear feet of streets and Nature and drainage easements or ROW. Size of • 2 -1 Lo?S Proposed Sy-( I.. -: op .`ni2.>✓,z t'g Project • 7Ze- L -F of- 57bO-r✓f �ifwJP t2 Is any work planned on land that is not platted I If yes, explain: or on land for which platting is not pending x No — Yes FEMA Floodplains Is any part of subject property abutting a Named Regulatory Watercourse No %� Yes (Section II, Paragraph 131) or a tributary thereof? Is any part of subject property in floodplain No )(�_ Yes Rate Map area of a FEMA-regulated watercourse? _ Encroachment(s) into Floodplain Encroachment purpose(s): _ Building site($) _ Road crossing(s) areas planned? Utility crossing(s) _ Other (explain): No x Yes _ If floodplain areas not shown on Rate Maps, has work been done toward amending the FEMA- approved Flood Study to define allowable encroachments in proposed areas? Explain. A� oe-rAItJ1-w �tzy or- TPfE tJNNRM)w -reij3tmvy mm5 Fr-7 AIc37 /mAP4t7 TfJfS STORMN/ATER DESIGN GUIDELINES Page 6 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 APPENDIX D - TECHNICAL DESIGN SUMMARY Part 2 — Protect Administration Continued (page 2.2) Project Identification (continued) Roadways abutting or within Project Area or Abutting tracts, platted land, or built subject property: developments: Named Regulatory Watercourse(s) & Watershned(s): Tributary Basin(s): I%NNA Mrr-O 4 00- eY o� i%ie Ce__F r Plat Information For Project or Subject Property (or Phase) Preliminary Plat File #: Final Plat File #: Date: Name: Status and Vol/Pg: If two plats, second name: File #: Status: Date: Zoning Information for Project or Subject Property (or Phase) Zoning Type: -PDD Existing or Proposed? Case Code: Case Date Status: Zoning Type: Existing or Proposed? Case Code: Case Date Status: Stormwater Management Planning For Project or Subject Property (or Phase) Planning Conference(s) & Date(s): Participants: MIA /v/A Preliminary Report Required? Submittal Date Review Date Review Comments Addressed? Yes _ No _ In Writing? When? Compliance With Preliminary Drainage Report. Briefly describe (or attach documentation explaining) any deviation(s) from provisions of Preliminary Drainage Report, if any. STORMWATER DESIGN GUIDELINES Page 4 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 Creek Meadows Subdivision - Section 3, Phase One Water & Sanitary Sewer Report RME Consulting Engineers December 7, 2011 TABLE #4 SANITARY SEWER SUMMARY Upstream Downstream Pipe Size Slope Q Capacity Velocity Element Element (in) (%) (cfs) (cfs) (fps) MH-84 MH-79 6 0.89 0.08 0.53 1.96 SlAP48 NM-85 MH-86 MH-82 NM-87 6 6 1.50 0.80 0.01 0.08 0.69 0.50 1.36 1.87 MH-87 MH-88 6 0.80 0.13 0.50 2.16 MH-88 MH-89 6 0.80 0.19 0.50 2.38 a U MH-89 MH-90 6 0.80 0.19 0.50 2.38 MH-90 MH-91 6 0.80 0.31 0.51 2.71 M14-91 MH-92 6 0.82 0.31 0.51 2.73 MH-92 MH-1 8 1.00 0.31 1.23 2.90 MH-96 MH-40 8 0.40 0.11 0.77 1.56 MU-95 MH-96 8 0.40 0.10 0.78 1.54 CO n NM-97 MH-95 6 2.00 0.01 0.79 1.13 N MH-94 MH-95 8 0.40 0.09 0.77 1.48 <n MH-93 MH-94 6 0.80 0.06 0.49 1.72 M14-98 MH-94 6 0.80 0.01 0.50 1.06 MH-99 MH-93 6 1.00 0.07 0.56 1.93 MH-100 NM-99 6 1.00 0.04 0.56 1.69 U) ME-101 MH-100 6 1.00 0.02 0.56 1.36 MH-102 MH-101 6 1.00 0.01 0.56 0.86 MH-35 ME-103 6 1.00 0.04 0.56 1.64 n- M MH-103 MH-104 6 1.00 0.01 0.56 1.01 to MH-103 MH-105 6 1.00 0.03 0.56 1.46 Sanitary Sewer Notes: I ) Velocities within a proposed pipe runs (highlighted) that are below the required 2.0 fps meet or exceed the minimum required slope for a 6" sanitary sewer, but have so little Q from the upstream lots that it is impractical to achieve the required 2.0 fps. This deviation from the B/CS standards will be noted in the B/CS Acknowledgement Letter prepared by this office; 2) Manning's ` N" utilized for PVC pipe is 0.013; 202-0438 Water-SewerReport-S3P1 Page-9 VICINITY MAP WATER SYSTEM MAP / SEC ION I ( .36 ACRES) SECT N 1c; PHASE (0 2 ACRES) I PIP[ P-I / rII rPoPE I'-R 1-- GREENS PRAIRIEI1 ROAD WEST I I I I I I I I I I I I I -PIPE P-42 31 I I I I I � I � , -- -- I COWS I I kkCT I I 3HoW F 1R I I (5.p7 ACRES) r 3 , I � .40 A 4 I I n AllOp CWe T^ / , r I I A EEK MENOORI CREE MEADOW LOOP . I I I FT I I I PIP[ P--1PE P-In 4J-] 7/ I ' // \ PIPE P-1[ PIPE P-] ON TIA 5 THREE ACRES) NORTH TOLE ST, . I nKR CREEK O W. I • BEAVER CREEK 0 . E. I _ NLE Si. BOM PIPE P-76 ' i SE ASE^ 7A� (4. A ES) SP ASEE AA i AC S CTI N 4 /P 1 AS 3B (4'67 A RES)' SHALLOW CREEK LOOP ION 1C I PH THREE .5 :RES) 1� o g i �F �a+ � S¢ Se 1C y ma ES) • Y9L i z o I i I CREEK MEADOW OP PIP —� PEP, Oa S C NORTH LAZY CREEK W. — m J Wa PIPE P-110 _ > I PIPE P-9� I 3� I J-B� PIPC P-II �J-J J-47 SOUTH LAZY CREEK I.N. s I PIPE P-0 �Pua r•_un -- -- � r,rE Ps — -- s $PHATI E r —(7.0 +u-> �tryN3J --PIPE P-7- I 4-PIPE P-I, SYMBOL & LINE LEGEND -•- BARB-W1RE FENCE -PN- FORCE MAIN -so- STORM SEWER ac- OVERHEAD ELEC. LINE -I•- WATER LINE -ss- SEWER LINE 0 POWER POLE X( UGHT POLE GUY PARE ANCHOR N WAITEfl VALVE WATER METER STORM SEWER CURB INLET ® II1(DA1,111 ELECTRICAL TRANSFORMER SO GAS METER ® MANHOLE CLEUT FIRE HYDRANT® TELEPHONE PEDESTAL L - - BUILDING SETBACK IJNE _ - - PROPERTY LINE � --. EASEMENT LINE P.U.E. PUBUC EASEMENT �UTIUTY P.A.E. PUBUC ACCESS ESMT. ACCESS PR.O.E. PRV. CE ESMT. PRE PRV. ACCESS ESMT. B..BUILDING SETBACK UNE L I- — ' LOT NUMBER SHEET KEY BLOCK NUMBER 11 A COMMON AREA ENE LEGEND WA�j_MYE_LEGENL,p MNE LEGEND EXISRNG WATER PROPOSED WATER NTURE WATER LINES LINES LINES SHEET I OF 3 WATER SYSTEM MAP CREEK OF SUBDIVISION 214.862 ACRES SAMUEL DAVIDSON SURVEY, A-13 ASK BLEDSOE SURVEY, A-7I COLLEGE STATION, BRAZOS COUNTY, TEXAS SURVEYED: MAY 23, 2006 �E STATION, TEXAS 77842 civil@.'.gI...m I I I � SE TIO 9 PH ' ACRES "Alt Cf, SpM7N i , i r PIPE,-" I %PE P-53 I ECTION 4 SHALLOW CREEK `PIPE P-52 (7. B A I r Piff rH-xA ru- a I ECT���pppf 4 �PHAFONE 5r\ I ' (8.2 ACRES) 1 \' I � "PrI'�°I-� 1• I 1 i I I PIPE IP-Ax I PIPE aP E� SP \ r vIPE b-,C PPLE CREW VF %PC P-sO Cr PIPE r-a I I 2 , PIP' r-]1 SPHASE E ' r � 3 (11.18 ACRES) I . J-rR E PIPP-;'' \ •' I PIE P-16 i I PIPE Pa]J tU J-29 �- PIPE P-.m SECTION 10 r PHASE ONE EF' 1 (35.70 ACRES) J-r' -_- I ✓- �mPE P-]I I I • I PIPE P-35 •` `r/ % PIPE Pan !IJ-2J 1 / TI � Ir • I• ) 1 F. PIPE P-35 1 I • � •I IR B I I I 1 i i i j F SUNNY MEADOW BROOK CT. • 1-22 •t SUNNY MEA OW BROOK C SECT oN 1 �•. - PHAS FOUR iH-P I !4 �15� � aO• `\y PEA EO "— A S) ,A PHASE ON fPPE P-2s 6.89 RE PIPE P-96 E 0� BAKER EADO LOOP �J_sr Col �• •' YIPS P-87 r 1 r H-ep PIPE P-Stl PIPE P-BS - CREgAOR. 4 NNT CREEK OR. E. rwf P-s9 SECTION 4 PHASE 2A __ g (1.E3 ACRES) < 1: c PIPE P-168 1 1I1C P_6e • SxPIA-FHI \— IPC A SP SE A PIPE P�s`a LINE -x- BARE -LIRE FE14CE -rv- FORCE MAIN --m- STORM SEWER are- OVERHEAD ELEC. UNE I -W- WATER UNE -4s- SEWER UNE O 13 POWER POLE )Y LIGHT POLE GUY LIRE ANCHOR M WATER VALVE WATER METER STORM SEWER CURB INLET ® ELECTRICAL TRANSFORMER I 63 CAS METER O O MANHOLE E HYDRANT 0 TELEPHONE PEDESTAL --- BUILDING SETBACK UNE --- PROPERTY UNE - -- EASEMENT UNE P.U.E. PUBLIC UTILITY EASEMENT P.A.E. PUBLIC ACCESS ESMT. ® PR.U.E. PRV. DRAINAGE ESMT. PIT A.E. PRV. ACCESS ESMT. 811, BUILDING SETBACK UNE — t LOT NUMBER SHEET KEY BLOC( NUMBER A COMMON AREA WATER UNE LEGEND EXISTING WATER PROPOSED WATER FUTURE WATER LINES ONES LINES �(\`` PIPE P-.I J �•. I PIPE P-25 `Y 1-35 1 PPE P-R$ /. /\/T\\\ •�� `arc-1 `v PIPE P-m- PIrC P-z+ `• `:CA /- /`/PIPE P-19 ,GA PIPE P-er� ' PIPE P_1� mPC P-re �µEA00 -SECTI�IN2 P1. EAK-5 / PIPE P-tl - -/--- `, -- £ -/' a S9 SAFCRES) PIPE P-22 rI 1 1' -� O� PIPE P-RO �J-Ifl SHEET 2 OF 3 WATER l SYSTEM CREEK MAP OF SUBDIVISION w'IPE P-2O SECTION INJ 13 �� \ -l\ �� ! 214.862 ACRES (35.70 ACRES) / Y_4 `� .� -- SAMUEL DAVIDSON SURVEY, A-13 / /- JESSE BLEDSOE SURVEY, A-71 COLLEGE STATION, BRAZOS COUNTY, TEXAS / �1.6 / ,- ,�3f SURVEYED: MAY 923, 2006 /PiP��v \ '% / / , / g ------I i YBDOO S" TEIOOFR9 AVVEENIECAMR OR L.P. PIPE P-M Y .' D / I o � SUITE ,401 Q Er EMAIL: h J]802 __�1 ;, L'IOrWf�OE f' EMAIL: ChrbQoldhamyoPdwln.0,1 r�✓-ex / / i \h / 1 RIENWE: 01]BWAIERNI➢ SfµE:l'.IOC POST BASTMARXBODR., SM. 252 <7]Bg0> weomosms: mrz: 1 l/u POST OFFICE BOX 9267 RENspNs: COLLEGE STATION, TEXAS 77842 ORAWx Or: RA.M, EMAIL: cavil®rmenginwr.wm CHEMEO 6v: RnM. NELD, llwK: N/A MES: NA / IS TIO 7 OFFICE.(979) 764.07N RME CONSULTING ENGINEERS PNASE 0 E. i FAX-(979)764-0704 CLIENT NO. (2$.27 AC ) I -- I TEXAS FIRMRE01STRATIONNO. F4691 1 260 — 0436 IN ROYDER SECTION 3 PHASE TWO K P-44 I (14.12 ACRES) 1 / I -- --�' :PLP-„ PHASE RE \ I (16.60 ACRES) \ (,k ROYDER ROAD RpIPe P-g004 P-01 1 �G V •j. P /NPE -02 4'•O� �, 7 d-6V Ae Q ON 'A `4 ■ 013 - ---- • SEC p� r / ' PH SE E py2 qq (23.¢7 At�tES) q�, e II II i 1 : SECTION T / --- 8 PHASE ONE I (23.27 ACRES) SECTION PHI7 I PHASE 1 _- (2.95 ACR 7 P � 1 P�. '`-- ---� 1 I CROONED CREEK PATM t SECSETIONONE a -�- PHA pe.e2 ACRES) srMeW A: uNE LEGEND -x- BARB-WRE FENCE -su- FORCE MAIN �- STORM SEWER OVERHEAD ELEC. LINE -r- WATER LINE -ss- SEWER ONE © POWER OWE YY LIGHT POLE A WY RARE ANCHOR III WATER VALVE III WATER METER SIERRA SEWER CURB INLET EIECIRICAL TRANSFORMER ® GAS METER O O MANHOLE ICLEANOUT FIRE HYDRANT BI TELEPHONE PEDESTAL - - - BUILDING SETBACK ONE --- PROPERTY ONE - - EASEMENT ONE P.U.E. PUBLIC UTILITY EASEMENT P.A.E. PUBLIC ACCESS ESMT. ® PR.O.E. PRV. DRAINAGE ESMT. PRA.E. PRV. ACCESS ESMT. FIX. BUILDING SETBACK LINE — ` LOT NUMBER SHEET KEY BLOCK NUMBER A COMMON AREA WATER ON LEGEND LEGNE LEGE DLfGfAE D I� EXITING WATER PROPOSED WATER FUTURE WATER UNES LINES UNES SHEET 3 OF 3 WATER ----- ----- -- � L __ I SYSTEM MAP �- - - - -�--=-- - - "�-- CREEK OF SUBDIVISION 214,882 ACRES - - 1- _ - - _ - - - - 11 SAMUEL DAVIDSONLEDSOESURVEY, -713 JESST STATION, BE SURVEY, A-T COLLEGE STADON, BRAZOS COUNTY, TEXAS SURVEYED: MAY 23, 2006 - %o E6N MEMAOGOOOWINA0WPRS�CL'P. WOODLAKE5 SECTION ONE If 2800 SOUTH TEXAS AVENUE -..• SUITE 401 (VOL, 410, PG. 417) C.-arrA•s s2oA.e�+< BELMAIL::' ChrM77802 ldh mgoodwln.cam I � NLMMME: acxwArenunP xuE:rmaO' I 7607 HASTMARK DR., STE, 252777840> RUOM"-ED Izr/u POST OFFICE BOX 9253 Rmsms: COLLEGE STATION, TEXAS 77842 9MWN ett RAW EMAIL: civil®Ime4.ftr.eom CHECKER gn RAM. N= MR. WA PAGES: N/A I OFFICE •(979) 764-0704 r RME CONSULENG ENGINEERS FAX .(979)764-0704 WENT N0. PROJECT N0. TBXASFMMRBGI' RATIONNO.F4696 S -0438 KYPIPE HYDRAULIC ANALYSIS DATA DOMESTIC FLOW CONDITIONS x x x x x x x x x x K Y P I P E 4 x x x x x x x x x x x x * University of Kentucky Network Modeling Software x x * Copyrighted by KYPIPE LLC * Version 3 - 11/01/2005 x x x* x x x x x x x x x x x x x x x x x x x x x x x x x x x Date 5 Time: Thu Dec 01 15:48:35 2011 INPUT DATA FILENAME -------------- C:\Users\user\RME\Projects\260-04-3\0438-S3P.DT2 TABULATED OUTPUT FILENAME -------- C:\Users\user\RME\Projects\260-04-3\0438-53P.OT2 POSTPROCESSOR RESULTS FILENAME --- C:\Users\user\RME\Projects\260-04-3\0438-S3P.RS2 xxxxxxxxxxxx:r*xx**x+xxxxxxxx*x:**xx*xxxx*x+*x**x S U M M A R Y O F O R I G I N A L D A T A xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx U N I T S S P E C I F I E D FLOWRATE ............ = gallons/minute HEAD (HGL) .......... = feet PRESSURE ............ = prig P I P E L I N E D A T A STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE P I P E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR N A M E #1 #2 (ft) (in) COEFF. LOSS COEFF. ------------------------------------------------------------------------------- P- 1 R- 1 J- 1 500.00 16.00 137.3678 0.74 P- 2 J- 1 J- 44 712.54 16.00 137.3678 3.57 P- 3 J- 3 J- 2 195.00 16.00 137.3678 0.74 P- 4 J- 3 J- 4 294.00 16.00 137.3678 0.74 P- 5 J- 4 J- 6 1207.00 16.00 137.3678 2.24 P- 6 J- 6 J- 5 118.00 6.00 137.3678 0.91 P- 7 J- 5 FH-3 151.50 8.00 137.3678 0.40 P- 8 FH-3 J- 7 411.50 8.00 137.3678 0.74 P- 9 J- 7 FH-1 228.50 8.00 137.3678 0.40 P- 10 FH-1 J- 4 291.00 8,00 137.3678 0.00 P- 11 J- 7 J- 8 161.50 3.00 139.0000 0.00 P- 12 J- 5 J- 9 304.00 6.00 139.0000 6.00 P- 13 J- 9 FH-2 73.00 6.00 137,3678 0.74 P- 15 FH-4 J- 3 175.00 8.00 137.3678 0.00 P- 16 J- 11 J-50a 670.00 16.00 137.3678 0.00 P- 17 J- 11 J- 12 1320.00 12.00 137.3678 0.74 P- 18 J- 12 J- 52 398.31 8.00 137.3678 1.14 P- 19 J- 13 FH-7 172.00 8.00 137.3678 6.00 P- 20 J- 13 FH-16 344.00 8.00 137.3678 3.57 P- 21 J- 14 J- 10 147.00 3.00 139.0000 0.00 P- 22 J- 14 FH-5 65.00 8.00 137.3678 0.40 P- 23 FH-5 FH-14 204.00 8.00 137.3678 0.74 P- 24 FH-14 J- 16 134.00 8.00 137.3678 0.74 P- 25 J- 16 FH-6 153.00 8.00 137.3678 0.00 P- 26 FH-14 J- 17 268.00 3.00 139.0000 0.00 P- 27 J- 16 J- 18 356.00 3.00 139.0000 0.00 P- 28 FH-7 FH-15 361.00 8.00 137.3678 0.74 P- 29 FH-15 FH-8 241.00 6.00 137.3678 0.74 P- 2B J- 44 J- 41 116.54 16.00 137.3678 0.00 P- 2C 17- 41 J- 2 1070.93 16.00 137.3678 0.00 P- 30 FH-8 J- 20 176.00 6.00 137.3678 0.00 DOMESTIC FLOW CONDITIONS P- 31 FH-15 J- 21 321.00 6.00 137.3678 0.74 P- 32 J- 21 J- 22 220.00 3.00 139.0000 0.00 P- 33 J- 21 FH-9 205.00 6.00 137.3678 0.00 P- 34 FH-9 FH-13 510.00 8.00 137.3678 9.91 P- 35 FH-13 J- 23 434.00 8.00 137.3678 6.74 P- 36 FH-13 FH-10 527.00 8.00 137.3678 9.74 P- 37 FH-10 J- 25 124.00 3.00 139.0000 0.00 P- 38 FH-10 FH-11 358.00 8.00 137.3678 0.74 P- 39 FH-11 J- 26 343.00 3.00 139.0000 0.00 P- 40 FH-11 FH-12 464.00 8.00 137.3678 0.00 P- 41 FH-12 J- 28 245.00 3.00 139.0000 0.00 P- 42 J- 23 J- 1 2842.00 4.00 139.0000 0.00 P- 43 J- 12 J- 27 1933.00 12.00 139.0000 0.00 P- 44 J- 27 J- 23 1640.00 4.00 139.0000 0.00 P- 45 J- 11 R- 2 500.00 16.00 137.3678 0.00 P- 46 FH-16 J- 14 332.00 8.00 137.3678 0.00 P- 47 FH-11 FH-IA 294.00 8.00 139.0000 0.74 P- 48 FH-lA J- 15 255.00 3.00 139.0000 0.74 P- 49 FH-lA J- 19 331.00 6.00 139.0000 0.74 P- 50 J- 19 J- 24 107.00 3.00 139.0000 0.00 P- 51 J- 19 FH-2A 345.00 6.00 139.0000 0.17 P- 52 FH-IA FH-3A 298.00 8.00 139.0000 0.17 P- 53 FH-3A J- 29 391.00 3.00 139.0000 0.74 P- 54 FH-3A J- 30 115.00 8.00 139.0000 0.57 P- 55 FH-3A J- 31 375.00 6.00 139.0000 0.00 P- 56 J- 31 FH-2A 175.50 6.00 139,0000 0.74 P- 57 J- 31 FH-4A 354.00 6.00 139.0000 1.14 P- 58 FH-4A J- 32 121.00 8.00 139.0000 0.00 P- 59 FH-4A J- 34 277.00 8.00 139.0000 0.74 P- 60 FH-6 J- 33 115.00 8.00 138.9145 1.14 P- 61 J- 33 J- 35 176.00 6.00 138.9145 0.17 P- 62 J- 33 J- 36 139.00 8.00 138.9145 0.57 P- 63 J- 36 S2P1A-FH1 110.00 8.00 138.9145 0.57 P- 64 J- 36 J- 38 262.00 4.00 138.9145 6.17 P- 65 J- 32 J- 39 242.00 8.00 139.0000 2.25 P- 66 J- 39 FH-20 301.00 8.00 139.0000 2.24 P- 67 FH-20 J- 40 219.00 8.00 139,0000 1.32 P- 68 J- 40 J- 37 151.00 8.00 139.0000 1.32 P- 69 J- 40 J- 42 295.00 6.00 139.0000 0.17 P- 70 J- 42 FH-21 178.00 6.00 139.0000 0.91 P- 71 FH-21 J- 43 159.00 4.00 139.0000 0.00 P- 72 J- 37 FH-22 347.00 8.00 139.0000 2.24 P- 73 FH-22 J- 41 196.00 8.00 139.0000 0.74 P- 74 J- 42 J- 45 209.00 6.00 139.0000 1.14 P- 75 J- 45 FH-23 199.00 6.00 139.0000 0.74 P- 76 FH-23 J- 44 249.00 6.00 139.0000 0.74 P- 77 J- 45 J- 46 166.00 4.00 139.0000 0.17 P- 78 J- 37 J- 47 480.00 6.00 139.0000 1.09 P- 79 J- 35 FH-24 119.00 6.00 138.9145 0.57 P- 80 FH-24 J- 49 235.00 4.00 138.9145 0.00 P- 81 FH-24 J- 50 245.00 6.00 138.9145 0.17 P- 82 J- 50 J-50a 449.00 6.00 138.9145 0.74 P- 83 J- 50 FH-25 85.00 6.00 138,9145 0.74 P- 84 FH-25 FH-26 656.00 6.00 140.0000 0.00 P- 85 FH-26 J- 48 174.00 6.00 140.0000 0.57 P- 86 J- 48 J- 5 159.00 8.00 140.0000 0.00 P- 88 J- 52 J- 13 100.00 8.00 137.3678 0.00 P- 89 J- 52 FH-27 104.00 8.00 140.0000 0.74 P- 90 FH-27 J- 53 514.00 8.00 140.0000 0.57 P- 91 J- 53 FH-8 62.00 8.00 140.0000 0.00 P- 92 J- 53 J- 54 194.00 4.00 140.0000 0.00 P-14A FH-2 J- 47 417.50 6.00 137.3678 1.31 P-14B J- 47 FH-4 394.50 6.00 137.3678 0.00 P-16B J-50a J- 6 1000.00 16.00 138.9145 0.00 E N D N O D E D A T A NODE NODE EXTERNAL JUNCTION EXTERNAL DOMESTIC FLOW CONDITIONS NAME TITLE DEMAND ELEVATION GRADE ----------------------------------------------------------- (gpm) (ft) (ft) FH-1 0.00 333.00 FH-10 0.00 308.00 FH-11 0.00 313.00 FH-12 0.00 313.00 PH-13 16.50 305.00 FH-14 0.00 315.00 PH-15 13.50 306.00 FH-16 0.00 307.00 FH-SA 0.00 316.00 FH-2 0.00 333.00 FH-20 10.50 326.00 FH-21 0.00 329.00 FH-22 19.50 336.00 FH-23 9.00 338.00 FH-24 FH-24 3.00 315.00 FH-25 FH-25 19.50 317.50 FH-26 30.00 321.00 FH-27 19.50 304.00 PH-2A 21.00 316.00 FH-3 0.00 326.00 PH-3A 0.00 320.00 FH-4 0.00 333.00 FH-4A 0.00 318.00 FH-5 0.00 313.00 FH-6 0.00 316.00 FH-7 0.00 309.00 FH-8 0.00 303.00 FH-9 0.00 307.00 J- 1 0.00 342.00 J- 2 0.00 340.00 J- 3 6.00 339.00 J- 4 10.50 339.00 J- 5 16.50 327.00 J- 6 0.00 328.00 J- 7 7.50 330.00 J- 8 6.00 329.00 J- 9 21.00 323.00 J- 10 10.50 312.00 J- 11 0.00 311.00 J- 12 0.00 305.00 J- 13 0.00 307.00 J- 14 12.00 314.00 J- 15 15.00 318.00 J- 16 4.50 315.00 J- 17 10.50 314.00 J- 18 13.50 313.00 J- 19 15.00 313.00 J- 20 7.50 302.00 J- 21 18.00 309.00 J- 22 12.00 310.00 J- 23 0.00 305.00 J- 24 4.50 312.00 J- 25 6.00 304.00 J- 26 18.00 309.00 J- 27 0.00 295.00 J- 28 36.00 311.00 J- 29 22.50 322.00 J- 30 0.00 322.00 J- 31 28.50 318.00 J- 32 3.00 320.00 J- 33 6.00 316.00 J- 34 0.00 318.00 J- 35 1.50 316.00 J- 36 9.00 316.50 J- 37 3.00 331.00 J- 38 9.00 315.00 J- 39 0.00 322.00 J- 40 19.50 329.00 J- 41 J- 42 J- 43 J- 44 J- 45 J- 46 J- 47 J- 48 J- 49 J- 50 J- 52 J- 53 J- 54 J-50a R- 1 R- 2 S2P1A-FH1 Wellborn Ele Flow Test DOMESTIC FLOW CONDITIONS 12.00 339.50 18.00 333.00 12.00 326.00 15.00 341.00 9.00 335.00 12.00 334.00 0.00 328.00 15.00 324.00 12.00 314.00 9.00 316.50 0.00 305.00 6.00 302.00 10.50 302.50 19.50 315.00 ---- 342.00 ---- 311.00 0.00 317.00 497.00 497.00 O U T P U T O P T I O N D A T A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT S Y S T E M C O N F I G U R A T I O N NUMBER OF PIPES ...................(p) = 95 NUMBER OF END NODES ...............(j) = 83 NUMBER OF PRIMARY LOOPS ...... ..... (1) = 11 NUMBER OF SUPPLY NODES ............(f) = 2 NUMBER OF SUPPLY ZONES ....... ..... (z) = 1 __________________________________ Case: 0 RESULTS OBTAINED AFTER 7 TRIALS: ACCURACY = 0.00003 S I M U L A T I O N D E S C R I P T I O N (L A B E L) M.D.W. Centre - Phase One P I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PIPE P I P E NODE NUMBERS NAME 81 42 --__1_-________R- 1 J- 1 P- 2 J- 1 J- 44 P- 3 J- 2 J- 3 P- 4 J- 3 J- 4 P- 5 J- 6 J- 4 P- 6 J- 6 J- 5 P- 7 FH-3 J- 5 P- 8 J- 7 FH-3 P- 9 FH-1 J- 7 P- 10 J- 4 FH-1 P- 11 J- 7 J- 8 P- 12 J- 5 J- 9 P- 13 FH-2 J- 9 P- 15 J- 3 FH-4 CV -CHECK VALVE FLOWRATE (9Pm) 281.46 264.11 58.88 13.82 48.27 67.31 38.08 38.08 51.58 51.58 6.00 17.25 3.75 39.06 HEAD MINOR LINE HLtML/ HL/ LOSS LOSS VELD. 1000 1000 (ft) (ft) (ft/s) (ft/ft) (ft/ft) _______________ ____-__-__-- 0.03 0.00 0.45 0.06 0.05 0.03 0.01 0.42 0.06 0.05 0.00 0.00 0.09 0.00 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.00 0.08 0.00 0.00 0.05 0.01 0.76 0.52 0.45 0.01 0.00 0.24 0.04 0.04 0.02 0.00 0.24 0.04 0.04 0.02 0.00 0.33 0.07 0.07 0.02 0.00 0.33 0.07 0.07 0.02 0.00 0.27 0.15 0.15 0.01 0.00 0.20 0.05 0.04 0.00 0.00 0.04 0.00 0.00 0.01 0.00 0.25 0.04 0.04 DOMESTIC FLOW CONDITIONS P- 16 J- 11 J-50a 201.75 0.02 0.00 0.32 0.03 0.03 P- 17 J- 11 J- 12 181.29 0.13 0.00 0.51 0.10 0.10 P- 18 J- 12 J- 52 160.70 0.22 0.02 1.03 0.61 0.56 P- 19 J- 13 FH-7 60.37 0.02 0.01 0.39 0.17 0.09 P- 20 J- 13 FH-16 26.66 0.01 0.00 0.17 0.02 0.02 P- 21 J- 14 J- 10 10.50 0.06 0.00 0.48 0.41 0.41 P- 22 J- 14 FH-5 4.18 0.00 0.00 0.03 0.00 0.00 P- 23 FH-5 FH-14 4.18 0.00 0.00 0.03 0.00 0.00 P- 24 J- 16 FH-14 6.32 0.00 0.00 0.04 0.00 0.00 P- 25 FH-6 J- 16 24.32 0.00 0.00 0.16 0.02 0.02 P- 26 FH-14 J- 17 10.50 0.11 0.00 0.48 0.41 0.41 P- 27 J- 16 J- 18 13.50 0.24 0.00 0.61 0.66 0.66 P- 28 FH-7 FH-15 60.37 0.03 0.00 0.39 0.10 0.09 P- 29 FH-B PH-15 30.15 0.02 0.00 0.34 0.11 0.10 P- 213 J- 44 J- 41 183.68 0.00 0.00 0.29 0.02 0.02 P- 2C Jr- 41 J- 2 58.88 0.00 0.00 0.09 0.00 0.00 P- 30 FH-8 J- 20 7.50 0.00 0.00 0.09 0.01 0.01 P- 31 FH-15 J- 21 77.02 0.19 0.01 0.87 0.61 0.56 P- 32 J- 21 J- 22 12.00 0.12 0.00 0.54 0.53 0.53 P- 33 J- 21 FH-9 47.02 0.05 0.00 0.53 0.23 0.23 P- 34 FH-9 FH-13 47.02 0.03 0.01 0.30 0.08 0.06 P- 35 J- 23 FH-13 37.94 0.02 0.01 0.24 0.05 0.04 P- 36 FH-13 FH-10 68.46 0.06 0.03 0.44 0.17 0.11 P- 37 FH-10 J- 25 6.00 0.02 0.00 0.27 0.15 0.15 P- 38 FH-10 FH-ll 62.46 0.03 0.00 0.40 0.10 0.10 P- 39 FH-ll J- 26 18.00 0.39 0.00 0.82 1.12 1.12 P- 40 FH-11 FH-12 36.00 0.02 0.00 0.23 0.03 0.03 P- 41 FH-12 J- 28 36.00 0.99 0.00 1.63 4.06 4.06 P- 42 J- 1 J- 23 17.35 0.74 0.00 0.44 0.26 0.26 P- 43 J- 12 J- 27 20.59 0.00 0.00 0.06 0.00 0.00 P- 44 J- 27 J- 23 20.59 0.58 0.00 0.53 0.36 0.36 P- 45 R- 2 J- 11 383.04 0.05 0.00 0.61 0.10 0.10 P- 46 FH-16 J- 14 26.68 0.01 0.00 0,17 0.02 0.02 P- 47 FH-11 FH-lA 8.46 0.00 0.00 0.05 0.00 0.00 P- 48 FH-lA J- 15 15.00 0.20 0.01 0.68 0.82 0.80 P- 49 FH-SA J- 19 2.36 0.00 0.00 0.03 0.00 0.00 P- 50 J- 19 J- 24 4.50 0.01 0.00 0.20 0.09 0.09 P- 51 FH-2A J- 19 17.14 0.01 0.00 0.19 0.04 0.04 P- 52 FH-3A FH-lA 8.90 0.00 0.00 0.06 0.00 0.00 P- 53 FH-3A J- 29 22.50 0.66 0.01 1.02 1.73 1.70 P- 54 FH-3A J- 30 0.00 0.00 0.00 0.00 0.00 0.00 P- 55 J- 31 FH-3A 31.40 0.04 0.00 0.36 0.11 0.11 P- 56 J- 31 FH-2A 38.14 0.03 0.00 0.43 0.17 0.15 P- 57 FH-4A J- 31 98.04 0.31 0.02 1.11 0.95 0.89 P- 58 J- 32 FH-4A 98.04 0.03 0.00 0.63 0.22 0.22 P- 59 FH-4A J- 34 0.00 0.00 0.00 0.00 0.00 0.00 P- 60 J- 33 FH-6 24.32 0.00 0.00 0.16 0.02 0.02 P- 61 J- 35 J- 33 48.32 0.04 0.00 0.55 0.24 0.24 P- 62 J- 33 J- 36 18.00 0.00 0.00 0.11 0.01 0.01 P- 63 J- 36 S2P1A-FH1 0.00 0.00 0.00 0.00 0.00 0.00 P- 64 J- 36 J- 38 9.00 0.02 0.01 0.23 0.10 0.08 P- 65 J- 39 J- 32 101.04 0.06 0.01 0.64 0.29 0.23 P- 66 FH-20 J- 39 101.04 0.07 0.01 0.64 0.28 0.23 P- 67 J- 40 FH-20 111.54 0.06 0.01 0.71 0.33 0.28 P- 68 J- 37 J- 40 125.61 0.05 0.01 0.80 0.43 0.35 P- 69 J- 42 J- 40 5.43 0.00 0.00 0.06 0.00 0.00 P- 70 J- 42 FH-21 12.00 0.00 0.00 0.14 0.02 0.02 P- 71 FH-21 J- 43 12.00 0.02 0.00 0.31 0.13 0.13 P- 72 FH-22 J- 37 93.30 0.07 0.01 0.60 0.24 0.20 P- 73 J- 41 FH-22 112.80 0.06 0.01 0.72 0.31 0.28 P- 74 J- 45 J- 42 35.43 0.03 0.00 0.40 0.15 0.13 P- 75 FH-23 J- 45 56.43 0.06 0.00 0.64 0.34 0.32 P- 76 J- 44 FH-23 65.43 0.10 0.01 0.74 0.45 0.42 P- 77 J- 45 J- 46 12.00 0.02 0.00 0.31 0.13 0.13 P- 78 J- 47 J- 37 35.31 0.06 0.00 0.40 0.14 0.13 P- 79 FH-24 J- 35 49.82 0.03 0.00 0.57 0.28 0.25 P- 80 FH-24 J- 49 12.00 0.03 0.00 0.31 0.13 0.13 P- 81 J- 50 FH-24 64.82 0.10 0.00 0.74 0.42 0.41 P- 82 J-50a J- 50 66.67 0.20 0.01 0.76 0.45 0.44 P- 83 FH-25 J- 50 7.15 0.00 0.00 0.08 0.01 0.01 P- 84 FH-26 FH-25 26.65 0.05 0.00 0,30 0.08 0.08 DOMESTIC FLOW CONDITIONS P- 85 J- 48 FH-26 56.65 0.06 0.00 0.64 0.34 0.32 P- 86 J- 5 J- 48 71.65 0.02 0.00 0.46 0.12 0.12 P- 88 J- 52 J- 13 87.05 0.02 0.00 0.56 0.18 0.18 P- 89 J- 52 FH-27 73.65 0.01 0.00 0.47 0.15 0.13 2- 90 FH-27 J- 53 54.15 0.04 0.00 0.35 0.07 0.07 P- 91 J- 53 FH-8 37.65 0.00 0.00 0.24 0.04 0.04 P- 92 J- 53 J- 54 10.50 0.02 0.00 0.27 0.10 0.10 P-14A J- 47 FH-2 3.75 0.00 0.00 0.04 0.00 0.00 P-14B FH-4 J- 47 39.06 0.07 0.00 0.44 0.17 0.17 P-16B J-50a J- 6 115.58 0.01 0.00 0.18 0.01 0.01 E N D N O D E R E S U L T S NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) ------_--------------------- (ft) (ft) (psi) ------------------ FH-1 0.00 496.90 333.00 163.90 71.02 FH-10 0.00 496.12 308.00 188.12 81.52 FH-II 0.00 496.09 313.00 183.09 79.34 FH-12 0.00 496.07 313.00 183.07 79.33 FH-13 16.50 496.21 305.00 191.21 82.86 FH-14 0.00 496.55 315.00 181.55 78.67 PH-15 13.50 496.50 306.00 190.50 82.55 FH-16 0.00 496.55 307.00 189.55 82.14 FH-IA 0.00 496.09 316.00 180.09 78.04 FH-2 0.00 496.85 333.00 163.85 71.00 FH-20 10.50 496.64 326.00 170.64 73.95 FH-21 0.00 496.71 329.00 167.71 72.68 FH-22 19.50 496.86 336.00 160.86 69.71 FH-23 9.00 496.82 338.00 158.82 68.82 FH-24 FH-24 3.00 496,63 315.00 181.63 78.71 FH-25 FH-25 19.50 496.73 317.50 179.23 77.67 FH-26 30.00 496.78 321.00 175.78 76.17 FH-27 19.50 496.56 304.00 192.56 83.44 FH-2A 21.00 496.10 316.00 180.10 78.04 FH-3 0.00 496.87 326.00 170.87 74.04 FH-3A 0.00 496.09 320.00 176.09 76.30 FH-4 0.00 496.91 333.00 163.91 71.03 FH-4A 0.00 496.46 318.00 178.46 77.33 FH-5 0.00 496.55 313.00 183.55 79.54 FH-6 0.00 496.55 316.00 180.55 78.24 FH-7 0.00 496.53 309.00 187.53 81.26 FH-8 0.00 496.52 303.00 193.52 83.86 PH-9 0.00 496.26 307.00 189.26 82.01 J- 1 0.00 496.97 342.00 154.97 67.15 J- 2 0.00 496.92 340.00 156.92 68.00 J- 3 6.00 496.92 339.00 157.92 68.43 J- 4 10.50 496.92 339.00 157.92 68.43 J- 5 16.50 496.86 327.00 169.86 73.61 J- 6 0.00 496.92 328.00 168.92 73.20 J- 7 7.50 496.88 330.00 166.88 72.32 J- 8 6.00 496.86 329.00 167.86 72.74 J- 9 21.00 496.85 323.00 173.85 75.33 1- 10 10.50 496.49 312.00 184.49 79.94 J- 11 0.00 496.95 311.00 185.95 80.58 J- 12 0.00 496.82 305.00 191.82 83.12 J- 13 0.00 496.56 307.00 189.56 82.14 J- 14 12.00 496.55 314.00 182.55 79.10 J- 15 15.00 495.88 318.00 177.88 77.08 J- 16 4.50 496.55 315.00 181.55 78.67 J- 17 10.50 496.44 314.00 182.44 79.06 J- 18 13.50 496.31 313.00 183.31 79.44 J- 19 15.00 496.09 313.00 183.09 79.34 J- 20 7.50 496.52 302.00 194.52 84.29 J- 21 18.00 496.30 309.00 187.30 81.16 J- 22 12.00 496.19 310.00 186.19 80.68 J- 23 0.00 496.24 305.00 191.24 82.87 J- 24 4.50 496.08 312.00 184.08 79.77 DOMESTIC FLOW CONDITIONS J- 25 6.00 496.10 304.00 192.10 83.25 J- 26 16.00 495.70 309.00 186.70 80.90 J- 27 0.00 496.82 295.00 201.82 87.45 J- 28 36.00 495.08 311.00 184.08 79.77 J- 29 22.50 495.41 322.00 173.41 75.14 J- 30 0.00 496.09 322.00 174.09 75.44 J- 31 28.50 496.13 318.00 178.13 77.19 J- 32 3.00 496.49 320.00 176.49 76.48 J- 33 6.00 496.55 316.00 180.55 78.24 J- 34 0.00 496.46 310.00 178.46 77.33 J- 35 1.50 496.60 316.00 180.60 78.26 J- 36 9.00 496.55 316.50 180.05 78.02 J- 37 3.00 496.78 331.00 165.78 71.84 J- 38 9.00 496.53 315.00 181.53 78.66 J- 39 0.00 496.56 322.00 174.56 75.64 J- 40 19.50 496.72 329.00 167.72 72.68 J- 41 12.00 496.92 339.50 157.42 68.22 J- 42 18.00 496.72 333.00 163.72 70.94 J- 43 12.00 496.69 326.00 170.69 73.97 0`'-414 15.00 496.93 341.00 155.93 67.57 J- 45 9.00 496.75 335.00 161.75 70.09 J- 46 12.00 496.73 334.00 162.73 70.51 J- 47 0.00 496.85 328.00 168.85 73.17 J- 48 15.00 496.84 324.00 172.84 74.90 J- 49 12.00 496.60 314.00 182.60 79.13 J- 50 9.00 496.73 316.50 180.23 78.10 J- 52 0.00 496.58 305.00 191.5E 83.02 J- 53 6.00 496.53 302.00 194.53 84.29 J- 54 10.50 496.51 302.50 194.01 84.07 J-50a 19.50 496.93 315.00 181.93 78.84 R- 1 Wellborn Ele ---- 497.00 342.00 155.00 67.17 R- 2 Flow Test ---- 497.00 311.00 186.00 80.60 S2P1A-FH1 0.00 496.55 317.00 179.55 77.81 S U M M A R Y O F I N F L O W S A N D O U T F L O W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE FLOWRATE NODE NAME (gpm) TITLE --------------------------------------- R- 1 281.46 Wellborn Ele R- 2 383.04 Flow Test NET SYSTEM INFLOW = 664.50 NET SYSTEM OUTFLOW = 0.00 NET SYSTEM DEMAND = 664.50 ***** HYDRAULIC ANALYSIS COMPLETED ***** FIRE FLOW SCENARIO #1 ++++++++ x+ K Y P I P E 4 x x x x x x x x x x + x * University of Kentucky Network Modeling Software x + * Copyrighted by KYPIPE LLC * Version 3 - 11/01/2005 + x ++++++++ x x x++ x x x x x x x x+++ x x x x x Date & Time: Thu Dec 01 15:50:43 2011 INPUT DATA FILENAME C:\Users\user\RME\Projects\260-04-3\0438-S3P.DT2 TABULATED OUTPUT FILENAME -------- C:\Users\user\RME\Projects\260-04-3\0438-S3P.OT2 POSTPROCESSOR RESULTS FILENAME --- C:\Users\user\RME\Projects\260-04-3\0438-S3P.RS2 +++xxx++xx+xxxxxx+xxxxxxxx+xx+++++++xx++++++++++ S U M M A R Y O F O R I G I N A L D A T A U N I T S S P E C I F I E D FLOWRATE ............ = gallons/minute HEAD (HGL) .......... = feet PRESSURE ............ = prig P I P E L I N E D A T A STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE P I P E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR N A M E #1 #2 (ft) (in) COEFF. LOSS COEFF. ------------------------------------------------------------------------------- P- 1 R- 1 J- 1 500.00 16.00 137.3678 0.74 P- 2 J- 1 J- 44 712.54 16.00 137.3678 3.57 P- 3 J- 3 J- 2 195.00 16.00 137.3678 0.74 P- 4 J- 3 J- 4 294.00 16.00 137.3678 0.74 P- 5 1- 4 J- 6 1207.00 16.00 137.3678 2.24 P- 6 J- 6 J- 5 118.00 6.00 137.3678 0.91 P- 7 1- 5 FH-3 151.50 8.00 137.3678 0.40 P- 8 FH-3 J- 7 411.50 8.00 137.3678 0.74 P- 9 J- 7 FH-1 228.50 8.00 137.3678 0.40 P- 10 FH-1 1- 4 291.00 8.00 137.3678 0.00 P- 11 J- 7 J- 8 161.50 3.00 139.0000 0.00 P- 12 J- 5 J- 9 304.00 6.00 139.0000 6.00 P- 13 J- 9 FH-2 73.00 6.00 137.3678 0.74 P- 15 FH-4 J- 3 175.00 8.00 137.3678 0.00 P- 16 J- 11 J-50a 670.00 16.00 137.3678 0.00 P- 17 J- 11 J- 12 1320.00 12.00 137.3678 0.74 P- 18 7- 12 J- 52 398.31 8.00 137.3678 1.14 P- 19 J- 13 FH-7 172.00 8.00 137.3678 6.00 P- 20 J- 13 FH-16 344.00 8.00 137.3678 3.57 P- 21 7- 14 7- 10 147.00 3.00 139.0000 0.00 P- 22 7- 14 FH-5 65.00 8.00 137.3678 0.40 P- 23 FH-5 FH-14 204.00 8.00 137.3678 0.74 P- 24 FH-14 J- 16 134.00 8.00 137.3678 0.74 P- 25 J- 16 FH-6 153.00 B.00 137.3678 0.00 P- 26 FH-14 7- 17 268.00 3.00 139.0000 0.00 P- 27 J- 16 J- 18 356.00 3.00 139.0000 0.00 P- 28 FH-7 FH-15 361.00 8.00 137.3678 0.74 P- 29 FH-15 FH-8 241.00 6.00 137.3678 0.74 P- 2B J- 44 J- 41 116.54 16.00 137.3678 0.00 P- 2C J- 41 J- 2 1070.93 16.00 137.3678 0.00 P- 30 PH-8 J- 20 176.00 6.00 137.3678 0.00 FIRE FLOW SCENARIO#1 P- 31 FH-15 J- 21 321.00 6.00 137.3678 0.74 P- 32 J- 21 J- 22 220.00 3.00 139.0000 0.00 P- 33 J- 21 FH-9 205.00 6.00 137.3678 0.00 P- 34 FH-9 FH-13 510.00 8.00 137.3678 9.91 P- 35 FH-13 J- 23 434.00 8.00 137.3678 6.74 P- 36 FH-13 FH-10 527.00 8.00 137.3678 9.74 P- 37 FH-10 J- 25 124.00 3.00 139.0000 0.00 P- 38 FH-10 FH-11 358.00 8.00 137.3678 0.74 P- 39 FH-11 J- 26 343.00 3.00 139.0000 0.00 P- 40 FH-11 FH-12 464.00 8.00 137.3678 0.00 P- 41 FH-12 J- 28 245.00 3.00 139.0000 0.00 P- 42 J- 23 J- 1 2842.00 4.00 139.0000 0.00 P- 43 J- 12 1- 27 1933.00 12.00 139.0000 0.00 P- 44 J- 27 J- 23 1640.00 4.00 139.0000 0.00 P- 45 J- 11 R- 2 500.00 16.00 137.3678 0.00 P- 46 FH-16 J- 14 332.00 8.00 137.3676 0.00 P- 47 FH-11 FH-lA 294.00 8.00 139.0000 0.74 P- 48 FH-SA J- 15 255.00 3.00 139.0000 0.74 P- 49 FH-IA J- 19 331.00 6.00 139.0000 0.74 P- 50 1- 19 J- 24 107.00 3.00 139.0000 0.00 p- 51 J- 19 FH-2A 345.00 6.00 139.0000 0.17 P- 52 FH-IA FH-3A 298.00 8.00 139.0000 0.17 P- 53 FH-3A J- 29 391.00 3.00 139.0000 0.74 P- 54 FH-3A J- 30 115.00 8.00 139.0000 0.57 P- 55 FH-3A J- 31 375.00 6.00 139.0000 0.00 P- 56 0- 31 FH-2A 175.50 6.00 139.0000 0.74 P- 57 J- 31 FH-4A 354.00 6.00 139.0000 1.14 P- 58 FH-4A J- 32 121.00 8.00 139.0000 0.00 P- 59 FH-4A J- 34 277.00 8.00 139.0000 0.74 P- 60 FH-6 J- 33 115.00 8.00 138.9145 1.14 P- 61 1- 33 J- 35 176.00 6.00 138.9145 0.17 P- 62 J- 33 J- 36 139.00 8.00 138.9145 0.57 P- 63 J- 36 S2P1A-FH1 110.00 8.00 138.9145 0.57 P- 64 J- 36 J- 38 262.00 4.00 138.9145 6.17 P- 65 J- 32 J- 39 242.00 8.00 139.0000 2.25 P- 66 J- 39 FH-20 301.00 8.00 139.0000 2.24 P- 67 FH-20 J- 40 219.00 8.00 139.0000 1.32 P- 68 J- 40 J- 37 151.00 8.00 139.0000 1.32 P- 69 J- 40 J- 42 295.00 6.00 139.0000 0.17 P- 70 J- 42 FH-21 178.00 6.00 139.0000 0.91 P- 71 FH-21 T- 43 159.00 4.00 139.0000 0.00 P- 72 J- 37 FH-22 347.00 8.00 139.0000 2.24 P- 73 FH-22 J- 41 196.00 8.00 139.0000 0.74 2- 74 J- 42 J- 45 209.00 6.00 139.0000 1.14 P- 75 J- 45 FH-23 199.00 6.00 139.0000 0.74 P- 76 FH-23 J- 44 249.00 6.00 139.0000 0.74 P- 77 J- 45 J- 46 166.00 4.00 139.0000 0.17 P- 78 J- 37 0- 47 480.00 6.00 139.0000 1.09 P- 79 J- 35 FH-24 119.00 6.00 138.9145 0.57 P- 80 FH-24 J- 49 235.00 4.00 138.9145 0.00 P- 81 FH-24 J- 50 245.00 6.00 138.9145 0.17 P- 82 J- 50 J-50a 449.00 6.00 138.9145 0.74 P- 83 J- 50 FH-25 85.00 6.00 138.9145 0.74 P- 84 FH-25 FH-26 656.00 6.00 140.0000 0.00 P- 85 FH-26 J- 48 174.00 6.00 140.0000 0.57 P- 86 J- 48 J- 5 159.00 8.00 140.0000 0.00 P- 88 J- 52 0- 13 100.00 8.00 137.3678 0.00 P- 89 J- 52 FH-27 104.00 8.00 140.0000 0.74 P- 90 FH-27 J- 53 514.00 8.00 140.0000 0.57 P- 91 J- 53 FH-8 62.00 8.00 140.0000 0.00 2- 92 J- 53 J- 54 194.00 4.00 140.0000 0.00 P-14A FH-2 J- 47 417.50 6.00 137.3678 1.31 P-14B J- 47 FH-4 394.50 6.00 137.3678 0.00 P-16B J-50a J- 6 1000.00 16.00 138.9145 0.00 E N D N O D E D A T A NODE NODE EXTERNAL JUNCTION EXTERNAL FIRE FLOW SCENARIO #1 NAME TITLE DEMAND ELEVATION GRADE (gpm) (ft) (ft) ----__ _ FH-1 0.00 __ _- 333.00 FH-10 0.00 308.00 FH-11 0.00 313.00 FH-12 0.00 313.00 FH-13 16.50 305.00 FH-14 0.00 315.00 FH-15 13.50 306.00 FH-16 0.00 307.00 FH-lA 0.00 316.00 FH-2 0.00 333.00 FH-20 10.50 326.00 FH-21 0.00 329.00 FH-22 19.50 336.00 FH-23 9.00 338.00 FH-24 FH-24 3.00 315.00 FH-25 FH-25 19.50 317.50 FH-26 30.00 321.00 FH-27 1019.50 304.00 FH-2A 21.00 316.00 FH-3 0.00 326.00 FH-3A 0,00 320.00 FH-4 0.00 333.00 FH-4A 0.00 318.00 FH-5 0.00 313.00 FH-6 0.00 316.00 FH-7 0.00 309.00 FH-8 0.00 303.00 FH-9 0.00 307.00 J- 1 0.00 342.00 J- 2 0.00 340.00 J- 3 6.00 339.00 J- 4 10.50 339.00 J- 5 16.50 327.00 J- 6 0.00 328.00 J- 7 7.50 330.00 J- 8 6.00 329.00 J- 9 21.00 323.00 J- 10 10.50 312.00 J- 11 0.00 311.00 J- 12 0.00 305.00 J- 13 0.00 307.00 J- 14 12.00 314.00 J- 15 15.00 318.00 J- 16 4.50 315.00 J- 17 10.50 314.00 J- 18 13.50 313.00 J- 19 15.00 313.00 J- 20 7.50 302.00 J- 21 18.00 309.00 J- 22 12.00 310.00 J- 23 0.00 305.00 J- 24 4.50 312.00 J- 25 6.00 304.00 J- 26 18.00 309.00 J- 27 0.00 295.00 J- 28 36.00 311.00 J- 29 22.50 322.00 J- 30 0.00 322.00 J- 31 28.50 318.00 J- 32 3.00 320.00 J- 33 6.00 316.00 J- 34 0.00 318.00 J- 35 1.50 316.00 J- 36 9.00 316.50 J- 37 3.00 331.00 J- 38 9.00 315.00 J- 39 0.00 322.00 J- 40 19.50 329.00 J- 41 J- 42 J- 43 J- 44 J- 45 J- 46 J- 47 J- 48 J- 49 J- 50 J- 52 J- 53 J- 54 J-50a R- 1 R- 2 S2P1A-FH1 Wellborn Ele Flow Test FIRE FLOW SCENARIO #1 12.00 339.50 18.00 333.00 12.00 326.00 15.00 341.00 9.00 335.00 12.00 334.00 0.00 328.00 15.00 324.00 12.00 314.00 9.00 316.50 0.00 305.00 6.00 302.00 10.50 302.50 19.50 315.00 ---- 342.00 ---- 311.00 0.00 317.00 O U T P U T O P T I O N D A T A 497.00 497.00 OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT S Y S T E M C O N F I G U R A T I O N NUMBER OF PIPES ...................(p) = 95 NUMBER OF END NODES ... ............ (j) = 83 NUMBER OF PRIMARY LOOPS ...........(1) = 11 NUMBER OF SUPPLY NODES ............(f) = 2 NUMBER OF SUPPLY ZONES ............(z) = 1 Case: 0 RESULTS OBTAINED AFTER 7 TRIALS: ACCURACY = 0.00005 S I M U L A T I O N D E S C R I P T I O N (L A B E L) M.D.W. Centre - Phase One P I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE P I P E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/ HL/ N A M E #1 #2 LOSS LOSS VELD. 1000 1000 (gpm) (ft) (ft) (ft/S) (ft/ft) (ft/ft) _ P- ________________________________________________________________________________ 1 R- 1 J- 1 596.45 0.11 0.01 0.95 0.24 0.22 P- 2 J- 1 1- 44 548.30 0.13 0.04 0.87 0.24 0.19 P- 3 J- 2 J- 3 219.35 0.01 0.00 0.35 0.04 0.03 P- 4 J- 3 J- 4 146.27 0.00 0.00 0.23 0.02 0.02 P- 5 J- 4 J- 6 47.30 0.00 0.00 0.08 0.00 0.00 P- 6 J- 6 J- 5 117.91 0.15 0.03 1.34 1.49 1.28 P- 7 FH-3 J- 5 74.96 0.02 0.00 0.48 0.15 0.14 P- 8 J- 7 FH-3 74.96 0.06 0.00 0.48 0.14 0.14 P- 9 FH-1 J- 7 88.46 0.04 0.00 0.56 0.19 0.18 P- 10 J- 4 FH-1 88.46 0.05 0.00 0.56 0.18 0.18 P- 11 J- 7 J- 8 6.00 0.02 0.00 0.27 0.15 0.15 P- 12 J- 5 J- 9 17.00 0.01 0.00 0.19 0.05 0.03 P- 13 FH-2 J- 9 4.00 0.00 0.00 0.05 0.00 0.00 P- 15 J- 3 FH-4 67.08 0.02 0.00 0.43 0.11 0.11 FIRE FLOW SCENARIO #1 P- 16 J- 11 J-50a 282.77 0.04 0.00 0.45 0.05 0.05 P- 17 J- 11 J- 12 785.28 1.93 0.06 2.23 1.51 1.46 P- 18 J- 12 J- 52 738.46 3.75 0.39 4.71 10.40 9.41 P- 19 J- 13 FH-7 91.87 0.03 0.03 0.59 0.38 0.20 P- 20 FH-16 J- 13 187.03 0.25 0.08 1.19 0.97 0.74 P- 21 J- 14 J- 10 10.50 0.06 0.00 0.48 0.41 0.41 P- 22 FH-5 J- 14 209.53 0.06 0.01 1.34 1.08 0.91 P- 23 FH-14 FH-5 209.53 0.19 0.02 1.34 1.01 0.91 P- 24 J- 16 FH-14 220.03 0.13 0.02 1.40 1.17 1.00 P- 25 FH-6 J- 16 238.03 0.18 0.00 1.52 1.16 1.16 P- 26 FH-14 J- 17 10.50 0.11 0.00 0.48 0.41 0.41 P- 27 J- 16 J- 18 13.50 0.24 0.00 0.61 0.66 0.66 P- 28 FH-7 FH-15 91.87 0.07 0.00 0.59 0.21 0.20 P- 29 FH-15 FH-8 209.87 0.90 0.07 2.38 3.99 3.72 P- 2B J- 44 J- 41 426.44 0.01 0.00 0.68 0.12 0.12 P- 2C J- 41 J- 2 219.35 0.04 0.00 0.35 0.03 0.03 P- 30 FH-8 J- 20 7.50 0.00 0.00 0.09 0.01 0.01 P- 31 J- 21 FH-15 131.51 0.50 0.03 1.49 1.64 1.56 P- 32 J- 21 J- 22 12.00 0.12 0.00 0.54 0.53 0.53 P- 33 FH-9 J- 21 161.51 0.47 0.00 1.83 2.29 2.29 P- 34 FH-13 FH-9 161.51 0.29 0.16 1.03 0.88 0.56 P- 35 J- 23 FH-13 94.97 0.09 0.04 0.61 0.30 0.21 P- 36 FH-10 FH-13 83.04 0.09 0.04 0.53 0.24 0.16 P- 37 FH-10 J- 25 6.00 0.02 0.00 0.27 0.15 0.15 P- 38 FH-11 FH-10 89.04 0.07 0.00 0.57 0.20 0.19 P- 39 FH-11 J- 26 18.00 0.39 0.00 0.82 1.12 1.12 P- 40 FH-11 FH-12 36.00 0.02 0.00 0.23 0.03 0.03 P- 41 FH-12 J- 28 36.00 0.99 0.00 1.63 4.06 4.06 P- 42 J- 1 J- 23 48.15 4.87 0.00 1.23 1.71 1.71 P- 43 J- 12 J- 27 46.82 0.01 0.00 0.13 0.01 0.01 P- 44 J- 27 J- 23 46.82 2.67 0.00 1.20 1.63 1.63 P- 45 R- 2 J- 11 1068.05 0.32 0.00 1.70 0.64 0.64 P- 46 J- 14 FH-16 187.03 0.25 0.00 1.19 0.74 0.74 P- 47 FH-lA FH-11 143.04 0.13 0.01 0.91 0.47 0.44 P- 48 FH-lA J- 15 15.00 0.20 0.01 0.68 0.82 0.80 P- 49 J- 19 FH-lA 62.05 0.13 0.01 0.70 0.40 0.38 P- 50 J- 19 J- 24 4.50 0.01 0.00 0.20 0.09 0.09 P- 51 FH-2A J- 19 81.55 0.22 0.00 0.93 0.64 0.63 P- 52 FH-3A FH-lA 95.99 0.06 0.00 0.61 0.21 0.21 P- 53 FH-3A J- 29 22.50 0.66 0.01 1.02 1.73 1.70 P- 54 FH-3A J- 30 0.00 0.00 0.00 0.00 0.00 0.00 P- 55 J- 31 FH-3A 118.49 0.47 0.00 1.34 1.26 1.26 P- 56 J- 31 FH-2A 102.55 0.17 0.02 1.16 1.05 0.96 P- 57 FH-4A J- 31 249.54 1.77 0.14 2.83 5.41 5.01 P- 58 J- 32 FH-4A 249.54 0.15 0.00 1.59 1.23 1.23 P- 59 FH-4A J- 34 0.00 0.00 0.00 0.00 0.00 0.00 P- 60 J- 33 FH-6 238.03 0.13 0.04 1.52 1.49 1.13 P- 61 J- 35 J- 33 262.03 0.97 0.02 2.97 5.62 5.49 P- 62 J- 33 J- 36 18.00 0.00 0.00 0.11 0.01 0.01 P- 63 J- 36 S2P1A-FH1 0.00 0.00 0.00 0.00 0.00 0.00 P- 64 J- 36 J- 38 9.00 0.02 0.01 0.23 0.10 0.08 P- 65 J- 39 J- 32 252.54 0.31 0.09 1.61 1.64 1.26 P- 66 FH-20 J- 39 252.54 0.38 0.09 1.61 1.56 1.26 P- 67 J- 40 FH-20 263.04 0.30 0.06 1.68 1.62 1.36 P- 68 J- 37 J- 40 235.68 0.17 0.05 1.50 1.42 1.11 P- 69 J- 42 J- 40 46.86 0.07 0.00 0.53 0.23 0.23 P- 70 J- 42 FH-21 12.00 0.00 0.00 0.14 0.02 0.02 P- 71 FH-21 J- 43 12.00 0.02 0.00 0.31 0.13 0.13 P- 72 FH-22 J- 37 175.59 0.22 0.04 1.12 0.77 0.64 P- 73 J- 41 PH-22 195.09 0.15 0.02 1.25 0.87 0.78 P- 74 J- 45 J- 42 76.86 0.12 0.01 0.87 0.63 0.57 P- 75 FH-23 J- 45 97.86 0.18 0.01 1.11 0.96 0.88 P- 76 J- 44 FH-23 106.86 0.26 0.02 1.21 1.11 1.04 P- 77 J- 45 J- 46 12.00 0.02 0.00 0.31 0.13 0.13 P- 78 J- 47 J- 37 63.09 0.19 0.01 0.72 0.41 0.39 P- 79 FH-24 J- 35 263.53 0.66 0.08 2.99 6.21 5.55 P- 80 FH-24 J- 49 12.00 0.03 0.00 0.31 0.13 0.13 P- 81 J- 50 FH-24 278.53 1.51 0.03 3.16 6.26 6.15 P- 82 J-50a J- 50 192.66 1.39 0.05 2.19 3.23 3.11 P- 83 FH-25 J- 50 94.87 0.07 0.01 1.08 0.99 0.84 P- 84 FH-26 FH-25 114.37 0.76 0.00 1.30 1.17 1.17 FIRE FLOW SCENARIO #1 P- 85 J- 48 FH-26 144.37 0.31 0.02 1.64 1.93 1.79 P- 86 J- 5 J- 48 159.37 0.08 0.00 1.02 0.53 0.53 P- 88 J- 13 J- 52 95.17 0.02 0.00 0.61 0.21 0.21 P- 89 J- 52 FH-27 833.63 1.18 0.33 5.32 14.50 11..37 P- 90 J- 53 FH-27 185.87 0.36 0.01 1.19 0.73 0.71 P- 91 FH-8 J- 53 202.37 0.05 0.00 1.29 0.83 0.83 P- 92 J- 53 J- 54 10.50 0.02 0.00 0.27 0.10 0.10 P-14A J- 47 FH-2 4.00 0.00 0.00 0.05 0.00 0.00 P-14B FH-4 J- 47 67.08 0.18 0.00 0.76 0.45 0.45 P-16B J-50a J- 6 70.61 0.00 0.00 0.11 0.00 0.00 E N D N O D E R E S U L T S NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------- FH-1 0.00 496.59 333.00 163.59 70.89 FH-10 0.00 492.01 308.00 184.01 79.74 FH-11 0.00 492.08 313.00 179.08 77.60 FH-12 0.00 492.06 313.00 179.06 77.59 FH-13 16.50 491.88 305.00 186.88 80.98 FH-14 0.00 491.43 315.00 176.43 76.45 PH-15 13.50 490.43 306.00 184.43 79.92 FH-16 0.00 490.91 307.00 183.91 79.69 FH-lA 0.00 492.22 316.00 176.22 76.36 FH-2 0.00 496.45 333.00 163.45 70.83 FH-20 10.50 495.69 326.00 169.69 73.53 FH-21 0.00 496.11 329.00 167.11 72.41 FH-22 19.50 496.52 336.00 160.52 69.56 FH-23 9.00 496.43 338.00 158.43 68.65 FH-24 FH-24 3..00 493.66 315.00 178.66 77.42 PH-25 FH-25 19.50 495.28 317.50 177.78 77.04 FH-26 30.00 496.04 321.00 175.04 75.85 FH-27 1019.50 489.04 304.00 185.04 80.19 FH-2A 21.00 492.57 316.00 176.57 76.51 FH-3 0.00 496.49 326.00 170.49 73.88 FH-3A 0.00 492.28 320.00 172.28 74.66 FH-4 0.00 496.63 333.00 163.63 70.91 FH-4A 0.00 494.67 318.00 176.67 76.56 FH-5 0.00 491.22 313.00 178.22 77.23 FH-6 0.00 491.76 316.00 175.76 76.16 FH-7 0.00 490.51 309.00 181.51 78.65 FH-B 0.00 489.47 303.00 186.47 80.80 FH-9 0.00 491.43 307.00 184.43 79.92 J- 1 0.00 496.88 342.00 154.88 67.12 J- 2 0.00 496.66 340.00 156.66 67.88 J- 3 6.00 496.65 339.00 157.65 68.31 J- 4 10.50 496.64 339.00 157.64 68.31 J- 5 16.50 496.46 327.00 169.46 73.43 J- 6 0.00 496.64 328.00 168.64 73.08 J- 7 7.50 496.55 330.00 166.55 72.17 J- 8 6.00 496.52 329.00 167.52 72.59 J- 9 21.00 496.45 323.00 173.45 75.16 J- 10 10.50 491.09 312.00 179.09 77.61 J- 11 0.00 496.68 311.00 185.68 00.46 J- 12 0.00 494.69 305.00 189.69 82.20 J- 13 0.00 490.57 307.00 183.57 79.55 J- 14 12.00 491.15 314.00 177.15 76.77 J- 15 15.00 492.01 318.00 174.01 75.4.0 J- 16 4.50 491.59 315.00 176.59 76.52 J- 17 10.50 491.32 314.00 177.32 76.84 J- 18 13.50 491.35 313.00 178.35 77.29 J- 19 15.00 492.35 313.00 179.35 77.72 J- 20 7.50 489.47 302.00 187.47 81.24 J- 21 18.00 490.96 309.00 181.96 78.85 J- 22 12.00 490.84 310.00 180.84 78.37 J- 23 0.00 492.01 305.00 187.01 81.04 J- 24 4.50 492.34 312.00 180.34 78.15 FIRE FLOW SCENARIO H1 J- 25 6.00 491.99 304.00 187.99 81.46 J- 26 18.00 491.69 309.00 182.69 79.17 J- 27 0.00 494.68 295.00 199.68 86..53 J- 28 36.00 491.07 311.00 180.07 78.03 J- 29 22.50 491.60 322.00 169.60 73.50 J- 30 0.00 492.28 322.00 170.28 73.79 J- 31 28.50 492.75 318.00 174.75 75.73 J- 32 3.00 494.82 320..00 174.82 75.75 J- 33 6.00 491.93 316.00 175.93 76.24 J- 34 0.00 494.67 318.00 176.67 76.56 J- 35 1.50 492.92 316.00 176.92 76.67 J- 36 9.00 491.93 316.50 175.43 76.02 J- 37 3.00 496.26 331.00 165.26 71.61 J- 38 9.00 491.91 315.00 176.91 76.66 J- 39 0.00 495.22 322.00 173.22 75.06 J- 40 19.50 496.04 329.00 167.04 72.38 J- 41 12.00 496.69 339.50 157.19 68.12 J- 42 18.00 496.11 333.00 163.11 70.68 J- 43 12.00 496.08 326.00 170.08 73.70 J- 44 15.00 496.71 341.00 155.71 67.47 J- 45 9.00 496.24 335.00 161.24 69.87 J- 46 12.00 496.22 334.00 162.22 70.29 J- 47 0.00 496.45 328.00 168.45 73.00 J- 48 15.00 496.38 324.00 172.38 74.70 J- 49 12.00 493.63 314.00 179.63 77.84 J- 50 9.00 495.20 316.50 178.70 77.43 J- 52 0.00 490.55 305.00 185.55 80.41 J- 53 6.00 489.42 302.00 187.42 81.22 J- 54 10.50 489.40 302.50 186.90 80.99 J-50a 19.50 496.64 315.00 181.64 78.71 R- 1 Wellborn Ele ---- 497.00 342.00 155.00 67.17 R- 2 Flow Test ---- 497.00 311.00 186.00 80.60 S2P1A-FH1 0.00 491.93 317.00 174.93 75.80 S U M M A R Y O F I N F L O W S A N D O U T F L O W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE FLOWRATE NODE NAME (gpm) TITLE --------------------------------------- R- 1 596.45 Wellborn Ele R- 2 1068.05 Flow Test NET SYSTEM INFLOW = 1664.50 NET SYSTEM OUTFLOW = 0.00 NET SYSTEM DEMAND = 1664.50 ***** HYDRAULIC ANALYSIS COMPLETED ***** SANITARY SEWER SYSTEM MAP \ / • i / I ON 1 I A\, 0 EEK MEADOW L R8 TMES) ' SE ION tc ' PH ISE F UR I (4 3 A iES) I / SECT Rt ; 3W OF / (4.S A / ram_ • � • z __+__ � � / ; i PHASE NO SEC ION TC (8.28 A ES) • S 1 C� (0(.36 ACRES) I MIME 90 X: GA' SS)'IfB tC A(O •33oO6' P SE 1A CREE MEADOW LOOP G/L(°I.33o.6e' (0 2 ACRES) unuxaE BT� - — CREEK MEADOW P R•3.2.5°' MI.NIIGIF 9B / 1/L(I)•JJ5,58' i • / I , I R-N2MN1x0£ f/(R5LI)=J12.57R-J1(.190B' 32,47 I I G/'Su=331.9o, A GREENS PRAIRIE ROAD WEST - I I I I I I I I I I ---- I I I I I I I I I I I I I I I I I I I � � I • % /10 I I-- I I I I I 0 o I •` __ I ECAI g - - - - COW CRfER C7�,. I (4.70 I PHInO ASE FOUR I __ CR (5.p7 A ES) I .46 A((OW n ACRES) NORTH TOLE S7. SHALLOW CREEK LOOP _-- �'K�MANNIXE 91 YANNM£ 11 o i�ti(ojei393o'-y II � I �� IIMII11llE IFI � I NORTH LAZY CREEK LN. SYMBOL k UNE XSY FENM -BARB-NRE FENCE -rv- FORCE MAIN STORM SEWER a1E- OVERHEAD ELEC. UNE I -w- WATER ONE -So-- SEWER ONE O 0 POWER POLE 9 LENT POLE WY WIRE ANCHOR M WATER VALVE 0 WATER METER STORM SEWER CURB INLET ELECTRICAL TRANSFORMER I ® OAS METER OO O MANHOLE w FIRE HYDRANT FIRE 3 HONE ® TELEPHONE PEDESTAL - BUILDING SETBACK UNE - PROPERTY ONE - EASEMENT ONE . P.U.E. PUBLIC EASEMENT ACCESS P.A.E. PUBLIC ACCESS ESMT. ® PR.D.E. PRV. DRAINAGE ESMT. PRV. ACCESS ESMT. B.S.L. BUILDING SETBACK ONE S... L. — I LOT NUMBER SHEET KEY I BLOCK NUMBER A COMMON AREA SANITARY KKR LINE LEGEND EFISiINC SANITARY PROPOSED SANITARY FUTURE SANITARY KKR LINES SEWER LINES SEWER UNES I SHEET 7 OF 3 1 M" NA dC 15 �__ '' AVER C flEEK 0 . W. E. R•]'1 B.B5' rp(o)-nzon' x-sto.eo' �r/I (I ..3n.ar I SANITARY BEAVER CREEK O SEWER SYSTEM f RLp='oX)•2m5 zs I MAP GA(0X .6a I{ - OF '•R SOUTH LAZY CREEK ON. CREEKMEADOWS __ __ SUBDIVISION sec 1 x to -- 214ACRES .862 .882 PH ONE SAMUEL SURVEY, A-13 7.0 RES)_ JESSE BLEDSOE SURVEY, A-71 3i COLLEGE STATION. BRAZOS COUNTY. TEXAS 9 , c1II SURVEYED: MAY 23. 2006 V99991 • 3 -- "" Sr m q5EEK MEADOWS PARTNERS LP OLD W00WN dig1P, TLC. P. 2800 SM TEKAS AVENUE F.372 W IJ _ I i I SUITE 01 -" BRYAN, TK 77802 • Gp(9-B]!J2' ... I:InRwww�aT�B.�eea EMAIL: Chrl•O9ldhamgo9dwin.cam _.. -- r X EIIENWE: 9VJ]SDWRMM FALE: a-106 I 7607 EASTMARX DR., SM. 252 <77940> SUBMITIiO DATE 12 7 11 POST OFFICE BOX 9253 REA3M15i MAx11LiE 12U - MANx°'L 15 COLLEGE STATION, TEXAS 771142 mm" W. RAM. X-322]5'I f/L()-%XXXX'I MAxl10.E ] X•321.63' Rg26 o0' r/t((iJ-316]I' EIT4AE.: CIVII®mIC11BI11MLf9m CHEMEO Sh RAM. FDA ROOK: PF S: N/A f/LII)•313.Sfi' f/�(°j=31o.01' N/A IA(l 31373 OFFICE-(979)764 W04 FAX .(979)764-0704 RME CONSULENG ENGINEERS WENT NO. TEXAS FIRM REGISMUONN9.P4695 260 - 0438 1 1 1 I Y-Sl I I I SECTI 114 / r i i 1 i I 1 1 1 ' rA10-ne,x' PHASE 1 (3. A ES) �Iy�r1�JI.1I.� I..�IY•....I.T . __ BAKERUt4 MEA LO - a MANH0.E '/R CAPoYE� I I I I I I MAInIME , C fl=]x1.Jo' S pT, 6. L.iLCA I P/I�O=3@.fi I,:nminl r. tD'e , m =]1599' a09 PE'IASE C 1 1 1 MnnxOLE 6tl F/L(°)_]t] t5' 1 i J I / 1 -rnD =nDsv I tll I r (7 6 A ES) 1 1 1 1 fl•ne.eo• unrnla.E s ) Y- W I I ] Muumu, n r/pL 1 -nlsa, �H7 pR� ratty-nl.v SHALLOW CREEK LC OP ADq----- I— I FLINT CREEK GR. E. • __ MnN11GLF. ¢6 A-3l7,6l - MAxxa[ a, R=SRD.RS' unxllaLE e9 I-n-116.15' q_Jq.6o' __ • __ 1 \ R-s1e.79' rnlo)-ouao' n-Jlfi.,o' I 1 rn.(p-s1o. v' rn 0-311.x] 'MAexaE e a ",(1)-noon' rA(1 S1,FAfO-31o11 n-]11.17' R-Szl.Rs' 1 uA1ElaE 62 rn(o}_w9.9W rn(oh3H.96' �- r/L(D)-slue' '��) I' / Z'A 0-Ma"; 1 unrulCLE lan 317. uaxxaE 6s rh(D7•s1,. z: I Eef777IIIpppjon4 R-no e5'� N ^ N ^ 7�PHAONE FAO •soenr SECTION 4 ' (8.I ACRES) r/Lfo;•sons' PHASE 2A (t.es ACRES) Y4 F MAllll. 51 I I I I rnU =Joesa' MUIHaE e]- � FAO-3oe.56' q=315.sD' PEay `" 0 �rA(o�-]DSns' FAfO=Sa71 o' MA Q' AA-Mf' 71- M.VIHELE 55 I R/ M."ME 60, rr/1h(o)wll.1 n• CRIPPLE CREEKTAN=ioe.4n' Cr \ •f\�: \ r/L(o)=3oe.19' I 1 FAM.x3m.30" \ / - I i M.WIAXE 5e i MAInIDIE 5➢ R•313.,0' I R-n35U' N rn(Q-SOSOJ' NANHCIE 5] / rA(1)-3°,.OB' 1IaHH01£ 99 q I 1 rn(0)-305.]]' /I R-]IL10' r/l(q-3oA96• SECTION 7B R= 1 .a, I , rh0=]w3z F o•3o,ee'/� PHASE TWO uanxaE 7, r/,-3o.e,'' 0-SOx.BS' R-315.30' f L( 0 •IIOJI' h�) / \. 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MNE -w- WATER LINE SEWER LINE O 0 POWER POLE yLICHT POLE MY WE ANCHOR III WATER VALVE I,WATER METER STORM SEWER CURB INLET TRANSFORMER METER GAS M CAS MO O 0 MANHOLE O UT FIRE HYDRANT FIRECLEHYDRANT B TELEPHG PEDESTAL ' S - BURPING SETBACK LINE _8 - PROPERTY LINE - -. EASEMENT LINE EASEMENT P.U.E. PUBLIC UTIUtYACCESS P.A.E. PUBLIC ACCESS ESMT. ® PR.D.E. PRV. DRAINAGE EMT. PR.L PRV, ACCESS ESML SETBACK B.S.L. DING SETBACK LINE I LOT NUMBER LO SHEET KEY BLOCK NUMBER A COMMON AREA SANITARY SEWER r� GENE EXISDING SANITARY PROPOSED SANITARY FUTURE SANITARY SEWER LINES SEWER LINES SEWER LINES Of / rA(0=xw,e7 q=] e.xn unimDlc 9s / La ' J \ rA((gzv]aP ..— rA(S0.3D339' R=SH.75" n rh(n)-x976o' WOL MEP00 FA21) lP ]B' rM0-]afi BN . �� F/L o)-SE].x9' rpp D))=Sns.ax' i SECTION __ `L/'' /'Ta(o)=]D¢s5•," uawaE 9e- PHASE 1B MwNaE 1 uulxaE sl • ' 11 LI ,L q-n5m'1 i °e niitt9n / rn(o)-,0U (7:591_ACR€S}- RA07.00' • rM1 -Sozm' Fn0-Jo..Js• ) So B rn 0=zo73e' FM1 =SDz.7e' _ nf9,-xD7.x6' °xlx �1 A{;) SHEET OF 3 �r o•wz so'._ 2 �Fnin-JOD 5,' 11 i¢.9,• ----- _ --,,• . ..�. AlIH --- _ SANITARY ze.eo• unxxo.E sD 9 • rA9-M xx' _ A(, -)-ex°' A°' 9315•v SEWER SYSTEM r— TI \1 F --- -� / � �� •1q.MB.J5�7 I �• SECTION 1E //: y �- I I o 1 08 M nl:aio,.w PHASE- E -`�_ / A 33 ' I 1 rA(o)=Soo.oe' rn(o)-3os,sa �(4.42 ACRE -J / -/ 1 B¢' - R'.1.59 - ----� CREEK MEADOWS OF Is SUNNY APOW Bfl00K T SUNNY MEADOW BROOK CT. 'tFA(0-x9B,3II / / •� / i ; / SUBDIVISION --17 SEC ION 7 SECTION 1B i 2\ / t 214.882 ACRES -- I • . PHASE ONE / / \` / \ /'" __ BAMUEL DAVIDSON SURVEY, A-13 -- PHA FOUR . (35,70 ACRES) / / Q` / I JESSE BLEDSOE SURVEY, A-71 (7.81 ES) MUI11aE I. / Q�0. / /•' 1 COLLEGE STATION, BRAZOS COUNTY, TEXAS �fl-S000D / / SURVEYED: MAY 23, 2006 r/L(I)-x9e.50' �/ C EEK yEADOWS PARTNERS L.P. q ]o7es' / / V� E/qqv DLDNAM GOW16N diWP. ILG s, cvo'- ❑❑ "J1 rA(0-z9a.¢D' / / // ' .'SUIOE �OITH 1EXA5 AVENUE s5 S - • / �J i E I BRYAN, TX 77802 EMAIL: ChrImObldhompoadwln.Eom ._� 4 / `a P" / B • • PLLBxgTFED 4Ml34MTE 1xMAPl-.IW 1 4GLE: 1 •}\-V" \(y / , /� 7607 BASTMARK OR., SM. 252 < 7AO> --� SE /T10 3 v'Alinws.x5 IlA"11 16� \I\ A ` ---1 POST OFPICH HOX 9253 gEvswxs: SE IT -' rA.(q-a9sao'_ q-Sos.so• I \•\ /� \o j B DM" W. RAN. - rh((o-xeaso' I ENAM: HSTAmenginccr. 7 642 _- AC S) ) xssas.>� rA(o)-a96.,o'A SE S HMAIL: civil®7meneinear.com eHEcxw er: RAM. / A m I-x9560' O E = \., w' /' l x/A _PM85: N/A / flF(D 6NH: \ \ ( ACRES) / , SSCTIO 7 OFFICE -(979)764-0704 RUE CONSULTING ENGINEERS PHASE 0 E ____ PAX-(979)764-0704 WENT N0. (23'.27 AC ES) ( THXASPBtMLLH0L8TRAnoNNB. FA695 260 0438 WINSTORM HYDRAULIC ANALYSIS DATA stmOutput WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002 Run @ 12/1/2011 2:29:54 PM PROJECT NAME 260 JOB NUMBER 0438 PROJECT DESCRIPTION : Section 3, Phase One DESIGN FREQUENCY 2 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 2 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) ----------------------------------------------------------------------------- MH-1 0.0 0.00 10.00 0.00 0.00 0.001 0.001 MH-2 0.0 0.00 10.00 0.00 0.00 0.002 0.002 MH-3 0.0 0.00 10.00 0.00 0.00 0.040 0.040 MH-4 0.0 0.00 10.00 0.00 0.00 0.018 0.018 MH-5 0.0 0.00 10.00 0.00 0.00 0.005 0.005 MH-6 0.0 0.00 10.00 0.00 0.00 0.017 0.017 MH-7 0.0 0.00 10.00 0.00 0.00 0.010 0.010 MH-8 0.0 0.00 10.00 0.00 0.00 0.020 0.020 1-9 0.0 0.00 10.00 0.00 0.00 0.013 0.013 MH-10 0.0 0.00 10.00 0.00 0.00 0.023 0.023 MH-11 0.0 0.00 10.00 0.00 0.00 0.017 0.017 MH-12 0.0 0.00 10.00 0.00 0.00 0.017 0.017 MH-13 0.0 0.00 10.00 0.00 0.00 0.010 0.010 MH-14 0.0 0.00 10.00 0.00 0.00 0.108 0.108 MH-16 0.0 0.00 10.00 0.00 0.00 0.015 0.015 MH-17 0.0 0.00 10.00 0.00 0.00 0.012 0.012 MH-18 0.0 0.00 10.00 0.00 0.00 0.007 0.007 MH-19 0.0 0.00 10.00 0.00 0.00 0.040 0.040 MH-20 0.0 0.00 10.00 0.00 0.00 0.007 0.007 MH-21 0.0 0.00 10.00 0.00 0.00 0.012 0.012 MH-23 0.0 0.00 10.00 0.00 0.00 0.079 0.079 MH-26 0.0 0.00 10.00 0.00 0.00 0.000 0.000 MH-27 0.0 0.00 10.00 0.00 0.00 0.015 0.015 MH-29 0.0 0.00 10.00 0.00 0.00 0.005 0.005 MH-33 0.0 0.00 10.00 0.00 0.00 0.007 0.007 MH-34 0.0 0.00 10.00 0.00 0.00 0.013 0.013 MH-35 0.0 0.00 10.00 0.00 0.00 0.000 0.000 MH-36 0.0 0.00 10.00 0.00 0.00 0.002 0.002 MH-37 0.0 0.00 10.00 0.00 0.00 0.013 0.013 MH-38 0.0 0.00 10.00 0.00 0.00 0.010 0.010 MH-39 0.0 0.00 10.00 0.00 0.00 0.003 0.003 MH-40 0.0 0.00 10.00 0.00 0.00 0.003 0.003 Page 1 stmoutput MH-41 0.0 0.00 10.00 0.00 0.00 0.005 0.005 1-42 0.0 0.00 10.00 0.00 0.00 0.001 0.001 ejH-44 0.0 0.00 10.00 0.00 0.00 0.003 0.003 MH-45 0.0 0.00 10.00 0.00 0.00 0.030 0.030 MH-46 0.0 0.00 10.00 0.00 0.00 0.046 0.046 MH-47 0.0 0.00 10.00 0.00 0.00 0.013 0.013 MH-48 0.0 0.00 10.00 0.00 0.00 0.003 0.003 MH-49 0.0 0.00 10.00 0.00 0.00 0.001 0.001 MH-50 0.0 0.00 10.00 0.00 0.00 0.008 0.008 MH-51 0.0 0.00 10.00 0.00 0.00 0.003 0.003 MH-52 0.0 0.00 10.00 0.00 0.00 0.007 0.007 MH-53 0.0 0.00 10.00 0.00 0.00 0.002 0.002 MH-54 0.0 0.00 10.00 0.00 0.00 0.002 0.002 MH-55 0.0 0.00 10.00 0.00 0.00 0.015 0.015 MH-56 0.0 0.00 10.00 0.00 0.00 0.013 0.013 MH-57 0.0 0.00 10.00 0.00 0.00 0.013 0.013 MH-58 0.0 0.00 10.00 0.00 0.00 0.003 0.003 MH-59 0.0 0.00 10.00 0.00 0.00 0.015 0.015 MH-60 0.0 0.00 10.00 0.00 0.00 0.012 0.012 MH-61 0.0 0.00 10.00 0.00 0.00 0.007 0.007 MH-62 0.0 0.00 10.00 0.00 0.00 0.010 0.010 MH-63 0.0 0.00 10.00 0.00 0.00 0.007 0.007 MH-64 0.0 0.00 10.00 0.00 0.00 0.002 0.002 MH-65 0.0 0.00 10.00 0.00 0.00 0.007 0.007 MH-66 0.0 0.00 10.00 0.00 0.00 0.020 0.020 MH-67 0.0 0.00 10.00 0.00 0.00 0.005 0.005 MH-68 0.0 0.00 10.00 0.00 0.00 0.008 0.008 -69 0.0 0.00 10.00 0.00 0.00 0.007 0.007 MH-70 0.0 0.00 10.00 0.00 0.00 0.003 0.003 MH-71 0.0 0.00 10.00 0.00 0.00 0.068 0.068 MH-72 0.0 0.00 10.00 0.00 0.00 0.010 0.010 MH-74 0.0 0.00 10.00 0.00 0.00 0.007 0.007 MH-lB 0.0 0.00 10.00 0.00 0.00 0.017 0.017 MH-75 0.0 0.00 10.00 0.00 0.00 0.010 0.010 MH-76 0.0 0.00 10.00 0.00 0.00 0.023 0.023 MH-77 0.0 0.00 10.00 0.00 0.00 0.005 0.005 MH-78 0.0 0.00 10.00 0.00 0.00 0.026 0.026 MH-79 0.0 0.00 10.00 0.00 0.00 0.007 0.007 MH-80 0.0 0.00 10.00 0.00 0.00 0.031 0.031 MH-81 0.0 0.00 10.00 0.00 0.00 0.003 0.003 MH-82 0.0 0.00 10.00 0.00 0.00 0.023 0.023 MH-83 0.0 0.00 10.00 0.00 0.00 0.013 0.013 MH-84 0.0 0.00 10.00 0.00 0.00 0.030 0.030 MH-85 0.0 0.00 10.00 0.00 0.00 0.013 0.013 MH-86 0.0 0.00 10.00 0.00 0.00 0.080 0.080 MH-87 0.0 0.00 10.00 0.00 0.00 0.053 0.053 MH-88 0.0 0.00 10.00 0.00 0.00 0.059 0.059 MH-90 0.0 0.00 10.00 0.00 0.00 0.119 0.119 MH-93 0.0 0.00 10.00 0.00 0.00 0.063 0.063 MH-94 0.0 0.00 10.00 0.00 0.00 0.017 0.017 MH-95 0.0 0.00 10.00 0.00 0.00 0.007 0.007 Page 2 stmoutput MH-96 0.0 0.00 10.00 0.00 0.00 0.008 0.008 1-97 0.0 0.00 10.00 0.00 0.00 0.005 0.005 .,H-98 0.0 0.00 10.00 0.00 0.00 0.012 0.012 MH-99 0.0 0.00 10.00 0.00 0.00 0.025 0.025 MH-100 0.0 0.00 10.00 0.00 0.00 0.021 0.021 MH-101 0.0 0.00 10.00 0.00 0.00 0.017 0.017 MH-102 0.0 0.00 10.00 0.00 0.00 0.005 0.005 MH 103 0.0 0.00 10.00 0.00 0.00 0.007 0.007 MH-104 0.0 0.00 10.00 0.00 0.00 0.008 0.008 MH-105 ----------------------------------------------------------------------------- 0.0 0.00 10.00 0.00 0.00 0.025 0.025 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) --------------------------------------------------------------------------------- MH-1 CircMh 0.000 0.00 10.00 6.33 0.312 0.00 0.312 MH-2 CircMh 0.000 0.00 10.00 6.33 0.331 0.00 0.331 MH-3 CircMh 0.000 0.00 14.07 5.37 0.464 0.00 0.464 MH-4 CircMh 0.000 0.00 15.32 5.13 0.482 0.00 0.482 MH-5 CircMh 0.000 0.00 16.07 5.01 0.487 0.00 0.487 MH-6 CircMh 0.000 0.00 17.56 4.77 0.504 0.00 0.504 MH-7 CircMh 0.000 0.00 19.06 4.55 0.514 0.00 0.514 MH-8 CircMh 0.000 0.00 19.96 4.44 0.534 0.00 0.534 I-9 CircMh 0.000 0.00 21.14 4.29 0.554 0.00 0.554 mH-10 CircMh 0.000 0.00 23.65 4.01 0.765 0.00 0.765 MH-11 CircMh 0.000 0.00 24.47 3.93 0.785 0.00 0.785 MH-12 CircMh 0.000 0.00 26.11 3.78 0.802 0.00 0.802 MH-13 CircMh 0.000 0.00 27.73 3.64 0.812 0.00 0.812 MH-14 CircMh 0.000 0.00 28.93 3.55 0.920 0.00 0.920 MH-15 CircMh 0.000 0.00 29.85 3.48 0.920 0.00 0.920 MH-16 CircMh 0.000 0.00 31.66 3.35 0.935 0.00 0.935 MH-17 CircMh 0.000 0.00 32.74 3.28 0.972 0.00 0.972 MH-18 CircMh 0.000 0.00 33.50 3.23 1.019 0.00 1.019 MH-19 CircMh 0.000 0.00 39.43 2.90 1.534 0.00 1.534 MH-20 CircMh 0.000 0.00 40.25 2.86 1.541 0.00 1.541 MH-21 CircMh 0.000 0.00 41.35 2.81 1.553 0.00 1.553 MH-22 CircMh 0.000 0.00 41.98 2.78 1.553 0.00 1.553 MH-23 CircMh 0.000 0.00 43.73 2.70 1.632 0.00 1.632 MH-24 CircMh 0.000 0.00 44.24 2.68 1.632 0.00 1.632 MH-25 CircMh 0.000 0.00 44.53 2.67 1.632 0.00 1.632 MH-26 CircMh 0.000 0.00 24.83 3.90 0.368 0.00 0.368 MH-27 CircMh 0.000 0.00 26.07 3.78 0.426 0.00 0.426 MH-28 CircMh 0.000 0.00 27.14 3.69 0.426 0.00 0.426 MH-29 CircMh 0.000 0.00 28.00 3.62 0.433 0.00 0.433 MH-30 CircMh 0.000 0.00 30.61 3.42 0.433 0.00 0.433 MH-31 CircMh 0.000 0.00 31.98 3.33 0.433 0.00 0.433 MH-32 CircMh 0.000 0.00 32.63 3.28 0.455 0.00 0.455 Page 3 stmOutput MH-33 CircMh 0.000 0.00 34.21 3.18 0.462 0.00 0.462 '1-34 CircMh 0.000 0.00 36.41 3.06 0.475 0.00 0.475 effl-35 CircMh 0.000 0.00 10.00 6.33 0.040 0.00 0.040 MH-36 CircMh 0.000 0.00 0.00 0.00 0.002 0.00 0.002 MH-37 CircMh 0.000 0.00 10.00 6.33 0.015 0.00 0.015 MH-38 CircMh 0.000 0.00 10.88 6.09 0.025 0.00 0.025 MH-39 CircMh 0.000 0.00 0.00 0.00 0.003 0.00 0.003 MH-40 CircMh 0.000 0.00 17.85 4.73 0.183 0.00 0.183 MH-41 CircMh 0.000 0.00 19.72 4.47 0.188 0.00 0.188 MH-42 CircMh 0.000 0.00 0.00 0.00 0.001 0.00 0.001 MH-43 CircMh 0.000 0.00 10.00 6.33 0.001 0.00 0.001 MH-44 CircMh 0.000 0.00 0.00 0.00 0.003 0.00 0.003 MH-45 CircMh 0.000 0.00 10.00 6.33 0.046 0.00 0.046 MH-46 CircMh 0.000 0.00 11.72 5.88 0.092 0.00 0.092 MH-47 CircMh 0.000 0.00 0.00 0.00 0.013 0.00 0.013 MH-48 CircMh 0.000 0.00 0.00 0.00 0.003 0.00 0.003 MH-49 CircMh 0.000 0.00 10.00 6.33 0.004 0.00 0.004 MH-50 CircMh 0.000 0.00 10.00 6.33 0.012 0.00 0.012 MH-51 CircMh 0.000 0.00 10.00 6.33 0.015 0.00 0.015 MH-52 CircMh 0.000 0.00 10.00 6.33 0.022 0.00 0.022 MH-53 CircMh 0.000 0.00 0.00 0.00 0.002 0.00 0.002 MH-54 CircMh 0.000 0.00 0.00 0.00 0.002 0.00 0.002 MH-55 CircMh 0.000 0.00 10.00 6.33 0.017 0.00 0.017 MH-56 CircMh 0.000 0.00 10.00 6.33 0.030 0.00 0.030 MH-57 CircMh 0.000 0.00 10.64 6.15 0.043 0.00 0.043 LS CircMh 0.000 0.00 44.53 2.67 1.632 0.00 1.632 MH-58 CircMh 0.000 0.00 23.91 3.99 0.368 0.00 0.368 'iA-59 CircMh 0.000 0.00 22.92 4.09 0.365 0.00 0.365 MH-60 CircMh 0.000 0.00 10.00 6.33 0.109 0.00 0.109 MH-61 CircMh 0.000 0.00 10.00 6.33 0.097 0.00 0.097 MH-62 CircMh 0.000 0.00 0.00 0.00 0.010 0.00 0.010 MH-63 CircMh 0.000 0.00 21.68 4.23 0.241 0.00 0.241 MH-64 CircMh 0.000 0.00 10.00 6.33 0.080 0.00 0.080 MH-65 CircMh 0.000 0.00 20.63 4.35 0.234 0.00 0.234 MH-66 CircMh 0.000 0.00 19.23 4.53 0.227 0.00 0.227 MH-67 CircMh 0.000 0.00 17.68 4.75 0.197 0.00 0.197 MH-68 CircMh 0.000 0.00 16.35 4.96 0.192 0.00 0.192 MH-69 CircMh 0.000 0.00 10.00 6.33 0.010 0.00 0.010 MH-70 CircMh 0.000 0.00 0.00 0.00 0.003 0.00 0.003 MH-71 CircMh 0.000 0.00 0.00 0.00 0.068 0.00 0.068 MH-73 CircMh 0.000 0.00 10.00 6.33 0.078 0.00 0.078 MH-72 CircMh 0.000 0.00 0.00 0.00 0.010 0.00 0.010 MH-74 CircMh 0.000 0.00 0.00 0.00 0.007 0.00 0.007 MH-lB CircMh 0.000 0.00 10.00 6.33 0.329 0.00 0.329 MH-75 CircMh 0.000 0.00 0.00 0.00 0.010 0.00 0.010 MH-76 CircMh 0.000 0.00 10.00 6.33 0.033 0.00 0.033 MH-77 CircMh 0.000 0.00 10.00 6.33 0.038 0.00 0.038 MH-78 CircMh 0.000 0.00 10.00 6.33 0.064 0.00 0.064 MH-79 CircMh 0.000 0.00 14.17 5.35 0.153 0.00 0.153 MH-80 CircMh 0.000 0.00 15.36 5.13 0.184 0.00 0.184 MH-80 CircMh 0.000 0.00 0.00 0.00 0.000 0.00 0.000 Page 4 stmOutput MH-81 CircMh 0.000 0.00 0.00 0.00 0.003 0.00 0.003 H-82 CircMh 0.000 0.00 10.00 6.33 0.039 0.00 0.039 eiH-83 CircMh 0.000 0.00 10.00 6.33 0.052 0.00 0.052 MH-84 CircMh 0.000 0.00 12.11 5.79 0.082 0.00 0.082 MH-85 CircMh 0.000 0.00 0.00 0.00 0.013 0.00 0.013 MH-86 CircMh 0.000 0.00 0.00 0.00 0.080 0.00 0.080 MH-87 CircMh 0.000 0.00 10.00 6.33 0.133 0.00 0.133 MH-88 CircMh 0.000 0.00 10.00 6.33 0.192 0.00 0.192 MH-90 CircMh 0.000 0.00 10.00 6.33 0.311 0.00 0.311 MH-91 CircMh 0.000 0.00 10.00 6.33 0.311 0.00 0.311 MH-92 CircMh 0.000 0.00 10.00 6.33 0.311 0.00 0.311 MH-89 CircMh 0.000 0.00 10.00 6.33 0.192 0.00 0.192 MH-93 CircMh 0.000 0.00 11.59 5.91 0.131 0.00 0.131 MH-94 BoxMh 0.000 0.00 12.93 5.60 0.160 0.00 0.160 MH-95 CircMh 0.000 0.00 15.50 5.10 0.172 0.00 0.172 MH-96 CircMh 0.000 0.00 16.98 4.86 0.180 0.00 0.180 MH-97 CircMh 0.000 0.00 0.00 0.00 0.005 0.00 0.005 MH-98 CircMh 0.000 0.00 0.00 0.00 0.012 0.00 0.012 MH-99 CircMh 0.000 0.00 10.32 6.24 0.068 0.00 0.068 MH-100 CircMh 0.000 0.00 10.00 6.33 0.043 0.00 0.043 MH-101 CircMh 0.000 0.00 10.00 6.33 0.022 0.00 0.022 MH-102 CircMh 0.000 0.00 0.00 0.00 0.005 0.00 0.005 MH 103 CircMh 0.000 0.00 10.00 6.33 0.040 0.00 0.040 MH-104 CircMh 0.000 0.00 0.00 0.00 0.008 0.00 0.008 MH-105 --------------------------------------------------------------------------------- CircMh 0.000 0.00 0.00 0.00 0.025 0.00 0.025 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 ----------------- 1 MH-1 MH-lB 328.49 321.14 Ciro 1 0.00 0.67 367.38 2.00 0.013 2 MH-2 MH-3 316.64 313.56 Ciro 1 0.00 0.67 499.00 0.62 0.013 3 MH-3 MH-4 313.46 312.25 Ciro 1 0.00 0.67 202.24 0.60 0.013 4 MH-4 MH-5 312.15 311.41 Ciro 1 0.00 0.67 121.99 0.61 0.013 5 MH-5 MH-6 311.31 309.87 Ciro 1 0.00 0.67 241.44 0.60 0.013 6 MH-6 MH-7 309.77 308.29 Ciro 1 0.00 0.67 246.37 0.60 0.013 7 MH-7 MH-8 308.19 307.30 Ciro 1 0.00 0.67 147.45 0.60 0.013 8 MH-8 MH-9 307.20 306.03 Ciro 1 0.00 0.67 196.23 0.60 0.013 9 MH-9 MH-10 305.93 303.39 Ciro 1 0.00 0.67 422.47 0.60 0.013 10 MH-10 MH-11 303.29 302.40 Ciro 1 0.00 0.67 147.73 0.60 0.013 11 MH-11 MH-12 302.30 300.54 Ciro 1 0.00 0.67 295.04 0.60 0.013 12 MH-12 MH-13 300.37 299.35 Ciro 1 0.00 0.83 256.72 0.40 0.013 13 MH-13 MH-14 299.25 298.50 Ciro 1 0.00 0.83 188.82 0.40 0.013 14 MH-14 MH-15 298.40 297.80 Ciro 1 0.00 0.83 149.65 0.40 0.013 15 MH-15 MH-16 297.70 296.50 Ciro 1 0.00 0.83 298.28 0.40 0.013 16 MH-16 MH-17 296.40 295.70 Ciro 1 0.00 0.83 175.36 0.40 0.013 17 MH-17 MH-18 295.60 295.10 Ciro 1 0.00 0.83 124.67 0.40 0.013 Page 5 stmOutput MH-18 MH-19 293.20 292.00 Circ 1 0.00 0.83 298.65 0.40 0.013 MH-19 MH-20 291.90 291.34 Circ 1 0.00 0.83 139.67 0.40 0.013 MH-20 MH-21 291.24 290.50 Circ 1 0.00 0.83 186.82 0.40 0.013 MH-21 MH-22 290.40 288.86 Circ 1 0.00 0.83 161.35 0.95 0.013 MH-22 MH-23 288.76 284.49 Circ 1 0.00 0.83 450.41 0.95 0.013 MH-23 MH-24 284.39 283.15 Circ 1 0.00 0.83 130.50 0.95 0.013 MH-24 MH-25 283.05 282.36 Circ 1 0.00 0.83 74.19 0.93 0.013 MH-25 LS 272.11 272.00 Circ 1 0.00 1.00 10.00 1.10 0.013 MH-26 MH-27 302.64 301.99 Circ 1 0.00 0.67 162.75 0.40 0.013 MH-27 MH-28 301.89 301.32 Circ 1 0.00 0.67 143.59 0.40 0.013 MH-28 MH-29 301.22 300.76 Circ 1 0.00 0.67 115.30 0.40 0.013 MH-29 MH-30 299.66 298.23 Circ 1 0.00 0.67 355.67 0.40 0.013 MH-30 MH-31 298.13 297.38 Circ 1 0.00 0.67 187.88 0.40 0.013 MH-31 MH-32 297.28 296.94 Circ 1 0.00 0.67 86.22 0.39 0.013 MH-32 MH-33 296.84 295.96 Circ 1 0.00 0.67 218.72 0.40 0.013 MH-33 MH-34 295.86 294.65 Circ 1 0.00 0.67 304.23 0.40 0.013 MH-34 MH-19 294.55 292.86 Circ 1 0.00 0.67 421.50 0.40 0.013 MH-35 MH-18 294.21 293.58 Circ 1 0.00 0.50 79.73 0.79 0.013 MH-36 MH-37 303.59 300.78 Circ 1 0.00 0.50 280.68 1.00 0.013 MH-37 MH-38 300.68 298.00 Circ 1 0.00 0.50 267.72 1.00 0.013 MH-38 MH-17 297.90 295.93 Circ 1 0.00 0.50 197.55 1.00 0.013 MH-39 MH-11 305.66 302.78 Circ 1 0.00 0.50 252.96 1.14 0.013 MH-40 MH-41 305.15 304.35 Circ 1 0.00 0.67 200.60 0.40 0.013 MH-41 MH-10 304.25 303.39 Circ 1 0.00 0.67 214.24 0.40 0.013 MH-42 MH-43 314.65 314.32 Circ 1 0.00 0.67 82.72 0.40 0.013 MH-43 MH-3 314.22 313.56 Circ 1 0.00 0.67 166.00 0.40 0.013 MH-44 MH-45 330.30 321.81 Circ 1 0.00 0.50 396.50 2.14 0.013 MH-45 MH-46 321.71 316.71 Circ 1 0.00 0.50 499.51 1.00 0.013 MH-46 MH-3 316.61 313.73 Circ 1 0.00 0.50 294.82 0.98 0.013 MH-47 MH-45 322.89 322.20 Circ 1 0.00 0.50 68.50 1.01 0.013 MH-48 MH-49 303.30 302.59 Circ 1 0.00 0.50 79.09 0.90 0.013 MH-49 MH-50 302.49 301.01 Circ 1 0.00 0.50 145.85 1.01 0.013 MH-50 MH-51 300.91 299.44 Circ 1 0.00 0.50 147.85 0.99 0.013 MH-51 MH-52 299.34 297.87 Circ 1 0.00 0.50 147.05 1.00 0.013 MH-52 MH-32 297.60 296.96 Circ 1 0.00 0.67 159.13 0.40 0.013 MH-53 MH-29 302.46 300.92 Circ 1 0.00 0.50 153.25 1.00 0.013 MH-54 MH-55 308.74 307.67 Circ 1 0.00 0.50 136.07 0.79 0.013 MH-55 MH-56 307.57 305.87 Circ 1 0.00 0.50 216.39 0.79 0.013 MH-56 MH-57 305.77 303.12 Circ 1 0.00 0.50 338.40 0.78 0.013 MH-57 MH-27 302.95 301.99 Circ 1 0.00 0.67 239.11 0.40 0.013 MH-58 MH-26 303.37 302.89 Circ 1 0.00 0.67 118.88 0.40 0.013 MH-59 MH-58 304.86 303.54 Circ 1 0.00 0.50 166.18 0.79 0.013 MH-60 MH-59 306.34 304.96 Circ 1 0.00 0.50 172.27 0.80 0.013 MH-61 MH-60 304.86 303.53 Circ 1 0.00 0.50 251.99 0.53 0.013 MH-62 MH-61 303.37 302.89 Circ 1 0.00 0.50 154.44 0.31 0.013 MH-63 MH-59 307.00 304.96 Circ 1 0.00 0.50 204.68 1.00 0.013 MH-64 MH-61 309.96 308.56 Circ 1 0.00 0.50 175.68 0.80 0.013 MH-65 MH-63 308.37 307.11 Circ 1 0.00 0.50 157.35 0.80 0.013 MH-66 MH-65 310.13 308.47 Circ 1 0.00 0.50 208.26 0.80 0.013 MH-67 MH-66 311.17 310.23 Circ 1 0.00 0.50 187.39 0.50 0.013 MH-68 MH-67 312.07 311.27 Circ 1 0.00 0.50 159.41 0.50 0.013 Page 6 stmoutput 69 MH-69 9 MH-70 /1 MH-73 72 MH-71 73 MH-72 74 MH-74 75 MH-1B 76 MH-75 77 MH-76 78 MH-77 79 MH-78 80 MH-79 82 MH-80 83 MH-81 84 MH-82 85 MH-83 86 MH-84 87 MH-85 88 MH-86 89 MH-87 90 MH-88 91 MH-89 92 MH-90 93 MH-91 94 MH-92 95 MH-96 96 MH-95 i7 MH-97 98 MH-94 99 MH-93 100 MH-98 101 MH-99 102 MH-100 103 MH-101 104 MH-102 105 MH 103 106 MH-104 107 MH-105 MH-66 311.95 310.23 Circ 1 0.00 0.50 214.88 0.80 0.013 MH-69 313.20 312.05 Circ 1 0.00 0.50 145.01 0.79 0.013 MH-64 311.49 310.06 Circ 1 0.00 0.50 178.61 0.80 0.013 MH-73 312.51 311.59 Circ 1 0.00 0.50 114.50 0.80 0.013 MH-73 315.99 311.59 Circ 1 0.00 0.50 244.30 1.80 0.013 MH-9 308.57 306.43 Circ 1 0.00 0.50 214.00 1.00 0.013 MH-2 321.04 316.74 Circ 1 0.00 0.67 215.00 2.00 0.013 MH-76 328.75 323.50 Circ 1 0.00 0.50 345.49 1.52 0.013 MH-77 323.40 319.75 Circ 1 0.00 0.50 263.76 1.38 0.013 MH-78 319.65 315.57 Circ 1 0.00 0.50 263.96 1.55 0.013 MH-79 315.47 314.77 Circ 1 0.00 0.50 87.21 0.80 0.013 MH-80 314.67 313.39 Circ 1 0.00 0.50 161.03 0.79 0.013 MH-68 313.29 312.17 Circ 1 0.00 0.50 139.50 0.80 0.013 MH-82 331.58 326.04 Circ 1 0.00 0.50 363.98 1.52 0.013 MH-83 325.94 323.52 Circ 1 0.00 0.50 207.71 1.17 0.013 MH-84 323.42 317.03 Circ 1 0.00 0.50 377.81 1.69 0.013 MH-79 316.93 314.77 Circ 1 0.00 0.50 242.13 0.89 0.013 MH-82 327.21 326.04 Circ 1 0.00 0.50 77.82 1.50 0.013 MH-87 337.19 335.56 Circ 1 0.00 0.50 203.85 0.80 0.013 MH-88 335.46 332.57 Circ 1 0.00 0.50 361.11 0.80 0.013 MH-89 332.47 332.00 Circ 1 0.00 0.50 59.13 0.79 0.013 MH-90 331.90 330.76 Circ 1 0.00 0.50 143.15 0.80 0.013 MH-91 330.66 330.01 Circ 1 0.00 0.50 80.20 0.81 0.013 MH-92 329.91 329.70 Circ 1 0.00 0.50 25.46 0.82 0.013 MH-1 329.60 328.59 Circ 1 0.00 0.67 100.88 1.00 0.013 MH-40 305.82 305.45 Circ 1 0.00 0.67 92.69 0.40 0.013 MH-96 306.55 305.92 Circ 1 0.00 0.67 157.11 0.40 0.013 MH-95 309.73 306.82 Circ 1 0.00 0.50 145.55 2.00 0.013 MH-95 307.71 306.65 Circ 1 0.00 0.67 265.00 0.40 0.013 MH-94 309.17 307.86 Circ 1 0.00 0.50 171.41 0.76 0.013 MH-94 309.13 307.86 Circ 1 0.00 0.50 157.21 0.81 0.013 MH-93 310.74 309.27 Circ 1 0.00 0.50 146.66 1.00 0.013 MH-99 314.75 310.84 Circ 1 0.00 0.50 390.53 1.00 0.013 MH-100 318.26 314.85 Circ 1 0.00 0.50 341.44 1.00 0.013 MH-101 319.54 318.36 Circ 1 0.00 0.50 117.65 1.00 0.013 MH-35 295.74 294.50 Circ 1 0.00 0.50 123.35 1.01 0.013 MH 103 297.17 295.84 Circ 1 0.00 0.50 132.75 1.00 0.013 MH 103 ---------------------------------------------------------------------- 299.64 295.84 Circ 1 0.00 0.50 380.00 1.00 0.013 Conveyance Hydraulic Computations. Tailwater = 0.000 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) (o) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) 1* 328.68 321.33 0.065 0.19 0.19 3.73 - 3.73 0.31 1.73 0.000 2* 316.91 313.83 0.073 0.27 0.27 2.46 2.46 0.33 0.96 0.000 3 313.79 312.57 0.144 0.33 0.33 2.69 2.69 0.46 0.95 0.000 4 312.49 311.65 0.155 0.34 0.34 2.71 2.71 0.48 0.95 0.000 Page 7 stmOutput 5 311.65 310.12 0.158 0.34 0.34 2.71 2.71 0.49 0.95 0.000 310.12 308.54 0.169 0.35 0.35 2.72 2.72 0.50 0.95 0.000 * 308.54 307.65 0.176 0.35 0.35 2.75 2.75 0.51 0.95 0.000 8* 307.56 306.39 0.190 0.36 0.36 2.76 2.76 0.53 0.95 0.000 9 306.30 303.75 0.205 0.37 0.37 2.81 2.81 0.55 0.95 0.000 10 303.75 302.81 0.390 0.46 0.46 3.00 3.00 0.76 0.95 0.000 11 302.77 300.92 0.410 0.47 0.47 3.00 3.00 0.78 0.95 0.000 12 300.82 299.75 0.137 0.45 0.45 2.65 2.65 0.80 1.37 0.000 13 299.71 298.90 0.140 0.46 0.46 2.63 2.63 0.81 1.37 0.000 14 298.90 298.22 0.180 0.50 0.50 2.70 2.70 0.92 1.37 0.000 15 298.19 296.92 0.180 0.49 0.49 2.75 2.75 0.92 1.38 0.000 16 296.91 296.13 0.186 0.51 0.51 2.71 2.71 0.93 1.37 0.000 17 296.12 295.53 0.201 0.52 0.52 2.73 2.73 0.97 1.37 0.000 18 293.73 292.73 0.221 0.53 0.73 2.78 2.02 1.02 1.37 0.000 19 292.73 292.07 0.500 0.83 0.83 2.83 2.83 1.53 1.37 0.000 20 292.07 291.05 0.505 0.83 0.83 2.85 2.85 1.54 1.36 0.000 21* 290.93 289.39 0.513 0.53 0.53 4.27 4.27 1.55 2.12 0.000 22* 289.29 285.02 0.513 0.53 0.53 4.27 4.27 1.55 2.11 0.000 23* 284.94 283.70 0.566 0.55 0.55 4.31 4.31 1.63 2.11 0.000 24* 283.60 282.91 0.566 0.55 0.55 4.28 4.28 1.63 2.09 0.000 25* 272.57 272.46 0.210 0.46 0.46 4.59 4.59 1.63 3.74 0.000 26 302.96 302.26 0.090 0.32 0.32 2.17 2.17 0.37 0.77 0.000 27 302.25 301.63 0.121 0.36 0.36 2.24 2.24 0.43 0.77 0.000 28 301.58 301.07 0.121 0.36 0.36 2.24 2.24 0.43 0.77 0.000 29 300.02 298.54 0.125 0.36 0.36 2.28 2.28 0.43 0.78 0.000 30 298.49 297.69 0.125 0.36 0.36 2.28 2.28 0.43 0.77 0.000 31 297.64 297.25 0.125 0.36 0.36 2.23 2.23 0.43 0.77 0.000 2 297.21 296.28 0.138 0.37 0.37 2.31 2.31 0.46 0.78 0.000 33 296.23 294.97 0.142 0.37 0.37 2.30 2.30 0.46 0.77 0.000 34 294.93 293.18 0.150 0.38 0.38 2.33 2.33 0.48 0.78 0.000 35* 294.31 293.73 0.005 0.10 0.15 1.52 0.79 0.04 0.50 0.000 36* 303.61 300.80 0.000 0.02 0.02 0.64 0.64 0.00 0.56 0.000 37* 300.74 298.06 0.001 0.06 0.06 1.25 1.25 0.02 0.56 0.000 38* 297.97 296.12 0.002 0.07 0.19 1.46 0.37 0.03 0.56 0.000 39* 305.69 302.81 0.000 0.03 0.03 0.76 0.76 0.00 0.60 0.000 40* 305.37 304.57 0.022 0.22 0.22 1.78 1.78 0.18 0.77 0.000 41* 304.48 303.75 0.023 0.23 0.36 1.80 0.99 0.19 0.78 0.000 42* 314.67 314.34 0.000 0.02 0.02 0.39 0.39 0.00 0.77 0.000 43* 314.24 313.79 0.000 0.02 0.23 0.39 0.01 0.00 0.77 0.000 44* 330.32 321.83 0.000 0.02 0.02 0.96 0.96 0.00 0.82 0.000 45* 321.81 316.81 0.007 0.10 0.10 1.73 1.73 0.05 0.56 0.000 46* 316.75 313.87 0.027 0.14 0.14 2.09 2.09 0.09 0.55 0.000 47* 322.94 322.25 0.001 0.05 0.05 1.21 1.21 0.01 0.56 0.000 48* 303.33 302.62 0.000 0.03 0.03 0.76 0.76 0.00 0.53 0.000 49* 302.52 301.04 0.000 0.03 0.03 0.82 0.82 0.00 0.57 0.000 50* 300.96 299.49 0.000 0.05 0.05 1.18 1.18 0.01 0.56 0.000 51* 299.40 297.93 0.001 0.06 0.06 1.25 1.25 0.02 0.56 0.000 52* 297.68 297.21 0.000 0.08 0.25 0.97 0.19 0.02 0.78 0.000 53* 302.48 300.94 0.000 0.02 0.02 0.64 0.64 0.00 0.56 0.000 54* 308.76 307.69 0.000 0.02 0.02 0.64 0.64 0.00 0.50 0.000 55* 307.63 305.93 0.001 0.06 0.06 1.17 1.17 0.02 0.50 0.000 Page 8 stmOutput 56* 305.85 303.20 0.003 0.08 0.08 1.40 1.40 0.03 0.50 0.000 3* 303.06 302.25 0.001 0.11 0.26 1.18 0.35 0.04 0.78 0.000 $ 303.69 303.16 0.090 0.32 0.32 2.17 2.17 0.37 0.78 0.000 59 305.18 303.82 0.423 0.32 0.32 2.79 2.79 0.37 0.50 0.000 60* 306.50 305.18 0.038 0.16 0.22 2.04 1.34 0.11 0.50 0.000 61* 306.57 306.50 0.030 0.17 0.50 1.70 0.49 0.10 0.41 0.000 62* 306.57 306.57 0.000 0.06 0.50 0.72 0.05 0.01 0.31 0.000 63 307.23 305.18 0.184 0.23 0.23 2.74 2.74 0.24 0.56 0.000 64* 310.09 308.69 0.020 0.13 0.13 1.87 1.87 0.08 0.50 0.000 65 308.61 307.24 0.174 0.24 0.24 2.51 2.51 0.23 0.50 0.000 66 310.37 308.61 0.164 0.24 0.24 2.49 2.49 0.23 0.50 0.000 67 311.42 310.37 0.123 0.25 0.25 2.01 2.01 0.20 0.40 0.000 68 312.32 311.42 0.117 0.25 0.25 2.00 2.00 0.19 0.40 0.000 69* 312.00 310.37 0.000 0.05 0.14 1.01 0.23 0.01 0.50 0.000 70* 313.23 312.08 0.000 0.03 0.03 0.68 0.68 0.00 0.50 0.000 71* 311.62 310.19 0.019 0.13 0.13 1.87 1.87 0.08 0.50 0.000 72* 312.63 311.71 0.015 0.12 0.12 1.79 1.79 0.07 0.50 0.000 73* 316.03 311.63 0.000 0.04 0.04 1.36 1.36 0.01 0.75 0.000 74* 308.61 306.47 0.000 0.04 0.04 0.95 0.95 0.01 0.56 0.000 75* 321.24 316.94 0.072 0.20 0.20 3.77 3.77 0.33 1.73 0.000 76* 328.79 323.54 0.000 0.04 0.04 1.26 1.26 0.01 0.69 0.000 77* 323.48 319.83 0.003 0.08 0.08 1.78 1.78 0.03 0.66 0.000 78* 319.73 315.65 0.005 0.08 0.08 1.90 1.90 0.04 0.70 0.000 79* 315.59 314.89 0.013 0.12 0.12 1.76 1.76 0.06 0.50 0.000 80* 314.86 313.58 0.074 0.19 0.19 2.24 2.24 0.15 0.50 0.000 82 313.50 312.32 0.108 0.21 0.21 2.37 2.37 0.18 0.50 0.000 83* 331.60 326.06 0.000 0.02 0.02 0.85 0.85 0.00 0.69 0.000 4* 326.03 323.61 0.005 0.09 0.09 1.73 1.73 0.04 0.61 0.000 85* 323.51 317.12 0.009 0.09 0.09 2.14 2.14 0.05 0.73 0.000 86* 317.06 314.90 0.021 0.13 0.13 1.96 1.96 0.08 0.53 0.000 87* 327.26 326.09 0.001 0.05 0.05 1.36 1.36 0.01 0.69 0.000 88* 337.32 335.69 0.020 0.13 0.13 1.87 1.87 0.08 0.50 0.000 89* 335.64 332.75 0.056 0.18 0.18 2.16 2.16 0.13 0.50 0.000 90 332.68 332.13 0.117 0.21 0.21 2.38 2.38 0.19 0.50 0.000 91 332.11 330.94 0.117 0.21 0.21 2.38 2.38 0.19 0.50 0.000 92* 330.94 330.29 0.307 0.28 0.28 2.71 2.71 0.31 0.51 0.000 93* 330.19 329.98 0.307 0.28 0.28 2.73 2.73 0.31 0.51 0.000 94* 329.83 328.82 0.064 0.23 0.23 2.90 2.90 0.31 1.23 0.000 95* 306.04 305.67 0.021 0.22 0.22 1.78 1.78 0.18 0.77 0.000 96* 306.76 306.13 0.020 0.21 0.21 1.76 1.76 0.17 0.78 0.000 97* 309.76 306.85 0.000 0.03 0.03 1.13 1.13 0.01 0.79 0.000 98* 307.92 306.86 0.017 0.21 0.21 1.72 1.72 0.16 0.77 0.000 99* 309.35 308.04 0.054 0.18 0.18 2.12 2.12 0.13 0.49 0.000 100* 309.18 307.92 0.000 0.05 0.06 1.06 0.98 0.01 0.50 0.000 101* 310.86 309.39 0.014 0.12 0.12 1.93 1.93 0.07 0.56 0.000 102* 314.84 310.93 0.006 0.09 0.09 1.69 1.69 0.04 0.56 0.000 103* 318.33 314.92 0.001 0.07 0.07 1.36 1.36 0.02 0.56 0.000 104* 319.57 318.39 0.000 0.03 0.03 0.86 0.86 0.01 0.56 0.000 105* 295.83 294.59 0.005 0.09 0.09 1.64 1.64 0.04 0.56 0.000 106* 297.21 295.88 0.000 0.04 0.04 1.01 1.01 0.01 0.56 0.000 107* 299.71 295.91 0.002 0.07 0.07 1.46 1.46 0.03 0.56 0.000 Page 9 2" OD. PIPE M GREENS PRAIRIE TRAIL PAVEMENT EXISRNG NATURAL EXISBNG GROUND FRONT SLOPE PROPOSED . ,r GRACE VARIES 6H -HIV 1VI— G.P.T. BAR -DITCH N.T.S. 10'-0' GATE 10'-0' GALE 'Do NOT ALL METAL 2-REF1 STEEL ENTER' SIGN PRIMED d: PAINTED WARNIN SIGNS 7(OSS (R5-1) WEER 00 NOT ENTER TER I-12'/ / SEE DETAIL, THIS SHEET �1' O.D. STEEL J4' STEEL PIPE POST GATE PANEL WAM ,,A, •8. FlLED w/CONCRETE R FDIC KNOX BOX CONCRETE 2-PANEL GATE DETAIL SILVER BROOK OT. MAT NC FLESH TO _ SEC ' ON BRME AtS OPE PHA1SE _ R 1I EzsPASS . nsr�N I 10' PRIVATE R-�I 4 1�Qi (1 A J AT REAP AR __ maD NAGE EASEMENT N( LANNONEA) �r0 % 7j *TUk ` SECTION 3 O I RHAS t-1W0_,__ �I(i �L �° J -_--�I SIDEWALK TPRAOJECIN T AREA II B R-DUCHSO 0.55% I Ir I SLOPE (LENGTH AS .I I REWIRED -- _CTIVE El BET , \C7 I. = RUNNING BR 3 OOK COURT 0_ L I rod y _ I,EE 5 MT ST- 2 ! SIDEWALK PR�JEECT A RA �_a/ 1p_jjI jiI j �^\ L Jj L _j! \ , C 1 _ 6 r i �/ 3 J jjr�r BDX & SIGNAGE F F 18' RCP (CO) D w/CEMMT STABIUI ANAL BACKFILL O :.VS (BOTH SIDES) 302.74' 30TAO DRIVEWAY CULVERT N.T,S, 2v 3' SHN UP 1' HMA (TYPE D) BASE EO E EXISTING PER BOO ITEM 340 GARAGE CROSS -SLOPE z i'L PER FOOT E 4H (MIN) IH (MIN) m GRADE BACKSLOPEJ (AS REWIRED) 6' LIMESTONE BASE (TYPE A, GRADE I), PER TOOT ITEM 247, PORMO0FA ROLLED SUBGRADE COMPACTED TO 95X OF MAXIMUM DRY UNIT WEIGHT (ASTM D1557) TYPICAL ACCESS ROAD SECTION N.T.S. O qEBEAR)B1% WC.9IJ<,iC�WO'POST OFFICEBOX 9253 COLLEGE STATION, TEXAS 77 E%AS)181 aDI9)7WO7NW.mn1 OFFICE-(919)T61.m01 "R`E \ FAX 1-0)03 TEXAR SFIM4FR)M RBOI STRATOON No. Pi69' SURVEYOR \ - NERR SUMEYNO, LLC 5p5 GSTREET CMIECE W STATION, )x ])811 \ OFF: (9]91 268-3105 FAZE (c]v 6e1-M.4 SUBSTANTIALLY COMPLETE _ ISSUED FOR VVGJI RVVI'E' YIWTIIIYo" ISSUED PRIOR TO THIS DATE ARE REPLACED BY THIS SET & SHOULD NOT -� BE USED_FOR STOP! CALL BEFORE YOU DIO j ---- (ERAS ONE CALL SYSM Z i i 1-BOO-245-4545 LL g m 16Hn01S nlq molGlw'1 M&JSDynB UNflY:1418m ISIn 6n 49 W. RLLNI[i g1IX m PMMRIIX l6IB 6:IAY w.Vn61Ml ILL lLL W2'OS ^ O 1 I rowsm gnnue 9GmnT osiaTlM UTnm. 4L — N W W Z }} 305 Z j N F Wd BENCHMARK DATA: TRA N, OW NNL LOCATED IN PAVEMENT AT ME NCflMNEST COMER OF ME INTERSECTOR OF ROYDER ROAD AND GREENS PRNRIE 1NNL � (�! Q= €0 y y 1" ry r.F (OECa296.31--NAO 53) N CL N Z 0IZO IN NOWWDOF PANT Rom£ 9 PR.OR 3 3E MET W 9iE0f LEJ ` g O EAIROApAAPPNDAMAIELY CPS 2-24- RP MAO GI M. Q O1�j DIFV-342AW-NAD N) a UI Q V Z Z_ Ld GRADING LEGEND C+ DRAINAGE DIRECRONAL ARROW l7 � a qY i 1a0:ao TOP OF PAVEMENT Q 00 i 1ag0O TOP OF CURB OR CONCRETE T =10000 TOP OF WALL Of .Y 0 �W W U -L RYMBOL h LNE LGENO -x- BB-WRE FENCE AR F C -6M- FORCE MAIN i a-1O0.aO TOP OF GROUND OR GRATE (n - STORM SEWER Q P AN N07ES1 �116- OVERHEAD ELEC. LINE EL -w- WATER LINE -ss- SEWER UNE 1. REFER TO SHEET GN-02 & GN-03 0 POWER POLE FOR GRADING, DRAINAGE & CONSTRUCTION M LIGHT POLE NOTES, GUY MIRE ANCHOR M WATER VALVE 2, REFER TO DETAIL SHEET MD-01 & CREEK MEADOWS PARTNERS, L.P. e o DEDHAM GOODIMN GROUP, LD ® WRIER METER O CURB INLET MD-02 FOR MISCELLANEOUS GRADING AND AD SOUTH TEXAS AVENUE STORM SEWER CMEaCTRICAL TRANSFORMER DRAINAGE DETAILS. SURE 4T 6) GAS METER 3. THE BUILDER OF EACH RESIDENTIAL 802 BANYAN, OId EMAIL; ChgvOOldHam600dwln.mm ® MANHOLE R CLEANOUT LOT SHALL CONSTRUCT MIAL LOT SITE RLE?.,..439oP1A 6WE: As xmm suaMmED DATE: rx/)/11, Valor 4/12/1 FIRE HYDRANT GRADING IN CONFORMANCE WITH THIS OM TELEPHONE PEDESTAL PLAN AND INSURE LOTS WITH omaw 6T: RAM. --- BUILDING SETBACK LINE CROSS -DRAINAGE ARE NOT IMPEDED. CHECKED W. RAM. ---- PROPERTY UNE FCEO ROOK: N/A PAOES:R/A — EASEMENT UNE 4. PRIVATE DRAINAGE (I.e. HOPE STORM RME CONSULTING ENGINEERS P.U.E. PUBLIC UTILTY EASEMENT DRAINS, INLETS, ETC..,) SHALL BE CUENT NO. PROJECT NO. P.A.E. PUBLIC ACCESS ESMT. PR.D.E. PRV. DRAINAGE ESMT. INSTALLED V47H SECTION 3, PHASE 2, 260 - 0438 ALONG WITH ADDITION DEDICATION OF S.S.L. BULLPRV. ACCESS ESMT. B.S.L. BONDING SETBACK UNE 1 LOT NUMBER PRIVATE DRAINAGE EASEMENTS, 50 THAT NEGATIVE CROSS -LOT DRAINAGE 0 INFLUENCES ARE MITIGATED. 7 BLOCK NUMBER A COMMON AREA SHEET 6 OF 13