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HomeMy WebLinkAboutDraiange Study. ~- Drainage Study FOR CREEK MEADOWS SUBDIVISION Section 4, Phase Two College Station, E.T.J. Brazos County, Texas October 1, 2007 Revised: October 24, 2007 Prepared For: Creek Meadow Partners, L.P. 230 Southwest Parkway East College Station, TX 77840 Prepared By: RME Consulting Engineers P.O. Box 9253 College Station, TX 77845 · RME No. 202-0316 ()'1, 10008'-l Drainage Study FOR CREEK MEADOWS SUBDIVISION Section 4, Phase Two College Station, E. T .J. Brazos County, Texas October 1, 2007 Revised: October 24, 2007 Prepared For: Creek Meadow Partners, L.P. 230 Southwest Parkway East College Station, TX 77840 Prepared By: RME Consulting Engineers P.O. Box 9253 College Station, TX 77845 RME No. 202-0316 Drainage Study CREEK MEADOWS SUBIDIVISION Section 4, Phase Two College Station E.T.J. Brazos County, Texas TABLE OF CONTENTS: PAGE 1.0 General Information ...................................................................................................................................... 1 1.1 Scope of Report ....................................................................................................................................... 1 1.2 Site and General Location ....................................................................................................................... l 1.3 Description of Existing Conditions and Drainage Patterns ..................................................................... 1 1.4 FEMA Information .................................................................................................................................. 2 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 Bydrologic Modeling ..................................................................................................................................... 4 3 .1 Rational Formula and Methodology ........................................................................................................ 4 3.2 Stormwater Runoff Quantities ................................................................................................................. 5 4.0 Storm Drainage System ................................................................................................................................. 5 4 .1 Street Drainage ........................................................................................................................................ 5 4.2 Storm Drain Inlets ................................................................................................................................... 8 4.3 Storm Drain Conduits .............................................................................................................................. 9 5.0 Certification .........•..............•..••..........•................................................................................................•......... 12 202-0316 Drainage Report-Rev 1 Page -i LIST OF TABLES: PAGE Section 4.0 -Storm Drainage System Table #1: Street Drainage Summary ...................................................................................................................... 7 Table #2: Curb Inlet Summary ............................................................................................................................... 9 Table #3 : Storm Drainage Summary .................................................................................................................... 11 202-0316 Drainage Report-Rev 1 Page -ii ATTACHMENTS: Section 1.0 -General Information Vicinity Map FIRM Panel Maps Proposed 100-YR Floodplain Map Section 2.0 -Watersheds & Drainage Areas Proposed Conditions Drainage Area Map Storm Drainage -Drainage Area Map I Section 4.0 -Storm Drainage System Winstorm -Hydraulic Computations 202-0316 Drainage Report-Rev 1 Page -iii Drainage Study CREEK MEADOWS SUBIDIVISION Section 4, Phase Two College Station E.T.J. 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 4, Phase Two. This development will consist of 48 urban residential lots. This drainage study's scope comments on the existing detention facilities currently being construction and designed/reported for under the engineering phase of Section IA (Phase One & Two) & Section IB (All phases), and also 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 proposed development, Creek Meadows Subdivision -Section 4, Phase Two, consists of 12.03 acres of land wholly contained within a 171.043 acre tract. The parent 171.043 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 4, Phase Two, is adjacent and immediately north of Section 4, Phase One which is immediately north of the platted Section IB, Phase One. A Vicinity Map, for this project site, is provided and is located in the "Attachment - Section 1" 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 Study by reference. 1.3 Description of Existing Conditions and Drainage Patterns: The 171.043-acre tract, which contains the proposed development of Creek Meadows Subdivision-Section 4, Phase Two, is a moderately well sloping (approximately 1.5%) undeveloped site with natural and improved drainage systems that conveys runoff to the 202-0316 Drainage Report-Rev 1 Page -1 Creek Meadows -Section 4, Phase Two Drainage Study -Revision No. l RME Consulting Engineers October 24, 2007 unnamed tributary of Peach Creek. Pre-development runoff, from the site, 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 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 discharged through a double barren 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 discharged through a double barrell 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 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). Both pre-and post-runoff then drains southwesterly, under Greens Prairie Trail, via a 9' CMP, and ultimately into Peach Creek, thence to the Navasota River, thence to the Brazos River and ultimately to the Gulf of Mexico. It should be noted that the existing 9' CMP, that conveys runoff under Greens Prairie Trail, has historical evidence that it is undersized and that Royder Road upstream and downstream of this drainage structure frequently is inundated with floodwater and backwater from the drainage structure. The 171.043 acre parent tract is unimproved, with the exception of development occurring in Section lA and lB and foreseeable future development of Section 4, Phase One, with land-cover general consists of open grassy areas with some thick brush, weeds, and trees along the unnamed tributary. Elevations range on the site from approximately 287' Mean Sea Level (MSL) to approximately 342' MSL. The Brazos County soil maps indicate that this area is comprised of Type C and D soils which consist of clays or silty clay/sand mixtures. 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 0201D, with an effective date of February 9, 2000 and Panel number 48041 C 0200C with an effective date of July 2, 1992. A portion of these FIRM Panel Maps are located in the "Attachment -Section 1" section of the Drainage Report. However, with the original Drainage Study (3/8/07), RME performed a hydraulic analysis of the unnamed tributary downstream of Pond 4. The resulting proposed 100- 202-0316 Drainage Report-Rev 1 Page-2 Creek Meadows -Section 4, Phase Two Drainage Study -Revision No. 1 RME Consulting Engineers October 24, 2007 year floodplain is illustrated in plan view on the Proposed 100 YR Floodplain Map and contained in the "Attachment -Section 1" portion of the report. 2.0 WATERSHEDS & DRAINAGE AREAS 2.1 Detention Facility Watershed: As previously discussed, the Creek Meadow Subdivision and subject development (Section 4, Phase Two) is located in a watershed of an unnamed tributary that drains into the Peach Creek Drainage Basin. This drainage study 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 3/8/07) for SectionlA and IB. However, considerations for detention and development requirements were provided for this development in the existing detention facilities. As reported in the original Drainage Study (see Section 2.2) Drainage Area "Pl", as illustrated on the Proposed Conditions Drainage Area Map, contains Section 4, Phase One (see Attachment-Section 2). Proposed runoff conditions for this drainage area, and subject development, were evaluated and ultimate development conditions. 2.2 Subdrainage Basins for Storm Sewer Collection System: For analysis of the internal storm drainage system the proposed drainage basin Pl 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 Drainage -Drainage Area Map 1, illustrates these sub-drainage areas, and are located in the "Attachment-Section 2" section of this Drainage Study. Tue 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 A -Section 4, Phase One and west half of Phase Two (includes conveyance elements installed for Phase One and additional phases upstream of Section 4, Phase Two); • System B -East half of Section 4, Phase Two; • (Original Report) System A -Creek Meadow Blvd. along Section 4, Phase Two and drainage area upstream in Section IA, Phase Three and Four (includes conveyance elements installed for Section IA, Phase One and Two); • Section C -Creek Meadow Blvd. along Section 4, Phase Two and future development area of north end of Section 2, Phase Two; • Section D -Creek Meadow Blvd. along Section 4, Phase Two and future development area of south end of Section 2, Phase Two; 202-0316 Drainage Report-Rev 1 Page -3 Creek Meadows -Section 4, Phase Two Drainage Study -Revision No. I 3.0 HYDROLOGIC MODELING 3.1 Rational Formula and Methodology: RME Consulting Engineers October 24, 2007 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 storm water runoff to the area of study (acres); RUNOFF COEFFICIENT CC): 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 ofthis Drainage Study. TIME OF CONCENTRATION "Tc": The Time-of-Concentration (Tc), for each sub-drainage, 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 Tc 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 Tc used for any drainage area will 10.0 minutes. Overland Sheet Flow, T = {0.007 (n L)0"8} I {Pi112 s0.4} where, T =travel time (hours); 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; 202-0316 Drainage Report-Rev I Page -4 Creek Meadows -Section 4, Phase Two Drainage Study -Revision No. I RME Consulting Engineers October 24, 2007 Pi = ith-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 ill: Rainfall intensities (I) are the average rate of rainfall in inches per hour for a given rainfall event. The duration of "I" is assumed to occur at the computed Time-of- Concentration for each respective drainage basin. Rainfall intensities can be determined by use of intensity-duration-frequency (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 are at the center of the street will remain clear of water; 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 202-0316 Drainage Report-Rev I Page -5 Creek Meadows -Section 4, Phase Two Drainage Study -Revision No. I RME Consulting Engineers October 24, 2007 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 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" portion of the report). Flow Depth, Y ={QI (0.56 x z/n x s0·5)}318 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 0.12); Flow Velocity, V = 1.49/n x R213 x 8112 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 0.12); Street drainage depths, for the both the design storm and 100-year rainfall event, are summarized below in Table #1 -"Street Drainage Summary". 202-0316 Drainage Report-Rev I Page-6 Creek Meadows -Section 4, Phase Two Drainage Study -Revision No. 1 TABLE#l STREET DRAINAGE SUMMARY RME Consulting Engineers October 24, 2007 10-YR 100-YR 10-YR 100-YR Gutter Flow Flow 10-YR 100-YR RunoffQ RunoffQ Slope Depth Depth Velocity Velocity Location (cfs) (cfs) (ft/ft) (ft) (ft) (fps) (fns) Carnes Ct. South -North side of street, west of intersection with Lowry Meadow Lane 9.429 12.710 0.01 0.30 0.34 4.03 Carnes Ct. South -South side of street, west of intersection with Lowry Meadow Lane 3.691 4.976 0.01 0.21 0.24 3.19 Cedar Creek Ct. -North side of street, west of intersection with Lowry Meadow Lane 2.150 2.900 0.006 0.19 0.21 2.30 Cedar Creek Ct. -South side of street, west of intersection with Lowry Meadow Lane 2.150 2.900 0.006 0.19 0.21 2.30 Lowry Meadow Lane -West side of street, north of Carnes Ct. N. and curb inlet 17.900 24.400 0.015 0.35 0.40 5.51 Lowry Meadow Lane -East side of street, north of CamesCt. N. and curb inlet 17.900 24.400 0.015 0.35 0.40 5.51 Lowry Meadow Lane -West side of street, north of Cedar Creek Ct. and curb inlet 4.372 5.922 0.0125 0.22 0.24 3.62 Lowry Meadow Lane -East side of street, north of Cedar Creek Ct. and curb inlet 6.582 8.873 0.0125 0.25 0.28 4.01 Cedar Creek Ct. -North side of street, west of intersection with Meadow Pass 9.143 13.579 0.008 0.31 0.36 3.68 Cedar Creek Ct. -South side of street, west of intersection with Meadow Pass 4.372 4.452 0.008 0.23 0.24 3.06 Meadow Pass -West side ofstree, north ofinsersection with Cedar Creek Ct. 7.441 10.072 0.0075 0.29 0.32 3.41 Meadow Pass -East side of stree, north of insersection with Cedar Creek Ct. 3.303 4.452 0.0075 0.21 0.24 2.79 Carnes Loop -North side of street, west of W. Flint Creek Dr. & curb inlets 13 .682 18.443 0.006 0.38 0.42 3.66 Carnes Loop-South side of street, west ofW. Flint Creek Dr. & curb inlets 5.815 7.839 0.006 0.28 0.31 2.95 W. Flint Creek Dr. -North side of street, west ofN. Creek Meadow Blvd. @ curb inlets 4.600 6.200 0.006 0.25 0.28 2.78 W. Flint Creek Dr. -South side of street, west ofN. Creek Meadow Blvd. @ curb inlets 1.127 1.519 0.006 0.15 0.17 1.96 N. Creek Meadow Blvd. -West side of street, north of W. Flint Creek Dr. intersection 4.600 6.200 0.0089 0.23 0.26 3.23 N. Creek Meadow Blvd. -East side of street, north of W. Flint Creek Dr. intersection 6.320 8.520 0.0089 0.26 0.30 3.49 N. Creek Meadow Blvd. -West side of street, north of Section IB, Ph 2 @ &curb inlets N. Creek Meadow Blvd. -East side of street, north of 2.590 3.492 0.0076 0.19 0.22 2.64 Section 1 B, Ph 2 @ & curb inlets 3.756 5.063 0.0076 0.22 0.25 2.89 Street Drainage Notes: 1. Design calculations are with a n=0.12 and z=50 (traverse slope of2.00%); 2. Flows for Cedar Creek Ct., west of Lowry Meadow Lane, were generated in the Drainage Study for Section 1 B, Phase One; 3. Flows for Lowry Meadow Lane, north of Carnes Court N., is 50% of drainage area "AIO" for each side of the street and reduced by approximately 113 since the calculated flows are at post- development conditions of all upstream drainage area; 4. Flow for the north side ofW. Flint Creek Dr. and the west side ofN. Creek Meadows Blvd are each 50% of drainage area "B2"; 5. N. Creek Meadows Blvd., this project's only Collector Street, can provide a 12' wide "clear zone" so long as the curb depth does not exceed 0.25'. This depth restriction is based on a 2.00% traverse slope; 202-0316 Drainage Report-Rev I Page -7 4.35 3.44 2.48 2.48 5.96 5.96 3.91 4.32 4.07 3.08 3.68 3.00 3.94 3.18 3.00 2.11 3.48 3.77 2.84 3.12 Creek Meadows -Section 4, Phase Two Drainage Study -Revision No. l RME Consulting Engineers October 24, 2007 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 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" portion of the report). Required Curb Length (on grade), L =Kc Q0•42s0.J(l/(nSe))0·6 where, Se= Sx + (a/W x Eo) L =calculated curb length requirement (ft); Se= Substitution for Sx which is the cross slope of the road (ft/ft); Kc = 0.6 (coefficient); S =street or gutter slope (ft/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 I (3.0*y15) 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". 202-0316 Drainage Report-Rev 1 Page -8 Creek Meadows -Section 4, Phase Two Drainage Study -Revision No. 1 TABLE#2 CURB INLET SUMMARY IO-YR 100-YR Drainage RunoffQ RunoffQ Location Area I.D. (cfs) (cfs) Carnes Ct. South-North side of street, west of intersection with Lowry Meadow Lane Al 9.429 12.710 Carnes Ct. South -South side of street, west of intersection with Lowry Meadow Lane A7 3.691 4.976 Lowry Meadow Lane -East side of street, north ofCarnesCt. N. and curb inlet A9 17.900 24.400 Lowry Meadow Lane -West side of street, north of Cedar Creek Ct. and curb inlet A6 4.372 5.922 Lowry Meadow Lane -East side of street, north of Cedar Creek Ct. and curb inlet A5 6.582 8.873 Cedar Creek Ct. -North side of street, west of intersection with Meadow Pass Al 9.143 13.579 Cedar Creek Ct. -South side of street, west of intersection with Meadow Pass A2 4.372 4.452 Meadow Pass -West side of street, north of insersection with Cedar Creek Ct. A4 7.441 10.072 Meadow Pass -East side of stree, north of insersection with Cedar Creek Ct. A3 3.303 4.452 Carnes Loop-North side of street, west ofW. Flint Creek Dr. & curb inlets B3 13.682 18.443 Carnes Loop -South side of street, west of W. Flint Creek Dr. & curb inlets B4 5.815 7.839 W. Flint Creek Dr. -North side of street, west of N. Creek Meadow Blvd. @curb inlets B2 4.600 6.200 W. Flint Creek Dr. -South side of street, west of N. Creek Meadow Blvd.@ curb inlets Bl 1.127 1.519 N. Creek Meadow Blvd. -West side of street, north ofW. Flint Creek Dr. intersection Cl 4.600 6.200 N. Creek Meadow Blvd. -East side of street, north ofW. Flint Creek Dr. intersection C2 6.320 8.520 N. Creek Meadow Blvd. -West side of street, north of Section IB, Ph 2@& curb inlets DI 2.590 3.492 N. Creek Meadow Blvd. -East side of street, north of Section IB, Ph 2 @ & curb inlets D2 3.756 5.063 Curb Inlet Notes: Gutter Slope (ft/ft) 0.01 0.01 0.015 0.0125 0.0125 0.008 0.008 0.0075 0.0075 0.006 0.006 0.006 0.006 0.0089 0.0089 0.0076 0.0076 RME Consulting Engineers October 24, 2007 IO-YR 100-YR Required Required Provide Length Length Length (ft) (ft) (ft) 8.89 11.98 15 3.48 4.69 5 8.00 9.12 10 4.19 4.76 10 4.98 5.64 5 8.62 12.80 15 4.12 4.20 5 7.02 9.50 10 3.11 4.20 5 12.90 17.39 15 5.48 7.39 5 4.34 5.85 10 1.06 1.43 5 4.34 5.85 5 5.96 8.03 5 2.44 3.29 IO 3.54 4.77 10 l. Design calculations are with a standard gutter depression depth (a) of0.33' and standard depression width (W) of2'; 2. Design calculations are with a n=0.12 and a standard cross-sectional slope of2.0% (0.02 ft/ft); 3. Curb inlets analyzed at sags will utilized the depth (y) of 6" unless otherwise noted; 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 live, 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; 202-0316 Drainage Report-Rev 1 Page -9 Creek Meadows -Section 4, Phase Two Drainage Study -Revision No. I RME Consulting Engineers October 24, 2007 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; 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; TAILWATERCONSIDERATIONS: 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 the tailwater was set to equal that of the downstream system. For storm drainage systems that discharge into a primary system, with a size ratio of 1: 100, the 5-year tailwater was utilized for the design storm model of the drainage system (TW=310.30'). For the analyzed 100-year event, modeled with the storm drainage system, the primary drainage basin's 25-year tailwater was utilized (TW=310.87'). These tailwater elevations (TW) are the equivalent water surface elevations in Pond 1 for the described rainfall event. METHODOLGY & CONCLUSIONS: The hydraulic analysis, for strom 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" portion of the report). Storm drain conveyance elements and system, for the design storm, are summarized below in Table #3 -"Storm Drainage Summary". 202-0316 Drainage Report-Rev 1 Page -10 Creek Meadows -Section 4, Phase Two Drainage Study -Revision No. I TABLE#3 STORM DRAINAGE SUMMARY Pipe Size 10-YR US Node DS Node Diameter Velocity Capacity RunoffQ USHGL ID ID (in) (fns) (cfs) (cfs) (ft) RME Consulting Engineers October 24, 2007 US Top of Curb Di ff Elev. (ft) (ft) SYSTEM "A" -SECTION 4, PHASE ONE & TWO Al OUTI 2-36 6.00 122.73 84.80 310.43 312.56 2.13 A2 Al 2-36 5.69 126.75 80.43 310.95 313.82 2.87 A3 A2 24 4.35 15.52 10.09 311.13 314.58 3.45 A4 A3 18 6.86 11.38 7.44 311.67 314.58 2.91 J1 A2 36 10.71 67.22 71.19 '312.68 315.18 2.50 J2 JI 36 10.71 67.43 71.19 314.20 316.61 2.41 A5 J2 36 10.07 65.13 71.19 315.18 317.66 2.48 A6 A5 18 2.47 10.00 4.37 315.23 317.66 2.43 J3 A5 36 8.99 72.79 63.56 315.87 318.79 2.92 J4 J3 36 9.29 72.23 63.56 316.45 319.63 3.18 A7 J4 24 6.39 21.14 13.07 316.88 319.79 2.91 A8 A7 24 5.08 17.33 9.43 316.96 319.79 2.83 A9 J4 36 9.71 71.76 54.95 317.16 320.75 3.59 AlO A9 36 10.61 71.78 53.82 317.99 322.08 4.09 SYSTEM "B" -SECTION 4, PHASE TWO Bl OUT2 36 8.01 50.66 40.96 313.53 317.30 3.77 B2 Bl 18 7.19 11.46 9.20 314.36 317.30 2.94 Jl Bl 30 7.92 34.38 31.27 314.77 317.73 2.96 B5 JI 24 7.59 23.76 12.10 315.52 319.75 4.23 B3 JI 24 7.68 21.23 19.42 315.43 317.25 1.82 B4 B3 18 6.12 10.58 5.82 315.54 317.25 1.71 SYSTEM "C" -SECTION 4, PHASE TWO Cl OUT3 30 6.81 31.42 21.02 312.75 317.20 4.45 C2 Cl 30 6.78 31.77 19.95 313.03 317.20 4.17 C3 C2 30 6.68 31.42 18.35 313.10 317.20 4.10 SYSTEM "D" -SECTION 4, PHASE TWO DI OUT4 30 6.11 38.49 25.48 310.50 315.17 4.67 D2 DJ 30 6.35 38.63 22.99 310.54 315.17 4.63 03 D2 30 5.17 39.75 19.25 310.56 315.17 4.61 SYSTEM "A" -SECTION IA, PHASE ONE & TWO A28 J8 2-42 8.56 148.46 116.12 315.95 321.72 5.77 J8 J9 2-48 8.00 199.40 116.12 313.90 319.18 5.28 J9 01 2-48 8.16 194.09 124.82 313.63 317.85 4.22 A31 19 30 8.05 38.42 21.33 314.52 318.50 3.98 A32 A31 24 7.98 24.51 13.53 314.85 318.50 3.65 A30 A31 18 6.63 11.38 6.32 315.33 318.50 3.17 Storm Drainage System Notes: 1. AH storm sewer system outfaHs are specified with velocity dissipaters at the headwall with addition rock rip-rap erosion control; 2. The conveyance elements shown for System "A"-Section IA, Phase One & Two are only new items that have been added. Hydraulic impacts upstream are non-existent or negligible; 3. Pipe Run 34 (A28 to JS) is modeled as 2-42" pipes whfoh is the hydrauJic equivalent of 1-48" and 1-36" pipe as illustrated on the Construction Drawings; 202-0316 Drainage Report-Rev 1 Page -11 Creek Meadows -Section 4, Phase Two Drainage Study -Revision No. 1 5.0 CERTIFICATION RME Consulting Engineers October 24, 2007 "This report for the drainage design of Creek Meadows -Section 4, Phase Two 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." 202-0316 Drainage Report-Rev 1 Page -12 Section 1.0 GENERAL INFORMATION CREEK MEADOWS: SECTION 4, PHASE TWO PAVING, DRAINAGE & UTILITY IMPROVEMENTS LOCATION MAP NOT TO SCALE 0 ~ ...I w z ~ Cl) z 0 .., LIMIT OF DETAILED STUDY ·~ APPROXIMATE SCALE 1000EE3:::3:=EE3::3=J:E3:::::30C::====:::':1:SO?OFEET NATIONAL FLOOD INSURANCE PROGRAM FLOOD INSURANCE RATE MAP BRAZOS COUNTY, TEXAS AND INCORPORATED AREAS (SE& MAP INDEX FOR PANELS NOT PAINTED) 410013 02DS 411195 0205 MAP NUMBER 48041C0205 D MAP REVISED: FEBRUARY 9, 2000 Federal Emergency Management Asency This Is an official copy of a portion of the above referenced nood map, It was extracted using F-MIT Version 1.0. This map does not renect changes or amendmanla which may have been made subsequent to lhe data on lhe UUe block. Fulher Information llll!!!!!!!!ii!!!!!!!J!!!!!!•~----------1--_l___,,_:.... _ __.:Q_J_ ____________ _l. __ _J aboul National Flood Insurance Program ftood hazard maps ls evallable at www.fema. ovlmlt/tsd. PDF CrHte Date: 7/111'20015 (created at scale and typa A) a ZONE X /j " 0 0 f) APPROXIMATE SCALE 2000 0 2000FEET I E3 E3 E3 NATIONAL FLOOD INSURANCE PROGRAM FLOOD INSURANCE RATE MAP BRAZ9S COUNTY, TEXAS AND INCORPORATED AREAS l&EE MAP INDEX FOR PANELS NOT PRINTED) NUMBER fllil !!!!!J! 410083 ozoo 4tll9S 0200 M•lk• 11 Uu1: n. MAP NUUHR ,-... btltw thlaN M ad '1'1'f1111 ft•d111 111., e1dm: th COMMUNITY llUMBH tllowa "°" &110.U bt utd tn ftun111Ca "''"* ltf tbl t:11flit<1 -· MAP NUMBER 48041 C0200 C EFFECTIVE DATE: JULY 2, 1992 Federal Emergency Management Aaency This Is an official copy of a portion of the above referenced ftood map. It was axtracted using F·MIT Version 1.0. This map does not reftect changes or amendments which may have been made subsequent to the date on the Utle block. Futher Information about National Flood Insurance Program flood hazard maps 11 available al www.fema. o.,.,.mltllsd. POF CrHte Date: 7/t 1/200e (CfHtod 1t 1c1le and type A) Section 2.0 WATERSHEDS & DRAINAGE AREAS LDRAINAGE M£A "'Pl• 127 MR:S W10 ~-84 DRAINAGE AREA MAP r Section 4.0 STORM DRAINAGE SYSTEM WinStorm (STORM DRAIN DESIGN) PROJECT NAME : 202 JOB NUMBER 316 PROJECT DESCRIPTION DESIGN FREQUENCY ANALYSYS FREQUENCY MEASUREMENT UNITS: S4-Pl-System A 10 Years 100 Years ENGLISH stmOutput OUTPUT FOR DESIGN FREQUENCY of: 10 Years Version 3.05, Jan. 25, 2002 Run @ 9/27/2007 9:22:19 AM =========================================== Runoff Computation for Design Frequency. ============================================================================= ID C Value A-1 0.63 A-2 0.75 A-3 0.75 A-4 0.63 A-5 0.63 -6 0.6 0.75 0.6 A-9 0.75 A-10 0.58 Area (acre) 1. 39 0.51 0.51 1. 69 1. 21 1. 07 0.57 1. 82 0.30 15.91 Tc (min) 10.00 10.00 10.00 15.91 10.00 16.75 10.00 10.00 10.00 22.44 On Grade Inlet Configuration Data Tc Used (min) 10.00 10.00 10.00 15.91 10.00 16.75 10.00 10.00 10.00 22.44 Intensity (in/hr) 8.63 8.63 8.63 6.99 8.63 6.81 8.63 8.63 8.63 5.83 Supply Q (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total Q (cfs) 7.561 3.303 3.303 7.441 6.582 4.372 3.691 9.429 1.943 53.817 =============================================================================== Inlet ID Inlet Type Inlet Slopes Length Long Trans (ft) (%) ( % ) Gutter n Depr. (ft) Grate Width Type (ft ) Pond Width Allowed (ft) Critic Elev. (ft) ------------------------------------------------------------------------------- A-2 Curb 5.00 0.80 2.00 0.014 0.83 n/a n/a 12.00 313.32 A-3 Curb 5.00 0.75 2.00 0.014 0.83 n/a n/a 12.00 314.08 A-4 Curb 10.00 0.75 2.00 0.014 0.83 n/a n/a 12.00 314.08 A-5 Curb 5.00 1. 24 2.00 0.014 0.83 n/a n/a 12.00 317.16 A-6 Curb 10.00 1. 24 2.00 0.014 0.83 n/a n/a 12.00 317.16 A-9 Curb 10.00 1. 50 2.00 0.014 0.83 n/a n/a 12.00 320.25 On Grade Inlets Conmputation Data. ================================================================================= Inlet Inlet Total Q Intercept Q Bypass To Inlet Required Actual Ponded Page 1 stmOutput ID Type Capacity Allow Actual ID Length Length Width (cfs) (cfs) (cfs) (cfs) (ft) (ft) (ft) -------------------------------------------------------------------------------- A-2 Curb 3.303 3.252 2.000 0.051 A-1 5 .54 5.00 11. 20 A-3 Curb 3 .303 3.265 2 .000 0.037 A-1 5.45 5.00 11. 30 A-4 Curb 7.441 7.441 2 .000 0.000 A-1 8.50 10.00 15.35 A-5 Curb 6 .582 5 .089 2.000 1 .494 A-1 8 .91 5.00 13 .35 A-6 Curb 4.372 4.372 1. 000 0.000 A-2 7.16 10.00 11.45 A-9 Curb 1. 943 1. 943 2.000 0.000 A-5 5.03 10.00 8.15 --------------------------------------------------------------------------------- Sag Inlets Configuration Data. ================================================================================== Inlet Inlet Length/ Grate ID Type Perim. Area A-1 A-7 A-8 (ft ) (sf) Curb 15 .00 Curb 5 .00 Curb 15.00 n/a n/a n/a Sag Inlets Computation Data. Left-Slope Long Trans ( % ) ( % ) 0.80 2 .00 1. 00 2 . 00 1.00 2 .00 Right-Slope Long Trans ( % ) ( % ) Gutter n DeprW (ft) 0.80 0.60 0 .60 2.00 0.014 2.00 0.014 2 .00 0.014 2 .00 2 .00 2 .00 Depth Allowed (ft) 0.50 0.50 0.50 Critic Elev. (ft) 312 .06 319.29 319.29 ================================================================================ Inlet Inlet Length Grate ID Type Perim Area (ft ) (ft) (sf) Total Q Inlet Capacity (cfs) (cfs) Total Head (ft) Ponded Width Left Right (ft) (ft) ------------------------------------------------------------------------------ Curb 15 .00 n/a n/a 9 .143 15 .125 0.357 12.65 12.65 A-7 Curb 5 .00 n/a n/a 3.691 6.993 0.327 8.60 9.50 A-8 Curb 15.00 n/a n/a 9 .429 15.125 0.365 12.25 13.50 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) --------------------------------------------------------------------------------- A-1 Curb 0.604 24 .98 23 .96 5.62 0 .000 0.00 84.801 A-2 Curb 0.602 23.59 23.66 5.66 0.000 0.00 80.434 A-3 Curb 0.658 2 .20 15.99 6.97 0.000 0.00 10.088 A-4 Curb 0.630 1. 69 15.91 6.99 0.000 0.00 7.441 A-5 Curb 0.593 20 .88 23 .01 5.75 0.000 0.00 71 .190 A-6 Curb 0.600 1. 07 16.75 6.81 0.000 0.00 4.372 A-7 Curb 0.636 2.39 10.10 8.60 0.000 0.00 13.066 A-8 Curb 0.600 1. 82 10.00 8.63 0.000 0.00 9.429 A-9 Curb 0.583 16 .21 22.57 5 .81 0.000 0.00 54.947 A-10 JnctBx 0.580 15.91 22.44 5 .83 0.000 0.00 53.817 Jl JnctBx 0.593 20 .88 23.01 5.75 0.000 0.00 71.190 J2 JnctBx 0.593 20.88 23 .01 5 .75 0.000 0.00 71.190 Page 2 stmOutput J3 JnctBx 0.590 18.60 22.72 5.79 0.000 0.00 63.560 JnctBx 0.590 18.60 22.72 5.79 0.000 0.00 63.560 .J Tl JnctBx 0.604 24.98 23.96 5.62 0.000 0.00 84.801 --------------------------------------------------------------------------------- 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) ( % ) ---------------------------------------------------------------------------------- 1 A-1 OUTl 307 .28 307.00 Circ 2 0.00 3.00 38 .83 0.72 0.012 2 A-2 A-1 308.57 307.28 Circ 2 0.00 3.00 167.73 0.77 0.012 3 A-3 A-2 309.95 309 .57 Circ 1 0.00 2.00 94.74 0.40 0.012 4 A-4 A-3 310.79 310.45 Circ 1 0 .00 1. 50 34.00 1. 00 0.012 5 Jl A-2 310.01 308.57 Circ 1 0.00 3.00 166.46 0.87 0.012 6 J2 Jl 311. 55 310.01 Circ 1 0.00 3.00 176.87 0.87 0.012 7 A-5 J2 312.18 311.55 Circ 1 0.00 3.00 77.57 0.81 0.012 8 A-6 A-5 313 .95 313. 68 Circ 1 0 .00 1. 50 35.00 0.77 0.012 9 J3 A-5 313.09 312.18 Circ 1 0.00 3 .00 89.71 1. 01 0.012 10 J4 J3 314.21 313. 09 Circ 1 0.00 3.00 112.13 1. 00 0.012 11 A-7 J4 315 .74 315.21 Circ 1 0.00 2.00 71. 25 0.74 0.012 12 A-8 A-7 315 .91 315.74 Circ 1 0.00 2.00 34.00 0.50 0.012 13 A-9 J4 315.14 314.21 Circ 1 0.00 3.00 94.32 0 .99 0.012 14 A-10 A-9 316 .03 315.14 Circ 1 0.00 3.00 90.21 0.99 0.012 ---------------------------------------------------------------------------------- Conveyance Hydraulic Computations. Tail water = 310.300 (ft) ================================================================================== Hydraulic Gradeline Depth Velocity June Run# us Elev DS Elev Fr.Slope Unif. Actual Unif . Actual Q Cap Loss (ft) (ft) ( % ) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) ---------------------------------------------------------------------------------- 1* 310.43 310.30 0.344 1. 83 3 .00 9 .40 6.00 84.80 122.73 0.000 2* 310.95 310.43 0.310 1. 73 3 .00 9.50 5.69 80.43 126.75 0.000 3 311.13 310.95 0 .169 1.17 1. 38 5.27 4.35 10.09 15.52 0.000 4* 311. 67 311. 33 0.427 0.88 0.88 6.86 6.86 7.44 11. 38 0.000 5* 312.68 311.24 0.970 2.67 2.67 10.71 10.71 71.19 67.22 0.000 6* 314.20 312.68 0.970 2.63 2 .67 10.85 10.71 71.19 67.43 0.000 7 315.18 314.22 0.970 3.00 3.00 10 .07 10.07 71.19 65.13 0.000 8* 315.23 315.18 0.148 0.69 1. 50 5.46 2.47 4.37 10.00 0.000 9* 315.87 315.18 0.774 2 .17 3 .00 11. 62 8.99 63 .56 72.79 0.000 10* 316.45 315.87 0.774 2.18 2.78 11.55 9.29 63.56 72.23 0.000 11* 316.88 316.45 0.284 1.14 1. 24 7.06 6.39 13 .07 21.14 0.000 12* 316.96 316.88 0.148 1. 05 1.14 5.66 5.08 9.43 17.33 0.000 13* 317.16 316.45 0 .578 1. 97 2.24 11.17 9.71 54.95 71.76 0.000 14* 317.99 317.16 0.555 1. 93 2.02 11.17 10.61 53.82 71.78 0.000 ================================================================================== Page 3 stmOutput OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years ============================================= Runoff Computation for Analysis Frequency . ============================================================================= ID C Value A-1 0.63 A-2 0 .75 A-3 0 .75 A-4 0.63 A-5 0.63 A-6 0.6 A-7 0.75 A-8 0.6 A-9 0.75 A-10 0.58 Area (acre) 1. 39 0.51 0.51 1. 69 1. 21 1. 07 0.57 1. 82 0.30 15.91 Tc (min) 10.00 10.00 10.00 15.91 10.00 16.75 10 .00 10.00 10.00 22.44 On Grade Inlet Configuration Data Tc Used (min) 10.00 10 .00 10.00 15 .91 10.00 16 .75 10 .00 10 .00 10.00 22.44 Intensity (in/hr ) 11. 64 11. 64 11.64 9.46 11.64 9.22 11.64 11.64 11.64 7.93 Supply Q (cfs) 0 .000 0.000 0.000 0.000 0.000 0 .000 0.000 0.000 0.000 0 .000 Total Q (cfs) 10 .192 4.452 4.452 10 .072 8.873 5.922 4.976 12.710 2.619 73.191 =============================================================================== A-2 A-3 A-4 A-5 A-6 A-9 Inlet Type Curb Curb Curb Curb Curb Curb Inlet Slopes Length Long Trans (ft) (%) ( % ) 5.00 0 .80 2.00 5.00 0.75 2.00 10.00 0.75 2.00 5.00 1. 24 2.00 10.00 1. 24 2 .00 10.00 1. 50 2 .00 Gutter n Depr . (ft) 0.014 0 .83 0 .014 0.83 0.014 0 .83 0 .014 0 .83 0 .014 0.83 0 .014 0 .83 On Grade Inlets Conmputation Data. Grate Width Type (ft) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a Pond Width Allowed (ft) 12.00 12.00 12.00 12.00 12.00 12.00 Critic Elev. (ft) 313.32 314.08 314.08 317.16 317.16 320.25 ================================================================================= Inlet ID A-2 A-3 A-4 A-5 A-6 A-9 Inlet Type Curb Curb Curb Curb Curb Curb Total Q (cfs) 4.452 4.452 10 .072 8.873 5.922 2.619 Intercept Capacity (cfs) 4.138 4.167 10.068 6.089 5.922 2.619 Q Bypass Allow Actual (cfs) (cfs) 2.000 0 .314 2.000 0.285 2.000 0.005 2.000 2.784 1. 000 0.000 2.000 0 .000 Page 4 To Inlet Required ID Length (ft) A-1 6 .49 A-1 6.39 A-1 10 .15 A-1 10.53 A-2 8 .41 A-5 5.81 Actual Length (ft) 5.00 5.00 10.00 5.00 10.00 10.00 Ponded Width (ft) 12.50 12.65 17.20 14.95 12 .85 9.10 stmOutput g Inlets Configuration Data . c================================================================================ Inlet Inlet Length/ Grate ID Type Perim. Area A-1 A-7 A-8 Curb Curb Curb (ft) (sf) 15.00 5.00 15.00 n/a n/a n/a Sag Inlets Computation Data. Left-Slope Long Trans ( % ) ( % ) 0.80 2 .00 1.00 2 .00 1.00 2 .00 Right-Slope Long Trans ( % ) ( % ) Gutter n DeprW (ft) 0 .80 0 .60 0.60 2 .00 0.014 2 .00 0.014 2.00 0.014 2 .00 2.00 2 .00 Depth Allowed (ft) 0.50 0.50 0.50 Critic Elev. (ft) 312.06 319 .29 319.29 ================================================================================ Inlet Inlet ID Type A-1 A-7 A-8 Curb Curb Curb Length Grate Perim Area (ft) (ft) (sf) 15.00 5 .00 15.00 n/a n/a n/a n/a n/a n/a Total Q Inlet Capacity (cfs) (cfs) 13 .579 4 .976 12.710 15 .125 6.993 15 .125 Cumulative Junction Discharge Computations Total Head (ft) 0.465 0 .398 0 .445 Ponded Width Left Right (ft) (ft) 14.65 9 .65 13.70 14 .65 10.60 15.10 ================================================================================= Node Node We ighted 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) --------------------------------------------------------------------------------- A-1 Curb 0.604 24.98 23 .7 7 7.69 0.000 0.00 115 .947 A-2 Curb 0.602 23.59 23 .49 7.74 0.000 0.00 109.914 A-3 Curb 0.658 2.20 15 .99 9 .44 0.000 0 .00 13.658 A-4 Curb 0.630 1. 69 15 .91 9.46 0.000 0 .00 10.072 A-5 Curb 0 .593 20 .88 22.98 7.83 0.000 0.00 96.910 A-6 Curb 0.600 1. 07 16.75 9.22 0.000 0.00 5 .922 A-7 Curb 0.636 2 .39 10.09 11. 59 0.000 0.00 17.618 A-8 Curb 0.600 1. 82 10 .00 11. 64 0.000 0.00 12 .710 A-9 Curb 0.583 16 .21 22 .57 7.91 0.000 0.00 74.741 A-10 JnctBx 0 .580 15.91 22 .44 7.93 0.000 0.00 73.191 Jl JnctBx 0.593 20.88 22 .98 7.83 0.000 0.00 96.910 J2 JnctBx 0.593 20 .88 22 .98 7 .83 0.000 0.00 96.910 J3 JnctBx 0.590 18.60 22 .7 1 7.88 0 .000 0 .00 86.475 J4 JnctBx 0.590 18 .60 22 .71 7.88 0.000 0.00 86.475 OUTl JnctBx 0.604 24 .98 23 .77 7.69 0.000 0 .00 115.947 Conveyance Configuration Data ================================================================================== Run# Node I .D. Flowline Elev . US OS US OS Shape # Span Rise Length Slope n value Page 5 stmOutput (ft) (ft) (ft ) (ft) (ft) ( % ) -------------------------------------------------------------------------------- A-1 OUTl 307.28 307.00 Circ 2 0.00 3.00 38.83 0.72 0 .012 2 A-2 A-1 308 .57 307.28 Circ 2 0.00 3.00 167.73 0.77 0.012 3 A-3 A-2 309.95 309.57 Circ 1 0 .00 2.00 94.74 0.40 0.012 4 A-4 A-3 310.79 310.45 Circ 1 0 .00 1. 50 34.00 1. 00 0 .012 5 Jl A-2 310.01 308.57 Circ 1 0 .00 3.00 166.46 0.87 0.012 6 J2 Jl 311.55 310.01 Circ 1 0 .00 3 .00 176.87 0.87 0.012 7 A-5 J2 312.18 311. 55 Circ 1 0 .00 3.00 77.57 0 .81 0 .012 8 A-6 A-5 313.95 313.68 Circ 1 0.00 1. 50 35 .00 0.77 0.012 9 J3 A-5 313.09 312.18 Circ 1 0.00 3.00 89.71 1. 01 0.012 10 J4 J3 314.21 313 .09 Circ 1 0 .00 3.00 112.13 1. 00 0.012 11 A-7 J4 315.74 315.21 Circ 1 0.00 2.00 71. 25 0.74 0.012 12 A-8 A-7 315 .91 315.74 Circ 1 0.00 2.00 34.00 0.50 0 .012 13 A-9 J4 315.14 314.21 Circ 1 0.00 3.00 94.32 0.99 0.012 14 A-10 A-9 316 .03 315.14 Circ 1 0 .00 3.00 90.21 0.99 0.012 ---------------------------------------------------------------------------------- Conveyance Hydraulic Computations. Tailwater = 310 .870 (ft) ================================================================================== Hydraulic Gradeline Depth Run# US Elev DS Elev Fr .Slope Unif. Actual (ft) (ft) (%) (ft) (ft) l* 311.12 310.87 0.644 2.32 3.00 312.09 311.12 0.578 2 .16 3.00 312.38 312 .09 0.311 1. 47 2.00 312.65 312.38 0.783 1.10 1. 50 5 315.08 312.09 1. 798 3.00 3.00 6 318.26 315.08 1.798 3.00 3 .00 7 319.66 318.26 1.798 3.00 3.00 8* 319.75 319.66 0.271 0.83 1. 50 9 320.94 319.66 1. 432 3.00 3.00 10 322.55 320.94 1 .432 3.00 3 .00 11* 322 .92 322 .55 0.517 1. 39 2.00 12* 323.01 322 .92 0.269 1. 28 2.00 13* 323.56 322.55 1. 070 2.58 3.00 14* 324.48 323.56 1. 026 2.53 3 .00 Velocity Unif. Actual (f/s) (f/s) 9 .88 8 .20 10.11 7.77 5.52 4.35 7.24 5.70 13.71 13.71 13 .71 13.71 13.71 13.71 5 .88 3.35 12.23 12.23 12 .23 12.23 7.56 5.61 5.98 4. 05 11. 56 10.57 11. 50 10 .35 Q (cfs) 115 .95 109.91 13 .66 10.07 96.91 96.91 96.91 5. 92 86.47 86 .47 17.62 12.71 74 .74 73.19 Cap (cfs) 122.73 126.75 15.52 11. 38 67.22 67.43 65.13 10 .00 72.79 72.23 21.14 17 .33 71.76 71. 78 June Loss (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ===================================END============================================ * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 10 Years Capacity of grade inlet exceeded at inlet Id= A-2 Capacity of grade inlet exceeded at inlet Id= A-3 Computed ponded width exceeds allowable width at inlet Id= A-4 Page 6 stmOutput Capacity of grade inlet exceeded at inlet Id= A-5 mputed ponded width exceeds allowable width at inlet Id= A-5 tal flow is <= then allowable carryover flow at inlet Id= A-9 A minimum drain size was assigned to this inlet. Computed right ponded width exceeds allowable width at inlet Id= A-1 Computed left ponded width exceeds allowable width at inlet Id= A-1 Computed right ponded width exceeds allowable width at inlet Id= A-8 Computed left ponded width exceeds allowable width at inlet Id= A-8 Discharge decreased downstream node Id= J3 Previous intensity used. Discharge decreased downstream node Id= J2 Previous intensity used. Discharge decreased downstream node Id= Jl Previous intensity used. Run# 5 Insufficient capacity. Run# 6 Insufficient capacity. Run# 7 Insufficient capacity. Runoff Frequency of: 100 Years Capacity of grade inlet exceeded at inlet Id= A-2 Computed ponded width exceeds allowable width at inlet Id= A-2 Capacity of grade inlet exceeded at inlet Id= A-3 Computed ponded width exceeds allowable width at inlet Id= A-3 Capacity of grade inlet exceeded at inlet Id= A-4 Computed ponded width exceeds allowable width at inlet Id= A-4 Capacity of grade inlet exceeded at inlet Id= A-5 Computed ponded width exceeds allowable width at inlet Id= A-5 Computed ponded width exceeds allowable width at inlet Id= A-6 Computed right ponded width exceeds allowable width at inlet Id= A-1 Computed left ponded width exceeds allowable width at inlet Id= A-1 mputed right ponded width exceeds allowable width at inlet Id= A-8 omputed left ponded width exceeds allowable width at inlet Id= A-8 Discharge decreased downstream node Id= J3 Previous intensity used. Discharge decreased downstream node Id= J2 Previous intensity used. Discharge decreased downstream node Id= Jl Previous intensity used. Run# 5 Insufficient capacity. Run# 6 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= J2 Run# 7 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= A-5 Upstream hydraulic gradeline exceeds critical elevation at node Id= A-6 Run# 9 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= J3 Run# 10 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= J4 Upstream hydraulic gradeline exceeds critical elevation at node Id= A-7 Upstream hydraulic gradeline exceeds critical elevation at node Id= A-8 Run# 13 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= A-9 Run# 14 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= A-10 Page 7 WinStorm (STORM DRAIN DESIGN) PROJECT NAME : 202 JOB NUMBER 316 PROJECT DESCRIPTION DESIGN FREQUENCY ANALYSYS FREQUENCY MEASUREMENT UNITS: S4-P2-System B 10 Years 100 Years ENGLISH stmOutput OUTPUT FOR DESIGN FREQUENCY of: 10 Years =========================================== Runoff Computation for Design Frequency. Version 3.05, Jan. 25, 2002 Run @ 9/27/2007 9:22:48 AM ============================================================================= ID C Value Area (acre) Tc (min) Tc Used (min) Intensity (in/hr) Supply Q (cfs) Total Q (cfs) B-1 0.75 0.17 10.00 10.00 8.63 0.000 1.127 B-2 0.6 1. 78 10.00 10.00 8.63 0.000 9.196 B-3 0.6 2.64 10.00 10.00 8.63 0.000 13.682 B-4 0.75 0.90 10.00 10.00 8.63 0.000 5 .8 15 B-5 0.63 2.22 10.00 10.00 8.63 0.000 12.098 Sag Inlets Configuration Data. ================================================================================== Inlet Inlet Length/ Grate ID Type Perim. Area B-1 B-2 B-3 B-4 (ft) (sf) Curb 5.00 Curb 10.00 Curb 15.00 Curb 10.00 n/a n/a n/a n/a Sag Inlets Computation Data. Left-Slope Long Trans ( % ) ( % ) 0.61 2.00 0.60 2.00 0.58 2.00 0 .58 2.00 Right-Slope Long Trans ( % ) ( % ) Gutter n DeprW (ft) 1 .64 2.00 0.014 1.24 2.00 0.014 0.75 2 .00 0.014 0.75 2.00 0.014 2.00 2.00 2.00 1. 50 Depth Allowed (ft) 0.50 0.50 0.50 0.50 Critic Elev. (ft) 316.80 316.80 316.72 316.72 ================================================================================ Inlet ID B-1 B-2 B-3 B-4 Inlet Type Curb Curb Curb Curb Length (ft) 5.00 10.00 15.00 10.00 Grate Perim Area (ft) (sf) n/a n/a n/a n/a n/a n/a n/a n /a Total Q Inlet Capacity (cfs) (cfs) 1.127 9.196 13.682 5.815 Page 1 6.993 11. 059 15.125 10.327 Total Head (ft) 0.148 0.442 0.468 0.341 Ponded Width Left Right (ft) (ft) 6.05 13 .35 15.60 11. 35 5.05 11. 65 14.90 10.80 stmOutput mulative 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) --------------------------------------------------------------------------------- B-1 Curb 0.630 7.71 10.57 8.44 0.000 0 .00 40.964 B-2 Curb 0.600 1. 78 10.00 8 .63 0 .000 0.00 9 .196 B-3 Curb 0.638 3.54 10.09 8.60 0 .000 0.00 19.422 B-4 Curb 0.750 0.90 10.00 8.63 0.000 0.00 5.815 B-5 JnctBx 0.630 2.22 10.00 8 .63 0 .000 0.00 12.098 Jl JnctBx 0 .635 5 .76 10 .25 8 .55 0.000 0 .00 31.274 OUT2 JnctBx 0 .630 7 .71 10.57 8 .44 0.000 0.00 40.964 Conveyance Configuration Data ================================================================================== Run# 1 2 6 Node I .D. US OS B-1 OUT2 B-2 B-1 Jl B-1 B-5 Jl B-3 Jl B-4 B-3 Flowline Elev. US OS (ft) (ft) 311.49 311. 25 313.34 312 .99 312 .89 311 . 99 314 .50 313 .39 313 .93 313.39 314.28 313.93 Shape # Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Span (ft) 0.00 0 .0 0 0 .0 0 0 .00 0.00 0 .00 Rise (ft) 3.00 1. 50 2.50 2.00 2.00 1. 50 Length (ft) 48.83 34 .50 150.42 100.63 72.01 34.50 Conveyance Hydraulic Computations . Tailwater = 310 .300 (ft) Slope ( % ) 0.49 1. 01 0.60 1.10 0.75 1. 01 n value 0.012 0 .012 0.012 0. 013 0.012 0 .013 ================================================================================== Hydraulic Gradeline Depth Run# US Elev DS Elev Fr .Slope Unif. Actual (ft) (ft) (%) (ft) (ft) 1* 313.53 313.29 0.321 2 .04 2 .04 2* 314 .36 314.01 0 .653 1. 02 1. 02 3* 314.77 313 .87 0.495 1. 88 1. 88 4* 315.52 314 .77 0.286 1. 01 1. 38 5* 315.43 314 .89 0.628 1. 50 1. 50 6* 315.54 315 .43 0.306 0 .79 1. 50 Velocity Unif . Actual (f/s) (f/s) 8.01 8.01 7.19 7 .19 7.92 7.92 7.59 5 .25 7 .68 7.68 6 .12 3.29 Q (cfs) 40.96 9 .20 31.27 12.10 19.42 5 .82 Cap (cfs) 50.66 11 .46 34.38 23.76 21. 23 10 .58 June Loss (ft) 0.000 0.000 0.000 0 .000 0 .000 0.000 ================================================================================== OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years ============================================= Page 2 stmOutput anoff Computation for Analysis Frequency. ============================================================================= ID C Value Area (acre) Tc (min) Tc Used (min) Intensity (in/hr) Supply Q (cfs) Total Q (cfs) B-1 0.75 0.17 10.00 10.00 11. 64 0.000 1. 519 B-2 0.6 1. 78 10.00 10.00 11. 64 0.000 12.396 B-3 0.6 2.64 10.00 10.00 11. 64 0.000 18.443 B-4 0.75 0.90 10.00 10.00 11.64 0.000 7.839 B-5 0.63 2.22 10.00 10.00 11. 64 0.000 16.308 Sag Inlets Configuration Data. ================================================================================== Inlet Inlet Length/ Grate ID Type Perim. Area B-1 B-2 B-3 B-4 (ft) (sf) Curb 5.00 Curb 10.00 Curb 15.00 Curb 10.00 n/a n/a n/a n/a g Inlets Computation Data. Left-Slope Long Trans ( % ) ( % ) 0.61 2.00 0.60 2.00 0.58 2.00 0.58 2.00 Right-Slope Long Trans ( % ) ( % ) Gutter n DeprW (ft) 1 .64 2.00 0 .014 1.24 2.00 0.014 0.75 2.00 0.014 0.75 2.00 0.014 2.00 2.00 2.00 1. 50 Depth Allowed (ft) 0.50 0.50 0.50 0.50 Critic Elev. (ft) 316.80 316.80 316 .72 316.72 ================================================================================ Inlet Inlet ID Type B-1 B-2 B-3 B-4 Curb Curb Curb Curb Length Grate Perim Area (ft) (ft) (sf) 5.00 10.00 15.00 10.00 n/a n/a n/a n/a n/a n/a n/a n/a Total Q Inlet Capacity (cfs) (cfs) 1.519 12.396 18.443 7.839 6.993 11.059 15.125 10.327 Cumulative Junction Discharge Computations Total Head (ft) 0.181 0.540 0.571 0.416 Ponded Width Left Right (ft) (ft) 6.80 14.95 17.45 12.65 5.65 13.05 16.65 12.05 ================================================================================= Node I. D. B-1 B-2 B-3 B-4 B-5 Jl Node Type Curb Curb Curb Curb JnctBx JnctBx Weighted C-Value 0.630 0.600 0.638 0.750 0.630 0.635 Cumulat. Cumulat. Intens. Dr.Area Tc (acres) (min) (in/hr) 7.71 10.52 11. 40 1. 78 10.00 11.64 3.54 10.09 11 .60 0.90 10.00 11. 64 2.22 10.00 11.64 5.76 10.23 11.53 Page 3 User Supply Q cfs) 0.000 0.000 0.000 0.000 0.000 0.000 Additional Q in Node (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 Total Disch. (cfs) 55.335 12.396 26.189 7.839 16.308 42.195 stmOutput OUT2 JnctBx 0 .630 7.71 10.52 11. 40 0.000 0.00 55.335 Conveyance Configuration Data ================================================================================== Run# Node I. D. Flowline Elev. US OS US OS (ft) (ft) 1 B-1 OUT2 311 .49 311 .25 2 B-2 B-1 313. 34 312.99 3 Jl B-1 312 .89 311. 99 4 B-5 Jl 314.50 313.39 5 B-3 Jl 313 .93 313 .39 6 B-4 B-3 314 .28 313.93 Shape # Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Span (ft ) 0 .00 0.00 0.00 0 .00 0 .00 0.00 Rise (ft) 3.00 1. 50 2.50 2.00 2 .00 1. 50 Length (ft) 48 .83 34 .50 150 .42 100.63 72.01 34 .50 Conveyance Hydrauli c Computations . Tailwater = 310.870 (ft) Slope ( % ) 0 .49 1. 01 0 .60 1.10 0.75 1. 01 n value 0.012 0.012 0.012 0.013 0.012 0.013 ================================================================================== Hydraulic Gradel ine Depth Run# US Elev OS Elev Fr.Slope Unif . Actual (ft) (ft) (%) (ft) (ft ) 1 314 .54 314 .25 0.586 3 .00 3.00 314.95 314 .54 1.186 1. 50 1. 50 315 .89 314 .54 0 .901 2.50 2.50 316.42 315.89 0.520 1. 22 2 .00 5 316.71 315.89 1 .142 2 .00 2 .00 6* 316.91 316.71 0.557 0 .96 1. 50 Velocity Unif . Actua l (f/s) (f/s) 7.83 7.83 7.01 7.01 8 .60 8.60 8 .13 5.19 8 .34 8 .34 6 .56 4.44 Q (cfs) 55 .34 12 .40 42.19 16 .31 26.19 7.84 Cap (cfs) 50 .66 11. 46 34.38 23.76 21. 23 10 .58 June Loss (ft) 0.000 0 .000 0.000 0.000 0.000 0.000 ===================================END============================================ * Super critical flow . NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 10 Years Computed left ponded width exceeds allowable width at inlet Id= B-2 Computed right ponded width exceeds allowable width at inlet Id= B-3 Computed left ponded width exceeds allowable width at inlet Id= B-3 Tail water set to uniform depth elevation= 313.29(ft) Runoff Frequency of : 100 Ye a rs Computed right ponded width exceeds allowable width at inlet Id= B-2 Computed left ponded width exceeds allowable width at inlet Id= B-2 Capaci ty of sag inlet exceeded at inlet Id= B-2 Computed right ponded width exceeds allowable width at inlet I d= B-3 Computed left ponded wid th exceeds allowable width at inlet Id= B-3 Page 4 stmOutput Capacity of sag inlet exceeded at inlet Id= B-3 mputed right ponded width exceeds allowable width at inlet Id= B-4 mputed left ponded width exceeds allowable width at inlet Id= B-4 Tailwater set to uniform depth elevation= 314.25(ft) Run# 1 Insufficient capacity. Run# 2 Insufficient capacity. Run# 3 Insufficient capacity. Run# 5 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= B-4 Page 5 stmOutput WinStorm (STORM DRAIN DESIGN) PROJECT NAME : 202 JOB NUMBER 0286 PROJECT DESCRIPTION : Section lA, System A DESIGN FREQUENCY ANALYSYS FREQUENCY MEASUREMENT UNITS: 10 Years 100 Years ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 10 Years =========================================== Runoff Computation for Design Frequency. Version 3.05, Jan. 25, 2002 Run @ 9/27/2007 9:24:01 AM ============================================================================= ID A-1 A-2 A-3 A-5 A-6 A-17 A-8 A-9 A-10 A-11 A-7 A-12 A-13 C Value 0 .55 0.55 0.55 0 .55 0.55 0.755 0.96 0 .55 0.503 0 .96 0 .35 0 .55 0.55 0 .35 0 .35 0 .55 0.55 0.35 0.35 0.55 0.55 0 .55 0.55 0.653 0 .96 0.55 0.755 0.96 0.55 0.55 Area (acre) 0.83 0.69 0.69 1. 39 1. 39 0.17 0.08 0.08 0.46 0.12 0.35 0.83 0.83 1. 84 1. 84 0.94 0.94 0.59 0.59 0.24 0.24 0.63 0.63 0.75 0.19 0.56 0.16 0.08 0.08 0.78 Tc (min) 13.97 13 .53 Single 12.41 Single 5 .89 Tc Used (min) 13.97 13 .53 family 12.41 family 10.00 Pavement Single family 9 .46 10.00 Pavement Undeveloped 9 .80 10.00 Single family 24 .15 24.15 Undeveloped 18.64 18.64 Single family 12.54 12 .54 Undeveloped 9.38 10 .00 Single family 15.95 15.95 Single family 14.84 14.84 Pavement Single family 6 .72 10.00 Pavement Single family 12.32 12.32 Intensity (in/hr) 7.44 7 .56 7.86 8.63 8 .63 8 .63 5.60 6.45 7 .83 8 .63 6.98 7.23 8.63 7.89 Page 1 Supply Q (cfs) 0.000 0 .000 0 .000 0.000 0 .000 0.000 0.000 0.000 0.000 0.000 0 .000 0 .000 0.000 0 .000 Total Q (cfs ) 3.398 2.868 6.012 1. 095 1.996 3 .942 3.605 3.332 1.616 1.140 2.418 3.539 1. 043 3.385 stmOutput 0.55 0.78 Single family 14 0.55 0.49 11. 20 11. 20 8.23 0.000 2.218 0.55 0.49 Single family A-15 0.282 28.24 46.73 46.73 3.75 0.000 29.829 0.55 5.29 Single family 0.22 22.95 Undeveloped A-19 0.55 1. 33 12.49 12.49 7.84 0.000 5.736 0.55 1. 33 Single family A-20 0.263 9.83 31.96 31.96 4.75 0.000 12.285 0.55 1. 28 Single family 0.22 8.55 Undeveloped A-21 0.96 0.48 2.00 10.00 8.63 0.000 3.979 0.96 0.48 Pavement A-18 0.703 0.69 16.45 16.45 6.87 0.000 3.332 0.82 0.39 Concrete 0.55 0.30 Single Family A-22 0.755 0.69 7.72 10.00 8. 63 0.000 4.498 0.96 0.35 Pavement 0.55 0.35 Single family A-23 0.65 0.34 10.00 10.00 8.63 0.000 1.908 0.65 0.34 Multi family A-24 0.687 0.15 7.33 10.00 8.63 0.000 0.889 0.96 0.05 Pavement 0.55 0.10 Single family A-25 0.755 0.43 1. 39 10.00 8.63 0.000 2.803 0.96 0.22 Pavement 0.55 0.22 Single family 26 0.755 0.36 1. 31 10.00 8.63 0.000 2.347 0.96 0.18 Pavement 0.55 0.18 Single family A-27 0.755 0.40 1. 07 10.00 8.63 0.000 2.608 0.96 0.20 Pavement 0.55 0.20 Single family A-28 0.63 0.69 1. 06 10.00 8.63 0.000 3.755 0.96 0.14 Pavement 0.55 0.56 Single family A-29 0.732 1. 36 10.00 10.00 8.63 0.000 8.597 0.96 0.36 Pavement 0.65 1. 00 Multi family A-30 0.6 1. 22 10.00 10.00 8.63 0.000 6.320 A-31 0.75 0.33 10.00 10.00 8.63 0.000 2.137 A-32 0.63 2.69 12.00 12.00 7.98 0.000 13.531 A-33 0.63 16.49 16.00 16.00 6.97 0.000 72.396 ----------------------------------------------------------------------------- On Grade Inlet Configuration Data =============================================================================== Inlet ID Inlet Type Inlet Slopes Length Long Trans (ft) (%) (%) Gutter n Depr. (ft) Page 2 Grate Width Type (ft) Pond Width Allowed (ft) Critic Elev. (ft) 1 -9 A-2 A-10 A-6 A-5 A-7 A-8 A-13 A-14 A-22 A-21 A-25 A-26 Curb Curb Curb Curb Curb Curb Curb Curb Curb Curb Curb Curb Curb Curb 5.00 2.14 10.00 0.95 5.00 2.14 10.00 0.95 5.00 2.22 5.00 2.22 10.00 1.42 10.00 1.42 10.00 0.72 10.00 0.72 10.00 1.54 10.00 1.54 5.00 0.89 5.00 0.89 stmOutput 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 On Grade Inlets Conmputation Data. n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 331.10 327.70 331.10 327.70 330.14 330.14 325.87 325.87 321. 69 321.69 329.13 329.13 323.19 323.19 ================================================================================= Inlet ID A-1 A-9 A-2 -10 6 A-5 A-7 A-8 A-13 A-14 A-22 A-21 A-25 A-26 Inlet Type Curb Curb Curb Curb Curb Curb Curb Curb Curb Curb Curb Curb Curb Curb Total Q (cfs) 3.398 3.422 2.868 1.140 3.942 1. 996 5.417 3.332 4.863 2.218 4.498 3.979 2.803 2.347 Intercept Capacity (cfs) 1. 592 3.082 1.448 1.140 1.714 1.163 3.938 2.862 4.102 2.214 3.453 3.189 1. 712 1. 539 Sag Inlets Configuration Data. Q Bypass Allow Actual (cfs) (cfs) 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 1. 806 0.340 1. 420 0.000 2.227 0.833 1. 478 0.470 0.761 0.004 1.045 0.790 1. 091 0.808 To Inlet Required ID Length A-9 A-15 A-3 A-11 A-3 A-7 A-13 A-11 A-18 A-18 A-7 A-23 A-27 A-28 (ft) 16.88 13.84 15.46 7.88 18.40 13.00 19.46 15.08 15.55 10.30 18.00 16.87 12.26 11.18 Actual Length (ft) 5.00 10.00 5.00 10.00 5.00 5.00 10.00 10.00 10.00 10.00 10.00 10.00 5.00 5.00 Ponded Width (ft) 7.30 8.53 6.83 5.63 7.67 5.93 9.40 7.83 10.23 7.63 8.63 8.23 8.00 7.50 ================================================================================== Inlet Inlet Length/ Grate Left-Slope Right-Slope Gutter Depth Critic ID Type Pe rim. Area Long Trans Long Trans n DeprW Allowed Elev. (ft) (sf) ( % ) ( % ) ( % ) ( % ) (ft) (ft) (ft) ---------------------------------------------------------------------------------- A-15 Curb 15.00 n/a 0.60 3.00 0.60 3.00 0.014 2.00 0.39 323.88 A-17 Grate 12.30 3.00 1. 00 3.00 0.50 3.00 0.014 n/a 0.50 327.00 A-3 Curb 15.00 n/a 0.60 3.00 0.60 3.00 0. 014 2.00 0.39 328.85 A-4 Curb 5.00 n/a 0.60 3.00 0.60 3.00 0.014 2.00 0.39 328.85 A-11 Curb 10.00 n/a 0.60 3.00 1.11 3.00 0.014 2.00 0.39 324.74 A-12 Curb 5.00 n/a 1.11 3.00 0.60 3.00 0.014 2.00 0.39 324.73 Page 3 A-27 28 -19 A-20 A-23 A-24 A-18 A-29 A-30 A-31 Curb 5.00 Curb 5.00 Grate 12 .30 Grate 12 .30 Curb 10.00 Curb 5.00 Curb 15.00 Grate 12.30 Curb 10 .00 Curb 5.00 n/a n/a 3.00 9.00 n/a n/a n/a 3.00 n/a n/a Sag Inlets Computation Data. 0.89 3.00 0.50 3.00 1.50 3.00 1.50 3.00 0.60 3.00 2.69 3.00 0.75 3.00 1.00 3.00 0.75 3.00 0.75 3.00 stmOutput 0.50 0.89 0.50 1. 50 2.69 0.60 0.75 1. 00 0.75 0.75 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 2.00 2.00 n/a n/a 2.00 2 .00 2.00 n/a 2.00 2.00 0.39 0.39 0.50 0.50 0.39 0.39 0.39 0.50 0.39 0.39 320.72 320.72 321. 00 329.75 326.52 326.52 321.56 322.94 317 .85 317.85 ================================================================================ Inlet Inlet ID Type A-15 A-17 A-3 A-4 A-11 A-12 A-27 A-28 -19 20 -23 A-24 A-18 A-29 A-30 A-31 Curb Grate Curb Curb Curb Curb Curb Curb Grate Grate Curb Curb Curb Grate Curb Curb Length Grate Perim Area (ft) (ft) (sf) 15.00 n/a 15.00 5.00 10.00 5.00 5.00 5.00 n/a n/a 10.00 5.00 15.00 n/a 10.00 5.00 n/a 12.30 n/a n/a n/a n/a n/a n/a 12.30 12.30 n/a n/a n/a 12.30 n/a n/a n/a 3.00 n/a n/a n/a n/a n/a n/a 3.00 9.00 n/a n/a n/a 3.00 n/a n/a Total Q Inlet Capacity (cfs) (cfs) 30.169 3.605 9.659 1.095 2.888 1.043 3.699 4.562 5.736 12.285 2.698 0.889 4.097 8.597 6.320 2.137 20.648 8.551 10.419 4.818 7.618 4.818 4.818 4.818 8.551 10.068 7.618 4.818 10.419 8.551 7.618 4.818 Cumulative Junction Discharge Computations Total Head (ft) 0.706 0 .208 0.371 0.145 0.204 0 .141 0.327 0.376 0.284 0.471 0.195 0.126 0.209 0.371 0.344 0 .227 Ponded Width Left Right (ft) (ft) 20.20 48.38 4.47 5.93 2.83 5.20 8.87 8.27 9.50 12 .64 1.17 4.23 7.60 9.20 8.65 5.75 8.87 7.55 13.43 1. 97 7.63 1. 93 7.63 9.60 9.00 9.75 6.40 0.73 7.07 9 .20 8.65 5.75 ================================================================================= Node I. D. A-1 A-9 A-15 A-17 A-2 A-10 A-3 A-4 A-11 Node Type Curb Curb Curb Grate Curb Curb Curb Curb Curb Weighted C-Value 0.550 0.350 0.286 0.350 0.5 50 0.408 0.542 0.553 0.546 Cumulat. Cumulat. Intens. Dr.Area Tc (acres) (min) (in/hr) 0.83 0.59 30.08 1. 84 1. 52 0.83 2.68 4.37 7.52 13.97 12.54 46.73 24.15 14.10 12.66 12.41 14.84 18.75 7.44 7.83 3.75 5.60 7.41 7.79 7.86 7.23 6.43 Page 4 User Supply Q cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Additional Q in Node (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Disch . (cfs) 3.398 1.616 32.243 3.605 6.197 2.638 11.420 17.465 26.385 stmOutput A-12 Curb 0.551 7 . 68 18.81 6.41 0.000 0.00 27.115 6 Curb 0.533 1. 29 10.00 8.63 0 .000 0.00 5.938 -5 Curb 0.503 0.46 10.00 8.63 0.000 0.00 1. 996 A-7 Curb 0.653 0.75 14.84 7.23 0.000 0.00 3.539 A-8 Curb 0.565 6.06 18.64 6.45 0 .000 0.00 22.052 A-13 Curb 0.550 0.78 12 .32 7 .89 0.000 0.00 3.385 A-14 Curb 0.550 8.95 19.51 6.29 0.000 0.00 30.996 A-22 Curb 0.755 0.69 10.00 8 .63 0.000 0.00 4.498 A-21 Curb 0.324 11 .00 32.08 4.74 0 .000 0.00 16.912 A-25 Curb 0.755 0.43 10.00 8.63 0.000 0.00 2.803 A-26 Curb 0 .365 12 .28 32 .90 4 .67 0.000 0.00 20.954 01 CircMh 0.445 76 .51 48.31 3.67 0.000 0.00 124.819 A-27 Curb 0.375 42 .81 47.52 3.71 0.000 0.00 59.480 A-28 Curb 0.434 72 .27 47.60 3.70 0.000 0.00 116.121 A-19 Grate 0 .371 42 .41 47.41 3.71 0.000 0.00 58.445 A-20 Grate 0 .263 9 .83 31.96 4 .75 0.000 0.00 12.285 A-23 Curb 0 .650 0 .34 10.00 8.63 0.000 0.00 1.908 A-24 Curb 0.661 0 .49 10.16 8.58 0.000 0.00 2.779 Jl JnctBx 0.550 1. 52 14.10 7.41 0.000 0.00 6.197 J2 JnctBx 0.553 4.37 14.84 7.23 0.000 0.00 17.465 J3 JnctBx 0.551 7.68 18.81 6.41 0 .000 0.00 27.115 J4 JnctBx 0.408 0.83 12 .66 7.79 0.000 0.00 2.638 JS JnctBx 0.339 11 .49 32.24 4.73 0.000 0.00 18.393 J6 JnctBx 0.339 11. 49 32.24 4.73 0.000 0.00 18.393 JS JnctBx 0.434 72 .27 47.60 3.70 0.000 0.00 116.121 A-33 JnctBx 0.517 28.77 33 .19 4.65 0 .000 0.00 69.104 JnctBx 0.445 76.51 48.31 3.67 0.000 0.00 124.819 18 Curb 0.365 41. 08 47.11 3.73 0.000 0.00 55.957 A-29 Grate 0.305 31. 44 46 .84 3.74 0.000 0.00 35.920 A-30 Curb 0.600 1. 22 10.00 8.63 0 .000 0.00 6.320 A-31 Curb 0.631 4.24 12.02 7.98 0.000 0.00 21.334 A-32 JnctBx 0.630 2.69 12.00 7.98 0 .000 0.00 13. 531 --------------------------------------------------------------------------------- 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) ( % ) ---------------------------------------------------------------------------------- 1 A-1 A-2 327.68 327.50 Circ 1 0.00 1. 50 34.00 0.53 0.012 2 A-2 Jl 327.40 327.05 Circ 1 0.00 1. 50 71. 00 0.49 0.012 3 Jl A-4 326.95 324.85 Circ 1 0.00 1. 50 202.00 1. 04 0.012 4 A-5 A-6 325.92 325.75 Circ 1 0.00 1. 50 34.00 0 .50 0.012 5 A-6 A-3 325 .50 325.02 Circ 1 0.00 1. 50 48.79 0.98 0.012 6 A-3 A-4 324.52 324.35 Circ 1 0.00 2 .00 34.00 0.50 0.012 7 A-4 J2 324.25 323.93 Circ 1 0.00 2.00 43.00 0.74 0.012 8 J2 A-8 323.83 321.30 Circ 1 0.00 2.00 179.50 1. 41 0.012 9 A-7 A-8 321.86 321. 69 Circ 1 0.00 1. 50 34.00 0.50 0.012 10 A-8 A-11 321.20 320.43 Circ 1 0.00 2.00 63.24 1. 22 0.012 Page 5 11 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 40 A-9 A-10 J4 A-11 A-12 J3 A-13 A-14 A-17 A-15 A-18 A-19 A-27 A-20 A-22 A-21 A-23 A-24 JS J6 A-25 A-26 A-33 A-28 J8 J9 A-29 A-31 A-32 A-30 A-10 J4 A-11 A-12 J3 A-1 4 A-14 A-18 A-15 A-29 A-19 A-27 A-28 A-21 A-21 JS A-24 JS J6 A-26 A-26 A-33 A-28 J8 J9 01 A-18 J9 A-31 A-31 324.27 323.79 323.20 319.93 319 .48 318 .95 318 .41 316 .98 322.19 319 .50 316 .09 314 .77 314 .24 325.68 324.86 324 .13 323.42 323.15 321 .10 320.29 319.68 318 .45 316 .83 313 .63 311 .71 311 .29 318 .70 313 .19 313 .7 9 314 .53 323.89 323 .30 320.93 319.58 319.05 317 .58 318.23 316.19 320.50 318.70 314.87 314.34 313.92 324.23 324.63 321. 70 323.25 322 .10 320.39 318 .55 319 .4 5 317.33 314.13 312 .3 1 311.39 311 .10 316.69 312.39 313.69 314 .19 stmOutput Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 2 Circ 2 Circ 2 Circ 2 Circ 1 Circ 1 Circ 1 Circ 1 0 .00 0.00 0.00 0.00 0 .00 0.00 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 0.00 0.00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0.00 0.00 0.00 1. 50 1. 50 1. 50 2 .50 2 .50 2 .50 1. 50 3.00 1. 50 2.50 3.00 3.00 3 .00 2.00 1. 50 2.00 1. 50 1. 50 2 .50 2.50 1. 50 2.50 3.00 3.50 4.00 4.00 2.50 2.50 2.00 1. 50 Conveyance Hydraulic Computations. Tailwater = 310 .300 (ft) 34.00 42.99 202.00 34.75 42.50 270.25 34 .00 160 .50 169.49 69.46 174.51 62.00 46.50 73.90 42.25 109.17 35.00 44.71 92.93 219.39 45.50 140.01 137.94 284.67 77 .98 48.87 174.54 107.05 10 .00 34.00 1.12 1.14 1.12 1. 01 1. 01 0 .51 0.53 0.49 1. 00 1.15 0 .70 0.69 0.69 1. 96 0 .54 2.23 0.49 2 .35 0.76 0.79 0.51 0.80 1. 96 0.46 0 .41 0 .39 1.15 0.75 1. 00 1. 00 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0 .012 0 .012 0.012 0.012 0 .012 0.012 0.012 0.012 ================================================================================== Run# 1* 2 3* 4* 5* 6* 7* 8* 9* 10* 11* 12* Hydraulic Gradeline Depth US Elev DS Elev Fr.Slope Unif. Actual (ft) (ft) (%) (ft) (ft) 328.43 328.40 327.73 326 .43 326.27 325.71 325.64 324.95 322.61 322.58 324.64 324.27 328 .40 328.01 325.64 326.27 325 .79 325.64 325.32 322.58 322.58 321. 81 324.27 323.77 0.089 0.296 0 .296 0.031 0.272 0 .217 0.508 0.508 0.097 0.809 0.020 0.054 0.67 1. 00 0.78 0.51 0.77 1.19 1. 39 1.12 0.70 1. 38 0.37 0 .47 0.90 1. 00 0.79 0.52 0 .77 1. 29 1. 39 1. 27 0.88 1. 38 0 .38 0.47 Page 6 Velocity Unif. Actual (f/s) (f/s) 4.47 4 .97 6 .68 3.77 6 .46 5.88 7.49 9.68 4.40 9.58 4 .7 3 5 .50 3.09 4.97 6.56 3.64 6 .46 5.33 7.49 8.26 3 .26 9.58 4 .67 5 .50 Q (cfs) 3.40 6.20 6.20 2.00 5 .94 11. 42 17.46 17.46 3 .54 22 .05 1. 62 2.64 Cap (cfs) 8.28 7.99 11. 60 8.05 11. 29 17.33 21.14 29.10 8.05 27.05 12 .03 12 .15 June Loss (ft) 0 .000 0.000 0.000 0.000 0 .000 0.000 0.000 0.000 0 .000 0.000 0.000 0.000 13* * 16 1 7* 18* 19* 20* 21* 22* 23* 24* 25* 26* 27* 28* 29* 30* 31* 32* 33* 34* 35* 36* 37* 38* * * 323 .68 321. 32 320.97 320.73 319 .08 318 .68 322.77 321 .04 318 .37 317 .16 316.68 326.51 325.65 325.09 323.92 323 .56 322 .31 321 .49 320 .29 319 .74 318 .08 315.95 313 .90 313 .63 320.32 31 4 .52 314.85 315 .33 321. 41 320 .97 320.73 319 .36 318 .90 318 .37 321.08 320 .32 317.16 316.73 316.36 325 .09 325 .42 322.66 323 .75 322 .51 321 .60 319.75 320.06 318 .62 315.95 314 .63 313 .63 313 .44 318 .37 313.72 314 .75 314 .99 0 .054 0 .352 0.372 0.372 0 .088 0.184 0.100 0 .526 0 .600 0 .654 0 .677 0.251 0.156 0.476 0 .028 0 .060 0 .171 0 .171 0 .061 0 .222 0.229 0.284 0.139 0 .161 0 .653 0 .23 0 0.305 0.308 stmOutput 0 .48 1. 39 1. 41 1. 7 8 0.67 1. 69 0 .58 1. 50 2 .27 2 .39 2 .44 0 .83 0 .79 0 .96 0 .50 0 .41 1. 21 1. 20 0 .61 1. 29 1. 21 2 .32 2 .19 2 .34 1. 62 1. 33 1. 06 0 .80 0 .48 1. 39 1. 68 1. 78 0 .67 2.18 0.58 1. 62 2.29 2 .39 2 .44 0 .86 0.79 0.96 0.50 0 .41 1. 21 1. 20 0 .61 1. 29 1. 82 2 .32 2 .24 2.34 1. 68 1. 33 1. 06 0 .80 5 .45 9 .44 9 .5 3 7 .26 4 .45 7.57 5 .71 10.45 9.7 4 9 .68 9.67 10 .03 4 .80 11. 42 3 .69 7 .22 7 .8 0 7.8 9 4 .16 8.21 12 .94 8 .56 8 .26 8.16 10 .66 8 .05 7 .98 6 .63 5 .45 9 .43 7 .74 7.26 4 .45 5 .63 5.71 9 .55 9 .66 9.68 9 .67 9 .57 4 .80 11 .42 3 .69 7.22 7 .80 7 .89 4 .16 8 .21 7 .68 8 .56 8 .00 2.64 26 .39 27.11 27 .11 3 .38 31. 00 3 .60 32 .24 55 .96 58 .45 59 .48 12.29 4 .50 16 .91 1. 91 2.78 18 .39 18 .39 2.80 20.95 69.10 116 .12 116 .12 8.16 124.82 10 .2 4 35.92 8 .05 21.33 7 .98 13 .53 6 .63 6 .32 12 .07 44 .60 44 .70 31. 64 8 .28 50 .70 11. 37 47.70 60 .42 60 .18 59 .95 34 .34 8.40 36 .57 7 .93 17.44 38 .85 39 .58 8 .09 39.75 202 .23 148 .46 199.40 194 .09 47 .69 38.42 24 .51 11. 38 0 .000 0.000 0.000 0.000 0.000 0.000 0 .000 0 .000 0.000 0.000 0.000 0.000 0 .000 0.000 0 .000 0 .000 0 .000 0 .000 0 .000 0.000 0 .000 0.000 0.000 0 .000 0.000 0 .000 0.000 0.000 ================================================================================== OUTPUT FOR ANALYSYS FREQUENCY of : 100 Years ============================================= Ru noff Computati on for Analysis Freque ncy . ============================================================================= ID A-1 A-2 A-3 A-4 A-5 C Value 0 .55 0 .55 0.55 0.55 0 .55 0 .755 0 .96 0 .55 0 .503 0 .96 Area (acre) 0 .83 0.69 0.69 1. 39 1. 39 0 .17 0 .08 0.08 0 .46 0.12 Tc (min) 13 .97 13 .53 Tc Used (min) 13 .97 13 .53 Single family 12 .41 12 .41 Single family 5 .89 1 0 .0 0 Pavement Single family 9.46 10.00 Pavement Intensity (in/hr) 10.06 10.21 10.62 11 .64 11.64 Page 7 Supply Q (cfs) 0 .000 0.000 0 .000 0 .000 0.000 Total Q (cfs) 4.594 3 .876 8 .118 1 .476 2.690 stmOutput 0.35 0.35 Undeveloped 6 0.55 0.83 9.80 10.00 11.64 0.000 5. 313 0.55 0.83 Single family A-17 0.35 1. 84 24.15 24.15 7. 62 0.000 4.908 0.35 1. 84 Undeveloped A-8 0.55 0.94 18.64 18.64 8.74 0.000 4.520 0.55 0.94 Single family A-9 0.35 0.59 12.54 12.54 10.57 0.000 2.183 0.35 0.59 Undeveloped A-10 0.55 0.24 9.38 10.00 11. 64 0.000 1. 536 0.55 0.24 Single family A-11 0.55 0.63 15.95 15.95 9.45 0.000 3.274 0.55 0.63 Single family A-7 0.653 0.75 14.84 14.84 9.78 0.000 4.787 0.96 0.19 Pavement 0.55 0.56 Single family A-12 0.755 0.16 6.72 10.00 11. 64 0.000 1. 406 0.96 0.08 Pavement 0.55 0.08 Single family A-13 0.55 0.78 12.32 12.32 10.65 0 .000 4.570 0.55 0.78 Single family A-14 0.55 0.49 11. 20 11. 20 11.10 0.000 2.992 0.55 0.49 Single family A-15 0.282 28.24 46.73 46.73 5.17 0.000 41.134 0.55 5.29 Single family 0.22 22.95 Undeveloped 0.55 1. 33 12. 49 12.49 10.59 0.000 7.746 0.55 1. 33 Single family 0.263 9.83 31. 96 31. 96 6.50 0.000 16.809 0.55 1. 28 Single family 0.22 8.55 Undeveloped A-21 0 .96 0.48 2.00 10.00 11. 64 0.000 5.363 0.96 0.48 Pavement A-18 0.703 0.69 16.45 16.45 9.31 0.000 4.512 0.82 0.39 Concrete 0.55 0.30 Single Family A-22 0.755 0.69 7.72 10.00 11.64 0.000 6.063 0.96 0.35 Pavement 0.55 0.35 Single family A-23 0.65 0.34 10.00 10.00 11. 64 0.000 2.572 0.65 0.34 Multi family A-24 0.687 0.15 7.33 10.00 11.64 0.000 1.199 0.96 0.05 Pavement 0.55 0.10 Single family A-25 0.755 0.43 1. 39 10.00 11.64 0.000 3.779 0.96 0.22 Pavement 0.55 0.22 Single family A-26 0.755 0.36 1. 31 10.00 11.64 0.000 3.164 0.96 0.18 Pavement 0.55 0.18 Single family A-27 0.755 0.40 1. 07 10.00 11.64 0.000 3.515 Page 8 stmOutput 0.96 0.20 Pavement 0.55 0.20 Single family .n-28 0.63 0.69 1. 06 10.00 11. 64 0.000 5.061 0.96 0.14 Pavement 0.55 0.56 Single family A-29 0.732 1. 36 10.00 10.00 11.64 0.000 11.588 0.96 0.36 Pavement 0 .65 1. 00 Multi family A-30 0.6 1. 22 10.00 10.00 11.64 0.000 8.520 A-31 0.75 0.33 10.00 10.00 11. 64 0.000 2.881 A-32 0.63 2.69 12.00 12.00 10.78 0.000 18.265 A-33 0.63 16.49 16.00 16.00 9.43 0.000 98.012 ----------------------------------------------------------------------------- On Grade Inlet Configuration Data =============================================================================== Inlet Inlet Inlet Slopes Gutter Grate Pond Width Critic ID Type Length Long Trans n Depr. Width Type Allowed Elev. (ft) ( % ) ( % ) (ft) (ft) (ft) (ft) ------------------------------------------------------------------------------- A-1 Curb 5.00 2.14 3.00 0.014 0.18 n/a n/a 13.00 331.10 A-9 Curb 10.00 0.95 3.00 0.014 0.18 n/a n/a 13 .00 327.70 A-2 Curb 5 .00 2.14 3.00 0.014 0.18 n/a n/a 13.00 331.10 A-10 Curb 10.00 0.95 3.00 0.014 0.18 n/a n/a 13.00 327.70 A-6 Curb 5.00 2.22 3.00 0.014 0.18 n/a n/a 13.00 330.14 -5 Curb 5.00 2.22 3.00 0.014 0.18 n/a n/a 13.00 330.14 7 Curb 10.00 1. 42 3.00 0.014 0.18 n/a n/a 13.00 325.87 A-8 Curb 10.00 1. 42 3.00 0.014 0.18 n/a n/a 13.00 325.87 A-13 Curb 10.00 0.72 3.00 0.014 0.18 n/a n/a 13.00 321. 69 A-14 Curb 10.00 0.72 3.00 0.014 0.18 n/a n/a 13.00 321. 69 A-22 Curb 10.00 1. 54 3.00 0.014 0.18 n/a n/a 13.00 329.13 A-21 Curb 10.00 1. 54 3.00 0.014 0.18 n/a n/a 13.00 329.13 A-25 Curb 5.00 0.89 3.00 0.014 0.18 n/a n/a 13.00 323.19 A-26 Curb 5.00 0.89 3.00 0.014 0.18 n/a n/a 13.00 323.19 ------------------------------------------------------------------------------- On Grade Inlets Conmputation Data. ================================================================================= Inlet Inlet Total Q Intercept Q Bypass To Inlet Required Actual Ponded ID Type Capacity Allow Actual ID Length Length Width (cfs) (cfs) (cfs) (cfs) (ft) (ft) (ft) --------------------------------------------------------------------------------- A-1 Curb 4.594 1. 879 10.000 2.715 A-9 19.74 5.00 8.17 A-9 Curb 4.898 3.951 10.000 0.947 A-15 16.70 10.00 9.73 A-2 Curb 3.876 1.713 10.000 2.163 A-3 18.07 5.00 7.67 A-10 Curb 1. 536 1.536 10.000 0.000 A-11 9.15 10.00 6.30 A-6 Curb 5.313 2.014 10.000 3.299 A-3 21. 50 5.00 8.57 A-5 Curb 2.690 1. 385 10.000 1. 305 A-7 15.11 5.00 6.63 A-7 Curb 7.994 4.978 10.000 3.015 A-13 23.91 10.00 10.87 A-8 Curb 4.520 3.512 10.000 1.007 A-11 17.68 10.00 8.77 Page 9 A-13 4 ft-22 A-21 A-25 A-26 Curb Curb Curb Curb Curb Curb 7.586 2.992 6.063 5.363 3.779 3.164 5.466 2.870 4.162 3.860 2.032 1.837 Sag Inlets Configuration Data. stmOutput 10.000 10.000 10.000 10.000 10.000 10.000 2.120 0.122 1. 901 1. 503 1. 747 1.327 A-18 A-18 A-7 A-23 A-27 A-28 19.71 12.03 21. 05 19.73 14.34 13.06 10.00 10.00 10.00 10.00 5.00 5.00 12.10 8.53 9.63 9.20 8.97 8.37 ================================================================================== Inlet Inlet Length/ Grate ID Type Perim. Area A-15 A-17 A-3 A-4 A-11 A-12 A-27 A-28 A-19 A-20 A-23 A-24 -18 9 A-30 A-31 (ft) (sf) Curb 15.00 Grate 12 .30 Curb 15.00 Curb 5.00 Curb 10.00 Curb 5.00 Curb 5.00 Curb 5.00 Grate 12.30 Grate 12.30 Curb 10 .00 Curb 5.00 Curb 15.00 Grate 12 .30 Curb 10.00 Curb 5.00 n/a 3.00 n/a n/a n/a n/a n/a n/a 3.00 9.00 n/a n/a n/a 3.00 n/a n/a Sag Inlets Computation Data. Left-Slope Long Trans ( % ) ( % ) 0.60 3.00 1.00 3.00 0.60 3.00 0.60 3.00 0.60 3.00 1.11 3.00 0.89 3.00 0.50 3.00 1.50 3.00 1.50 3.00 0.60 3.00 2.69 3.00 0.75 3.00 1.00 3.00 0.75 3.00 0.75 3.00 Right-Slope Long Trans ( % ) ( % ) Gutter n DeprW (ft) 0.60 0.50 0.60 0.60 1.11 0.60 0.50 0.89 0.50 1. 50 2.69 0.60 0.75 1. 00 0.75 0.75 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 3.00 0.014 2.00 n/a 2.00 2.00 2.00 2.00 2.00 2 .00 n/a n/a 2.00 2 .00 2.00 n/a 2.00 2.00 Depth Allowed (ft) 0.39 0.50 0.39 0.39 0.39 0.39 0.39 0.39 0.50 0.50 0.39 0.39 0.39 0.50 0.39 0.39 Critic Elev. (ft) 323 .88 327.00 328.85 328.85 324 .74 324.73 320.72 320 .72 321. 00 329.75 326 .52 326.52 321.56 322 .94 317.85 317.85 ================================================================================ Inlet Inlet ID Type A-15 A-17 A-3 A-4 A-11 A-12 A-27 A-28 A-19 A-20 A-23 A-24 A-18 Curb Grate Curb Curb Curb Curb Curb Curb Grate Grate Curb Curb Curb Length Grate Perim Area (ft) (ft) (sf) 15.00 n/a 15.00 5.00 10.00 5.00 5.00 5.00 n/a n/a 10.00 5.00 15.00 n/a 12.30 n/a n/a n/a n/a n/a n/a 12.30 12.30 n/a n/a n/a n/a 3.00 n/a n/a n/a n/a n/a n/a 3.00 9.00 n/a n/a n/a Total Q Inlet Capacity (cfs) (cfs) 42.080 4.908 13.581 1.476 4.281 1. 406 5.262 6.388 7.746 16.809 4.075 1.199 6.754 Page 10 20.648 8.551 10.419 4.818 7.618 4.818 4.818 4.818 8.551 10.068 7.618 4.818 10.419 Total Head (ft) 1.100 0.256 0.465 0 .177 0.266 0.172 0.414 0.471 0.347 0.581 0.257 0.154 0.292 Ponded Width Left Right (ft) (ft) 22.87 54.28 5.07 6.63 3.30 5.80 10.13 9.37 10.60 14 .19 1. 37 4.73 9.20 10 .03 8.50 15 .27 2.20 8.83 2.17 8.70 10.90 10.05 10.95 7.47 0.83 8.53 stmOutput A-29 Grate n/a 12.30 3.00 11.588 8.551 0.516 10.30 10.30 30 Curb 10.00 n/a n/a 8.520 7.618 0.420 9.65 9.65 -31 Curb 5.00 n/a n/a 2 .881 4.818 0.277 6.45 6.45 -------------------------------------------------------------------------------- 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) --------------------------------------------------------------------------------- A-1 Curb 0.550 0.83 13.97 10.06 0.000 0.00 4.594 A-9 Curb 0.350 0.59 12.54 10.57 0.000 0.00 2.183 A-15 Curb 0.286 30.08 46.73 5.17 0.000 0.00 4 4. 4 62 A-17 Grate 0.350 1. 84 24.15 7.62 0.000 0.00 4.908 A-2 Curb 0.550 1. 52 14.09 10.02 0.000 0.00 8.380 A-10 Curb 0.408 0.83 12.65 10.53 0.000 0.00 3.564 A-3 Curb 0.542 2.68 12.41 10.62 0.000 0.00 15.420 A-4 Curb 0.553 4.37 14.79 9.80 0.000 0.00 23.661 A-11 Curb 0.546 7.52 18 .75 8.72 0.000 0.00 35.791 A-12 Curb 0.551 7.68 18.81 8.70 0.000 0.00 36.786 A-6 Curb 0.533 1. 29 10.00 11. 64 0.000 0.00 8.004 A-5 Curb 0.503 0.46 10.00 11.64 0.000 0.00 2.690 A-7 Curb 0.653 0.75 14.84 9 .78 0.000 0.00 4.787 A-8 Curb 0.565 6.06 18.64 8 .74 0.000 0.00 29.911 A-13 Curb o:sso 0.78 12.32 10.65 0.000 0.00 4.570 -14 Curb 0.550 8.95 19.48 8 .55 0.000 0.00 42.098 22 Curb 0.755 0.69 10.00 11. 64 0.000 0.00 6.063 A-21 Curb 0.324 11. 00 32.07 6 .49 0.000 0.00 23.145 A-25 Curb 0.755 0.43 10.00 11. 64 0.000 0.00 3.779 A-26 Curb 0.365 12.28 32.83 6.40 0.000 0.00 28.722 01 CircMh 0.445 76.51 48.22 5 .07 0.000 0.00 172.445 A-27 Curb 0.375 42.81 47 .46 5 .12 0.000 0.00 82.121 A-28 Curb 0.434 72.27 47.52 5.11 0.000 0.00 160.357 A-19 Grate 0 .371 42.41 47.36 5.13 0.000 0.00 80.671 A-20 Grate 0.263 9.83 31. 96 6.50 0.000 0.00 16.809 A-23 Curb 0.650 0.34 10.00 11. 64 0.000 0.00 2.572 A-24 Curb 0.661 0.49 10.15 11.57 0.000 0.00 3.749 Jl JnctBx 0.550 1. 52 14.09 10.02 0.000 0.00 8.380 J2 JnctBx 0.553 4.37 14.79 9 .80 0.000 0.00 23.661 J3 JnctBx 0.551 7.68 18.81 8.70 0.000 0.00 36.786 J4 JnctBx 0 .408 0.83 12.65 10.53 0.000 0.00 3.564 JS JnctBx 0.339 11.49 32.22 6.47 0.000 0.00 25.180 J6 JnctBx 0.3 39 11. 49 32.22 6.47 0.000 0.00 25.180 J8 JnctBx 0.434 72.27 47 .52 5.11 0.000 0.00 160.357 A-33 JnctBx 0.517 28.77 33.10 6.37 0.000 0.00 94.772 J9 JnctBx 0.445 76.51 48.22 5.07 0.000 0.00 172.445 A-18 Curb 0.365 41. 08 47.10 5.14 0.000 0.00 77.193 A-29 Grate 0.305 31. 44 46.84 5.16 0.000 0.00 49.539 A-30 Curb 0.600 1. 22 10.00 11.64 0.000 0.00 8.520 A-31 Curb 0.631 4.24 12.02 10.77 0.000 0.00 28.801 Page 11 stmOutput A-32 JnctBx 0 .630 2 .69 12.00 10.78 0 .000 0.00 18.26S Conveyance Configuration Data ================================================================================== Run# 1 2 3 4 s 6 7 8 9 10 11 12 13 14 lS 16 20 21 22 23 24 2S 26 27 28 29 30 31 32 33 34 3S 36 37 38 39 40 Node I .D. US DS A-1 A-2 Jl A-S A-6 A-3 A-4 J2 A-7 A-8 A-9 A-10 J4 A-11 A-12 J3 A-13 A-14 A-17 A-lS A-18 A-19 A-27 A-20 A-22 A-21 A-23 A-24 JS J6 A-2S A-26 A-33 A-28 J8 J9 A-29 A-31 A-32 A-30 A-2 Jl A-4 A-6 A-3 A-4 J2 A-8 A-8 A-11 A-10 J4 A-11 A-12 J3 A-14 A-14 A-18 A-lS A-29 A-19 A-27 A-28 A-21 A-21 JS A-24 JS J6 A-26 A-26 A-33 A-28 J8 J9 01 A-18 J9 A-31 A-31 Flowline Elev. US DS (ft ) (ft) 327 .68 32 7 .40 326 .9S 32S.92 32S.SO 324.S2 324 .2S 323.83 321. 86 321.20 324.27 323 .79 323.20 319.93 319.48 318.9S 318 .41 316 .98 322.19 319.SO 316 .09 314.77 314.24 32S .68 324.86 324.13 323 .42 323.lS 321 .10 320.29 319 .68 318.4S 316 .83 313.63 311.71 311.29 318 .70 313 .19 313 .79 314 .S3 327.SO 327.0S 324.8S 32S.7S 32S.02 324.3S 323.93 321.30 321. 69 320.43 323.89 323 .30 320.93 319.S8 319 .0S 317.S8 318.23 316.19 320.SO 318.70 314 .87 314.34 313.92 324.23 324.63 321.70 323.2S 322.10 320 .39 318 .SS 319.4S 317.33 314.13 312.31 311. 39 311.10 316.69 312.39 313.69 314.19 Shape # Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 1 Circ 2 Circ 2 Circ 2 Circ 2 Circ 1 Circ 1 Circ 1 Circ 1 Page 12 Span (ft) 0 .00 0.00 0 .00 0.00 0 .00 0 .00 0.00 0.00 0.00 0.00 0.00 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 0.00 Rise (ft) 1. so 1. so 1. so 1. so 1. so 2.00 2.00 2.00 1. so 2.00 1. so 1. so 1. so 2 .SO 2.SO 2 .SO 1. so 3.00 1. so 2.SO 3.00 3.00 3.00 2.00 1. so 2.00 1. so 1. so 2.SO 2.SO 1. so 2.SO 3 .00 3 .SO 4.00 4 .00 2 .SO 2.SO 2 .00 1. so Length (ft) 34.00 71. 00 202.00 34.00 48.79 34 .00 43.00 179.SO 34.00 63.24 34.00 42.99 202 .00 34.7S 42.SO 270 .2S 34.00 160.SO 169 .49 69.46 174.Sl 62.00 46 .SO 73.90 42 .2S 109 .17 3S.OO 44.71 92.93 219.39 4S .SO 140.01 137.94 284 .67 77.98 48.87 174.S4 107 .0S 10 .00 34 .00 Slope ( % ) O.S3 0.49 1. 04 o.so 0 .98 o.so 0.74 1. 41 o.so 1. 22 1.12 1.14 1.12 1. 01 1. 01 O.Sl O.S3 0.49 1. 00 l. lS 0.70 0.69 0.69 1. 96 O.S4 2 .23 0.49 2.3S 0.76 0.79 O.Sl 0.80 1. 96 0.46 0.41 0.39 l. lS 0.7S 1. 00 1. 00 n value 0.012 0.012 0.012 0 .012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0 .012 0 .012 0.012 0.012 0.012 0 .012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 stmOutput onveyance Hydraulic Computations. Tail water = 310.870 (ft) ================================================================================== Hydraulic Grade line Depth Velocity June Run# us Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) ( % ) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) ---------------------------------------------------------------------------------- 1* 328.73 328.71 0.163 0.80 1. 21 4.82 3.00 4.59 8 .28 0.000 2 328.71 328.17 0.542 1. 31 1. 31 5.11 5.11 8.38 7.99 0.000 3* 328.07 326.51 0.542 0.94 1. 50 7.16 4.74 8.38 11. 60 0.000 4* 326.89 326.89 0.056 0.60 1.14 4.10 1. 87 2.69 8.05 0.000 5* 326.89 32 6. 65 0.495 0.93 1. 50 6.94 4.53 8.00 11. 29 0.000 6 326.65 326.51 0.396 1. 47 2.00 6.24 4.91 15.42 17.33 0.000 7 326.51 326.11 0.932 2.00 2.00 7.53 7.53 23.66 21.14 0.000 8* 326.11 324.44 0.932 1. 37 2.00 10.34 7.53 23.66 29.10 0.000 9* 324.50 324.44 0.177 0.83 1. 50 4.76 2.71 4.79 8.05 0.000 10 324.44 323.50 1. 489 2.00 2.00 9.52 9.52 29 .91 27.05 0.000 11* 324.71 324.35 0.037 0.43 0.46 5.15 4.71 2.18 12.03 0.000 12* 324.35 323.92 0.098 0.56 0.62 5.97 5.16 3.56 12.15 0.000 13* 323.92 323.50 0.098 0.56 1. 50 5.93 2.02 3.56 12.07 0.000 14* 323.50 323.27 0.649 1. 70 2.50 10.07 7.29 35 .79 44.60 0.000 15* 323.27 322.98 0.685 1. 73 2.50 10.16 7.49 36.79 44.70 0.000 16 322.98 321. 13 0.685 2.50 2.50 7.49 7.49 36. 79 31.64 0.000 17* 321.19 321. 13 0.161 0.80 1. 50 4.79 2.59 4.57 8.28 0.000 18* 321.13 320.59 0.339 2.09 3.00 8.02 5.96 42.10 50.70 0.000 * 323.77 323.45 0.186 0.69 1. 50 6.20 2.78 4.91 11. 37 0.000 * 323.45 322.76 1.001 1. 91 2.50 11. 03 9.06 44.46 47.70 0.000 21 320.59 318.60 1.141 3.00 3.00 10.92 10.92 77.19 60.42 0.000 22 318.60 317.82 1.246 3.00 3.00 11. 41 11. 41 80.67 60.18 0.000 23 317.82 316.91 1. 291 3.00 3.00 11. 62 11. 62 82.12 59.95 0.000 24* 326.68 325.29 0.470 0.99 1. 06 10.86 9.99 16.81 34.34 0.000 25* 325.81 325.58 0.284 0.95 0.95 5.14 5.14 6.06 8.40 0.000 26* 325.29 322.86 0.892 1.16 1.16 12.30 12 .30 23.15 36.57 0.000 27* 324.01 323.84 0.051 0.59 0.59 4.02 4.02 2.57 7.93 0.000 28* 323.62 322.57 0.109 0.47 0.47 7.86 7.86 3.75 17.44 0.000 29* 322.57 321. 85 0.321 1. 46 1. 46 8.42 8.42 25.18 38.85 0 .000 30* 321. 7 4 320.02 0.321 1. 45 1. 47 8.56 8.37 25.18 39.58 0.000 31* 320.40 320.17 0.110 0.72 0.72 4.50 4.50 3.78 8.09 0.000 32* 320.02 318.90 0.418 1. 57 1. 57 8.83 8.83 28.72 39.75 0.000 33* 318.35 316.91 0.430 1. 44 2.78 14.07 6.93 94.77 202.23 0.000 34 316.91 315.11 0.541 3.28 3.28 8.56 8.56 160.36 148.46 0 .000 35 314.43 314.23 0.265 2.72 2.84 8.82 8.41 160.36 199.40 0.000 36 314.23 314.04 0.307 2.94 2 .94 8.72 8.72 172.45 194.09 0.000 37* 322.76 320.59 1. 243 2.15 2.50 11. 04 10.09 49.54 47.69 0.000 38* 314.81 314.23 0.420 1. 62 1. 84 8.55 7.45 28 .80 38.42 0.000 39* 315.08 314.98 0.555 1. 29 1. 29 8.53 8.53 18.26 24.51 0.000 40* 315.50 315.16 0.560 0.97 0.97 7.08 7.08 8.52 11.38 0.000 ===================================END============================================ * Super critical flow. Page 13 stmOutput ORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 10 Years Capacity of grade inlet exceeded at inlet Id= A-1 Total flow is <= then allowable carryover flow at inlet Id= A-1 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-9 Total flow is <= then allowable carryover flow at inlet Id= A-9 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-2 Total flow is <= then allowable carryover flow at inlet Id= A-2 A minimum drain size was assigned to this inlet. Total flow is <= then allowable carryover flow at inlet Id= A-10 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-6 Total flow is <= then allowable carryover flow at inlet Id= A-6 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-5 Total flow is <= then allowable carryover flow at inlet Id= A-5 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-7 Total flow is <= then allowable carryover flow at inlet Id= A-7 A minimum drain size was assigned to this inlet . pacity of grade inlet exceeded at inlet Id= A-8 tal flow is <= then allowable carryover flow at inlet Id= A-8 A minimum drain size was assigned to this inlet . Capacity of grade inlet exceeded at inlet Id= A-13 Total flow is <= then allowable carryover flow at inlet Id= A-13 A minimum drain size was assigned to this inlet . Capacity of grade inlet exceeded at inlet Id= A-14 Total flow is <= then allowable carryover flow at inlet Id= A-14 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-22 Total flow is <= then allowable carryover flow at inlet Id= A-22 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-21 Total flow is <= then allowable carryover flow at inlet Id= A-21 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-25 Total flow is <= then allowable carryover flow at inlet Id= A-25 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-26 Total flow is <= then allowable carryover flow at inlet Id= A-26 A minimum drain size was assigned to this inlet . Computed left ponded width exceeds allowable width at inlet Id= A-15 Capacity of sag inlet exceeded at inlet Id= A-15 Grate inlet in sag Id=A-17 has a % reduction safety factor= 25 Computed left ponded width exceeds allowable width at inlet Id= A-17 Page 14 stmOutput Computed right ponded width exceeds allowable width at inlet Id= A-3 te inlet in sag Id=A-19 has a % reduction safety factor 25 rate inlet in sag Id=A-20 has a % reduction safety factor 25 Capacity of sag inlet exceeded at inlet Id= A-20 Grate inlet in sag Id=A-29 has a % reduction safety factor 25 Capacity of sag inlet exceeded at inlet Id= A-29 Discharge decreased downstream node Id= Jl Previous intensity used. Discharge decreased downstream node Id= J2 Previous intensity used. Discharge decreased downstream node Id= J4 Previous intensity used. Discharge decreased downstream node Id= J3 Previous intensity used. Discharge decreased downstream node Id= J6 Previous intensity used. Discharge decreased downstream node Id= JS Previous intensity used. Tailwater set to uniform depth elevation 313.44(ft) Runoff Frequency of: 100 Years Capacity of grade inlet exceeded at inlet Id= A-1 Total flow is <= then allowable carryover flow at inlet Id= A-1 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-9 Total flow is <= then allowable carryover flow at inlet Id~ A-9 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-2 Total flow is <= then allowable carryover flow at inlet Id= A-2 A minimum drain size was assigned to this inlet. Total flow is <= then allowable cairyover flow at inlet Id= A-10 A minimum drain size was assigned to this inlet. pacity of grade inlet exceeded at inlet Id= A-6 tal flow is <= then allowable carryover flow at inlet Id= A-6 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-5 Total flow is <= then allowable carryover flow at inlet Id= A-5 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-7 Total flow is <= then allowable carryover flow at inlet Id= A-7 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-8 Total flow is <= then allowable carryover flow at inlet Id= A-8 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-13 Total flow is <= then allowable carryover flow at inlet Id= A-13 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-14 Total flow is <= then allowable carryover flow at inlet Id= A-14 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-22 Total flow is <= then allowable carryover flow at inlet Id= A-22 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-21 Total flow is <= then allowable carryover flow at inlet Id= A-21 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-25 Page 15 stmOutput Total flow is <= then allowable carryover flow at inlet Id= A-25 A minimum drain size was assigned to this inlet . apacity of grade inlet exceeded at inlet Id= A-26 Total flow is <= then allowable carryover flow at inlet Id= A-26 A minimum drain size was assigned to this inlet. Computed left ponded width exceeds allowable width at inlet Id= A-15 Capacity of sag inlet exceeded at inlet Id= A-15 Grate inlet in sag Id=A-17 has a % reduction safety factor = 25 Computed left ponded width exceeds allowable width at inlet Id= A-17 Computed right ponded width exceeds allowable width at inlet Id= A-3 Capacity of sag inlet exceeded at inlet Id= A-3 Capacity of sag inlet exceeded at inlet Id= A-27 Capacity of sag inlet exceeded at inlet Id= A-28 Grate inlet in sag Id=A-19 has a % reduction safety factor = 25 Grate inlet in sag Id=A-20 has a % reduction safety factor = 25 Computed left ponded width exceeds allowable width at inlet Id= A-20 Capacity of sag inlet exceeded at inlet Id= A-20 Grate inlet in sag Id=A-29 has a % reduction safety factor = 25 Capacity of sag inlet exceeded at inlet Id= A-29 Capacity of sag inlet exceeded at inlet Id= A-30 Discharge decreased downstream node Id= Jl Previous intensity used. Discharge decreased downstream node Id= J2 Previous intensity used. Discharge decreased downstream node Id= J4 Previous intensity used. Discharge decreased downstream node Id= J3 Previous intensity used. Discharge decreased downstream node Id~ J6 Previous intensity used. Discharge decreased downstream node Id= J8 Previous intensity used. ilwater set to uniform depth elevation 314.04(ft) n# 34 Insufficient capacity. Run# 23 Insufficient capacity. Run# 22 Insufficient capacity. Run# 21 Insufficient capacity. Run# 37 Insufficient capacity. Run# 16 Insufficient capacity. Run# 10 Insufficient capacity. Run# 7 Insufficient capacity. Run# 2 Insufficient capacity. Page 16 . Storm (STORM DRAIN DESIGN) PROJECT NAME : 202 JOB NUMBER 316 PROJECT DESCRIPTION DESIGN FREQUENCY ANALYSYS FREQUENCY MEASUREMENT UNITS: S4-P2-System C 10 Years 100 Years ENGLISH stmOutput OUTPUT FOR DESIGN FREQUENCY of: 10 Runoff Computation for Design Frequency. Years Version 3.05, Jan. 25, 2002 Run @ 9/27/2007 9:25 :46 AM ============================================================================= ID C-1 C-2 C-3 C Value 0 .75 0 .75 0.65 Area (acre) 0.18 0.25 3.27 Tc (min) 10.00 10 .00 10 .00 Tc Used (min) 10 .00 10.00 10.00 Intensity (in/hr) 8.63 8.63 8.63 Supply Q (cfs) 0.000 0.000 0.000 Total Q (cfs) 1.166 1.619 18.353 g Inlets Configuration Data. ================================================================================== Inlet ID C-1 C-2 Inlet Length/ Grate Type Perim. Area Curb Curb (ft) (sf) 5.00 5.00 n/a n/a Sag Inlets Computation Data. Left-Slope Long Trans ( % ) ( % ) 0 .90 2.00 0.90 2.00 Right-Slope Long Trans ( % ) ( % ) Gutter n DeprW (ft) 0.50 0.50 2.00 0.014 2.00 0.014 2 .00 2 .00 Depth Allowed (ft) 0.50 0.50 Critic Elev. (ft) 316.70 316.70 ================================================================================ Inlet ID C-1 C-2 Inlet Type Curb Curb Length (ft) 5 .00 5 .00 Grate Perim Area (ft) (sf) n/a n/a n/a n/a Total Q Inlet Capacity (cfs) (cfs) 1.166 1. 619 6.993 6.993 Total Head (ft) 0.151 0.189 Ponded Width Left Right (ft) (ft) 5.70 6.45 6.35 7.20 Cumulative Junction Discharge Computations ================================================================================= Node I. D. Node Type Weighted C-Value Cumulat. Cumulat. Intens. Dr.Area Tc Page 1 User Additional Supply Q Q in Node Total Disch. stmOutput (acres) (min) (in/hr) cfs) (cfs) (cfs) ------------------------------------------------------------------------------ Curb 0.662 3 .70 10 .14 8.59 0 .000 0.00 21.020 C-2 Curb 0.657 3.52 10 .02 8.63 0.000 0.00 19.951 C-3 JnctBx 0.650 3 .27 10.00 8 .63 0.000 0.00 18.353 OUT3 JnctBx 0.662 3 .70 10 .14 8.59 0 .000 0.00 21. 020 Conveyance Configuration Data ================================================================================== Run# 1 2 3 Node I.D. US DS C-1 C-2 C-3 OUT3 C-1 C-2 Flowline Elev. US DS (ft) (ft) 311.25 311.58 311. 73 311.00 311. 35 311.68 Shape # Circ 1 Circ 1 Circ 1 Span (ft) 0.00 0.00 0.00 Rise (ft) 2.50 2.50 2.50 Length (ft) 50.00 45.00 10.00 Conveyance Hydraulic Computations . Tailwater = 310 .300 (ft) Slope ( % ) 0.50 0.51 0.50 n value 0.012 0 .012 0.012 ================================================================================== Run# 2* 3* Hydraulic Gradeline Depth US Elev DS Elev Fr.Slope Unif. Actual (ft) (ft) (%) (ft) (ft ) 312.75 313.03 313.10 312.50 312 .80 313 .05 0.224 0.202 0 .171 1. 50 1. 45 1. 37 1. 50 1. 45 1. 37 Velocity Unif . Actual (f/s) (f/s ) 6 .81 6.78 6 .68 6.81 6 .78 6 .68 Q (cfs) 21. 02 19.95 18.35 Cap (cfs) 31. 42 31.77 31. 42 June Loss (ft) 0.000 0.000 0.000 ================================================================================== OUTPUT FOR ANALYSYS FREQUENCY of: 100 Ye a rs ============================================= Runoff Computation for Analysis Frequency. ============================================================================= ID C-1 C-2 C-3 C Value 0.75 0.75 0.65 Area (acre) 0.18 0.25 3.27 Tc (min) 10 .00 10.00 10.00 Sag Inlets Configuration Data . Tc Used (min) 10.00 10.00 10 .00 Intensity (in/hr ) 11.64 11. 64 11.64 Supply Q (cfs) 0.000 0.000 0 .000 Total Q (cfs) 1. 571 2.182 24.739 ================================================================================== Page 2 stmOutput Inlet Length/ Grate Left-Slope Right-Slope Gutter Depth Critic Type Perim. Area Long Trans Long Trans n DeprW Allowed Elev. (ft) (sf) ( % ) ( % ) ( % ) ( % ) (ft) (ft) (ft) ---------------------------------------------------------------------------------- C-1 Curb 5.00 n/a 0.90 2.00 0.50 2.00 0.014 2.00 0.50 316.70 C-2 Curb 5 .00 n/a 0.90 2.00 0.50 2.00 0.014 2.00 0.50 316.70 Sag Inlets Computation Data. ================================================================================ Inlet Inlet ID Type C-1 C-2 Curb Curb Length Grate Perim Area (ft) (ft) (sf) 5.00 5.00 n/a n/a n/a n/a Total Q Inlet Capacity (cfs) (cfs) 1.571 2.182 6.993 6.993 Cumulative Junction Discharge Computations Total Head (ft) 0.185 0.230 Ponded Width Left Right (ft) (ft) 6.40 7.20 7.15 8.05 ================================================================================= Node I. D. C-1 C-2 3 T3 Node Type Curb Curb JnctBx JnctBx Weighted C-Value 0.662 0.657 0.650 0.662 Cumulat. Cumulat. Intens. Dr.Area (acres) 3.70 3.52 3.27 3.70 Tc (min) 10.13 10.02 10.00 10.13 (in/hr) 11. 58 11 .63 11.64 11. 58 Conveyance Configuration Data User Supply Q cfs) 0.000 0.000 0.000 0.000 Additional Q in Node (cfs) 0.00 0.00 0.00 0.00 Total Disch. (cfs) 28.347 26.896 24.739 28.347 ================================================================================== Run# 1 2 3 Node I. D. US DS C-1 C-2 C-3 OUT3 C-1 C-2 Flowline Elev. US DS (ft) (ft) 311.25 311.58 311.73 311.00 311. 35 311.68 Shape # Circ 1 Circ 1 Circ 1 Span (ft) 0.00 0.00 0.00 Rise (ft) 2.50 2.50 2.50 Length (ft) 50.00 45.00 10.00 Conveyance Hydraulic Computations. Tailwater = 310.870 (ft) Slope ( % ) 0.50 0.51 0.50 n value 0.012 0.012 0.012 ================================================================================== Hydraulic Gradeline Depth Run# US Elev DS Elev Fr.Slope Unif. Actual 1 2* (ft) (ft) (%) (ft) (ft) 313.11 313.34 312.86 313.11 0.407 0.366 1. 86 1. 76 1. 86 1. 76 Page 3 Velocity Unif. Actual (f/s) (f/s) 7.26 7.29 7.26 7.29 Q (cfs) 28 .35 26.90 Cap (cfs) 31. 42 31.77 June Loss (ft) 0.000 0.000 stmOutput 313.41 313.36 0.310 1. 68 1. 68 7 .05 7.05 24.74 31.42 0.000 -================================END============================================ * Super critical flow . NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 10 Years Tailwater set to uniform depth elevation Runoff Frequency of: 100 Years Tailwater set to uniform depth elevation 312.50(ft) 312.86(ft) Page 4 (STORM DRAIN DESIGN) PROJECT NAME : 202 JOB NUMBER 316 PROJECT DESCRIPTION DESIGN FREQUENCY ANALYSYS FREQUENCY MEASUREMENT UNITS: S4-P2-System D 10 Years 100 Years ENGLISH stmOutput OUTPUT FOR DESIGN FREQUENCY of: 10 Years =========================================== Runoff Computation for Design Frequency. Version 3.05, Jan. 25, 2002 Run @ 9/27/2007 9:27:42 AM ============================================================================= ID D-1 D-2 D-3 C Value 0.75 0.75 0 .65 Area (acre) 0. 40 0.58 3.43 Tc (min) 10.00 10.00 10 .00 g Inlets Configuration Data . Tc Used (min) 10.00 10.00 10.00 Intensity (in/hr) 8.63 8.63 8.63 Supply Q (cfs) 0.000 0 .000 0.000 Total Q (cfs) 2.590 3.756 19.251 ================================================================================== Inlet ID D-1 D-2 Inlet Length/ Grate Type Perim. Area (ft) (sf) Curb 10.00 Curb 10.00 n/a n/a Sag Inlets Computation Data . Left-Slope Long Trans ( % ) ( % ) 0.60 2.00 0 .60 2 .00 Right-Slope Long Trans ( % ) ( % ) Gutter n DeprW (ft) 0.90 0.90 2.00 0.014 2.00 0.014 2 .00 2.00 Depth Allowed (ft) 0.50 0.50 Critic Elev. (ft) 314.67 314.67 ================================================================================ Inlet Inlet ID Type D-1 D-2 Curb Curb Length Grate Perim Area (ft) (ft) (sf) 10 .00 10.00 n/a n/a n/a n/a Total Q Inlet Capacity (cfs) (cfs) 2 .590 3.756 11.059 11.059 Cumulative Junction Discharge Computations Total Head (ft) 0.190 0.243 Ponded Width Left Right (ft) (ft) 8.30 9.55 7.70 8.85 ================================================================================= Node I. D. Node Type Weighted C-Value Cumulat. Cumulat . Intens. Dr.Area Tc Page 1 User Additional Supply Q Q in Node Total Disch. stmOutput (acres) (min) (in/hr) cfs) (cfs) (cfs) ------------------------------------------------------------------------------ 1 Curb 0.672 4.41 10.11 8.59 0.000 0.00 25.479 D-2 Curb 0.664 4.01 10.02 8.63 0.000 0.00 22.987 D-3 JnctBx 0.650 3.43 10.00 8.63 0.000 0.00 19.251 OUT4 JnctBx 0.672 4.41 10.11 8.59 0.000 0 .00 25.479 Conveyance Configuration Data ================================================================================== Run# 1 2 3 Node I.D. US OS D-1 D-2 D-3 OUT4 D-1 D-2 Flowline Elev. US OS (ft) (ft) 308.77 309.11 308.85 308.32 308.77 308.77 Shape # Circ 1 Circ 1 Circ 1 Span (ft) 0.00 0.00 0.00 Rise (ft) 2.50 2.50 2.50 Length (ft) 60.00 45.00 10.00 Conveyance Hydraulic Computations. Tailwater = 310.300 (ft) Slope ( % ) 0.75 0.76 0.80 n value 0.012 0.012 0.012 ================================================================================== Run# 3* Hydraulic Gradeline Depth US Elev OS Elev Fr.Slope Unif. Actual (ft) (ft) (%) (ft) (ft) 310.50 310.54 310.56 310.30 310.50 310.54 0.329 0.268 0.188 1. 48 1. 39 1. 23 1. 98 1. 73 1. 77 Velocity Unif. Actual (f/s) (f/s) 8.39 8.22 8.00 6.11 6.35 5.17 Q (cfs) 25.48 22.99 19.25 Cap (cfs) 38.49 38.63 39.75 June Loss (ft) 0.000 0.000 0.000 ================================================================================== OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years ============================================= Runoff Computation for Analysis Frequency. ============================================================================= ID D-1 D-2 D-3 C Value 0.75 0.75 0.65 Area (acre) 0.40 0.58 3.43 Tc (min) 10.00 10.00 10.00 Sag Inlets Configuration Data. Tc Used (min) 10.00 10.00 10.00 Intensity (in/hr) 11.64 11.64 11.64 Supply Q (cfs) 0.000 0.000 0.000 Total Q (cfs) 3.492 5.063 25.950 ================================================================================== Page 2 stmOutput Inlet Inlet Length/ Grate Left-Slope Right-Slope Gutter Depth Critic Type Perim. Area Long Trans Long Trans n DeprW Allowed Elev. (ft) (sf) ( % ) ( % ) ( % ) ( % ) (ft) (ft) (ft) ---------------------------------------------------------------------------------- D-1 Curb 10.00 n/a 0 .60 2.00 0.90 2.00 0.014 2.00 0.50 314.67 D-2 Curb 10.00 n/a 0.60 2 .00 0.90 2.00 0.014 2.00 0.50 314 .67 Sag Inlets Computation Data. ================================================================================ Inlet Inlet ID Type D-1 D-2 Curb Curb Length Grate Perim Area (ft) (ft) (sf) 10.00 10.00 n/a n/a n/a n/a Total Q Inlet Capacity (cfs) (cfs) 3.492 5.063 11. 059 11. 059 Cumulative Junction Discharge Computations Total Head (ft) 0.232 0.297 Ponded Width Left Right (ft) (ft) 9.30 10.70 8.60 9.90 ================================================================================= Node I. D. D-1 D-2 3 T4 Node Type Weighted C-Value Curb 0.672 Curb 0.664 JnctBx 0.650 JnctBx 0 .672 Cumulat. Cumulat. Intens. Dr.Area (acres) 4.41 4.01 3 .43 4.41 Tc (min) 10.11 10.02 10 .00 10.11 (in/hr) 11. 59 11. 63 11. 64 11. 59 Conveyance Configuration Data User Supply Q cfs) 0.000 0.000 0.000 0 .000 Additional Q in Node (cfs) 0.00 0.00 0.00 0.00 Total Disch. (cfs) 34 .358 30.988 25.950 34.358 ================================================================================== Run# Node I.D. 1 2 3 US DS D-1 D-2 D-3 OUT4 D-1 D-2 Flowline Elev. US DS (ft) (ft) 308.77 309.11 308.85 308.32 308.77 308.77 Shape # Circ 1 Circ 1 Circ 1 Span (ft) 0.00 0.00 0.00 Rise (ft) 2.50 2 .50 2.50 Length (ft) 60.00 45.00 10.00 Conveyance Hydraulic Computations. Tailwater = 310.870 (ft) Slope ( % ) 0.75 0.76 0.80 n value 0.012 0.012 0.012 ================================================================================== Hydraulic Gradeline Depth Run# US Elev DS Elev Fr.Slope Unif. Actual 1* 2* (ft) (ft) (%) (ft) (ft) 311.23 311. 35 310.87 311.23 0.598 0.486 1. 84 1. 70 2.50 2.46 Page 3 Velocity Unif. Actual (f/s ) (f/s) 8.89 8.72 7.00 6.34 Q (cfs) 34 .36 30.99 Cap (cfs) 38.49 38.63 June Loss (ft) 0.000 0.000 stmOutput 311. 38 311.35 0.341 1. 47 2.50 8.61 5.29 25.95 39.75 0.000 =================================END============================================ * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 10 Years Runoff Frequency of: 100 Years Page 4