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HomeMy WebLinkAbout78 Development Permit 432 Edelweiss Estates Ph 1 -6STORM DRAINAGE ANALYSIS FOR EDELWEISS ESTATES, PHASES ONE THROUGH SIX COLLEGE STATION, BRAZOS COUNTY, TEXAS PREPARED FOR: BEGONIA CORPORATION 1901 San Jacinto Houston, Texas 77002 OCTOBER, 1996 PREPARED BY: McCLURE ENGINEERING, INC . 1722 Broadmoor, Suite 210 Bryan, Texas 77802 CERTIFICATION I, Michael R McClure, Registered Professional Engineer No. 32740, State of Texas, certify that this report for the drainage design of EDELWEISS ESTATES , PHASES ONE THROUGH SIX, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards· for the owners thereof EDEL WEISS ESTATES DRAINAGE ANALYSIS OCTOBER, 1996 .. s TABLE OF CONTENTS INTRODUCTION GENERAL LOCATION AND DESCRIPTION PRIMARY DRAINAGE SYSTEM SECONDARY DRAINAGE SYSTEM DRAINAGE DESIGN CRITERIA TABLE 1 ASSUMPTIONS CONCLUSION TABLE OF EXHIBITS: EXCERPT FROM FEMA F.I.R.M. DRAINAGE AREA MAP MASTERDEVELOPMENTPLAN RATIONAL DRAINAGE CALCULATIONS INLET COMPUTATIONS PIPE SIZE CALCULATIONS BOX CUL VERT ANALYSIS TRAPEZOIDAL CHANNEL ANALYSIS HEC-1 RUN INPUT DATA OVERALL DRAINAGE AREA MAP LAG TIME COMPUTATIONS HEC-1 RUN HYDROGRAPH@ SCHAFFER ROAD HEC-2RUN FLOOD PROFILES STORM RUNOFF STREET CAPACITY EDEL WEISS ESTA TES DRAINAGE ANALYSIS OCTOBER, 1996 PAGE NO . 1 1 2 2 4 6 7 8 "A" "B-1" "B-2" ''C-1" ''C-2" "C-3" "C-4" "C-5" ''D-1" ''D-2" ''D-3" ''D-4" ''D-5" "E-1" ''E-2" ''F" u STORM DRAINAGE ANALYSIS EDELWEISS ESTATES, PHASES ONE THROUGH SIX INTRODUCTION: This storm drainage report is intended to cover the necessary drainage improvements for the first six phases ofEDELWEISS ESTATES including all of Victoria Avenue, Rock Prairie Road, and Arnold Road. This report also includes infrastructure projections for the future phases of EDELWEISS ESTATES development within the North Fork Lick Creek Drainage Basin. The parameters used for design and the existing conditions of the area are incorporated to show how the final drainage design will accomplish the desired drainage objectives per the City of College Station Drainage Policy and Design Standards (DPDS .) GENERAL LOCATION AND DESCRIPTION: Development within the subdivision will consist of · both commercial and residential construction. The project is located in the southwestern portion of College Station and has frontage on Wellborn, Schaffer, and Arnold Roads, with North Graham, the proposed extension of Rock Prairie Road, and Victoria Avenue crossing the site. The development is adjacent to Westchester Parle, Rock Prairie Elementary School, William's Court and other unplatted areas as shown on Exhibit "B-2" (Master Development Plan). Phases One through Three are adjacent to Schaffer Road and Arnold Road, with William's Court Subdivision to the northwest. Phases Four, Five and Six are on the West side of Victoria Avenue (see Exhibit EDELWEISS ESTATES DRAINAGE ANALYSIS October, 1996 ''B-2"). The site is basically clear of wooded areas and gently rolling with an average of2% slopes . The undeveloped portions of the site are currently used for pasture. PRIMARY DRAINAGE SYSTEM: The majority of the EDELWEISS ESTATES site (193 Acres) drains to the east, into the North Fork ofLick Creek. A small portion of the site (24 .1 Acres) drains to the West, into the Hopes Creek basin. No offsite water crosses the site . Phases One through Four, most of Phase Five and all of Phase Six are in the basin draining to the North Fork of Lick Creek. A small portion of Phase Five drains into the Hopes Creek basin . SECONDARY DRAINAGE SYSTEM: Stormwater flowing from the project site is conveyed to the primary drainage basin m several ways. Water flowing to the North Fork of Lick Creek flows in an undefined natural channel to a culvert under Schaffer Road . Water to Hopes Creek flows to a culvert under Wellborn Road . No portion of the site is within the 100-year flood plain per the Federal Emergency Management Agency Flood Insurance Rate Maps for Brazos County, Texas, Map Number 48041CO182 C, effective July 2, 1992 (see Exhibit "A"). The proposed drainage patterns will not significantly alter the existing conditions . Stormwater traverses the site in several small waterways and in sheet-flow. This condition will be modified in that some of the sheet-flow will be concentrated in curb lines and captured in curb inlets and conveyed to the large detention facility via concrete pipes and box culverts. Exhibit "C-1" shows the Peak Runoff Computations by the Rational formula for the various drainage areas identified in Exhibit EDELWEISS ESTATES DRAINAGE ANALYSIS OCTOBER, 19% 2 detention pond) is not the ultimate water surface of the detention pond, but the elevation of the pond at the peak flow in the pipe during a 10 year design storm. This elevation is generated by a HEC-1 routing (Exhibit ''D'') of the pond using an SCS Type II Storm selected at the appropriate time from a storage routing of the pond. Note that this is very conservative because of the larger hydrographs and longer lags generated by the SCS methods. DRAINAGE DESIGN CRITERIA: All drainage design is in accordance with the City DPDS . The design rainstorm is the 10 year event. Flow calculations for all drainage areas less than 50 Acres are based on the Rational Method (see Exhibits "B" & "C''). Inlet sizing is based on the calculated capacity of a standard recessed inlet for the design street slopes. Pipe sizing is in accordance with Manning's Equation with an "n" of .014 per the DPDS . The storm drains in the streets are designed to convey the IO-year flow without pressure flow. The Open Channel downstream from the detention facility is sized in accordance with Manning's Equation for an "n" of .02 (see Exhibit "C-5"). For calculation purposes, the full flow street capacities are shown on Exhibit "F" in addition to Exhibit "C-2". These are computed using Manning's equation with an "n" value of .018 and all the requirements of the DPDS with respect to ponded width and depth . The capacity of Rock Prairie Road is an exception to this because an "n" value of 0. 014 is used due to the anticipation of concrete pavement being used . Flow calculations and the required detention facilities for all drainage areas greater than 50 Acres are based on the HEC-1 (see Exhibits ''D-1" to ''D-5"). Lag times for HEC-1 are in strict EDEL WEISS ESTA TES DRAINAGE ANALYSIS OCTOBER, 1996 4 accordance with SCS TR-55 (see Exhibit ''D-3") The existing detention basin outlet control structure is designed using a combination of weirs and orifices. Weir flow is based on the equation Q = C * L * H'"3/2 where C = 3 sharp crest, 2 .5 for broad crest L = length of weir H = head in feet , measured from top of weir Orifice flow is based on the equation Q = C * A * (2 * g * H )"'Yi where C = .70 A= area of opening H = head in feet, measured from center of orifice g = 32.2 ft/ sec/\2 The optimum structure contained a 10' x 1.2' orifice located at the bottom of the structure, a 10' x 0.9' orifice located at the middle of the structure (centroid = 304.00) and a 20' weir set at an elevation of305 .5'. The outlet control structure is built around the proposed Double 5' X 5' Culvert proposed under Victoria Road. The entire drainage area was analyzed under four (4) conditions: Condition 1. Undeveloped . The drainage basin as it existed in July, 1992 includes the commercial and industrial areas around Graham Road, the Williams Court and Family Tree subdivisions developed. This condition is used as a baseline for measuring the effectiveness of future detention. Condition 2. This condition assumes that the first three phases of Edelweiss have been EDEL WEISS ESTA TES DRAINAGE ANALYSIS OCTOBER, 1996 5 developed, including the future R-5 and M-1 areas adjacent to Phase Three as shown on the Master Development Plan. Condition 3. This condition assumes all the R-1 zoned areas in the Lick Creek drainage basin flowing to the culvert in Schaffer Road are developed and that the detention basin is in place . Computations for the commercial areas adjoining Wellborn Road and the high density residential areas assume the undeveloped condition. Condition 4 . This condition assumes condition 3 and a developed lag time in the commercial areas and high density residential areas in the drainage basin. These areas are assigned an undeveloped curve number m a very conservative approach to modeling future detained areas. The flows at the study point (the ex . 72" CMP culvert at Schaffer Road) are shown in Table 1. TABLE 1 Storm Event lOOYr 50Yr ~ 10..Yr 5-Yr l..Yr Condition 1 748 644 557 438 337 200 Condition 2 655 566 491 388 301 182 Condition 3 660 592 536 448 367 253 Condition 4 694 620 559 475 388 265 EDEL WEISS ESTATES DRAINAGE ANALYSIS OCTOBER, 1996 6 The outfall condition at Schaffer Road and the North Fork of Lick Creek is such that the 100- year storm attains an elevation of301.3 at Schaffer Road. These calculations conservatively assume that no storage is provided to benefit the peak flow and a downstream elevation of 298 per the City Drainage System Analysis. Lot and street grading in Phases Two & Three has been designed so that the minimum building slab elevation is 304.5. This eliminates any risk of flooding . The channel running through the drainage right of way next to Phase Three is designed to convey the 100-year storm safely away from the residences, with the pilot channel designed to convey 1/3 of the 5-year storm(= 100 CFS) (see Exhibit "C-5"). ASSUMPTIONS: In order to plan the ultimate condition of the drainage basin the following assumptions were made. These assumptions must be adhered to in future development in this drainage basin . 1. The Ultimate Condition of the Culvert at Schaffer Road and the North Fork of Lick Creek will allow the 100-Year Storm to Pass without attaining an elevation greater than 301 . 3 feet (Old City Datum) The existing conditions (72" CMP Culvert and top of road 300.1) allows this condition, with 1.2 feet of water over the top of the road at the deepest point . When the road and drainage structure are improved to their ultimate condition, we assume that the 25-year flood must pass under the road with a foot of free board . This will require (approximately) a double 6' x 6' Culvert . EDELWEISS ESTATES DRAINAGE ANALYSIS OCTOBER, 1996 7 2. All offsite areas and onsite commercial and high density residential areas will provide detention which will make their peak flows equal to or less than their existing flows . The detention calculations on this report are intended to provide detention only for the R-1 · zoning of this development and the areas specifically mentioned . CONCLUSION: The first six phases of the subdivision meet the requirements as stated in the City of College Station Drainage Policy and Design Standards. Furthermore, future phases will be accommodated by the design of these phases. This report demonstrates that the detention facility successfully regulates the peak discharges from the development of the downstream study point (The Schaffer Road Culvert). Table I on 'the text identifies three storms Q2, Qs and Q10 as having a peak discharge greater than the existing conditions. The flows in question have been analyzed using the Army Corps of Engineers program HEC-2 (See Exhibit "E"). For this analysis , the stream station is identical to those shown in Exhibit ''E-2". The increase in flows .08' for the 5 year storm and .03' for the 10 year storm is beyond the accuracy of current analysis techniques and deem insignificant. The analysis of Q2 is not a requirement of the ordinance and is included for information only. Additionally, the analysis technique we have chosen generates the greatest volumes and peak runoffs of the available techniques . A triangular hydrograph analysis of the pond and the entire drainage shed would show that this pond has adequate capacity to detain all floods , and that the EDEL WEISS ESTA TES DRAINAGE ANALYSIS OCTOBER, 1996 8 receiving waters have much lower elevations than those shown. We intentionally use the most conservative approach to minimize the risk to human safety. EDEL WEISS ESTA TES DRAINAGE ANALYSIS OCTOBER. 1996 9 BEACON -------DRIVE ----- Excerpt From Flood Insurance Rate Map No. 48041COl82C Effective Dates July 2, 1992 .·Exhibit •Au "B-1", the Drainage Area Map . Exhibit "C-2" includes the computations to verify the size of the proposed inlets . In Exhibit "C-3", the pipe flow computations are tabulated. In Exhibits "C-4" and "C-5", the capacity computations for the box culverts and open channels are presented. The large detention facility in the city park at the comer of Mortier Drive and Victoria Avenue was built to insure that the post-development flow would not exceed the predevelopment flow from the site. This pond is intended to provide detention for all the R-1 zoned areas in the Lick Creek drainage basin. It is not necessary until the fourth phase because the decrease in lag time caused by improving the hydraulic length in the first three phases decreases the peak runoff at the study point (the existing 72" culvert at Schaffer Road) during these phases. This fact is shown graphically in Exhibit "D-5". This condition changes after the first three phases of development. Note that per the Edelweiss Estates Master Development Plan the Area zoned R-5 in Phase Five, and all commercial areas (zoned C-1, C-3, and A-P) must provide detention onsite, and not use the capacity of the large stormwater detention pond at the intersection of Mortier Drive and Victoria Avenue. Future phases of development along Edelweiss Avenue will be accommodated with the storm drain system and detention facility . Note that junction boxes and pipe stubs will be provided along the Edelweiss Avenue storm drain alignment which will serve the future development on both sides of the road. Hydraulic grade line (HGL) calculations have been projected into the future inlets on the intersecting streets, but this information is preliminary and must be verified as the future phases are submitted for review. The runoff rates used in these calculations reflect all R-1 zoned areas as developed and all other areas as undeveloped. The starting point of the HGL calculations (where the 7' x 4' box culvert empties into the EDEL WEISS ESTA TES DRAINAGE ANALYSIS OCTOBER, 1996 3 EXHIBITS C~l THROUGH C-5 EXHIBIT C-1 Rational Formula Drainage Area Calculations Revised 10/15/96 ~ ~ ~ OI c ~ ~ -~ 0:: _, _, ~ <C ~ w _, u. u. U) c. <C ~ w 0 F= c c _, _, ~ (.) (!) 0:: _, 0:: z z u. u. U) <C w z 5 ~ 5 --<C w <C 0:: ~ 0:: ~ ~ _, ~~ _, ~ _, u z ~ e~ ~ ~ 0:: (!) 0:: _, ~ (!) ... ~ ·-Wz w _, u u . w ffi 0:: 0 :::::> z :::::> _, ii -c g z 0:: o:! 0 >w > <C (!) ~ (!) ~ C'CI er U) ll) 0 c :::::> c:[ 0:: <C ... 0 _, 0 u. (.) uw :::::> a .... NO. AC. 0.4 0.55 0.87 CA ' ' ' ' min min min cf s In/Hr A 6.47 0.00 6.47 0.00 3.56 250 3.0 640 3.5 12.67 30.90 12.67 24.6 7.79 B 1.69 0.00 1.69 0.00 0.93 30 0.5 640 3.5 7.83 27.23 7.83 7.9 9.SO c 0.32 0.00 0.00 0.32 0.28 300 2.0 1 1.0 8.67 6.54 8.67 2.3 9.14 D 0.65 0.25 0.00 0.40 0.45 30 0.5 200 1.6 2.43 7.52 5.00 4.4 10.98 E 8.75 0.00 8.75 0.00 4.81 300 3.0 950 9.5 15.07 34.66 15.07 30.6 7.18 F 1.56 0.56 1.00 0.00 . 0.77 30 0.5 950 6.5 10.22 36.64 10.22 5.9 . 8.56 G 2.64 0.00 2.64 0.00. 1.45 ~15 1.5 500 3.0 7.81 22.97 7.81 12.3 9.51 H 3.58 0.00 3.58 b.oo , 1.97 230 3.0 550 3.0 11.02 27.10 11.02 14.5 8.29 I 0.54 0.54 0.00 0.00 0.22 30 2.0 200 1.0 2.65 9.82 5.00 2.1 10.98 J 2.94 0.00 2.94 0.00 1.62 200 1.5 llOO 11.0 14.71 36.47 14.71 10.4 7.26 K 0.91 0.31 0.00 0.60 0.65 100 1.5 250 1.0 5.25 11.50 ~.25 6.3 10.83 L 3.65 0.00 3.65 0.00 2.01 230 3.0 550 6.0 9.18 22.12 9.18 16.0 8.94 M 3.33 0.00 3.33 0.00 i.83 230 3.0 550 6.0 9.18 22.i2 9.18 14.6 8.94 N 3.20 0.00 3.20 0.00 1.76 230 3.0 550 4.0 10.18 25.09 10.18 13.4 8.57 0 1.72 0.00 1.72 0.00 0.95 ioo 2.0 500 4.0 6.37 19.27 6.37 8.6 10.20 p 1.20 0.00 1.20 0.00 0.66 150 2.0 350 2.0 6.96 18.62 6.96 5.8 9.90 Q 1.10 0.00 1.10 0.00 0.61 150 2.0 350 2.0 6.96 18.62 6.96 5.4 9.90 R 7.12 0.00 5.92 1.20 4.30 150 1.5 1300 11.0 15.43 38.66 15.43 27.0 7.09 s 4.19 0.00 4.19 0.00 2.30 250 1.5 150 2.0 8.71 14.89 8.71 18.7 9.13 T 0.45 0.45 0.00 0.00 0.18 1 1.0 1 1.0 0.00 0.03 5.00 1.8 10.98 u 7.54 0.00 7.54 0.00 4.15 600 6.0 700 7.0 20.04 35.76 20.04 22.7 6.20 1 0.98 0.00 0.98 0.00 0.54 100 0.7 450 2.3 8.18 24.54 8.18 4.5 9.35 2 0.96 0.00 0.96 0.00 0.53 100 0.7 450 2.3 8.18 24.54 8.18 4.4 9.35 3 0.97 0.00 0.97 0.00 0.53 60 0.5 450 2.3 6.91 23.04 6.91 4.7 9.93 4 0.87 0.00 0.87 0.00 0.48 60 0.5 450 2.3 6.91 23.04 6.91 4.2 9.93 5 1.83 0.00 1.83 0.00 1.01 300 1.5 550 2.5 16.87 37.ll 16.87 6.0 6.79 8 2.62 0.00 2.62 0.00 1.44 200 2.0 360 1.8 9.00 22.13 9.00 11.6 9.01 0 ll) .... ll) N a N a cf s In/Hr cfs 27.7 8.91 31.7 8.8 10.83 10.1 2.5 10.43 2.9 4.9 12.51 5.6 3(5 8.21 39.5 6.6 9.78 7.6 13.8 10.85 15.7 16.3 9.47 18.6 2.4 12.51 2.7 11.7 8.31 13.4 7.0 12.33 8.0 17.9 10.20 20.5 16.4 10.20 18.7 15.1 9.79 17.2 9.6 11.63 11.0 6.5 11.29 7.5 6.0 11.29 6.8 30.5 8.12 34.9 21.0 10.42 24.0 2.0 12.51 2.3 25.7 7.ll 29.5 5.0 10.66 5.7 4.9 10.66 5.6 5.3 11.32 6.0 4.8 11.32 5.4 6.8 7.77 7.8 13.0 10.28 14.8 0 0 0 0 .... :!: a In/Hr cf s 11.35 40.4 13.72 12.8 13.23 3.7 15.78 7.1 10.49 50.5 12.42 9.6 13.74 19.9 12.04 23.7 15.78 3.4 10.61 17.2 15.57 10.l 12.95 26.0 12.95 23.7 12.44 21.9 14.70 13.9 14.29 9.4 14.29 8.6 10.37 44.6 13.21 30.4 15.78 2.8 9.12 37.8 13.52 7.3 13.52 7.1 14.32 7.6 14.32 6.9 9.94 10.0 13.05 18.8 VRALLDRA.XLS EXHIBIT C-1 EXHIBIT C-1 Rational Formula Drainage Area Calculations Revised 10/15/96 ~ ~ ~ Cl c ~ ~ -~ 0:: w .J .J II) < ~ .J u.. u.. ~ ~ Q. < ~ w 0 I= c c .J .J J!: (!) 0:: .J 0:: z z u.. u.. ti) < z --< w < 5 j!: 5 0:: j!: 0:: ~ ~ .J ~~ w .J ~ .J ~ z ~ L3 ~ ~ (!) <C ~ ~ 0:: (!) 0:: .J ·-0 Wz w .J u u . w :::> z :::> .J -c 0:: 0 z 0:: w 0:: e >w ~~ ii CIS C' ti) II) 0 c .... :::> < 0:: ct 0::: 0 .J (!) ~ (!) ~ 0 ow :::> a !: NO. AC. 0.4 0.55 0.87 CA ' . ' ' ' min min min cf s In/Hr 9 3.72 0.00 3.72 0.00 2.05 70 0.7 700 3.5 9.98 31.85 9.98 15.8 8.64 10 1.17 0.00 1.17 0.00 0.64 70 0.7 360 1.8 5.94 19.36 5.94 6.0 10.43 11 1.52 0.00 1.52 0.00 0.84 70 0.7 620 3.1. 9.03 29.03 9.03 . 6.7 9.00 12 1.91 0.00 1.91 0.00 1.05 200 2.0 250 1.3 7.69 18.01 7.6_9 9.0 9.56 13 1.72 0.00 1.72 0.00 0.95 200 2.0 250 2.$ 6.82. 15.30 6.82 8.4 9.97 14 0.52 0.00 0.52 0.00 0.29 50 b.5 250 1.3 4.10 14.28 5.00 2.8 10.98 18 2.36 0.00. 2.36 . 0.00 1.30 235 2.0 300 1.5 9.58 21.73 9.58 10.2 8.79 19 1.38 0.00 1.38 0.00 0.76 l35 1.4. 375 1.9 ' t62 "21.i9 7.62 6.5. 9.59 20 0.44 0.00 0.44 0.00 0.24 80 0.8 170 0.8 3.97 11.95 5.00 2.4 10.98 20B 2.80 0.00 2.80 0.00 1.54 200 2.0 450 2.3 10.07 25.40 10.07 11.8 8.61 20C 1.34 0.00 1.34 0.00 0.74 60 0.6 450 2.3 6.77 22.63 6.77 6.6 . 9 .. 99 20D 0.51 0.00 0.51 b.00 0.28 30 1.4 500 2.5 6.29 20.47 6.29 2.6 10.24 21 3.92 3.17 0.00 0.75 1.92 600 3.5 280 1.5 21.75 38.05 21.75 10.0 5.93 22 1.08 0.00 0.00 1.08 0.94 50 0.5 850 6.0 9.70 18.45 9.70 7.3 8.74 23 2.62 0.00 2.42 0.20 1.51 220 1.5 250 1.0 9.61 20.93 9.6.1 11.8 8.78 23A 1.12 0.00 1.12 0.00 0.62 200 0.7 300 1.5 11.54 25.10 11.54 4.4 8.12 24 0.72 0.00 0.57 0.15 0.44 50 1.0 270 1.3 4.11 12.39 5.00 4.4 10.98 24A 2.05 0.00 2.05 0.00 1.13 150 1.2 300 2.0 7.05 18.15 7.05 9.9 9.86 25 0.95 0.00 0.00 0.95 0.83 30 0.5 810 4.0 10.25 20.27 10.25 6.3 8.55 26 1.09 0.00 1.09 0.00 0.60 200 1.5 160 1.0 7.15 15.36 . 7.15 5.3 9.81 27 0.72 0.00 0.52 0.20 0.46 50 1.0 300 2.0 3.93 11.77 5.00 4.5 10.98 28 0.69 0.00 0.30 0.39 0.50 30 0.5 650 3.3 8.23 21.36 8.23 4.2 9.32 29.1 1.65 0.00 1.65 0.00 0.91 170 2.0 410 5.0 6.82 17.07 6.82 8.1 9.97 29.2 2.00 0.00 2.00 0.00 1.1_0 125 1.5 720 8.0 8.44 23.90 8.44 9.1 9.23 30 0.72 0.00 0.55 0.17 0.45 50 1.0 300 1.5 4.41 13.17 5.00 4.4 10.98 31 0.56 0.00 0.40 0.16 0.36 30 0.5 250 1.5 3.26 10.74 5.00 3.5 10.98 33 0.57 0.00 0.00 0.57 0.50 30 0.5 500 3.0 5.98 12.63 5.98 4.6 10.41 34 0.50 0.00 0.35 0.15 0.32 60 1.0 250 1.5 3.81 10.89 5.00 3.2 10.98 0 -II) a £! cf s In/Hr 17.7 9.87 6.7 11.89 7.5 10.27 10.0 10.90 9.4 11.37 j,l 12.5i 11.4 10.03 1.3 10.94 2.7 12.51 13.3 9.83 7.4 11.40 2.9 11.68 11.4 6.81 8.2 9.99 13.2 10.02 5.0 9.28 4.9 12.51 11.1 11.24 7.1 9.76 5.9 11.19 5.1 12.51 4.7 10.64 9.0 11.37 10.2 10.54 4.9 12.51 3.9 12.51 5.2 11.86 3.5 12.51 II) N a cf s 20.2 7.7 8.6 11.5 10.8 3.6 13.0 8.3 3.0 15.l 8.4 3.3 13.1 9.4 15.1 5.7 5.6 12.7 8.1 6.7 5.8 5.4 10.3 11.6 5.6 4.5 5.9 4.0 0 0 0 0 -!: a In/Hr cfs 12.53 25.6 15.02 9.7 13.03 10.9 13.81 14.5 14.38 13.6 15.78 4.5 12.74 16.5 13.86 10.5 15.78 3.8 12.49 19.2 14.42 10.6 14.76 4.1 8.74 16.8 12.68 11.9· 12.72 19.1 11.81 7.3 15.78 7.0 14.23 16.0 12.40 10.3 14.16 8.5 15.78 7.3 13.49 6.8 14.38 13.1 13.36 14.7 15.78 7.1 15.78 5.7 14.99 7.4 15.78 5.1 VRALLDRA.XLS EXIIlBIT C-1 EXHIBIT C-1 Rational Formula Drainage Area Calculations Revised 10/15/96 ~ ~ ~ Cl c § § -j 0:: w ..J ..J IO c:( ~ ..J u.. u.. tr/ ~ a. c:( ~ w 0 F= c c ..J ..J J!: C> 0:: ..J 0:: z z u.. u.. Cl) c:( z --c:( w c( :5 ~ :5 0:: ~ 0:: ~ ~ ..J ~~ w ..J ~ ..J ~ z ~ e~ ~ ~ 0:: C> 0:: ..J ~ C> ~ ·-wz w ..J u u . w ffi 0:: 0 :::> z :::> ..J -c ~ z 0:: D:! 0 >w > c:( C> ~ C> ~ Ci ~iff Cl) IO 0 c :::> c:( 0:: c:( .... 0 ..J 0 u.. 0 :::> a :!: NO. AC. 0.4 0.55 0.87 CA ' ' ' ' min min min cf s In/Hr 35 1.51 0.00 0.51 1.00 1.15 150 1.0 500 3.0 9.77 18.64 9.77 8.9 8.72 36 1.21 0.00 0.60 0.61 0.86 30 0.5 575 3.0 7.25 19.75 7.25 7.5 9.76 37 1.43 0.00 1.20 0.23 0.86 140 1.0 400 4.0 7.27 16.99 7.27 7.5 9.75 38 4.14 0.00 4.14 0.00 2.28 1250 12.0 1 1.0 30.09 .34.02 30.09 . 9.8 4.93 39 6.20 Q.00 6.20 9.00 j,41 1100 8.0 700 4.0 38.22 56.82. 38.22 12.7 4.26 40 0.58 0.00 0.58 0.00 0.32 iOQ 1.0. 400 4.0 5.73 16.65 . 5~73 3.0 10.55 40B 4.27 0.70 3.57 0.00 2.24 1000 11.0 1 1.0 22.49 27.51 22.49 ll.5 5.83 60A 0.99 0.99 0.00 9.00 0.40 400 4.0 1 1.0 9.43 15.66 9.43 3.1 8.84 60B 2.88 2.47 0.00 0.41 1.35 350 3.0 90 0.5 9.93 19.12 9.93 10.4 8.66 65A 0.65 0.00 0.65 0.00 0.36 182 2.0 95 1.0 4.87 9.97 5.00 3.5 10.98 65B 1.18 0.00 1.18 0.00 0.65 213 2.0 244 1.3 8.00 18.23 8.00 5.5 9.42 70 0.77 0.00 0.00 0.77 0.67 30 0.3 800 4.0 10.23 20.46 10.23 5.1 8.55 75 0.35 0.00 0.00 0.35 0.31 30 0.3 300 2.0 3.80 8.45 5.00 3.0 10.98 80 8.61 8.61 0.00 0.00 3.45 500 5.0 500 6.0 15.63 34.66 15.63 21.5 7.05 81 1.89 0.00 1.89 0.00 i.04 330 1.6 1 1.0 11.18 13 . .50 11.i8 7.6 8.24 82A 0.85 0.00 0.85 0.00 0.47 460 5.0 20 0.2 10.57 15.48 10.57 3.5 8.44 82B 1.22 0.00 1.22 0.00 0.67 180 2.0 470 4.0 8.32 21.37 8.32 5.6 9.29 83 1.35 0.00 1.35 0.00 0.74 150 1.5 470 4.0 7.83 20.99 7.83 6.3 9.50 84A 0.21 0.00 0.21 0.00 0.12 100 1.0 1 1.0 2.36 3.29 5.00 1.2 10.98 84B 0.63 0.00 0.63 0.00 0.35 70 0.7 300 1.5 5.22 16.96 5.22 3.4 10.85 85 0.88 0.00 0.88 0.00 0.49 70 0.7 330 2.5 4.84 15.57 5.00 4.8 10.98 87A 1.53 0.00 1.53 0.00 0.84 500 5.0 1 1.0 11.79 15.24 11.79 6.0 8.05 87B 1.45 0.00 1.45 0.00 0.80 280 4.0 450 3.0 10.16 23.01 10.16 6.1 8.58 88 1.54 0.00 1.54 0.00 0.85 145 1.5 450 3.0 8.00 22.00 8.00 7.1 9.42 89A 1.21 0.00 1.21 0.00 0.67 340 3.0 40 0.2 9.01 14.56 9.01 5.4 9.00 89B 0.66 0.00 0.66 0.00 0.36 70 0.7 300 1.5 5.22 16.96 5.22 3.5 10.85 90 0.98 0.00 0.98 0.00 0.54 70 0.7 350 2.0 5.55 18.06 5.55 5.2 10.65 92 10.12 10.12 0.00 0.00 4.05 900 9.0 1 1.0 21.23 31.75 21.23 21.5 6.01 0 IO .... II) N CJ !::! a cf s In/Hr cfs 10.0 9.96 11.5 8.4 11.13 9.6 8.4 11.12 9.6 11.2 5.66 12.9 14.5 4.90 16.7 3.4 12.02 3.8 13.1 6.68 15.0 3.5 10.09 . 4.0 11.6 9.89 13.3 3.9 12.51 4.5 6.1 10.75 7.0 5.7 9.77 6.6 3.4 12.Si 3.8 24.3 8.07 27.8 8.6 9.41 9.8 4.0 9.64 4.5 6.2 10.60 7.1 7.1 10.84 8.1 1.3 12.51 1.5 3.8 12.35 4.3 5.3 12.51 6.1 6.8 9.20 7.8 6.9 9.80 7.8 8.0 10.75 9.1 6.0 10.28 6.9 4.0 12.35 4.5 5.8 12.14 6.6 24.3 6.90 27.9 0 0 0 0 ..... :!: CJ In/Hr cf s 12.64 14.5 14.10 12.1 14.08 12.1 7.31 16.6 6.35 21.7 15,19 4.8 8.58 19.3 12,81 5.1 12.56 16.9 15.78 5.7 13.62. 8.9 12.41 8.3 15.78 4.8 10.31 35.5 11.97 12.5 12.25 5.7 . 13.43 9.0 13.73 10.2 15.78 1.8 15.59 5.4 15.78 7.7 11.70 9.9 12.45 9.9 13.62 11.6 13.04 8.7 15.59 5.7 15.33 8.3 8.85 35.8 VRALLDRA.XLS EXHIBIT C-1 EXHIBIT C-1 Rational Formula Drainage Area Calculations Revised 10/15/96 ~ ~ ~ OI Q ~ ~ -j 0::: w ..J ..J It) < ~ ..J LL. LL. tr/ ~ Q. < ~ w 0 i= Q Q ..J ..J ~ (!) 0::: ..J 0::: z z LL. LL. "' < z --< w w < 5~ 5 0::: ~ 0::: ~ ~ ..J ~~ ..J ~ ..J ~ z ~ ~~ ~ ~ 0::: (!) 0::: ..J ~ (!) ~ u ·-Wz w ..J CJ • w 0 ::> z ::> ..J -c 0 z 0::: w 0::: ti ~ ~~ >ct (!) ~ (!) Lf c; lJ a[ "' It) 0 Q .... ::> < 0::: < 0 LL. CJ ::> a :!: NO. AC. 0.4 0.66 0.87 CA ' ' ' ' min ·min min cf s In/Hr 100 1.46 0.00 1.46 0.00 0.80 40 0.4 20 0.1 1.18 3.34 5.00 7.9 10.98 101 5.13 0.00 5.13 0.00 2.82 140 1.5 800 5.0 11.71 33.18 11.71 20.3 8.07 102 2.36 0.00 2.36 0.00 1.30 160 1.6 520 3.0 9.54 25.89 9.54 10.2 8.80 103 0.83 0.00 0.83 0.00 0.46 80 0.8 500 2.5 7.84 24.85 7.84 3.9 9.49 104 0.36 0.00 0.36 0.00 0.20 50 0.5 100 0.5 2.31 7.78 '5.00 2.0 10.98 105 1.84 0.00' 1.84 0.00 1.01 160 1.6 400 2.0 8.54 22.73' 8.54 8.3 9.20 107 1.60 0.00 1.60 0.00 0.88 250 3.0 450 3.0 10.02 23.54. 10.02 6.8,' 8.63 109A 0.53 0.00 0.53 0.00 0.29 200 2.0 1 1.0 ' 4..72 6.5/ ' '~.00 2.9 10.98 109B 1.71 0.00 1.71 0.00 0.94 200 2.0 450 3.0 9.36 23.42 9.36 7.4 8.87 llO 1.32 0.00 1.32 0.00 0.73 140 1.4 450 3.0 7.94 22.01 7.94 6.1 9.45 lllA 0.54 0.00 0.54 0.00 0.30 200 2.0 1 1.0 4,.72 6.57 S.00 2.9 10.98. lllB 1.47 O.OQ i.47 0.00 0.81 190 2.0 440 3.0 8.85 22.48 S.8.5 6.6 9.07 l12 1.28 0.00 i.28 0.00 0.71 190 2.0 440 3.0 8.85 22.48' · S.85 $.7 9.07 l14A i.96 0.00 1.96 0.00 1.08 590 6.0 100 0.5 14.99 22.19 14.99 6.9 7.20 l14B 1.17 0.00 1.17 0.00 0.64 160 1.5 450 3.0 8.54 ' 22.72 S.54 ~.3 9.19 l15 1.21 0.00 1.21 0.00 0.67 180 2.0 450 3.0 8.67 22.48 8.67 5.4 9.14 l16A 1.89 0.00 1.89 0.00 1.04 650 6.5 100 0.5 16.52 23.84 16.52 6.3 6.86 l16B 1.13 0.00 1.13 0.00 0.62 200 2.0 400 2.0 9.48 23.59 9.48 4.9 8.82 l17 1.33 0.00 1.33 0.00 0.73 200 2.0 450 2.5 9.80 24.68 9.80 5.7 8.71 120A 1.99 0.00 1.99 0.00 1.10 615 6.0 100 0.5 15.88 23.25 15.88 6.8 7.00 120B 1.04 0.00 1.04 0.00 0.57 100 1.0 470 10.0 5.07 13.31 5.07 5.6 10.94 121 1.89 0.00 1.89 0.00 1.04 260 3.0 200 4.0 6.90 12.63 6.90 9.2 9.93 123 0.72 0.00 0.72 0.00 0.40 70 0.7 100 0.7 2.66 7.74 5.00 3.9 10.98 124 0.27 0.00 0.27 0.00 0.15 120 2.0 1 1.0 2.19 3.40 5.00 1.5 10.98 125A 1.16 0.00 1.16 0.00 0.64 100 2.0 550 4.0 7.10 21.37 7.10 5.6 9.84 125B 2.05 0.00 2.05 0.00 1.13 200 2.0 200 1.0 7.10 16.08 7.10 9.9 9.84 126 1.28 0.00 1.28 0.00 0.71 250 2.0 300 1.0 10.97 24.33 10.97 5.2 8.31 128 0.92 0.00 0.92 0.00 0.51 80 1.0 450 5.0 5.28 16.39 5.28 4.9 10.81 0 .... It) a N cf s In/Hr 8.8 12.51 22.8 9.23 11.4 10.05 4.3 10.83 2.2 12.51 9.3 10.49 7.6 9.85 3.2 12.51 8.4 10.13 6.9 10.78 3.3 12.51 1.3 10.35 6.4 10.35 7.8 8.24 5.9 10.49 6.1 10.43 7.1 7.85 5.5 10.08 6.4 9.94 7.7 8.01 6.3 12.46 10.3 11.32 4.4 12.51 1.6 12.51 6.3 11.22 11.1 11.22 5.9 9.49 5.5 12.31 It) N a cf s 10.l 26.0 13.1 5.0 2.5 10.6 8.7 3.7 9.5 7.8 3.7 8.4 7.3 8.9 6.8 7.0 8.2 6.3 7.3 8.8 7.1 11.8 5.0 1.9 7.2 12.7 6.7 6.2 0 0 0 0 .... :!: a In/Hr cf s 15.78 12.7 11.74 33.l 12.76 16.6 13.72 6.3 15.78 3.1 13.31 13.5 12.52 11.0 15.78 4.6 12.86 12.1 13.66 9.9 15.78 4.7 13.13 10.6 13.13 9.3 10.52 11.3 13.31 8.6 13.23 8.8 10.04 10.4 12.79 8.0 12.63 9.3 10.23 11.2 15.72 9.0 14.33 14.9 15.78 6.3 15.78 2.4 14.20 9.1 14.20 16.0 12.07 8.5 15.54 7.9 VRALLDRA.XLS EXIIlBIT C-1 EXHIBIT C-1 Rational Formula Drainage Area Calculations Revised 10/15/96 ~ ~ ~ Cl c ~ ~ -~ 0::: ...J ..J ~ < ~ w ..J LL LL ti) Q, ~ ~ w 0 c c ..J ..J ~ (.) (!) 0::: ..J 0::: z z LL LL ti) < z --< w < 5 F= 5 0::: F= 0::: u ~ ..J > w ..J ~ ..J ..... u z ~~ ~ ~ (!) ..... ~ ~ ~~ ~ 0::: (!) 0::: ..J ·-Wz w ...J u u . w 0 ::::> z ::::> ..J -c 0 z 0::: w 0::: ~ ~~ >< ii ~.ff ti) .,, Q c ..... ::::> < 0::: ct D:! 0 LL (!) ~ (!) ~ (.) ::::> a ::!: NO. AC. 0.4 0.66 0.87 CA • • • • min min min cf s In/Hr 129 2.43 0.00 2.43 0.00 1.34 170 2.0 550 6.0 8.13 21.14 8.13 11.2 9.37 130 1.67 0.00 1.67 0.00 0.92 325 5.0 130 0.7 7.67 13.79 7.67 7.9 9.57 133 2.51 0.00 2.51 0.00 1.38 160 1.6 770 4.0 12.77 3S.25 12.77 9.5 7.76 134 3.15 0.00 3.15 0.00 1.73. 160 1.6 940 5.0 14.62 40.39 14.62 11.2 7.28 135A 2.81 0.00 2.8i 0.00 1.55 470 5.0 350 1.8 14.86 27.16 14.86 9.9 7.23 135B 0.58 0.00. Q.58 0.00 0.32 t>O 0,6 300 1.5 4.99 16.76 5.00 3.2 10.98 138.4 1.30 0.00 1.30 0.00 0.72 100 2.0 330 1.5 8.84 21.47 8.84 5.8 9.07 138.2 1.20 0.00 .1.20 0.00 0.66 100 2.0 330 1.5 8.84 21.47 8.84 5.3 9.07 136 0.71 0.00 0.71 0.00 0.39 150 1.5 340 1.7 7.59 20.27 7.59 3.4 9.61 139 1.54 0.00 1.54 0.00 0.85 330 4.0 170 1.0 8.94 16.65 8.94 6.8 9.03 140 1.64 0.00 i.64 0.00 0.90 90 0.9 850 4.3 12.18 37.09 12.18 6..4 7.93 141 1.90 0.00 1.90 0.00 i.05 100 1.0 400 2.0 7.12 21.49 7.12 9.2 9.82 142 2.22 0.00 2.22 0.00 1.22 60 0.6 500 2.5 7.37 24.50 7.37 10.6 9.71 144 1.38 0.00 0.38 1.00 i.08 50 0.5 350 2.0 5.08 12.13 5.08 10.6 10.93 151 1.96 0.00 1.96 0.00 1.08 180 2.0 650 3.3 11.71 31.25 11.71 7.7 8.07 152 1.09 0.00 1.09 0.00 0.60 65 0.7 540 2.7 7.91 25.86 7.91 5.1 9.46 153 1.90 0.00 1.90 0.00 1.05 240 4.0 370 1.9 8.73 19.85 8.73 8.5 9.12 154 0.90 0.00 0.90 0.00 0.50 50 0.5 400 2.0 5.94 20.53 5.94 4.6 10.43 155A 1.63 0.00 1.63 0.00 0.90 220 2.2 260 1.3 8.28 18.87 8.28 7.5 9.30 155B 2.13 0.00 2.13 0.00 1.17 230 2.3 630 3.5 12.54 31.29 12.54 8.2 7.83 156 0.88 0.00 0.88 0.00 0.49 110 1.1 290 1.5 5.99 17.27 5.99 4.5 10.40 159 0.45 0.00 0.45 0.00 0.25 60 0.6 175 1.0 3.36 11.02 5.00 2.5 10.98 160 0.85 0.00 0.85 0.00 0.47 30 0.3 820 5.0 9.55 '32.23 9.55 3.7 8.80 161 1.71 0.00 1.71 0.00 0.94 200 3.0 1 1.0 3.85 5~69 5.00 9.3 10.98 162 0.86 0.00 0.86 0.00 0.47 90 0.9 450 2.3 7.42 23.00 7.42 4.1 9.68 163 8.53 0.00 8.53 0.00 4.69 750 8.0 1 1.0 17.13 21.06 17.13 28.0 6.73 170 2.18 1.74 0.00 0.44 1.08 135 2.0 500 3.0 8.05 24.71 8.05 9.1 9.40 171 0.89 0.45 0.00 0.44 0.56 327 2.0 1 1.0 9.86 10.93 9.86 4.4 8.68 Q .,, ..... .,, N a ~ a cf s In/Hr cfs 12.5 10.69 14.3 8.8 10.91 10.0 10.7 8.88 12.3 12.6 8.34 14.5 11.2 8.27 12.8 3.5 12.51 4.0 6.5 10.36 7.4 6.0 10.36 6.8 3.8 10.96 4.3 7.7 10.31 8.7 7.2 9.07 8.2 10.3 11.20 11.7 11.9 11.07 13.5 11.8 12.45 13.4 8.7 9.23 10.0 5.7 10.80 6.5 9.5 10.40 10.9 5.2 11.89 5.9 8.3 10.61 9.5 9.2 8.95 10.5 5.0 11.86 5.8 2.7 12.51 3.1 4.1 10.05 4.7 10.3 12.51 11.8 4.6 11.04 5.2 31.6 7.71 36.2 10.1 10.73 11.6 4.9 9.92 5.6 Q Q Q Q ..... ::!: a In/Hr cf s 13.54 18.1 13.82 12.7 11.31 15.6 10.64 18.4 10.56 16.3 15.78 5.1 13.14. 9.4 13.14 8.7 13.88 5.4 13.08 11.1 11.54 10.4 14.18 14.8 14.02 17.l 15.72 17.0 11.74 12.7 13.68 8.2 13.20 13.8 15.02 7.5 13.45 12.1 11.40 13.4 14.98 7.3 15.78 3.9 12.76 6.0 15.78 14.9 13.98 6.6 9.86 46.3 13.59 14.7 12.59 7.1 VRALLDRA.XLS EXHIBIT C-1 tS . .c ~ -"O c.. <o ·-"O 0 :5 z ~ ~-""" 00 ~~ -......... ~ = ~ C> ~ er~ -..... """ ~ """~ ~< 0 -i::z:: -c Cl) Cl) -cfs A 27.7 28 11.3% B 8.8 28 1.1% c 2.5 56 0.1% E 34.5 28 17.5% F 6.6 56 0.7% G 13.8 28 2.8% H 16.3 28 3.9% J 11.7 28 2.0% L 17.9 28 4.7% M 16.4 28 3.9% N 15.1 28 3.3% R 30.5 28 13.7% s 21.0 28 6.5% 1 5.0 28 0.4% 2 4.9 28 0.4% 3 5.3 28 0.4% 4 4.8 28 0.3% 8 13.0 28 2.5% 10 6.7 28 0.7% 12 10.0 28 1.5% 13 9.4 28 1.3% 14 3.1 28 0.1% 18 11.4 28 1.9% 19 7.3 28 0.8% 20 2.7 28 0.1% 20B 13.3 28 2.6% 20C 7.4 28 0.8% 20D 2.9 28 0.1% 21 11.4 66 1.9°/o 22 8.2 66 1.0% 23 13.2 28 2.6% 23A 5.0 28 0.4% 24 4.9 47 2.0% 24A 11.1 28 1.8% 25 7.1 47 4.2% 26 5.9 47 2.9% 27 5.1 47 2.1% 28 4.7 47 1.9°/o 29.1 9.0 28 1.2% 29.2 10.2 28 1.5% EXHIBIT C-2 INLET COMPUTATIONS Revised 10114196 e z -~ C> -..... = 0 DESCRIPTION ~ NIA NIA EXISTING INLET 36.6 EXISTING INLET c 2.5 EXISTING INLET E 34.5 EXISTING INLET F 6,6 EXISTING INLET G 13.8 EXISTING INLET H 16.3 EXISTING INLET J . 11.7 EXISTING INLET L 17.9 EXISTING INLET M 16.4 EXISTING INLET N 15.1 EXISTING INLET R 30.5 EXISTING INLET -S ·21.0-' SPECIAL INLET l 5.o-RECESSED INLET ON GRADE 2 4.9 RECESSED INLET ON GRADE 3 5.3 RECESSED INLET ON GRADE 4 4.8 RECESSED INLET ON GRADE 8 13.0 LOW POINT INLET 10 6.7 LOW POINT INLET 12 . rn.o LOW POINT INLET 13 9.4 LOW POINT INLET 14 3.1 LOW POINT INLET 18 11.4 RECESSED INLET ON GRADE 19 7.3 RECESSED INLET ON GRADE 20 2.7 RECESSED INLET ON GRADE 20 13.3 LOW POINT INLET 20C 7.4 LOW POINT INLET 20D . 2.9 RECESSED INLET ON GRADE 21 · 11.4 LOW POINT INLET 22 8.2 LOW POINT INLET 23 13.2 EXISTING INLET 24 4.9 RECESSED INLET ON GRADE 25 7.1 RECESSED INLET ON GRADE 26 5.9 RECESSED INLET ON GRADE 27 5.1 RECESSED INLET ON GRADE 28 4.7 RECESSED INLET ON GRADE 29 9.0 RECESSED INLET ON GRADE 29 10.2 RECESSED INLET ON GRADE """ ~ ~ ~ . <~ u~ cfs 0.6 0.6 0.6 0.6 2 2 2 2 2 0.6 0.6 0.6 2 2 0.6 2 2 0.6 0.6 0.6 0.6 0.6 0.6 0.6 "O ~ "O "° ·-er > 0 ~ """ i::z:: ~ ~ ~ ft ft 8.40 10 8.22 10 8.83 10 7.92 10 6.49 10 3.36 5 5.02 10 4.72 5 1.57 5 19.01 15 12.13 15 4.43 5 6.63 10 3.68 5 4.79 5 5.70 10 4.11 5 8.13 10 11.77 15 9.80 10 8.42 10 7.84 10 15.08 15 16.93 15 EXIDBIT C-2 VRALLDRA.XLS t5 . .c ~ -'O c. <o ·-'O 0 =s ~ ~ ~-J. 00 -.... -~~ ~ = ~ Q ~ C" ~ -..... J. ~ J. -;;R. ~< 0 -~ -c 00 00 '-' cfs 30 4.9 47 2.1% 31 3.9 47 1.3% 33 5.2 47 2.2% 34 3.5 47 1.1% 35 10.0 47 8.5% 36 8.4 47 5.9% 37 8.4 47 5.9% 40 3.4 47 1.0% 60A 3.5 39 0.4% 60B 11.6 66 1.9°/o 65A 3.9 39 0.5% 65B 6.1 66 0.5% 70 5.7 66 0.5% 75 3.4 ,66 0.2% 80 24.3 39 18.5% 81 8.6 39 2.3% 82A 4.0 28 0.2% 82B 6.2 28 0.6% 83 7.1 28 0.7% 84A 1.3 28 0.0% 84B 3.8 28 0.2% 85 5.3 28 0.4% 87A 6.8 28 0.7% 87B 6.9 28 0.7% 88 8.0 28 0.9% 89A 6.0 28 0.5% 89B 4.0 28 0.2% 90 5.8 28 0.5% 101 22.8 28 7.6% 102 11.4 28 1.9°/o 103 4.3 28 0.3% 104 2.2 28 0.1% 105 9.3 28 1.3% 109A 3.2 28 0.2% 109B 8.4 28 1.0% llO 6.9 28 0.7% lllA 3.3 28 0.2% lllB 7.3 28 0.8% 112 6.4 28 0.6% 114A 7.8 28 0.9% 114B 5.9 28 0.5% EXHIBIT C-2 INLET COMPUTATIONS Revised 10/14-/96 Q z -~ Q = ..... DESCRIPTION 0 lo-I 30 4.9 RECESSED INLET ON GRADE 31 3.9 RECESSED INLET ON GRADE 33 5.2 RECESSED INLET ON GRADE 34 3.5 RECESSED INLET ON GRADE 35 10.0 LOW POINT INLET 36 8.4 LOW POINT INLET 37 8.4 RECESSED INLET ON GRADE 40 3.4 RECESSED INLET ON GRADE 60 15.2 LOW POINT INLET 65 10.1 LOW POINT INLET 70 5.7 LoW POINT INLET 75 3.4 LOW POINT INLET , 80 24.3 RECESSED INLET ON GRADE Si K6 RECESSED INLET ON GRADE 82 10.2 LOW POINT INLET 83 7.1 LOW POINT INLET 84 5.1 LOW POINTlNLET 85 5.3 LOW POINT INLET 87 13.6 LOW POINT INLET 88 8.0 LOW POINT INLET 89 10.0 LOW POINT INLET 90 5.8 LOW POINT INLET 101 22.8 LOW POINT INLET 102 11.4 RECESSED INLET ON GRADE 103 4.3 RECESSED INLET ON GRADE l04 2.2 RECESSED INLET ON GRADE 105 9.3 RECESSED INLET ON GRADE 109 11.6 LOW POINT INLET llO 6.9 LOW POINT INLET 111 10.6 LOW POINT INLET 112 6.4 LOW POINT INLET 114 13.7 LOW POINT INLET J. ~ ~ ~ . <~ u ,..:! cfs 0.6 0.6 0.6 0.6 2 2 0.6 0.6 2 2 2 2 0.6 0.6 2 2 2 2 2 2 2 2 2 0.6 0.6 0.6 0.6 2 2 2 2 2 'O ~ 'O -c ·-i>-C" 0 ~ J. ~ ~ ~ ~ ft ft 8.24 10 6.57 10 8.60 10 5.91 10 5.02 10 4.20 5 13.98 15 5.61 10 7.58 10 5.03 10 2.87 5 1.68 5 40.48 15 14.29 15 5.10 10 3.53 5 2.53 5 2.66 5 6.82 10 4.00 5 4.98 5 2.88 5 11.39 15 19.06 15 7.24 10 3.65 5 15.53 15 5.78 10 3.44 5 5.31 10 3.20 5 6.85 10 EXIIlBIT C-2 VRALLDRA.XLS tS . ..c: ~ -"O Q, <o ·-"O 0 ~z ~ 4,) -a.. VJ. ~~ -·--~ = 4,) 0 ~ er~ -.-4 a.. 4,) a.. "::le. 0 -~ -0 ~< VJ. VJ. -ds 115 6.I 28 0.5% 116A 7.I 28 0.7% 116B 5.5 28 0.4% 117 6.4 28 0.6% 120A 7.7 28 0.9"/o 120B 6.3 28 0.6% 121 10.3 28 1.6% 123 4.4 28 0.3% 124 1.6 39 0.1% I25A 6.3 39 1.2% I25B II.I 28 1.8% 126 5.9 28 0.5% I28 5.5 28 0.4% . 129 I2.5 28 2.3% 130 8.8 39 2.4% 133 10.7 28 1.7% 134 12.6 28 2.3% 135A 11.2 28 1.8% 135B 3.5 39 0.4% 138.4 6.5 28 0.6% 138.2 6.0 28 0.5% 136 3.8 28 0.2% 139 7.7 28 0.9% 140 7.2 28 0.8% 141 10.3 39 3.3% 142 11.9 39 4.4% 144 11.8 39 4.4% 151 8.7 28 1.1% 152 5.7 28 0.5% 153 9.5 28 1.3% 154 5.2 28 0.4% 155A 8.3 28 1.00/o 155B 9.2 28 1.2% 156 5.0 28 0.4% 159 2.7 28 0.1% 160 4.1 28 0.3% 161 10.3 28 1.6% 162 4.6 28 0.3% 163 31.6 0 164 0.0 28 0.00/o EXHIBITC-2 INLET COMPUTATIONS Revised 10/I4/96 c:S z -~ 0 -.-4 = 0 DESCRIPTION ~ 115 6.1 LOW POINT INLET 116 12.6 LOW POINT INLET 117 6.4 LOW POINT INLET 120 13.9 LOW POINT INLET I21 10.3 LOW POINT INLET 123 4.4 LOW POINT INLET 124 1.6 LOW POINT INLET 125 17.4 LOW POINT INLET I26 . 5.9 LOW POINT INLET 128. 5.5 LOW POINT INLET 129 · 125 LOW.POINT INLET 130 8.8 REcESSED INLET ON GRADE 133 · 10.7 . RECESSED INLET ON GRADE 134 12.6 RECESSED INLET ON GRADE 135 14.7 LOW POINT INLET 138. 6.5 RECESSED INLET ON GRADE 138 6.0 RECESSED INLET ON GRADE 136 3.8 LOW POINT INLET 139 7.7 LOW POINT INLET 140 7.2 LOW POINT INLET 141 10.3 LOW POINT INLET 142 11.9 LOW POINT INLET 144 11.8 LOW POINT INLET 151 8.7 RECESSED INLET ON GRADE 152 5.7 RECESSED INLET ON GRADE I53 9.5 RECESSED INLET ON GRADE I54 5.2 RECESSED INLET ON GRADE 155 17.5 LOW POINT INLET 156 5.0 LOW POINT INLET 159 2.7 RECESSED INLET ON GRADE 160 4.1 RECESSED INLET ON GRADE I61 10.3 LOW POINT INLET 162 4.6 LOW POINT INLET 163 31.6 RECESSED INLET ON GRADE I64 0.0 RECESSED INLET ON GRADE a.. 4,) ~ ~ . <~ u~ ds 2 2 2 2 2 2 2 2 2 2 2 0.6 0.6 0.6 2 0.6 0.6 2 2 2 2 2 2 0.6 0.6 0.6 0.6 2 2 0.6 0.6 2 2 0.6 0.6 "O 4,) "O "° ·-er ... 0 4,) a.. ~ ~ ~ ~ ft ft 3.05 5 6.32 10 3.19 5 6.97• 10 5.17 10 2.18 5 0.82 5 8.69 10 2.93 5 2.74 5 6.26 10 14.67 15 I7.88 I5 21.05 15 7.35 10 10.81 15 9.98 10 1.88 5 3.83 5 3.58 5 5.14 10 5.93 10 5.90 10 14.52 15 9.48 10 15.90 15 8.63 10 8.76 10 2.52 5 4.55 5 6.87 10 5.17 10 2.30 5 52.66 15 0.03 5 EXHIBITC-2 VRALLDRA.XLS E-c g ~ ~ ~ # A B c D E F G H I J K L M N 0 p Q R s T u 1 2 3 4 5 8 9 10 11 12 13 14 18 19 20 20B 20C 20D 21 E-c ~ ~ as 0 E-c # B c D I F D H I K K 0 M N 0 T R p s T u HW 2 4 4 8 HW 10 HW 12 HW 14 HW HW 19 20 20C 20C HW 20 22 EXHIBITC-3 PIPE SIZE CALCULATIONS ~ ~ ~ 0 E-c Ac. 3.6 4.5 4.8 10.8 4.8 5.6 1.5 3.4 14.4 1.6 16.7 y E-c min 12.7 13.6 13.8 16.1 15.1 15.2 7.8 11.0 16.8 14.7 17.7 2.0 I 9.2 3.8 I 10.0 5.6 I 10.7 23.2-1 19.8 1.3 I 7.1 0.6 I 7.0 5.6 I 15.4 7.9 I 16.7 31.3 I 20.1 35.4 I 21.5 0.5 I 8.2 1.1 I 8.3 0.5 I 6.9 2.1 I 9.7 1.0 I 16.9 3.5 I 10.3 2.0 I 10.0 4.2 I 10.4 0.8 I 9.0 5.2 I 11.3 0.9 I 6.8 5.5 I 11.5 1.3 I 9.6 2.1 I 9.7 2.6 I 10.2 1.5 I 10.1 4.9 I 10.4 0.3 I 6.3 1.9 I 21.7 e i.. s 00 = Oil .... fl) ~ ~ yr 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 25 25 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Revised 10/15/96 "O :t: ~ Q ... -fl) ~ .~ = "O Oil o= .... = ~ ~~ cfs 27.7 33.8 35.7 74.9 34.5 39.9 13.8 28.4 98.1 11.7 110.5 17.9 33.2 47.1 145.1 12.5 6.0 39.5 53.6 222.2 242.5 5.0 9.9 5.3 18 . .2 6.8 30.0 17.7 35.J 7.5 42.7 9.4 44.8 ll.4 18.0 22.1 13.3 41.2 2.9 11.4 "O ~ ~~ fl) = = • ..., Oil "O .... < ~­« ~ cfs 27.7 33.8 35.7 74.9 34.5 39.9 17.3 28.4 98.1 14.7 110.5 ~ i::i. Q 00 = Q .... ... y .... i.. ~ % 0.53 0.47 0.33 0.17 0.82 0.66 -1.37 0.55 0.16 2.25 0.12 ~ ~ 00 II 30 33 36 54 30 33 21 30 60 18 66 22.4 I 1.13 I 24 33.2 I 0.75 I 30 47.1 I · 0.57 I 36 145.1 I 0.11 I 75 15.6 I 0.55 I 24 7.5 I 1.55 I 15 39.5 I 0.40 I 36 53.6 I 0..49 I 39 222.2 I 0.17 I BOX 242.5 I 0.20 I BOX 6.3 I 1.10 I 15 12.4 I 0.71 I 21 6.6 I 1.21 I 15 22.7 I 1.16 I 24 8.5 I 0.76 I 18 30-.0 I 0.37 I 33 22.l I 1.10 I 24 35.3 I 0.32 I 36 7.5 I 0.01 I 36 42.7 I 0.21 I 42 11.8 I 1.45 I 18 44.8 I 0.23 I 42 14.3 I 2.12 I 18 22.5 I 1.14 I 24 22.1 I 0.59 I 27 16.6 I 1.26 I 21 41.2 I 0.44 I 36 3.6 I 0.13 I 18 11.4 I 0.16 I 27 * Includes 25% Flow increase for pipe sizes <27" dia. t; z ~ ~ ~ ~ e E::c 'il ~ i.. E-c ] = t; ~ E-c 0 @ s ~ ~ ~ = fps I ' I min I min 5.6 I 320 I 0.94 I 13.61 5.7 I 60 I 0.18 I 13.79 5.0 1200 I 0.66 I 14.45 4.7 I 193 I 0.68 I 16.83 7.0 I 60 I 0.14 I 15.21 6.7 I 375 I 0.93 I 16.14 7.2 I 330 I 0.77 I 8.58 5.8 1460 I 1.33 I 12.35 5.0 12651 0.88117.71 8.3 I 230 I 0.46 I 15.17 4.7 I 581 I 2.08 I 19.79 7.1 I 345 I 0.81 I 9.99 6.8 1270 I 0.67 I 10.65 6.7 I 480 I 1.20 I 11.86 4.7 I 88 I 0.31 I 20.10 5.0 I 5 I 0.02 I 7.09 6.1 I 40 I 0.11 I 7.07 5.6 1440 I 1.31 I 16.75 6.5 I 200 I 0.52 I 17.26 6.9 16001 1.44 121.5518 14 7.6 I 5 I 0.01 I 21.56 I 8 14 5.1 I 31 I 0.10 I 8.28 5.2 I 440 I 1.42 I 9.70 5.4 I 31 I 0.10 I 7.00 7.2 I 269 I 0.62 I 10.32 4.8 11201 0.41 117.29 5.0 I 31 I 0.10 I 10.42 7.0 1120 I 0.28 I 10.27 5.0 12741 0.91 I 11.33 1.1 1274 I 4.29 I 13.33 4.4 I 31 I 0.12 I 11.45 6.7 I 200 I 0.50 I 7.32 4.7 1125 I 0.45 I 11.90 8.1 I 57 I 0.12 I 9.70 7.2 I 226 I 0.53 I 10.22 5.5 I 60 I 0.18 I 10.40 6.9 I 31 I 0.08 I 10.15 5.8 1150 I 0.43 I 10.83 2.0 I 31 I 0.25 I 6.54 2.9 I 65 I 0.38 I 22.13 VRALLDRA.XLS Exhibit C-3 # # Ac. 22 IB-1 2.9 IB-1 23A 4 .4 IB-3 24 6.1 23 IB-1 1.5 23A IB-3 5.0 24 26 6 .6 24A IB-3 1.1 25 26 0.8 26 27 8.0 27 30 8.4 28 30 0 .5 29 .l 29 .2 0 .9 29.2 30 2.0 30 31 11.4 31 34 11.8 33 34 0.5 34 35 12.6 37 40 0.9 38 40 2.3 39 40 3.4 40 HW 9.1 60B 65B 1.7 65B 75 2.8 70 75 0 .7 75 81 3.7 80 81 3.4 81 86 8.2 82B 83 1.1 83 86 1.9 84B 85 0.5 85 86 0.9 86 91 11.1 87B 88 1.6 88 91 2.5 89B 90 LO 90 91 1.6 91 108 15 .1 100 108 4 .9 101 106 2 .8 102 103 1.3 103 104 1.8 EXHIBITC-3 PIPE SIZE CALCULATIONS Revised 10/15/96 min yr cfs cfs 22.1 10 16.8 16 .8 22 .7 10 25.3 25.3 24 .5 10 33.9 33 ,9 9.6 10 13.2 16.5 23 .7 .. 10 2&-.2 · 28.2 24 .6 10 36.J 36:3 7.0 10 . 11.1 13.9 10.3 10 . 7.1 8.8 25.2 10 43.6 43.6 . 26.0 10 45A. 45.4. 8.2 10 4.1 6.8 ·10 ~;0 11.J 185 26.4 10 . 60.7 60 .T 27.1 10 61.6 61.6 6.0 10 5.2 6 .5 . 27 .9 10 64 .9 64.9 7.3 10 8.4 10.5 30 .1 10 11.2 11.2 38 .2 10 . 14 .5 18.2 38 .9 10 38 .3 38 .3 9.9 10 15 .1 15.l 10 .1 10 23 .6 23 .6 10 .2 10 5.7 7.2 10.5 10 31.5 31.5 15 .6 10 24.3 30.4 15 .7 10 57 ,8 57.8 10 .6 10 9;6 12 .0 10.7 10 15 .8 19.8 5.5 10 5.o: 6 .2 5.7 10 10.1 12 .6 16 .0 10 77 .0 77 .0 11.8 10 13.2 16.5 11.9 10 20.0 25 .0 9.0 10 9.3 11.6 9.1 10 14.1 17.6 16 .6 10 103.3 103.3 24.6 10 26.9 11.7 10 22.8 28 .5 9.5 10 11.4 14 .3 9.6 10 15.4 19 .3 G.l Q., 0 fi3 = 0 .... -u .... -~ % 0.34 0.44 " 27 30 0.47 33 2.85 18 0.54 30 0.54 33 2.02 18 ·0.81 18 0.78 33 0 .53 .. 36 0 .36 . 18 0.59-21 0:41 27 0:29 . 45 0.30 45 0.43 18 0.24 48 1.15 18 0.15 27 0.74 24 1.77 27 0.27 27 0 .38 30 0 .54 18 1.19 27 2.08 24 1.38 33 0 .66 21 0 .88 24 0 .40 18 0.73 21 0 .67 42 1.25 21 1.40 24 1.41 18 1.43 21 0.60 48 2.54 24 1.83 24 0 .94 21 0.84 24 * Includes 25% Flow increase for pipe sizes <27" dia . fps I min min 4.2 155 0.61 22.74 5.1 290 0 .94 23 .68 5.7 30 0.09 24 .61 9.3 260 0.46 10.08 5.7 290 0.84 24.52 6.1 210 0 .57 25.18 7.9 155 0.33 7.38 5.0 50 0.17 10 .42 7.3 340 0 .77 25 .95 6.4 175 0.45 26.41 3.3 50 0.25 8.48 4.7 31 0.11 6.93 4.7 150 0.54 8.98 5 .5 230 0.70 27.10 5.6 250 0.75 27.85 3.6 50 0.23 6.21 5.2 590 1.91 29.76 5.9 39 0 .11 7.38 2.8 170 1.00 31.09 5.8 250 0 .72 38 .94 9.6 100 0 .17 39 .11 3.8 42 0 .18 10 .12 4 .8 120 0.42 10 .53 4.1 42 0 .17 10.40 7.9 360 0 .76 11.29 9 .7 42 0 .07 15 .71 9.7 180 0.31 16 .02 5.0 31 0 .10 10.68 6.3 70 0.19 10 .87 3.5 31 0 .15 5.66 5.2 30 0.10 5.75 8.0 290 0 .60 16.62 6.9 32 0.08 11.87 7.9 80 0 .17 12.04 6.6 31 0 .08 9.10 7.3 35 0 .08 9.17 8.2 110 0 .22 16.84 10 .7 40 0 .06 24 .70 9.1 140 0 .26 11.97 5.9 31 0 .09 9.62 6 .1 280 0. 76 10.38 VRALLDRAXLS Exhibit C-3 ~ ~ ~ ~ ~ ~ # 104 105 107 108 109B llO lllB ll2 ll3 ll4B ll5 ll6B ll7 118 120B 121 122 123 124 125B 126 127 127.1 128 129 130 131 133 134 135B 138.4 138.2 136 137 139 140 141 142 143 144 145 ~ ~ g 0 ~ # 105 106 108 ll3 llO ll3 ll2 113 ll8 ll5 ll8 117 ll8 122 121 122 127 124 127 126 127.1 127.1 131 129 130 131 137 134 135B 137 139 138.4 135B 143 140 141 143 EXHIBITC-J. PIPE SIZE CALCULATIONS Revised 10/15/% 25 ~ ~ 0 ~ Ac. 2.0 3.0 (J ~ min 10.4 10.6 e a. .s 00 = !)() .... rn u ~ yr 10 10 "O ~ u Q --rn ~ .:.. = "O !)() -.... -m-e u t;;l ~ cfs 16.6 25.1 6.7 I 13.5 I 10 I 50.6 26.6 I 24.7 I 10 I 147.3 1.2 I 9.4 I 10 I 11.0 2.0 I 9.4 I 10 I 17.3 1.1 I 8.9 I 10 I 10.0 1.8 I 9.0 I 10 I 16.4 30.4 I 25.0 I 10 I 166.9 1.7 I 15.0 I 10 I 12.4 2.4 I 15.1 I 10 I 17.2 1.7 I 16.5 I 10 I 11.4 2.4 I 16.6 I 10 I 16.4 35.2 I 25.5 I .10 I -191.1 1.7 15.9 10 11.7 2.7 16.0 10 18.9 37.9 26.0 10 203.6 0.4 5.0 10 4.4 0.5 5.6 10 5,8 .. 1.8 7.1 10 17.4 2.5 11.0 10 20.5 38.5 26.3 lO 205:2 40.9 26.5 10 217.2 0.5 5.3 10 5.5 1.8 8.1 10 17.3 2.8 8.4 10 25..5 43.7 26.9 10. 230.0 1.4 12.8 10 10.7-3.1 14.6 10 22.7 5.4 15.9 10 37.5 1.4 9.0 10 12.4 0.7 8.8 10 6.0 0.4 7.6 10 3.8 "O ~ .f:! ~ a = ...... !)() "O .... < :J" « ~ cfs 20.8 25.1 u c. Q 00 = -~ -(J ·;::: ~ % 0.97 0.43 ·~ ~ 00 " 24 30 ~ ~ fps 6.6 5.1 ~ z ~ u e ~ -u ' a. ~ -g = ~ ~ ~ " @ e ~ ~ ~ = min I min 70 I 0.18 I 10.56 120 I 0.39 I 10.95 50.6 I 1.75 I 30 I 10.3 I 40 I 0.06 I 13.52 1473 I 0.51 I BOX I 9.2 1174 I 0.32 I 25.0l I 4 14 13.7 I 0.86 I 21 I 5.7 I 31 I 0.09 I 9.45 21.7 I 1.06 I 24 I 6.9 I 45 I O.ll I 9.56 12.6 I 0.72 I 21 I 5.2 I 31 I 0.10 I 8.95 20.5 I 1.92 I 21 I 8.5 I 45 I 0.09 I 9.04 166.9 I 0.65 I BOX I 10.4 I 307 I 0.49 I 25.50 I 4 I 4 15.5 I 1.10 I 21 I 6.4 I 31 I 0.08 I 15.07 21.4 I 1.04 I 24 I 6.8 I 45 I 0.11 I 15.18 14.3 I 0.93 I 21 I 5.9 I 31 I 0.09 I 16.61 20.5 I 0.95 I 24 I 6.5 I 45 I 0.12 I 16.73 191.1 I 0.45 I BOX I 9.6 1278 I 0.48 I 2.5.99 I '.5 14 14.6 0.48· I 24 4.6 I 31 I 0.11 I 15.99 23.6 1.26 I 24 7.5 I 45 I 0.10 I 16.09 203.6 0.52 I BOX 10.2 11721 0.28 I 26.27 I 5 14 5.5 0.31 I 18 3.1 I ll5 I 0.62 I 5.62 7.3 0.55 I 18 4.1 I 20 I 0.08 I 5.70 21.7-1.06 I 24 6.9 I 31 I 0.07 I 7.17 20.5 · 0.51 I 27 5.2 I 45 I 0.15 I 11.11 205~2 0.31 I BOX 8.6 I 130 I 0.25 I 26.52 I 6 I 4 217.2 0.35 I BOX 9.1 12071 0.38126.9116 14 6.9 0.49 I · 18 3.9 I 45 I 0.19 I 5.47 21.6 1.05 I 24 6.9 I 132 I 0.32 I 8.45 25.5 0.78 I 27 6.4 I 20 I 0.05 I 8.50 230 .. 0 OAO I BOX 9.6 I 70 I 0.12 I 27.03 I 6 14 13.4· 0:83 I 21 5.6 I 31 I 0.09 I 12.86 22.7 0.35 I 30 4.6 I 360 I 1.30 I 15.92 375 0.58 I 33 6.3 I 45 I 0.12 I 16.04 15.5 0.54 I 24 4.9 1290 I 0.98 I 9.95 7.5 0.59 I 18 4.2 I 34 I 0.13 I 8.97 4.7 0.23 I 18 2.7 I 31 I 0.19 I 7.78 49.1 I 27.0 I 10 257.6 I 257.6 I 0.50 I BOX I 10.7 I 515 I 0.80 I 27.83 I 6 14 2.2 I 10.0 I 10 19.2 I 19.2 I 0.44 I 27 I 4.8 I 63 I 0.22 I 10.17 3.1 I 12.2 I 10 24.8 I 24.8 I 0.42 I 30 I 5.0 I 217 I 0.72 I 12.90 4.2 12.9 I 10 32.2 32.2 0.71 30 6.6 I 20 I 0.05 I 12.95 143 I 1.2 I 7.4 I 10 11.9 I 14.8 I 1.01 I 21 I 6.2 I 20 I 0.05 I 7.42 145 I 54.5 I 27.8 I 10 281.1 I 281.1 I 0.39 I BOX I 10.0 I 75 I 0.12 I 27.95 I 7 14 145 I 1.1 I 5.1 I 10 11.8 I 14.8 I 2.27 I 18 I 8.3 I 13 I 0.03 I 5.10 HW I 55.6 I 28.0 I 10 286.0 I 286.0 I 0.40 I BOX I 10.2 I 32 I 0.05 I 28.00 I 7 I 4 VRALLDRA.XLS *Includes 25% Flow increase for pipe sizes <27" dia. Exhibit C-3 E--4 ~ ~ ~ ~ # 151 152 153 154 155B 156 158 159 160 161 162 163 164 170 E--4 rili:I g 0 E--4 # 152 153 154 156 156 158 159 164 159 162 164 164 HW 171 ~ ~ 0 E--4 Ac. 1.1 1.7 2.7 3.2 2.1 5.8 5.8 6.5 0.5 0.9 1.4 4.7 12.6 1.1 EXHIBITC-3 PIPE SIZE CALCULATIONS Revised 10/15/96 CJ E--4 e .. "O if; Q ~· Q 00 ;· ~ = ."""' = bi) . "O bi) ·;;. OS. •(;). ~ = ~ ~ ·~·~ min yr cfs 11.7 10 8.7 11.8 10 13.5 12.4 I 10 I 21.4-12.5 I 10· I 2-5.3 12.5 I 10 I 16.2. 13.3 I W r 44:0 13.3 I 10 I 44.0 13.9 I 10 I 48.5 9.5 I 10 I 4.1 5.0 I .10. I . 10.3 . 7.4 I 10 I 13,7 17.1 I 10 ~ 3-1.6 17.2 I 10· I · 84;7 8.o 1 ·10 1 rn:r "O ~ ~~ ~ = = ."""' bi) "O ·-< ~· « ~· cfs 10.9 16_9 ~ Q. Q Ci3 = Q ·-· ..... CJ ·-.. ~ % 1.24. 1.31 rili:I t:3 00 II 18 21 26.8 I l.62 I 24 25.3 · I 0.77 I 27 203-1· 0.92 I 24 44.0 I 1.33 I 30 44.0 I 1.32 I 30 48.5 I 1.61 I 30 5.2 I 0.28 I 18 12.9 . l 0.38 I 24 13.7 I 0.23 I 27 31.6 · I 1.20 I 27 84.7 t .1.86 I 36 10.r. I · 0.12 I 27 • Includes 25% Flow increase for pipe sizes <27" dia. ~ ~ e E::: ~ ~ "O E--4 = ~ = J ~ z ~ .. @ 8 ~ ~ ~ b3 E--4 fps I ' I min I min ' I ' 6.2 I 31 I 0.08 I 11.79 7.0 I 265 I 0.63 I 12.42 8.5 I 31 I 0.06 I 12.48 6.4 1310 I 0.81 I 13.29 6.4 I 31 I 0.08 I 12.62 9.0 I 30 I 0.06 I 13.35 9.0 1295 I 0.55 I 13.90 9.9 I 295 I 0.50 I 14.40 2.9 I 42 I 0.24 I 9.79 4.1 I 31 I 0.13 I 5.13 3.4 I 75 I 0.36 I 7.78 7.9 I 45 I 0.09 I 17.22 12.0 1260 I 0.36 I 17.58 2.6 I 90 I 0,59 l 8.64 VRALLDRA.XLS Exhibit C-3 :it 1-w ..J z :::E 0 0:: LI. T u 108 113 ll8 122 127 131 137 143 145 EXHIBIT C-4 BOX CULVERT ANLYSIS 10/10/96 ---en ~ -• 'U ~ '?ft. ~ E.. ....... .._.. .... ... s: 8. QI s::. ·-QI "O c: ;-; a. _ u .c ca :it .S o .2 .2 a. . .2 E QI I-UJ u::: UJ UJ ;> QI :J :::c w c c > z ~ ..J c c 0 c - -·-z c en en ·-en ~ ~ "O u -QI ·-·--·-QI 0 ca en en u en 2 -0 Q. .!!? QI QI 'C: QI u u 41 1-UJO::O 0 u. 0 c( c( u. > u 8 4 25 222 0.169 0.200 3.76 7.38 0.67 0.85 HW 8 4 25 242 0.201 0.320 3.37 8.98 0.86 1.25 ll3 4 4 10 147 0.507 1.050 2.99 12.27 1.25 2.34 118 4 4 10 167 0.652 0.892 122 5 4 10 191 0.452 0.504 127 5 4 10 203 0.513-0.578 127.l 6 4 10 205 0.314 0.375 137 6 4 10 230 0.394 0.510 143 6 4 10 257 0.494 0.510 145 7 4 10 281 0.386 0.500 HW 7 4 10 286 0.400 0.500 3.55 3.86 3.85 3.92 3.62 3.96 3.64 3.65 11.82 9.95 10.65 9.26 10.54 10.82 11.04 11.08 1.10 0.89 0.96 0.82 0.98 0.96 1.02 1.02 2.17 1.54 1.76 1.33 1.73 1.82 1.89 1.90 -e. "O ca 41 :::c >-e> 41 c w 4.61 4.63 5.33 5.74 5.40 5.61 5.26 5.35 5.78 5.53 5.58 -..-: en -ca I!! c( ;-; 0 u::: 30.ll 27.00 ll.98 14.32 19.30 19.25 23.55 21.72 23.75 25.46 25.73 EXIDBIT C-4 VRALLDRA.XLS EXHIBITC-5 TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION September 20, 1996 EDEL WEISS ESTA TES 100 YEAR STORM DETENTION BASIN OUTFALL CHANNEL parrallel to Brussels Drive PROGRAM INPUT DATA: DESCRIPTION VALUE Flow Rate (cubic feet per second) ...................... . Channel Bottom Slope (feet per foot) ................... . Manning's Roughness Coefficient (n-value) .............. . Channel Side Slope -Left Side (horizontal/vertical) ... . Channel Side Slope -Right Side (horizontal/vertical) .. . Channel Bottom Width (feet) ............................ . PROGRAM RESULTS: DESCRIPTION VALUE 516.0 0.0026 0.0200 4.00 4.00 6.0 Normal Depth (feet)..................................... 3.82 Flow Velocity (feet per second)......................... 6.35 Froude Number (Flow is Sub-Critical).................... 0.750 Velocity Head (feet).................................... 0.63 Energy Head (feet)...................................... 4.45 Cross-Sectional Area of Flow (square feet).............. 81.30 Top Width of Flow (feet)................................ 36.56 TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1.3 ( c) 1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. A manual with equations & flow chart is available. Note: This is a simplified cross section. For an exact analysis, see Exhibit E-1 Exhibit C-5 EXHIBITC-5 TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION September 20, 1996 EDELWEISS ESTATES 1/3 OF 5 YEAR STORM DETENTION BASIN OUTFALL CHANNEL PROGRAM INPUT DATA: DESCRIPTION VALUE Flow Rate (cubic feet per second) ...................... . Channel Bottom Slope (feet per foot) ................... . Manning 's Roughness Coefficient (n-value) .............. . Channel Side Slope -Left Side (horizontal/vertical) ... . Channel Side Slope -Right Side (horizontal/vertical) .. . Channel Bottom Width (feet) ............................ ;. PROGRAM RESULTS : DESCRIPTION VALUE 69.0 0.0026 0.0200 2.00 2.00 6.0 Normal Depth (feet)..................................... 1.72 Flow Velocity (feet per second)......................... 4.25 Froude Number (Flow is Sub-Critical).................... 0.666 Velocity Head (feet).................................... 0.28 Energy Head (feet)...................................... 2.00 Cross-Sectional Area of Flow (square feet).............. 16.25 Top Width of Flow (feet)................................ 12.89 TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1.3 ( c) 1986 Dodson & Associates, Inc., 7015 W. Tidwell , #107, Houston, TX 77092 (713) 895-8322. A manual with equations & flow chart is available. Exhibit C-5 EXHIBI'l'S D-1 THROUGH D-5 ,. EXHIBIT D-1 24 Hour Rainfall depths for Selected Storm Return Periods1 Stor1 Return Period. "t~ (Years) . 2 5 10 25 50 100 24 Hour Rainfall deoth. "P" (Inches) 4.5 6.2 7.4 8.8 9.8 11.0 1 From National Weather Service Isohyetal Charts For Selected Return Periods Curve Numbers and Percent Impervious Area For Various , Land Cover and Land Use2 . cateoorv Percent IJmervious t LAHD COVER: Natural Woodlands · o ·Natural Grasslands o Landscaped Areas O Iipervious Areas (Pave1ents,Rooftops,etc) 100 LAHD USES: Low Density ·Residential KediU1 Density Residential High Density Residential Business/Co11ercial Industrial 38 52 65 85 72 CUrve Number 75 75 77 98 84 87 91 94 92 2 Fro1 "Urban Hydrology For Small Watersheds, Technical Release Ko. 55" of the Soil Conservation Service EXHIBIT D-3 · LAG TIME OOMPUTATION AREA AREA AREA HYD VERT SLOPE CURVE LAG TIME EXIST PROP PROP % MOD PROP % IMP PROP PROP PROP # ACRES MILES LENGHT DROP FI'IFI' # HOURS CONC. VELOCITI rn ~ MOI ADJ. % IMP ADJ LAG Tc VELOCITY 1 25.72 0.0402 1150 9 0.008 75 0.47 0.78 0.41 94 75 0.8 85 0.78 0.15 0.25 1. 30 2 94.05 0.1470 3600 28 0.008 75 1.17 1.94 0. 51' 84 90 0.54 38 0.81 0.39 0.64 1.56 3 16.50 0.0258 1600 17 0' 011 75 0.52 0.87 0.51 92 75 0.8 85 0.78 0.18 0.30 1.48 4 13' 50 0.0211 2000 14 0.007 84 0.58 0.97 0.57 84 25 0.875 38 0.81 0.41 0.69 0.81 5 27.40 0.0428 4200 24 0.006 75 1. 54 2.56 0.45 ' 84 75 0.62 38 0.81 0.58 0.97 1.20 6 15.53 0.0243 2350 17 0.007 84 0.65 1. 08 0.60 84 0 1 38 0.81 0.53 0.88 0.74 7 13.60 0.0213 1400 10 0.007 75 0.57 0.95 0.41 .. 92 75 0.7 75 0.70 0.16 0.26 1. 50 8 31.72 0.0496 1600 18 0' 011 75 0.51 0.84 0.53 84 85 0.58 38 0.81 0.18 0.30 1. 48 EXHIBIT D-3 mxBIT D:4 . . • flOCI> l!IllOGl!Al'll P.i.cuGE (llEC-1 l • • ll1' 1'91 11. S. 1RllY CXlRPS CF IllCillilllS 111'mOLOGIC DGift:DillG CEWTEI! • 'fERSICll ' . 0. u • LMolF F771rEJV32 -5.01 . . '°' SECOR) Sl1IEET NVIS. CilIFOlllU. '"1' • Dcdeca ' .l..aciac.-. lDC. • (91') 551-17'8 • IUI NTI 01/03/'S TlllE 13: 26: 12 • ••• I ••a••11••1m1••1maaa••d•ddlddldlld J: J: UDJD DID J: J: 1 1 1 1 n J: 1 1 x x UDJD DU 1 DID 1 x J J: J J x J J J J J x J UDJD DID nx TBlS PROGltlll 1!EPUCES llJ. PllEV10US \'EllSIOIS CF llEC-1 lQIOVll &S 11EC1 (Jl"I 73). 11EC1GS. llEClDB. A1ID llEX:1D. rmr IE'nrrTIOllS Of" v.lRUSUS -l!TillP-AllD -RTIOR-11.6.VE CllilGE) ,._ TllQ!» llSEP 1'lTll rmr 1'73~ Il!POT STRUCT11llE. lBE DEFillITIC* CF -.\llSICIC-Cll 1111-c.lRD 1115 ClillGED VITB REVISIOllS lllTID 28 SD' 11. TBIS IS TBE FOllTRll77 VERSICll 1E11 OPTIONS: IWIBR£UC OITrFLOlJ SOllllERGDICE • SillCLE £VDIT D.\llAGE Cil.C11LlTIOll. DSS:VRITE STAGE Fl!EQUEllC1'. DSS:RElD TillE SERIES lT llESlRED CllCUUTICll IllTEl!'lll I.065 tiTE:GllEEI AID llPT IIFllntlTICll llllill!TIC UVE: llE1J FillITE DIFFDllllCK ilGORITllll LillE 1 2 3 ' 5 6 7 8 ' ~ 11 12 13 1' u " " 11 n ~ H u n ~ ~ u v n ~ ~ n ll n J( H n n ~ " 40 41 " n 4• 45 I.DIE « '7 " tt ~ 51 ~ SJ 54 ~ ~ n ~ ~ '° ~ u '3 ~ ~ " 67 68 ~ ro 71 llEC-1 I1IPOT ID ....... 1 ....... 2 ....... 3 ....... 4 ....... S ....... 6 ....... 7 ...... 8 ....... 9 ...... 10 m EI.IUEISS PCllD 1 &. 2 UI.Tllll'E a.DITICllS 10 YElJI STIB IT 2 21J111'2 0000 720 IO 5 0 0 JP ' JR !'BC 11 '·' I.I 7.4 6.2 4.S JCI( AllEll 25.72 -1J1llEVEL(HI) calEllCill 1P 1 BA .O.U2 PB 1 II 30 21JUL'2 0000 PC .0053 .0108 .01'• .0223 .029' .0347 .041' .0483 .0555 .0'32 PC .0712 .07'7 .0817 ·°'" .1089 .1203 .1321 .1467 .1'25 .1108 PC .20C2 .2351 .2133 .6'32 . 7351 .7724 .7'H .11'7 .1380 .1538 re .8676 .1101 ·"14 .901' .91U .9106 .9191 .'171 .906 .'51' PC .9518 .'653 .9717 .9777 .H3' .9192 .99'7 1.000 IS 0 7' 0 'OD .'7 1P ' OD .u u. Pll'f. UG ll't: 20 w.u 1P 1 RT 0 10 0: lRD2 94.05 ACRES PllASES 4-10 llSIDDTlll. JCP 1 BA .1'7 LS 0 75 0 OD 1.17 XP 3 IS 0 " II OD .. 39 ICP 4 KK .lRE.1.3 F1IT11R£ R-S 1'.S .lCRES 'KP 1 BA .0258 LS 0 75 OD . 52 ICP 3 l.S 0 7S 0 OD . S2 ICP 4 J(J( .lRE.1.4 GIWWI ROID VEST OF VICTORU 13.S .lCRES XP 1 BA .0211 .IS 0 8' OD .n llEC-1 IllPl1T ID ....... 1. ...... 2 ....... 3 .......•....... s ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 0: fOlll)2 KP 1 BC 4 ICJ( ICP D ICP RS S4 so SE KP C11LV VICIORU .lVE 1 3 1 . 00001 . 01 300 ' YLOll .DU7 10 301 -1 .821' JS 302 2.08' 8S 303 3.2S6 1'0 30C '. 392 230 30S 1C1C .ll!E.lS VICTOR.l llOAD 27. 4 .lCRIS .lllD DEVOllSHIRE JCP 1 BA .OC29 LS O 10 OD .58 JCP 3 LS 0 84 OD .SI 1P ' ICJ( llEADVllJ. 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ARU Ill SOOlRE llII.ES TillE TO !'EU Ill BOORS l!.lTIOS .lPPLIED TO PRE:CIPIT.lTIOll ST.lTIOll .lR£l PL.lN R.lTIO 1 RlTIO 2 RlTIO l RlTIO 4 RATIO 5 RATIO 6 11 .00 ,_,o 8 .80 7 .co '. 20 .c .so Al!Ul 0 .oc FI.DV 123 . 106 . 91. 71 . 55. 32 . TillE 11 . 77 11 .80 11 . BO 11. 80 11 .80 11 .80 nov 123 . 106 . 'l. 71 . SS . JZ . TillE 11 .80 11 .80 11 .80 11 .80 11 . 80 11 . 80 nov UJ . 106 . 91. 71 . 55 . 32 . TillE 11. 80 11.80 11. 80 11 . 80 11 .80 11 .80 nov 179 . 155 . 135 . 106 . 82 . "· EBBIBIT l>-C !p!BJT P-:4 TlllE 11.U 11.U 11.53 11.S3 1l.S3 11.53 ~1'0 + PD'll '·"' 1 nov 123. 106. ,1. 71. "· 32. TillE 12.10 12.13 12.13 12.13 12.13 12.13 2 nov 123. 10,. '1. 71. SS. 32. TillE 12.10 12.U 12.13 12.13 U.13 12.13 nov 123. 106. '1. 71. SS. 32. TlllE 12.10 12.U 12.lJ 12.lJ 12.13 12.13 nov 17t. 1SS. us. 106. 12. "· TlllE 11.17 11.17 11.87 11.87 11.17 11.87 ll!ll8)GUl'll l.T + .daZ t.lf 1 nov HI. 214 . 114. 144. 18'. u. T1llE 12.H 12.SJ 12.53 12.53 12.S7 12.'° nov 250. 2U. 114. 1U. 109. 63. TlllE 12.60 12.60 12.,0 12.60 12.60 12.60 nov 540. no. 432. 350. 27,, 110. TDIE 11.70 11. 70 11.10 11. 70 U.70 U.70 FLOV 5'0. 00. '32. 3SO. 279. 110. T1llE 11.70 11.70 11. 70 11. 70 11. 70 11. 70 ll1'DllllCtiPI[ l.T + ARUJ 0.03 1 nov 75. "· SS. 0. u. 1'. nu: 11.83 11.83 11.83 11.83 11.83 11.87 2 nov 76. "· SS. tl. 33. 1'. TillE 11.17 11.87 11.87 11.87 11.87 11.87 nov 75. "· 55. ,3. 33. 1'. TillE 11.U 11.83 11.83 11.13 11.83 11.17 FLOV 7S. "· SS. '3. 33. 19. TillE u..n u..n u..n 11.ll U..ll U..'7 ll1'DllllCtiPI[ l.T + .&llD4 0.02 1 nov 71. "· 50. "· 39. 2S. T1llE 11.70 11.70 11.73 11.73 11.73 11.73 2 fUllll 11. "· "I. u. n. ~-TillE 11.73 11.73 11.73 11. 73 11.73 11.73 nov 71. "· 60. n. 3'. 25. nu 11.73 11.73 11. 73 11.73 11.73 11.73 nov 71. "· '°· "· 3,, 2S. Tllllt 11.n 11.n 11.n 11.n 11.n 11.n c cxiamm l.T + fQm)2 0.23 1 nov no. 3". 31'. 20. 1'0. 111. TlllE 12.13 12.U 12.13 12.17 12.17 12.17 1 'f1.0I ne. "'· 31'1. 2''1. \,., \\\. TlllE 12.U 12.U 12.U 12.17 12.17 12.17 FLOIJ 7'0. "2. 581. '"· 36'. 23'. TlllE 11.73 11.73 11.73 11.73 11.73 11.73 ' FLOIJ 171. 751. "'· 532. uo. 2H. TID \1.11 \\.11 u.n l\.73 \\.11 u.n ~1'0 + CllI.V 0.23 1 n.ov 00. JU. 31'. 20. Ito. 111. TlllE 12.U 12.13 12.13 12.17 12.17 ll.17 2 n.ol Clll. 3't. 11'. 2U. ,.,._ 1\\. TlllE 12.U 12.13 12.13 ' 12.17 12.17 12.17 nov C27. Jtl. · HI. 2'1. 243. 1'1. TlllE 12.23 12.20 12.17 12.13 12.13 12.07 nov CSI. CIC. 367. 317. 261. 17'. TlllE 12.10 12.18 11.1.0 12 .117 1.2 .117 1.2.8'3 -Pl:ll: ST.t.<2> .Ill ~ -1 STACE 0.00 0.00 0.00 0.00 0.00 0.00 TlllE 0.00 8.00 0.00 0.00 0.00 0.00 STAGE 0.00 0.00 0.00 0.00 0.00 0.00 TillE 0.00 0.00 0.00 0.00 0.00 0.00 3 s;T-3'17.74 307.12 306. S7 305.82 .JDS'.J~ .JO• .11 TillE 12.23 12.20 12.17 12.13 12.13 12. 07 STAGE 308. 06 307. '2 306. 87 306. 08 305. 37 30,. 28 T1llE 12.10 U.10 12.10 12.07 12.07 12.03 llYlll10GIW'll .IT + ARDS o.oc 1 Fl.09 126. 109. 95. 76. 59. 37. T1llE 11.90 11. 90 11. 90 11.90 11. 90 11. 90 nov 126. 109. 95. 76. 59. 37. TlllE 11. 90 11.90 11. 90 11. 90 11.90 11.90 nov 132. us. 101. 82. 65. 42. TtllE 11. 90 11. 90 11. 90 11.90 11.90 11. 90 nov 132. 115. 101. 82. 65. ,2. TillE 11. 90 J.l. 90 11. 90 11.90 11. 90 11. 90 2 COllBIJIED .IT + llElDVl 0 .28 1 FLOV 5'0. '"· C02. 315. 2'1. 1C3. TillE 12.07 12.07 12.07 12. 07 12 .10 12.10 F10V 5'0. '"· ,02. 315. 2'1. 1'3 . TtllE 12.07 12.07 . 12.07 12.07 12.10 12.10 f'IDl1 537. '82. -,31. 370. !OZ. Zff. TtllE 12.07 12.03 12.03 12. 03 12.03 12.00 F10V SU. 509. 4'0. 39'. 322. 220. TtllE 12.07 12.03 12.00 12.00 12.00 12. 00 llOOTED TO + CIWI 0.28 1 FLOIJ sco. '"· C02. 315. 241. 1C3. nu: 12.21 1.2.21 12.U 12.n 12.27 12.27 nov 5'0. 46'. 402. 315. 241. 143. TtllE 12.23 12.23 12.23 12.23 12.27 12.27 nov S37. '82. 437. 370. 302. 208. TlllE 12.23 12.20 12.20 12.20 12.20 12.17 4 nov ~74. ~a•. 4U. 194. in. no. TlllE 12.21 12.20 12.17 12.17 12.17 12.17 ll1tllOGIW'll .IT + DID' 0.02 1 nov 79. "· '1. "· 3'. 25. nu. U.83 11.83 11.83 11.83 l\.83 11.87 2 FLOIJ 7'. "· 61. "· 3'. 25. TtllE 11.17 11.87 11.87 11.87 11.17 11.87 nov 79. "· 61. n. 39. 25. TillE 11.87 11.87 11.87 11.87 11.87 11.87 FLIJll 7'1. "· ,1, 4•-3'1. 25. TDIE 11.17 11.17 11.17 11.87 11.87 11.17 ll1tllOGIW'll .IT + llD7 0.02 1 FLOIJ 58. so. Cl. 3'. 26. 15. nu 1.1. '° 1.1. ,0 ll.. ,0 1.1..,Q \1. '16 \1.''3 2 nov 109. 97. "· 71. S9. ,Q, TillE 11.50 . 11.SO 11.50 11.53 11.53 11.53 F10V 109. 97. 86. 71. 59. 40. TtllE 11.50 11. 50 11.50 11.53 11. S3 11. 53 F10V 1.09. '1. ''· 7t. s•. 40. TtllE 11.50 11.50 11.50 11.S3 11.53 11.53 Jl1'llllOGtiPll lT + llDt 0.05 1 nov H6. 125. 108. u. "· 37. DBIBIT l>-4 nu•a IH TlllE 11 .83 11.83 11 .83 11 .83 11 .83 11 .87 FI.OV 23,. 210 . 115. 151. 121 . 7,. TlllE 11.53 11.53 11 .53 11 .53 11.53 11 .53 FI.OV 2J9 . 210 . 185 . lSJ . 121 . 19 . TlllE 11 .53 11 .53 11.53 11 .63 11 .53 11 .Sl FI.OV 239 . 210 . 185 . 151. 121 . 79 . TlllE 11 .Sl 11 .53 11.53 11 .53 11.53 11. 53 ' COllBDIED AT + SCB.lFF 0 . 3 7 FI.OV 7'8 . '"· 557 . '38 . 337 . 200 . nm: 12. 07 12 .07 12 . 07 12 .10 12 .10 12 .10 FI.OV 655. 5£6. '91. 388 . 301 . 182 . Tilll!: 12 .10 12 .10 12 .10 12 .10 12 .10 12 .10 3 nov 660 . 592 . 53'. •••• 3,, . 253. TlllE 12 .10 12 .07 12 .07 1 2 .10 12 .10 12 .07 FI.OV '"· 620 . 559 . 475 . 388 . 265 . nm: 12 .10 1 2 .10 12 .10 12 .10 12 .10 12 .10 -lfORW.lI. END OF REC-1 ... l!lllllBIT ~' Hydrograph @ Schaff er Rd. 1200 1000 800 600 400 200 .. --------------------.. ----··"" ,_-___.-/r -:;7:::----10 Yr. condition 1 //'.. / / ./ •' -/" ,/ . ,,. / / ,/" ,/" .,,. . " ,.,,··"' o.o 0 .3 0 .5 0 .8 1.0 1.3 1.5 1.8 2.0 2.3 28JUL92 11 :00 Time (hours) EXHIBITS E-1 THROUGH E-2 tttttttttttttttttttttttttttttttttttttttttttttttttttttt t WATER SURFACE PROFILF.S t DEVKWPED BY THE COE t VERSION OF SEPTEMBER 1988 t t t t t t RtJH DATE 11/15/93 TD!E 9: 8: 5 t tttttttttttttttttttttttttttttttttttttttttttttttttttttt x x xxxxxxx x x x x x x xxxxxxx xxxx x x x x x x x x xxxxxxx END OF BAHNER 11/15/93 9: 8: 5 ttttttttttttttttttttttttttttttttt•tttttttttttttttt IDX:2 RELFASE DATED SEPT 88 tttttttttttttttttttttttttttttttttttttttttttttttttt Tl mx: 2 FOR IDELOOSS RATING CURVE ANALYSIS T2 COLLEGE STA'l'IOH DRAIHAGE SYS'l'EK ANALYSIS Q= 500 T3 CULV AT SCHAFFER RD Jl I CHECK IHQ HIHV IDIR S'l'RT l!E'l'RIC 0 2 0 0 0 0 J2 llPROF IPI.01' PRFVS XSECV xsror FH 1 0 -1 NC .03 .03 .02 .1 .3 ar 3 449 577 791 Xl 528 7 1100 1164 0 GR 302.25 750 296.57 1100 296.65 GR 296.41 1157 297.46 1164 Xl 644 6 1000 1113 100 GR 302.25 650 298.18 1000 297.36 GR 300.85 l113 EXHIBIT E-1 xxxxx x x x x xxxxx x x x xxxxx HVIHS Q 3 0 ALUX: IBW 0 0 1135 295.08 116 130 1047 295. 29 xxxxx x x x xxxxx x x xxxxxxx ttttttttttttttttttttttttttttttttttttttt t OODSli AHD ASSOCIA~, IMC. t t HYDROIOOIST AND CML EllGIHEKRS t t 7015 W TIDliELL SUITE 107 t t llOUS'l'OH I TEXAS 7709 2 t t (713) 895-8322 t ttttttttttttttttttttttttttttttttttttttt PAGE 1 'IBIS RUI EXF.CtrrED 11/15/93 9: 8: 5 WSEL FQ 298 0 CBHil! rnlACE 1146 295.29 1155 1065 297. 79 1075 n 715 7 1388 1465 50 71 100 GR 302.25 1000 298.32 1388 298.42 1428 295.31 1441 295.09 1457 GR 298.24 1465 300.49 1508 NC .03 .03 .024 .03 .05 n 750 8 1000 1072 35 35 35 X3 10 GR 302.25 600 298.45 1000 297. 31 1007 296.54 1015 294.99 1032 GR 296.48 1052 297.31 1064 298.28 1072 SB 1.25 1.6 3 6 0 24 0 295.95 295.23 X1 815 12 1237 1340 65 65 65 X2 1 299.98 300,1 X3 0 BT -12 390 303 303 640 301 301 887 300.1 300.l BT 1000 302.67 299.98 1009 302.67 299.98 1058 301. 98 301.98 BT 1111 301. 77 301. 77 1190 301.84 301.84 1237 302.40 302.40 BT 1250 303 303 1340 303.5 303.5 1500 304 304 GR 303 390 301 640 300.1 887 299 1000 299 1009 GR 299 1058 299 1111 299 1190 299 1237 295.95 1250 GR 299 1340 301.6 1500 11/15/93 9: 8: 5 PAGE NC .03 .03 .OH .1 .3 n 850 5 1242.5 1257.5 35 35 35 GR 301.5 1000 298.5 1242.5 296.05 1250 298.5 1257.5 301. 7 1500 QT 3 359 465 644 Xl 1100 5 157.5 172.5 250 250 250 0 0 0 GR 300 100 299.15 157.5 296.70 165 299.15 172.5 299. 90 200 Xl 2112 0 0 0 1012 1012 1012 0 2.934 0 11/15/93 9: 8: 5 PAGE SF.CHO DEP'm (JSEL CRiiS WSEil F.G HV HL OI.DSS B.W ELEV Q QWB QCH QROB AIDB !CH !ROB VOL 'NA LErl'/RIGHT 'l'IllE VUlB VCll VROB XHL XHCll XHR Im{ EOOI SSTA SWPE XIDBL Ml XIDBR I TRIAL lDC ICOR'r CORAR 'l'OPWID EliDST *PROF 1 0 CCllV= .100 cm!V= .300 *SECIO 528. 000 3280 CROSS SECTION 528.00 EXTENDID .54 FEET 528.00 2.92 298.00 .00 298.00 298.15 .15 .oo .00 296,57 449. 80. 369. o. 63. 109. o. o. o. 297.46 .oo 1.27 3.38 .00 .030 .020 .000 .000 295.08 1011.88 • 001025 o. o. o . 0 0 0 .00 152.12 1164.00 tSF.CHO 644. 000 3685 20 rum; A'l'I'OOTED WSEL,CWSEL 3693 PROBABLE MillIXllK SPECIFIC ENERGY 3720 CRITICAL DKP'm ASSUKED 644.00 2.99 298.28 298.28 .00 298. 79 .52 .27 .11 298.18 m. o. 449. o. o. 78. o. o. o. 300.85 .01 .53 5.76 .00 .030 .020 .000 .000 295.29 991.58 • 006392 100. 130 • 116. 20 8 0 .oo 89.47 1081.06 tSECHO 715. 000 3302 WARHIHG: CONVEYANCE CHAKGE OUTSIDE OF ACCEPTABLE RANGE 715.00 3.78 298.87 .oo .00 299.06 .19 .24 .03 298.32 449. 11. 435. 3. 15. 123. 4. 1. 1. 298.24 .01 .74 3.54 .81 .030 .020 .030 .ooo 295.09 1333.24 .OOU39 so. 100. 71. 4 0 0 .oo 143.89 1477.13 CCllV= .030 CEllV= .050 tSECKO 750. 000 3280 CROSS SECTill 750. 00 EXTEllDID • 72 FEET 3302 iARBIJIG: COBVEYANCE CHANGE Ol1rSIDE OF ACCEPTABLE RANGE 750.00 4.01 299.00 .00 .00 299.09 .09 .03 .00 298.45 449. 7. 442. o. 16. 180. o. 1. 1. 298.28 .02 .45 2.46 .00 .030 .024 .000 .000 294.99 942.14 .000469 35. 35. 35. 2 0 0 .oo 129.86 1072.00 11/15/93 9: 8: 5 PAGE 4 SECRO DEPTH CWSEL CRiiS vsm: EG HV HL owss BAIK ELEV Q QWB ~ QROB AWB AC! AROB VOL 'NA LEFT/RIQIT TillE VWl VCH VROB m XliCll XHR WTH Erm sm SLOPE IIDBL XICll XI.DBR !TRIAL IDC ICOllT CORAR roPWID EHDST SPECIAL BRIOOE SB XK XKOR COFQ ROLEK BliC BiP BARF.A SS EIL'llU EU:llD 1.25 1.60 3.00 .oo 6.00 .00 24.00 .oo 295.95 295.23 tSECIO 815. 000 6070 ,WI FWI BY llORllAL BRIJX;E EGPRS= .000 EGUIC= 299.975 ELI£= 299. 980 PClfSE= 298. 999 ELTRD= 300.100 3302 lfARNDIG: CONVEYANCE CBAKGE OO?SIDE OF ACCEPTABLE RANGE 3370 NORl!AL BRIIX;E, llRD= 12 MDI ELnID= 300.10 MAX ELI£= 299.98 815.00 3.06 299.01 .00 .00 299.14 .12 .05 .00 299.00 449. 0. 449. o. 4. 159. o. 1. 1. 299.00 .02 .11 2.83 .02 .030 .024 .030 .000 295.95 998.32 • 001176 65 • 65. 65. 3 0 0 .00 342.69 1341.01 CCHV= .100 CEHV= .300 *SECNO 850. 000 3685 20 TRWS A'l'm!PTFJ) lfSEL,CWSEL 3693 PROBABLE MD!lllllll SPECIFIC ENERGY 3720 CRITICAL DEP'l'H ASSUllFD 850.00 3.76 299.81 299 .81 .00 300.27 .46 .04 .10 298.50 449. 95. 265. 89. 69. 38. 65. 1. 1. 298.50 .03 1.37 6.98 1.37 .030 .014 .030 .000 296.05 1136.65 .001340 35. 35. 35. 20 11 0 .00 220.08 1356. 73 . *SECHO 1100.000 3280 CROSS SF.CTIOH 1100.00 EXTERDID .50 FEET 3685 20 TRIALS A'l'rEllP'ml VSEL,CISEL 3693 PROBABLE MI1llllllll SPECIFIC EIF.RGY 3720 CRITICAL DEPTH ASSD 1100.00 3.70 300.40 300.40 .oo 300.89 .48 .32 .01 299.15 359. 73. 247. 38. 48. 37. 24. 2. 2. 299.15 .04 1.54 6.65 1.59 .030 .014 .030 .000 296.70 100.00 .001251 250. 250. 250. 20 6 0 .00 100.00 200.00 11/15/93 9: 8: 5 PAGE 5 SECNO DEPTH CISEL CRilfS lfSELK EG HV BL CLOSS BANK ELEV Q QWB txll QROB AWB ACH AROB VOL m LEFT /RIGHT mE VWB VCll VROB m XllCH XllR m E001I SSTA SWPE XUlBL MI XUlBR rnuAL IDC IClllT CORAR TOPWID EllDS'I' *SECllO 2112.000 3280 CROSS SF.CTIO!f 2112. 00 mF.RDBD .43 FEET 3685 20 TRIALS A'l'RllPTID VSEL,CISEL 3693 PROBABLE mDllll SPECIFIC EIF.RGY 3720 CRITICAL DEPTH ASSlllBD 2112.00 3.63 303.26 303.26 .oo 303 .83 .56 1.37 .02 302.08 359. 68. 255. 36. 43. 36. 22. 4 • 4. 302.08 • 09 1.57 7.08 1.63 .030 .014 .030 .000 299.63 100.00 .001478 1012. 1012. 1012. 20 5 0 .00 100.00 200.00 11/15/93 9: 8: 5 PAGE 6 Tl HEC 2FOR EDELEWISS RAfilG CURVE ANALYSIS T2 COLLEGE STATION DRAINAGE SYS'l'Ell ANALYSIS Q= 650 T3 CULV AT SCHAFFER RD Jl I CHECK IHQ HIHV IDIR STRT KE'I'RIC HVIHS Q WSEL FQ 0 3 0 0 0 0 0 298 0 J2 HPROF !PI.OT PRFVS XSECV XSECH FN ALUlC IBW CHHill I TRACE 2 0 -1 11/15/93 9: 8: 5 PAGE 7 SECHO DEPTH ClfSEL ems llSELK EG HV HL owss BANK ELEV Q QWB tx:ll QROB AWB AC!! AROB VOL 'l'iiA LEFT/RIGll'l' TDIE VWB VCH VROB m XHCI! XHR m EI..llill SSTA SWPE XUlBL ru:a XUlBR I'l'RIAL IOC !COiii' CORAR . roPWID FlIDST *PROF 2 0 CCl!V= .100 CEHV= .300 *SECHO 528. 000 3280 CROSS SF.c'l'ION 528. 00 EX'l'EllDF.D .54 FE&'!' 528.00 2.92 298.00 .00 298.00 298.25 .25 .00 .00 296.57 577. 103. 474. o. 63. 109. o. o. 0. 297.46 .00 1.63 4.34 .00 .030 .020 .000 .000 295.08 1011.88 • 001692 o. o . o. 0 0 0 .00 152.12 1164.00 *SECHO 644.000 3 68 5 20 'IRIALS A1"mlP'l'F.D WSEL I ClfSEL 3693 PROBABLE mmlll SPECIFIC ENERGY 3720 CRITICAL DEP'ffi ASSlllID 644.00 3.22 298.51 298.51 .00 299.05 .54 .35 .09 298.18 577. . 5. 572 • o. 5. 97. o. o. o. 300.85 .01 1.07 5.92 .00 .030 .020 .ooo .000 295.29 971.98 .005288 100. 130. 116. 20 8 0 .00 lll.91 1083.89 *SECllO 715. 000 1645 IllT SEC ADDED BY RAISING SEC 715.00, .100 FT AND KULTIPLYIHG BY 1.093 3302 WARKIHG: CONVEYANCE CllAllGE OO'l'SIDE OF ACCEP'l'ABLE RANGE 1.01 3.75 298.94 .00 .00 299.22 .28 .15 .03 298.42 577. 13. 561. 4. 14. 131. 4. 1. o. 298.34 .01 .87 4.28 .96 .030 .020 .030 .000 295.19 1368.05 • 001863 25 • 50. 36. 5 0 0 .00 152.48 1520.53 1645 HIT SEC ADDED BY RAISING SEC 1.01, -.100 FT AllD llULTIPLYING BY .915 715.00 3.98 299.07 .00 .00 299 .30 .23 .08 .00 298.32 577. 26. 545. 7. 28. 138. 7. 1. 1. 298.24 .01 .94 3.96 1.00 .030 .020 .030 .000 295.09 1314.13 • 001327 25. 50. 36 • 3 0 0 .00 166.69 1480.83 11/15/93 9: 8: 5 PAGE 8 SECHO DEPTH CllSEL CRIWS lfSELK EG BV HL 01.DSS BANK ELEV Q QWB ~ QROB AWB ACll AROB VOL TlfA LEFT/RIQl'l' mE VIDB VCH VROB XHL DCB m m nm SSTA SWPE IIDBL XI.CH XWBR !TRIAL IOC IOI! CORAR 'rol'iID EROO'l' CCBV= .030 CEHV= .050 *SECHO 750. 000 3280 CROSS Srer!OK 750.00 ExmmED .93 FEET 3302 lfARHDIG: CONVEYANCE CHANGE otrrSIDB OF ACCEPTABLE RANGE 750.00 4.22 299.21 .oo .00 299.33 .12 .03 .00 298.45 577. 19. 558. o. 30. 195. o. 1. 1. 298.28 .02 .62 2.87 .oo .030 .024 .000 .000 294.99 920.14 .000573 35. 35. 35. 2 0 0 .00 151.86 1072.00 SPECIAL BRIIXiE SB XK XKOR COFQ RD LEH BlfC BiP BARFA SS EI£llU EUEl 1.25 1.60 3.00 .oo 6.00 .00 24.00 .00 295.95 295.23 *SECHO 815.000 3302 lfARHIIG: CONVEYANCE CllAllGE OOTSIDE OF ACCEPTABLE RAIGE PRESSURE AllD lfEIR M EGPRS EGIMC . HJ (*EIR QPR BARFA WEZOID ELU: EL'mll lfEIRUI AREA 313.57 300.29 • 00 368 • 211. 24. 24. 299.98 300.10 307. 815.00 5.17 301.12 .00 .00 301.12 .00 1.79 .00 299.00 577. 278. 265. 34. 821. 375. 138. 2. 1. 299.00 .05 .34 .70 .25 .030 .024 .030 .000 295.95 625.01 • 000023 65 • 65. 65. 0 0 8 .00 845.44 1470.46 CCHV= .100 CEHV= .300 *SF.CHO 850. 000 3302 WARNIHG: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE 850.00 5.03 301.08 .00 .00 301.14 .06 .00 .02 298.50 577. 203. 184. 190. 269. 57. 252. 3. 2. 298.50 .06 .75 3.21 .75 .030 .014 .030 .000 296.05 1033. 88 • 000165 35 • 35. 35. 2 0 0 .00 419.20 1453.08 11/15/93 9: 8: 5 PAGE 9 SF.CHO DEP'm CWSEL CRilfS lfSEI.l F.G HV BL OIDSS BANK ELEV Q QU>B tx:H QROB AIDB !CH . AROB VOL 'NA LEFT/RIGHT TIME VWB VCH VROB XllL XHCH XHR m EOOH SST! SWPE XWBL M XWBR !TRIAL IOC ICOHT CORAR TOPWID KllDST *SF.CHO 1100.000 3280 CROSS SECTION · 1100 • 00 EXTENDED : 1.07 FEET · 3302 WARNING: CONVEYANCE CHANGE OtrrSIDE OF ACCEPTABLE RANGE 1100.00 4.27 300.97 .00 .00 301.29 .32 .07 .08 299.15 465. 133. 266. 66. 80. 46. 40. 5. 3. 299.15 .08 1.65 5.83 1.67 .030 .014 .030 .000 296.70 100.00 .000730 250. 250. 250. 3 0 0 .00 100.00 200.00 *SF.CHO 2112. 000 3280 CROSS SECTION 2112. 00 EXTENDED .71 FEET 3685 20 TRIALS Aml!PTED llSEL I CWSEL 36 9 3 PROBABLE KINIKllll SPF.X:IFIC EHERGY 3720 CRITICAL DEPTH ~ 2112.00 3.91 303.54 303.54 .00 304.10 .56 .99 .07 302.08 465. 111. 297. 57. 59. 40. 30. 8. 6. 302.08 .13 1.87 7.39 1.91 .030 .014 .030 .000 299.63 100.00 .001392 1012. 1012. 1012. 20 10 0 .00 100.00 200.00 11/15/93 9: 8: 5 PAGE 10 Tl HEC 2 FOR EDELOOSS RATING CURVE ANALYSIS T2 COLLEGE STATION DRAIHAGE ·SYS'ml ANALYSIS Q= 800 T3 CULV AT SCHAFFER RD Jl I CHECK IHQ NIHV IDIR STRT KETRIC HVINS Q WSEL FQ 0 4 0 0 0 0 0 298 0 MULTIPLE PROFILE RUH WI'IB IHTERPOIJ.TED CROSS SECTIONS J2 llPROF IPUlT PRFVS XSECV XSECH FN ALLDC IBW CHHII! I TRACE 0 -1 11/15/93 9: 8: 5 PAGE 11 SF.CliO DEP'l'll CWSEL CRIWS llSELK F.G HV HL OUlSS BANK ELEV Q QI.DB (.X:ll QROB AI.DB AC!! AROB VOL Tll! LEFT /RIGHT 'l'I!E VI.DB VCH VROB XNL XHCH XHR lrl'N EOOI SS'1'A SI.DPE XI.DBL XI.CH XI.DBR IOOAL IOC ICOO' CORAR roPWID EllDS'l' *PROF 3 0 CCHV= .100 CFJIV= .300 tSECHO 528. 000 3280 CROSS SECTION 528. 00 EXTEHDED .54 FEET > 528.00 2.92 298.00 .00 298.00 298.47 .47 .00 .00 296 .57 791. 141. 650. o. 63. 109. o. o. o. 297 .46 .00 2.23 5.95 .00 .030 .020 .000 .000 295.08 1011.88 • 003180 o . 0. o. 0 0 0 .oo 152.12 1164.00 tSECHO 644.000 36 85 20 'mIALS M'l'EllP'l'Ell llSEL,CWSEL 3693 PROBABLE ml!llll SPECIFIC EHERGY 372 0 CRmCAL DEP'm ASSOXED 644.00 3.50 298.79 298.79 .00 299.39 .61 .49 .04 298.18 791. 24. 767. o. 16. 121. o. o. o. 300 .85 .01 1.55 6.35 .oo .030 .020 .000 .000 295.29 947 .91 • 00 4791 10 0. 130 • 116. 20 11 0 .00 139.45 1087 .36 *SBCHO 715. 000 3302 WARHillG: CONVEYAllCE CllAllGE OOTSIDE OF ACCEPTABLE RAllGE 715.00 4.29 299.38 .00 .00 299.65 .28 .22 .03 298 .32 791. 64. 712. 15. 54 . 161. 12. 1. 1. 29 8.24 .01 1.18 4.43 1.24 .030 .020 .030 .000 295.09 1284.65 • 001355 50 • 100. 71. 2 0 0 .00 201.89 1486.54 CCllV= .030 CEllV= .050 *SECHO 750. 000 3280 CROSS SECTION 750.00 EXTFJIDED 1.24 FEET 750.00 4.53 299.52 .00 .00 299.69 .17 .03 .00 298.45 791. 52. 739. o. 61. 217. o. 1. 1. 298.28 .02 .86 3.40 .00 .030 .024 .000 .000 294.99 887.07 • 000696 35 • 35. 35. 2 0 0 .00 184.93 1072.00 11/15/93 9: 8: 5 PAGE 12 SECHO DEP'IB CWSEL CRIWS WSE!l EG HV HL OI.DSS BANK ELEV Q QI.DB tx:H QROB AI.DB ACH AROB VOL 'M LEFT/RIGHT TDIE VI.DB VCH VROB XNL XNCH XNR ltlll EOOH SSTA SI.DPE XI.DBL M IDJBR I'l'RIAL IDC I CONT CORAR TOOOD ENDST SPFruL BRIIXiE SB XK XKOR COFQ RD LEH BWC BWP BARFA SS KU:llU EUEl 1.25 1.60 3.00 .oo 6.00 ~00 24.00 .00 . 295.95 295.23 *SECHO 815. 000 3302 WARHIHG: CONVEYANCE CllAllGE OOTSIDE OF ACCEPTABLE RANGE PRE.SSURE !HD WEIR M EGPRS EGIMC H3 QWEIR QPR BARF.A TRAPEZOID ELLC EL'ffill WEIRIR AREA 326.51 300.65 • 00 587 • 204. 24. 24. 299.98 300.10 341. 815.00 5.37 301.32 .00 .00 301.32 .01 1.63 .00 299.00 791. 399. 341. 51. 948. 396. 166. 2. 2. 299.00 .05 .42 .86 .31 .030 .024 .030 .000 295.95 599. 75 • 000032 65 • 65. 65. 0 0 9 .00 883.15 1482.89 CCllV= .100 CEllV= .300 tSJDO 850.000 3302 WARHIHG: CONVEYANCE CllAllGE OOTSIDE OF ACCEPTABLE RANGE 850.00 5.22 301.27 .oo .00 301.35 .08 .oo .02 298.50 791. 288. 234. 270. 310. 60. 290 • 3. 2. 298.50 .05 .93 3.90 .93 .030 .014 • 030 .000 296.05 1018.77 • 000228 35. 35 • 35. 2 0 0 .oo 448.48 1467.25 *SECHO 1100. 000 3280 CROSS SECTION 1100. 00 EXTEHDED 1.13 FEET 3302 llARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RAllGE 1100.00 4.33 301.03 .oo .00 301.60 .56 .10 .15 299.15 644. 188. 363. 94. 84. 47. 41. 6. 4. 299.15 .06 2.24 7.78 2.26 .030 .014 .030 .ooo 296.70 100.00 • 001267 250 • 250. 250. 4 0 0 .00 100.00 200. 00 11/15/93 9: 8: 5 PAGE 13 SECNO DEPTH CllSEL CRillS llSELK EG BV 111 CLOSS BANK ELEV Q QI.DB QCH QROB AI.DB ACH AROB VOL 'lWA LEFT/RIGHT Tll!E VI.DB VCH VROB XNL XllCH XllR m EOON SSTA SWPE XI.DBL ru:H XUlBR !TRIAL !DC !CONT CORAR TOPWID ENDST *SECNO 2112.000 3280 CROSS SECTION 2112. 00 EXmiDFD 1.04 FEET 3685 20 ~ ATTEllP'lED llSEL,CllSEL 3693 PROBABLE mDIOK SPFm'IC EHEliGY 3720 CRITICAL DEP'l'll ASSOOll 2112.00 4.24 303.87 303.87 .00 304 .51 .64 1.38 .02 302.08 644. 181. 372. 91. 78. 45. 39. 9 • 6. 302.08 • 11 2.31 8.22 2.34 .030 .014 .030 .000 299.63 100.00 • 001476 1012. . 1012 • 1012. : 20 6 > 0 .00 100.00 200.00 11/15/93 9: 8: 5 PAGE 14 THIS RUH EXECUTED 11/15/93 9: 8: 6 tttttttttttttttttttttttttttttttttttttttttttttttttt HEC2 RELF.ASE DATID SEPT 88 tttttttttttttttttttttttttttttttttttttttttttttttttt NOTE-ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMllARY OF ERRORS LIST AT SCHAFFER RD SUMMARY PRINTOUT TABLE 150 SEC!!O XI.CH ELTRD Elli: EOON Q OISEL CRIWS EG lO*KS VCH AREA .OlK 528.000 .00 .oo .00 295.08 449.00 298.00 .00 298.15 10.25 3.38 172.23 140.27 528.000 .00 .00 .00 295.08 577.00 298.00 .00 298 .25 16.92 4.34 172.23 140.27 528.000 .00 .00 .oo 295.08 791.00 298.00 .00 298.47 31.80 5.95 172.23 140.27 t 644.000 130.00 .oo .00 295.29 449.00 298.28 298. 28 298.79 63.92 5.76 78.29 56.16 t 644.000 130.00 .00 .00 295.29 577.00 298.51 298.51 299.05 52.88 5.92 101. 25 79.35 t 644.000 130.00 .00 .00 295.29 791.00 298.79 298.79 299.39 47.91 6.35 136.42 114.28 t 715.000 100.00 .00 .oo 295.09 449.00 298.87 .00 299.06 12.39 3.54 Hl.82 127.58 715.000 100.00 .00 .oo 295.09 577.00 299.07 .00 299.30 13.27 3.96 171.87 158.37 t 715.000 100.00 .00 .oo 295.09 791.00 299.38 .00 299.65 13.55 4.43 226.91 214.85 t 750.000 35.00 .oo .oo 294.99 449.00 299.00 .00 299.09 4.69 2.46 195.51 207.24 t 750.000 35.00 .oo .oo 294.99 577.00 299.21 .00 299.33 5.73 2.87 224.95 241.04 750.000 35.00 .oo .oo 294.99 791.00 299.52 .00 299.69 6.96 3.40 277 .87 299.88 t 815.000 65.00 300.10 299.98 295.95 449.00 299.01 .oo 299.H 11.76 2.83 162.67 130.95 t 815.000 65.00 300.10 299.98 295.95 577.00 301.12 .00 301.12 .23 .70 1335.18 1197. 70 t 815.000 65.00 300.10 299.98 295.95 f.91.00 301.32 .oo .301.32 .32 .86 1509.87 1395.26 t 850.000 35.00 .00 .00 296.05 449.00 299.81 299 .81 300.27 13.40 6.98 172.29 122.66 t 850.000 35.00 .00 .00 296.05 577.00 301.08 .00 301.14 1.65 3.21 578.67 449.02 t 850.000 35.00 .00 .00 296.05 791.00 301.27 .00 301.35 2.28 3.90 659.78 523.68 t 1100.000 250.00 .oo .00 296.70 359.00 300.40 300.40 300.89 12.51 6.65 109.03 101.49 t 1100.000 250.00 .00 .00 296.70 465.00 300.97 .00 301.29 7.30 5.83 165.68 172.12 t 1100.000 250.00 .oo .00 296.70 644.00 301.03 .oo 301.60 12.67 7. 78 171.91 180.92 t 2112.000 1012.00 .00 .00 299.63 359.00 303.26 303. 26 303.83 14.78 7.08 101.41 93.37 t 2112.000 1012.00 .oo .oo 299.63 465.00 303.54 303.54 304.10 13.92 7.39 129.21 124.63 t 2112.000 1012.00 .00 .00 299.63 644.00 303.87 303.87 304.51 14.76 8.22 162.45 167.63 11/15/93 9: 8: 5 PAGE 15 AT SCHAFFER RD SUMMARY PRINrolJT TABLE 150 SECNO Q CWSEL DIFWSP DIFWSX DIFKliS 'roPWID xu:JI 528.000 449.00 298.00 .oo .00 .oo 152.12 .oo 528.000 577.00 298.00 .00 .00 .00 152.12 .oo 528.000 791. 00 298.00 .00 .00 .00 152.12 .00 644.000 449.00 298.28 .oo .28 .00 89.47 130.00 t 644.000 577.00 298.51 .23 .51 .00 111. 91 130.00 t 644.000 791.00 298.79 .28 .79 .00 139.45 130.00 t 715.000 449.00 298.87 .00 .60 .00 143.89 100.00 715.000 577 .00 299.07 .19 .13 .oo 166.69 100.00 t 715.000 791.00 299.38 .31 .59 .00 201.89 100.00 t 750.000 449.00 299.00 .00 .12 .00 129.86 35.00 t 750.000 577.00 299.21 .21 .14 .00 151.86 35.00 750.000 791.00 299.52 .31 .14 .00 184.93 35.00 t 815.000 449.00 ' 299.01 .oo .02 .00 342.69 65.00 t 815.000 577.00 301.12 2.10 1.91 .oo 845.44 65.00 t 815.000 791.00 301.32 .20 1.80 .oo 883.15 65.00 t 850.000 449.00 299.81 .00 .79 .00 220.08 35.00 t 850.000 577.00 301.08 1.27 -.04 .00 419.20 35.00 850.000 791.00 301.27 .19 -.05 .00 448 .48 35.00 > t 1100.000 359.00 300.40 .00 .59 .00 100.00 250.00 t 1100.000 465.00 300.97 .56 -.11 .00 100.00 250.00 t 1100.000 644.00 301.03 .07 -.24 .oo 100.00 250.00 t 2112.000 359.00 303.26 .00 2.86 .00 100.00 1012.00 t 2112.000 465.00 303.54 .28 2.57 .oo 100.00 1012.00 t 2112.000 644 .oo 303.87 .33 2.84 .00 100.00 1012.00 11/15/93 9: 8: 5 PAGE 16 SUMMARY OF ERRORS AND SPECIAL NOI'ES CAUTION SEClfO= 644.000 PROFILE= 1 CRITICAL DEP'IH ASSUMED CAl1rION SECNO= 644.000 PROFILE= 1 PROBABLE KINIMllll SPECIFIC ENERGY CAUTION SECNO= 644.000 PROFILE= 1 20 TRIALS AT'l'F.l!PTED TO BAIJ.NCE WSEL CAl1rION SECNO= 644.000 PROFILE= 2 CRITICAL DEPTH ASSUMED CAUTION SECNO= 644.000 PROFILE= 2 PROBABLE KH!Il!UM SPECIFIC ENERGY CAl1l'ION SECNO= 644.000 PROFILE= 2 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 644.000 PROFILE= 3 CRITICAL DEP'ffi ASSUMED CAl1l'ION SECNO= 644.000 PROFILE= 3 PROBABLE KINI!ruM SPECIFIC ENERGY CAUTION SECNO= 644.000 PROFILE= 3 20 TRIALS ATTEMPTED TO BAIJ.NCE WSEL WARNING SECNO= 715.000 PROFILE= 1 CONVEYANCE CHANGE Ol1l'SIDE ACCEPTABLE RANGE WARNING SECNO= 715.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 750.000 PROFILE= 1 CONVEYANCE CHANGE Ol1l'SIDE ACCEPTABLE RANGE WARNING SECNO= 750.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 815.000 PROFILE= 1 CONVEYANCE CHANGE OOl'SIDE At'CEPTABLE RANGE WARNING SECNO= 815.000 PROFILE= 2 CllfVEYAllCE CHANGE OO'l'SIDE ACCEPTABLE RANGE lfARHING SF.CHO= 815.000 PROFILE= 3 t'OBVEYARCE CHANGE OUTSIDE ACCEPTABLE RANGE CAl1l'ION SECNO= 850.000 PROFILE= 1 CRITICAL DEP'IH ASSUllID CAurIOH SECNO= 850.000 PROFILE= 1 PROBABLE KINIMllll SPECIFIC ENERGY CAurION SECNO= 850.000 PROFILE= 1 20 ~ AT'l'F.l!PTED TO BAIJ.NCE WSEL WARNING SECNO= 850.000 PROFILE= 2 CONVEYANCE CHANGE DurSIDE ACCEPTABLE RANGE WARNING SECNO= 850.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAurIOH SECNO= 1100.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAl1l'I ON SECNO= 1100.000 PROFILE= 1 PROBABLE KINIMllll SPECIFIC ENERGY CAl1l'IOH SECNO= 1100.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BAIJ.NCE liSEL WARNING SECNO= 1100.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 1100.000 PROFILE= 3 · CONVEYANCE CHANGE Ol1l'SIDE ACCEPTABLE RANGE CAl1l'I ON SECNO= 2112.000 PROFILE= 1 CRITICAL DEP'IH ASSUKED CAl1l'IOH SECNO= 2112.000 PROFILE= 1 PROBABLE mDlllM SPECIFIC ENERGY CAurION SECNO= 2112.000 PROFILE= 1 20 ~ AT'l'F.l!PTED TO BAIANCE WSEL CAurIOH SECNO= 2112.000 PROFILE= 2 CRITICAL DEP'l'H ASS1IXED CAtmOH SECNO= 2112. 000 PROFILE= 2 PROBABLE mnm1I SPECIDC ENERGY CA!1l'IOH SECNO= 2112.000 PROFILE= 2 20 '!'RIALS ATTEKPTID 'l'O BAIJJICE liSEL CAl1rIOH SECNO= 2112.000 PROFILE= 3 CRii'ICAL DEP'm ASSUKED CAurIOH SECNO= 2112.000 PROFILE= 3 PROBABLE mDlllM SPECIFIC ENERGY CAl1l'IOH SECNO= 2112. 000 PROFILE= 3 20 ~ AT'l'F.l!PTED TO BAIANCE lfSEL 320 315 "'O z Ci:: '- Q) 0 '+-'+- 0 ..c 1--1 u (/) r---310 @ <:( 0... ~ > u w ~ ["-.. __J 305 x w w 300 2 95 FLOOD PROFILES ------10 Year Storm 25 Year Storm __ .. __ 100 Ye a r Storm Channel Bottom Elevation of Road above Culvert .. -· · _ ----.. -------Low Point of Schaffer Rd .. . · -· · ------.. ~ ----Elev. 300.1 . . __..,,,., . · --___ - - -.. -. -----------~----,...---------- I trJ 2 90-+-~~~~--r-~~~~--.~~~~~.-~~~~-r-~~~~..,.-~~~~~~~~~--r-~~~~---.~~~~~.--~-~ 500.0 700 .0 900 .0 1100.0 1300 .0 1500.0 1700.0 1900.0 2100.0 2300.0 DISTANCE 20 .0 18.0 16.0 14.0 -12 .0 .!! ~ ~ u: 10.0 8 .0 ~ , ,, 6 .0 ,,... •/ 4 .0 / -- 2 .0 0 .50% / -- ~ - 28' BC-BC 39' BC -BC --47' BC -BC -56' BC-BC --66' w/ Median ~ ~ !..-~, i.-..... i.-../ l.oV' ./ IA"" ~/ _., ~" ./ --....... ------------- 1.00% 1.50% McClure Engineering , Inc .-..... ~ -~ I ~ .J" :;;."' ...... ,, ~- '--"' --- '--" -- 2 .00% EXHIBIT F C ity of College Station Standard Pavement Sect ion Storm Runoff Street Capacity _....-:;.---r...-_.,......_. --. ........., ..... ~ -"'=-1.-' ~ --~ "'=--~~ ,_.-_ ..... --,_ ---,_ ~ ----i-- 2.50 % 3 .00 % Slope(%) ..-=---,..-...- ~ -- -- 3.50% - ~ ........ _ ........ -----........ ...-:.. _.. I__... ----'-'' ---· -i.----- 4 .00% ----------....- ~ .-- --i.-- 4 .50% ..... _ ...... ....- ....- .. 5 .00% Curb .xis 10/16/96 Exhibit F )-) f?~110\/E f ,l};;f'L_,1<:_~ tPUTS'tVE LAJ/~ /I~/}(/>( <7/J vJ£St' C.iJL-~-Sl'fC. . COLLEGE STATION August 27, 1997 Mr. Steve Arden, CRB BrazosLand Realty P 0 . Box 9960 4103 S. Texas Avenue, Suite 100 Bryan, Texas 77802 1101 Te xas Avenue Tel 409 764 3500 RE: Long Side Sewer Service at 3716 Chantal Dear Mr. Arden: Colleg e Station , TX 77842 As per our conversation last week, it is our understanding that the long side sanitary sewer service for 3716 Chantal in Edelweiss 6-A is currently holding water between the property line and the collection line. It is the contractor's responsibility to make the necessary repairs to correct the problem. Please have your contractor notify the City of College Station Engineering Department of his work schedule so that inspections can be scheduled . If you should have any questions, please contact me at 764-3570. Steve Homeyer Assistant to the City Engineer xc: Kent Laza, City Engineer Paul Kaspar, Graduate Engineer Vernon Wright, Inspector ~eiss 6A D.P. File 111,J- Home of Texas A&M University EDELWEISS 6A -PUNCH LIST MARCH 5, 1997 pi.._ 1) Remove and replace outside lane of north cul-de-sac on Limburg Ct. West. 2) Remove and replace flat area in curb and gutter -right side of Limburg Ct Station 22+45 to 22+85 3) Clean sewer lines for T.V. Inspection. 4) Remove hot mix from manhole on Limburg Ct Station 23+05 5) Top of south manhole on Limburg West needs reset and grouted . 6) General clean-up . ( 7) Seeding . Et-8:::.rr.1cA L ThePrudent1al. Brazosland Realty 4103 S. Texas Ave ., Suite 100 Bryan , TX 77802 (409) 8 46-5735 March 10 , 1 9 9 7 Mr. Steve Homeyer, Engineer College Sta tion 1101 Texas Ave. South College Stati on, Tx. Re: Edelweiss Phase 6A Plat filing Dear Steve : Builders wi ll be submitting request for building permits soon for construction of new homes in phase 6 of Edelweiss Estates . At this time the subdivision meets the fire and safety criteria for filing the plat early with a deposit to the City for the remaining work to be completed. I am now making that request . There are two categories of work remaining. They are the completion of electrical extension and punch list items provided by Vern. The City is in the process of pulling electrical wire to the transformers and should complete the work when weather permits. Deposits for this work a re with the City. Rice Electric Co has been c o ntracted to i nstall street light s which should be completed within the next week to ten days. $7, 000 is the cost for the lights . Vern's punch list for Helmcamp Company to complete is difficult to place a dollar value . Say -$3,000 . Begonia Co rporation will deposit $10,000. with the City so the plat can be filed and the City will have the assurance the work will be completed . Your helpfulness is appreciated. Sincerely, Steve Arden An Independently Owned and Operated Member of The Prudential Rea l Estate Affiliates , Inc . "' \ ENGINEER'SCONSTRUCTION COST ESTIMATE t EDELWEISS ESTATES, PHASE 6-A 1. j AUGUST 22, 1996 ti1 ) ITEM DESCRIPTION UNIT QUANTITY UNIT AMOUNT NO. COST STREET CONSTRUCTION 1 Erosion & Sedimentation Control LS. $4.000.00 $4.000.00 2 Clearing & Grubbing (R.O.W. & Easements) Ac. 2.0 350.00 700.00 3 Excavation (Roadway) C.Y. 1,520 3.50 5.320.00 4 Cellulose Fiber Mulch Seeding S.Y. 7,665 0.50 3.832.50 5 6" Lime Stab. Subgrade (53 Lime) S.Y. 4 ,662 2.45 11.421.90 6 Extra Lime Ton 32 76.00 2.432.00 7 6" Flexible Base Crushed Stone S.Y. 3.673 4.90 17,997.70 8 1 ~ .. Hot Mix Asphaltic Concrete (Type DJ S.Y. 3 ,673 3.30 12.120.90 9 Reinforced Concrete Curb & Gutter (Type A) L.F. 2.099 7.00 14.693.00 10 Reinf. Concrete Sidewalk S.F. 4.568 2.50 11.420.00 11 Reinf. Concrete Aprons ( 6" thick) S.F. 2.211 3.25 7,185.75 12 Remove Exist ing Concrete S.F. 837 2.00 1.674.00 STREET CONSTRUCTION SUBTOTAL $92.797.75 DRAINAGE CONSTRUCTION • 13 18" RCP (C76. Cl. Ill) L.F . 45 22.50 $1.012.50 14 24" RCP (C76. Cl. Ill) L.F . 163 31.50 5.134 .50 15 27" RCP (C76, Cl. Ill) L.F . 75 35.00 2,625.00 16 5' Standard Recessed Cone. Inlet Each 2 1.700.00 3.400.00 17 1 O' Standard Recessed Cone. Inlet Each 2 2,825.00 5,650.00 18 Trench Safety (Storm Drain) L.F. 135 1.00 135.00 19 Outfall Grading C.Y. 700 3.50 2.450.00 DRAINAGE CONSTRUCTION SUBTOTAL $20.407 .00 SEWER LINE CONSTRUCTION 20 6" PVC (SDR-26, D3034)(< 6' depth) L.F . 481 12.00 $5.772 .00 21 6" PVC (SDR-26. D3034)(6' to 8' depth) L.F . 285 13.50 3,847.50 22 6" PVC (SDR-26. D3034) (8' to 1 O' depth) L.F. 40 17.85 714.00 23 4" Dbl. Serv. Line (Type 1)(59' Avg. Length) Each 8 750.00 6.000.00 24 4" Dbl. Serv. Line (Type 1)(6' Avg. Length) Each 2 350.00 700 .00 25 4" Dbl. Serv. Line (Type 11)(83' Avg. Length) Each 4 1,050.00 4.200.00 26 4" Dbl. Serv. Line (Type 11)(12' Avg. Length) Each 2 375.00 750.00 27 Trench Safety (Sewer Lines) L.F. 535 1.00 535.00 Page 1 • . ·,,, ENGINEER'SCONSTRUCTION COST ESTIMATE EDELWEISS ESTATES, PHASE 6-A AUGUST 22, 1996 ITEM DESCRIPTION UNIT QUANTITY UNIT AMOUNT NO. COST 28 Remove Existing 6" Plug Each 2 150.00 300.00 29 Standard Sewer Manhole(< 6' Depth) Each 3 1. 150.00 3.450.00 30 Standard Sewer Manhole (9' Depth) Each 1,275.00 1.275.00 SEWER LINE CONSTRUCTION SUBTOTAL $27,543.50 WATER LINE CONSTRUCTION 31 6" PVC (C900, Cl. 200) L.F. 679 14.00 $9.506.00 32 8" PVC (C900, Cl. 200) L.F. 628 17.00 10,676.00 33 Fire Hydrant Assembly (Type II) (4' Barrel) Each 2 1,600.00 3,200.00 34 8" M.J. Gate Valve Each 2 540.00 1,080.00 35 8" X 8" M.J. Tee Each 1 200.00 200.00 36 8" X 45° M.J. Bend Each 2 100.00 200.00 37 8" M.J. Plug Each 150.00 150.00 38 8'~ X 6" M.J. Reducer Each 1 100.00 100.00 39 6" X 45° M.J. Bend Each 2 110.00 220.00 40 6" X 22Y2° M.J. Bend Each 2 110.00 220.00 41 1 W' Type K Water Service (47 Avg. Length) Each 5 750.00 3.750.00 42 lW' Type K Water Service (13' Avg. Length) Each 3 600.00 1.800.00 43 Trench Safety (Water Line) L.F. 1.112 1.00 1.112.00 WATER LINE CONSTRUCTION SUBTOTAL $32.214.00 TOT AL COST OF CONSTRUCTION $1 72, 9 62.25 Page 2 • McCLURE ENGINEERING, INC.------- August 22 , 1996 Mrs. Veronica Morgan, P .E. Assistant City Engineer CITY OF COLLEGE STATION P.O. Box 9960 College Station, Texas 77842 RE: Edelweiss Phase 6A Review Comments Dear Veronica: Thank you for an expeditious review of the above referenced plans. Many of the comments need only be addressed by letter. Those comments which require action have been corrected (see plan set accompanying this letter.) Sht. 1 Comment: Sewer lines are labeled S-lB and S-lA instead ofS-1 and S-2 Disposition: Corrected. Comment: Sewer service for lot 5 block 16 is labeled 5" instead of 5' disposition: Corrected Sht. 2 Comment: The equation station shown in the plan v iew conflicts with the equation in the profile view. Disposition : Corrected Comment: Note that the contractor is to set MH lid flush w/ pavement. Disposition: Please see Sht. S-2 note on manhole top elevation. Comment: Leader has no text. Disposition: Whoops, corrected. Sht. 3 Comment: I get different end of service elevations for many of the services at the slopes your calling . Disposition: You probably forgot the .5' minimum drop from the service to the main (see Sht. S-2.) Sht. 4 1722 Broadmoor , Suite 21 O • Bryan , Texas 77802 • (4 09) 776 -6700 • FAX (409) 776 -6699 Comment: Public Utility Easement for lot 5 block 16 is labled 5" instead of 5' and the water line is labeled 5" from Property line instead of 5'. Disposition: Corrected Comment: There is no problem using Type 1 Fire Hydrants ... but your detail is for Type II only . Response: Type II hydrants are what is intended; the sheets hav e been corrected. Comment: Is this a 6" or an 8" valve? Disposition: This is an 8" valve. The sheet has been corrected. Sht. 5 Comment: These stations don 't match Detail A Disposition: Corrected. Comment: This future crossing doesn 't look good. Response: Our design of the sewer outfall for the Rock Prairie Road Project has moved the location of the 1 O" Sewer Main to the north east right of way of Edelweiss Avenue. This sewer line location works better with the design of the storm drain. Because of this the water line will have more room to transition down the 5' required to clear the culv ert and still keep the fittings required outside of the roadway pavement. Comment: These stations don't match Sht. 4 . Disposition: Corrected. Should you have any more comments please do not hesitate to contact me. Sincerely JJM/mlm PL~€ t=-ILC IN ·-:ft eDet_l,..)€1 ~s ?>f ~--A·' lf75Z ~c-V 1>~1-r Fll-G McCLURE ENGINEERING, INC.--------- August 29, 1996 Mr. Steve Homeyer Graduate Engineer CITY OF COLLEGE STATION P .O . Box 9960 College Station, Texas 77842 RE : EDELWEISS ESTATES , PHASE 6-A STORM DRAIN OUTFALL Dear Steve : As discussed with you on this date and upon confirmation with Steve Arden relative to the construction schedule for this project and the proposed Rock Prairie Road storm drain outfall line to be constructed along Edelweiss Drive, please be advised of the following : 1. Begonia Corporation is presently discussing with AL. Helmcamp , Inc . the possibility of adding a portion of the Rock Prairie outfall line to their Edelweiss Estates, Phase 6-A contract. Since the outfall line is a City Participation item in the Rock Prairie Road project, we recognize that the City must review and approve such a plan . 2 . If the details for item 1 above cannot be resolved , we propose to construct an open trench along the proposed Rock Prairie Road outfall alignment to temporarily drain the Phase 6-A storm drainage system. We anticipate that Phase 6-A will be constructed over the next 3 to 4 months . During that period of time Rock Prairie Road will be bid and a contractor selected . The new contractor will then be responsible for the maintenance of the temporary facility , as well as , the construction of the outfall line . 3 . Regardless of the outcome of items 1 and 2 , Begonia Corporation is responsible for the Edelweiss Estates, Phase 6-A project and will resolve the issue to your satisfaction . Should you have any questions or need additional information, please advise . . l/J J l . "~ Very t~ly yours , hael R. McClure, P .E ., R.P.L.S . xc: Steve Arden MRM/mlm 1722 Broadmoor , Suite 210 • Bryan , Texas 77802 • (409) 776 -6700 • FAX (409) 776-6699 RECEIVED SEP 0 4 1996 .• McCLURE ENGINEERING, INC.------- July 24, 1996 Mrs. Veronica Morgan, P .E . Assistant City Engineer CITY OF COLLEGE STATION P .O . Box 9960 College Station, Texas 77842 RE: INTERIM DRAINAGE REPORT ROCK PRAIRIE ROAD PROJECT & FUTURE PHASES OF EDEL WEISS EST ATES Dear Veronica: Drainage calculations for EDELWEISS ESTATES, PHASE 6-A are dependent upon the calculations of the concurrent Rock Prairie Road project. With the design of Rock Prairie Road, an extensive drainage report will be required showing the design of the outfall line along Edelweiss A venue . Because of this situation, we would like to provide a complete set of calculations and a report with the submission of the Rock Prairie Road project plans. As an interim submission, we have included Drainage Area, Inlet, and Pipe Capacity calculations with this letter for your review . Should you have any questions or need additional information, please do not hesitate to call. 7,. ~ Michael R. McClure, P .E ., R.P .L.S . MRM/mlm attachments 1722 Broadmoor, Suite 21 O • Bryan , Texas 77802 • (409) 776-6700 • FAX (409) 7 7 6-6699 13 /01 '99 17 :00 FAX 4 09 693 4 243 M D G MUNICIPAL DEVELOPMENT GROUP 1551 TaasAve. South, Ste. A •College Station, Tuas 77840 • 409-693-5359 •FAX: 409-693-4243 •E-mail: rndgr:.r@gLue t January 13, 1999 John Logan, Inspector Public Works City of College Station Engineering , Surveying, Planning and Environmc:ntal Consultant-; Re: Callaway House -8" Sanitary Sewer Line MDG Job No. 000604 -2974 Dear John : Per our phone conversatiol\ the 8" Sanitary Sewer line shows to be constructed 'With SDR 26 (Class 160) on the approved civil construction plans. Per Scott Elliot's request, we changed the pipe type installed to SDR 26 (03034), which conforms to City of College Station Specification No. S.104. This pipe material will be shown on the as-built set of drawings. Please feel free to call me if you have any questions . RM/tm Cc: Veronica Morgan, City of College Station Sam Behler, Universal Constructors Scott Elliot, Elliot Construction 0006 04-c.44.doc ~001 EXHIBIT B INLET AND PIPE SIZE CALCULATIONS R, -------d Julv. 1996 INLET SIZING N= 0.014 * E a QI u.: I-3: c. _j "C w =it ... 0 0 ct QI ..J 0 0 ;; I-.. u:: « 0 ... "C ~ ff) > ~ z QI "C ·; w c .. ..J a. c:r ~ ..J c c 0 'iJ I-:! e z Cl Cl C> w 0.: QI 0 -'iii 'iii :;:: w !. z ..J Q ct 0:: a. u ~ 0 .... 0:: 0 QI QI 'C: cu w ~ I-a DESCRIPTION 0 _j _j LL I-c c LL ff) 0 ..J cf s cf s ft ft yr % " cf s ' 128 0.51 5.48 LOW POINT INLET 2 2.74 5 128 129 10 5.5 0.49 18 6.8 45 129 1.34 12.53 LOW POINT INLET 2 6.26 10 129 130 10 17.3 1.05 24 21.6 132 161 0.94 10.34 LOW POINT INLET 2 5.17 10 161 162 10 10.3 0.38 24 12.9 31 162 0.47 4.59 LOW POINT INLET 2 2.30 5 162 164 10 13.7 0.23 27 13.7 75 * Includes 25% Flow increase for pipe sizes <27" dia. Exhibit B EXHIBIT A Rational Formula Drainage Area Calculations Revised Julv. 1996 <C .c: w Q -:r: ~ ~ W) u 0:: ~ w ...J t-W) ·e. Cl) <C a. <C <C Q (!) I 0 Q ...J ...J ...J ~ i: 0 w 0:: i= w zZ z ...J u. u.. ~-=-(!) <C ...J z 0:: 5~ 5~ - -<C w <C 0:: F= 0:: ~ ~ u c ...J > w ...J ~ ...J t-er u z ~ w <C e c:r: ~ ~ 0:: ;: 0:: ;: ~ (!) ·-. w t-<( Q w Cl) w wo w 0 J u . ~ Cl w 0 0 :::> z :::> ...J - c 0 W) 0 0:: 0 z 0:: w 0:: 0:: 0 > ...J > ...J (!) ~ (!) ~ Ci I'll er ~j Cl) W) .... N .... Q t-:::> <C 0:: <C t-0 u.. 0 u. 0 ow :::> a 0 0 0 NO. AC. 0.4 0.55 0.87 CA ' • ' ' min min min min cf s cfs cf s cf s 128 0.92 0.00 0.92 0.00 0.51 80 1.0 450 5.0 5.28 5.49 16.39 5.28 4.9 5.5 6.2 7.9 129 2.43 0.00 2.43 0.00 1.34 170 2.0 550 6.0 8.13 7.00 21.14 8.13 11.2 12.5 14.3 18.1 161 1.71 0.00 1.71 0.00 0.94 200 3.0 1 1.0 3.85 2.10 5.69 5.00 9.3 10.3 11.8 14.9 162 0.86 0.00 0.86 o:oo 0.47 90 0.9 450 2.3 7.42 7.15 23.00 7.42 4.1 4.6 5.2 6.6 EXHIBIT A