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Home My WebLink About78 Development Phase 647 Alexandria Ph 1( ' ' • I Drainage, Water and Sewer ·Report FOR . . .. · ... ALEXANDRIA SUBDIVISION . PHASES ONE THROUGH FIVE VICINI TY MAP NTS NOVEMBER, 1999 Prepared By. Mcaure Engineering, Inc. 1008 Woodcreek Drive, Suite 103 College Station, Texas 77845 -( 409) 693-3838 ( I ( . . ' Drainage, Water and Sewer Report FOR ALEXANDRIA SUBDIVISION . PHASES ONE THROUGH FIVE VICINI TY MAP NTS NOVEMBER, 1999 Prepared By. McClure Engineering, Inc. 1008 Woodcreek Drive, Suite 103 College Station, Texas 77845 ( 409) 693-3838 ..... CERTIFICATION I, Steven C. Franks, Registered Professional Engineer No. 83 5 51, State of Texas, certify that this report for the drainage design for ALEXANDRIA SUBDIVISION, PHASES ONE THROUGH FIVE, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof ~~,,.. ~~~?.:~"'· II-I l -5'j *···· * ···\I l .t: •.............. ~ .. , Steven C. Franks, P.E. No. 83551 STEVEN C. FRANKS 2 l·················:··Z fA ~· 83551 ··$ 2 '••'b4t.~~~-~~~~~ '\~~~IONAL €.~ ..#" ·~,,,,"~- DRAINAGE REPORT ALEXANDRIA SUBDMSION, PHASES ONE THROUGH FIVE SECTION I TABLE OF CO NTENTS ALEXANDRIA SUBDIVISION, PHASES ONE THROUGH FIVE DRAINAGE REPORT INTRODUCTION LOCATION DESCRIPTION DRAINAGE BASIN DRAINAGE DESIGN CRITERIA STORM DRAIN FACILITY DESIGN DETENTION FACILITY DESIGN CRITERIA - DETENTION FACILITY DESIGN SUMMARY CONCLUSION TABLE OF EXHIBITS EXCERPT FROM FLOOD INSURANCE RATE MAP DRAINAGE AREA MAP RATIONAL FORMULA DRAINAGE AREA CALCULATIONS INLET COMPUTATIONS PIPE SIZE CALCULATIONS CUL VERT ANALYSIS DRAINAGE ARE MAP -SOUTH FORK OF LICK CREEK DRAINAGE AREA PARAMETERS HEC-1 ANALYSIS HEC-RAS ANALYSIS -EXISTING CONDITIONS HEC-RAS ANALYSIS -PROPO SED C ONDITIONS 1 1 1 2 2 3 3 4 5 6 "A" "B" "C-1" "C-2" "C-3" "C-4" "D-1" "D-2" "D-3" "E-1" "E-2" STANDARD TABLE 1 AND FINISH FLOOR ELEVATION COMPARISON "E-3" HEC-RAS CROSS-SECTION PLOTS "E-4" HEC-RAS CROSS-SECTION LOCATIONS -100 YR. DELINEATION "E-5" DRAINAGE REPORT ALEXANDRIA SUBDIVISION, PHASES ONE THROUGH FIVE ii SECTION I DRAINAGE ANALYSIS ALEXANDRIA SUBDIVISION, PHASES ONE THROUGH FIVE INTRODUCTION: The purpose ofthis report is to study potential drainage effects from the development of the proposed Alexandria Subdivision. Results from the analysis of existing conditions and proposed improvements are provided to show that the final design accomplishes the objectives of the City of College Station Drainage Policy and Design Standards (DPDS) by controlling runoff from this site. This study will supersede the "Drainage Report, Alexandria Subdivision, Phases One and 3-A" dated August 1999. With the completion of the triple 6'x6' box culvert at Alexandria Avenue the temporary detention facility constructed with phases one and 3-A will be filled in. LOCATION: The site is located in southern College Station, north of Barron Road. Bordering the site on the east are Springbrook-Oakgrove and Springbrook-Cypress Meadow Subdivisions and property owned by Peyton Waller. Shenandoah Phase Six and property owned by Lance Leschper are located to the south. Property owned by Little Creek Farm and Ranch, Inc. borders to the west, and properties owned by Lisa Neelley and the College Station Independent School District are located to the north. The site drains to the South Fork of Lick Creek. DESCRIPTION: The entire site area is 93.5 acres. The site is generally open with small clusters of trees DRAINAGE ANALYSIS ALEXANDRIA SUBDIVISION, PHASES ONE THROUGH FIVE throughout the site. The area along the stream which will be used for the detention area and public park is heavily wooded. The entire site drains in a north direction. The terrain is gentle with average slopes between 0.5% and 2%. The south fork of Lick Creek meanders along the northern property line. DRAINAGE BASIN: The primary drainage basin for the site is Lick Creek, which is a tributary of Carters Creek. This property is not located in a 100-Year Flood Hazard Area according to the Flood Insurance Rate Maps for Brazos County, Texas and Incorporated Areas, Map No. 48041C205 C effective July 2 , 1992 as prepared by the Federal Emergency Management Agency (See Exhibit "A"). The creek that the proposed subdivision drains into was not included in the detailed FEMA analysis. As part of this project, a HEC-RAS analysis will be performed to delineate the 100-Year Flood Hazard Area for this tributary. The limits of the 100-year flood plain will be platted when the park area is dedicated to the city. Exhibit "E" contains the HEC-RAS analysis with Exhibit "E-5" showing the delineation of the proposed 100 Year Flood Plain. DRAINAGE DESIGN CRITERIA: The proposed drainage system is designed in accordance with the City of College Station DPDS. The design storm is a I 0-year event and flow calculations are based on the Rational Method. Pipe sizes were determined from Manning's Equation using an "n" of 0 .014 . The primary channel analysis was completed using HEC-1 with SCS methodologies (Type II, 24-hour storm, Curve number losses, SCS Unit hydrograph for distribution, and SCS lag). The Alex andria A venue culvert will be designed in accordance with the City of College Station DPDS. The design storm for the culvert is the 25 year storm. Backwater for the culvert will DRAJNAGE ANALYSIS 2 ALEXANDRIA SUBDIVISION, PHASES ONE THROUGH FIVE be contained within the development property. STORM DRAIN FACILITY DESIGN: Storm water from the proposed development will be captured in the curbs. The curbs will convey the storm water to the inlets and into the storm drainage system. The storm drain system will convey the water by reinforced concrete pipe . The storm water from Phase One and a portion of phases Two and Three will be discharged directly into the South Fork of Lick Creek. Phases Four, Five and the remainder of Two and Three will discharge storm water directly into the Detention Facility. The Detention Facility will be designed to over-detain storm water to account for the storm drainage system that bypasses the Detention Facility. The Detention Facility will be built as part of Phase Two. The top of curb elevation at the Alexandria Avenue culvert is 285.97'. The 25 year Post- Development water surface elevation is 284.66' providing 1.31' of freeboard. The 100 year Post- Development water surface elevation is 286.54'. The 100 year Post-Development flow over the road is 0.57' deep with a velocity of 1.56 :ft/s. Exhibit "C-1" shows the rational formula calculations for the storm drain system drainage areas shown in Exhibit "B". Exhibit "C-2" shows the inlet computations for the respective drainage areas. Exhibit "C-3" shows the pipe size computations for the storm drain system. Exhibit "C-4" shows the culvert analysis for the culvert at the intersection of Alexandria Avenue and Barron Road. Note that in all cases the computations use the parameters provided in the DPDS. DETENTION FACILITY DESIGN CRITERIA: Detention will be required in accordance with the Drainage Policy and Design Standards. The DRAINAGE ANALYSIS 3 ALEXANDRIA SUBDIVISION, PHASES ONE TIIROUGH FIVE design storm for the detention pond will be the 100 year storm. The DPDS designates the South Fork of Lick Creek as a special drainage basin. This designation requires that the finish floor of houses along the channel must be a minimum of three feet above the 100 year flood plain elevation. DETENTION FACILITY DESIGN: The proposed detention facility will be located in the Storm Water Detention Area located - upstream of Alexandria Avenue as d_esignated on the Master Preliminary Plat. The outlet structure will be the triple 6'x6' box culvert at Alexandria A venue. The detention facility is created by under sizing the Alexandria Avenue culvert to create a back water effect and detain water. Because of the size of the development, the detention pond was analyzed using HEC-1. Exlnbit "D" is the HEC-1 analysis. Exlnbit "D-1" shows the drainage area map for the South Fork of Lick Creek. Exhibit "D-2" shows the drainage area parameters for Plans 1 through 4 . Exlnbit "D-3" is the HEC-1 hydrologic analysis. Note that four plans and seven ratios were studied as follows: Plan 1: Existing Conditions (Existing development downstre~ of Alexandria) Plan 2: Proposed Conditions (Alexandria Subdivision fully developed w/ 4-6'x6' RCBC) Plan 3: Proposed Conditions (Alexandria Subdivision fully developed w/ 3-6'x6' RCBC) Plan 4: Entire Drainage Shed Developed (w/ 3-6'x6' RCBC and no detention upstream) Ratio 1: 500 Year Storm Ratio 2: 100 Year Storm Ratio 3: 50 Year Storm Ratio 4: 25 Year Storm Ratio 5: 10 Year Storm DRAINAGE ANALYSIS 4 ALEXANDRIA SUBDIVISION, PHASES ONE THROUGH FIVE Ratio 6: 5 Year Storm Ratio 7: 2 Year Storm A HEC-RAS analysis was performed using flow data calculated from the HEC-1 analysis. Five plans and two profiles were evaluated with HEC-RAS. Plans 1 through 4 match the HEC-1 analysis plans. The fifth plan uses flow data from the Springbrook drainage study. The existing conditions flow calculated with this study varies when compared to flows from the Springbrook drainage study. The Springbrook flows were included as a comparison with the existing and proposed conditions of this report. The two profiles studied are the 100 year and 25 year events. Floodplain elevations were calculated for the 100 year and 25 year events for all plans . Exhibit "E-1" is the HEC-RAS input data and analysis for Plan 1 (Existing Conditions). Exhibit "E-2" is the HEC-RAS input data and analysis for Plan 3 (Proposed Conditions). Exhibit "E-3" shows the Standard Table 1 for the 100 and 25 year flows for all plans. Exhibit "E-3" also shows a comparison of finish floor elevations to the 100 year flood elevations to show the required three foot clearance. Exhibit "E-4" shows the floodplain cross-sections. Exhibit "E-5" shows the cross-section locations and the delineation of the proposed conditions 100 year event flood plain. SUMMARY: The following tables show the Pre-Development and Post-Development flows for the design storms. Study Point D is the downstream property line of the Alexandria Subdivision and is summarized in Table 1. The Pre-Development conditions are from the HEC-1 analysis Plan 1. The Post-Development conditions are from the HEC-1 analysis Plan 3. DRAJNAGE ANALYSIS 5 ALEXANDRIA SUBDIVISION, PHASES ONE THROUGH FNE Table 1 Study Point D (Downstream Property Line) Design Event Pre-Development Post-Development Q s= 635 cfs 645 cfs Q10= 855 cfs 859 cfs Q 25 = 1125 cfs (w.s .=280.65) 1080 cfs (w.s.=280.43) Qso= 1315 cfs 1232 cfs Q 100= 1540 cfs (w.s.=281.20) 1435 cfs (w.s.=280.83) Table 2 below shows the pre-development and post-development flows at the study point ("F"), the Triple 1 O' X 1 O' Box Culvert at S.H . 6 . Table 2 Study Point F (Culvert at S.H. No. 6) ( Design Event Pre-Development Post-Development Qs = 812 cfs 836 cfs Q10= 1087 cfs 1105 cfs Q25 = 1423 cfs 1401 cfs Qso= 1656 cfs 1599 cfs Q100= 1936 cfs 1834 cfs CONCLUSION: Per the above tables, the post-development runoff rates increase slightly for the 5 and 10 year events compared to the pre-development runoff rates. The post-development runoff rates for the 25 , 50 and 100 year storm are reduced from the corresponding pre-development runoff rates. Runoff from the site is controlled in public easements, rights of ways , and the primary channel. DRAINAGE ANALYSIS 6 ALEXANDRIA SUBDNISION, PHASES ONE THROUGH FNE The design storm post-development runoff flow is less than the pre-development runoff flow. The Alexandria A venue culvert conveys the 25 year storm with greater than one foot of freeboard and conveys the 100 year storm with an overtopping flow less than two feet. The finish floor elevations for this subdivision and for the existing Springbrook Subdivision are a minimum of 3.0' above the 100 year flood plain The drainage design for this subdivision meets the requirements as stated in the City of College Station Drainage Policy and Design Standards. DRAINAGE ANALYSIS 7 ALEXANDRIA SUBDIVISION, PHASES ONE THROUGH FIVE 0 ZONE X c? Site a I n ;; ~ \.... of College Station 480083 EXHIBIT A Flood Insurance Rate Map Excerpt Brazos County, Texas and Incorporated Areas Map Numbers: 48041C0205C Effective Date: July 2, 1992 I I; I ; DRAINAGE AREA MAP PROPOSED CONDITIONS <( ~ w c 0 a:: w ...I ...I <( ~ ll. :'!!; ~ w 0 ~ c (!) a:: ...I ~ z <( z <( <( ~ <( z w (.) 5 :c w z ...I c :E ...I a:: ~ ~ w ~ ~ c;; w (!) cw ~ >z 0 z a:: w 0 c ~ ::::> <( a:: ll. ~ o~ NO. AC. 0.4 0.55 0.9 ft. 1A 2.34 0.00 2.34 0.00 1.29 90.0 18 0.54 0.00 0.54 0.00 0.30 154.0 2A 1.88 0.00 1.88 0.00 1.03 122.0 28 0.37 0.00 0.37 0.00 0.20 77.0 3 0.93 0.00 0.93 0.00 0.51 88.0 4 0.63 0.00 0.63 0.00 0.35 71.0 5 1.16 0.00 1.16 0.00 0.64 61.0 6 0.94 0.00 0.94 0.00 0.52 59.0 7 1.13 0.00 1.13 0.00 0.62 331.0 8 0.86 0.00 0.86 0.00 0.47 347.0 9 2.14 0.00 2.14 0.00 1.18 435.0 10 1.13 0.00 1.13 0.00 0.62 52.0 11 1.62 0.00 1.62 0.00 0.89 474.0 12 0.00 0.00 0.00 0.00 0.00 1.0 13 0.85 0.00 0.85 0.00 0.47 195.0 14 1.16 0.00 1.16 0.00 0.64 195.0 15 0.87 0.00 0.87 0.00 0.48 197.0 16 1.08 0.00 1.08 0.00 0.59 66.0 17 1.37 0.00 1.37 0.00 0.75 87.0 18 0.83 0.00 0.83 0.00 0.46 73.0 19 0.00 0.00 0.00 0.00 0.00 1.0 20 1.34 0.00 1.34 0.00 0.74 195.0 21A 1.16 0.00 1.16 0.00 0.64 195.0 218 0.35 0.00 0.35 0.00 0.19 92.0 22A 1.12 0.00 1.12 0.00 0.62 71.0 228 0.72 0.00 0.72 0.00 0.40 79.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Alexandria Subdivision ~ 0 ~ ~ ...I ~ 0 0 c ...I ...I z ~ ~ ~ 5 a:: :c a:: u w~ w (.) ~ u a:: ...I I= (!) I= ...I 0 ~ u w ...I ::::> z ::::>...I ...I w > <( ~ "ii !/) a It) o~ (!) ~ (!) ~ (.) ::::> £:! !2 a ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 0.9 750.0 15.0 2.1 6.6 6.6 7.49 9.6 9.0 11.6 3.0 75.0 1.0 1.2 3.1 5.0 8.22 2.4 9.9 2.9 1.2 743.0 14.0 1.9 7.5 7.5 7.15 7.4 8.6 8.9 0.8 125.0 1.0 1.1 3.0 5.0 8.22 1.7 9.9 2.0 2.0 252.0 1.5 1.4 4.1 5.0 8.22 4.2 9.9 5.0 0.7 281.0 1.7 1.2 4.7 5.0 8.22 2.8 9.9 3.4 2.0 497.0 6.0 2.0 4.6 5.0 8.22 5.2 9.9 6.3 0.6 513.0 6.0 1.8 5.4 5.4 8.03 4.2 9.6 5.0 11.0 47.0 1.0 1.4 4.6 5.0 8.22 5.1 9.9 6.1 14.0 43.0 0.4 1.5 4.4 5.0 8.22 3.9 9.9 4.7 16.0 114.0 0.7 1.4 6.6 6.6 7.49 8.8 9.0 10.6 0.5 475.0 3.0 1.4 6.3 6.3 7.63 4.7 9.2 5.7 16.0 139.0 1.1 1.4 7.4 7.4 7.17 6.4 8.7 7.7 1.0 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 4.0 53.0 0.6 1.1 3.6 5.0 8.22 3.8 9.9 4.6 4.0 217.0 2.5 1.4 4.9 5.0 8.22 5.2 9.9 6.3 4.0 159.0 1.0 1.2 5.0 5.0 8.22 3.9 9.9 4.7 0.7 504.0 4.3 1.6 6.1 6.1 7.69 4.6 9.3 5.5 2.0 628.0 9.0 2.1 5.8 5.8 7.85 5.9 9.4 7.1 0.7 547.0 8.0 1.9 5.5 5.5 7.96 3.6 9.6 4.4 1.0 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 4.0 225.0 1.8 1.3 5.4 5.4 8.05 5.9 9.7 7.1 4.0 206.0 1.6 1.3 5.2 5.2 8.13 5.2 9.8 6.2 0.9 160.0 1.6 1.2 3.5 5.0 8.22 1.6 9.9 1.9 0.7 516.0 5.0 1.6 6.1 6.1 7.71 4.7 9.3 5.7 0.8 278.0 4.0 1.6 3.8 5.0 8.22 3.3 9.9 3.9 Q It) Q ..... It) a :!:: a £:! In/Hr cfs In/Hr cfs 10.1 13.0 11.5 14.8 11.0 3.3 12.5 3.7 9.7 10.0 11.0 11.4 11.0 2.2 12.5 2.5 11.0 5.6 12.5 6.4 11.0 3.8 12.5 4.3 11.0 7.0 12.5 8.0 10.7 5.6 12.2 6.3 11.0 6.8 12.5 7.8 11.0 5.2 12.5 5.9 10.1 11.9 11.5 13.5 10.3 6.4 11.7 7.3 9.7 8.6 11.0 9.8 11.0 0.0 12.5 0.0 11.0 5.1 12.5 5.8 11.0 7.0 12.5 8.0 11.0 5.3 12.5 6.0 · 10.3 6.1 11.8 7.0 10.5 7.9 12.0 9.0 10.7 4.9 12.1 5.5 11.0 0.0 12.5 0.0 10.8 7.9 12.3 9.0 10.9 6.9 12.4 7.9 11.0 '2.1 12.5 2.4 10.4 6.4 11.8 7.3 11.0 4.3 12.5 5.0 Q !2 In/Hr 13.0 14.1 12.4 14.1 14.1 14.1 14.1 13.8 14.1 14.1 13.0 13.2 12.5 14.1 14.1 14.1 14.1 13.3 13.5 13.7 14.1 13.8 14.0 14.1 13.3 14.1 Q Q Q Q It) Q ..... a :!:: a cfs In/Hr cfs 16.7 14.5 18.7 4.2 15.8 4.7 12.9 14.0 14.4 2.9 15.8 3.2 7.2 15.8 8.1 4.9 15.8 5.5 9.0 15.8 10.1 7.1 15.5 8.0 8.8 15.8 9.8 6.7 15.8 7.5 15.3 14.5 17.1 8.2 14.8 9.2 11.1 14.0 12.5 0.0 15.8 0.0 6.6 15.8 7.4 9.0 15.8 10.1 6.7 15.8 7.6 7.9 14.9 8.8 10.2 15.2 11.4 6.2 15.3 7.0 0.0 15.8 0.0 10.2 15.5 11.4 8.9 15.6 10.0 2.7 15.8 3.0 8.2 14.9 9.2 5.6 15.8 6.2 11/9/99 9737-dra.xls Exhibit C-1 <( ~ UJ c e::: UJ ..J ..J <( ~ Q. <( LL UJ 0 j:: I-c (!) e::: ..J z <( z <( <( UJ z UJ (.) 5 :c UJ z ..J > c :::!: ..J a:: I-~ ~~ ~ ~ ~ in UJ (!) >z 0 z a:: UJ 0 c I-:::> <( e::: Q. I-o~ NO. AC. 0.4 0.55 0.9 ft. 23 1.36 0.00 1.36 0.00 0.75 191.0 24 0.00 0.00 0.00 0.00 0.00 1.0 25A 1.23 0.00 1.23 0.00 0.68 70.0 258 1.81 0.00 1.81 0.00 1.00 195.0 CU1 1.04 0.00 1.04 0.00 0.57 104.0 30 1.25 0.00 1.25 0.00 0.69 200.0 31 1.15 0.00 1.15 0.00 0.63 200.0 32 1.05 0.00 1.05 0.00 0.58 50.0 33 0.46 0.00 0.46 0.00 0.25 50.0 34 0.47 0.00 0.47 0.00 0.26 50.0 35 5.48 0.00 5.48 0.00 3.01 1100.0 36 1.78 0.00 1.78 0.00 0.98 210.0 37 2.36 0.00 2.36 0.00 1.30 190.0 38 0.67 0.00 0.67 0.00 0.37 60.0 39 0.46 0.00 0.46 0.00 0.25 50.0 40 0.30 0.00 0.30 0.00 0.17 50.0 41 1.87 0.00 1.87 0.00 1.03 200.0 42 1.73 0.00 1.73 0.00 0.95 130.0 43 0.46 0.00 0.46 0.00 0.25 50.0 44 0.39 0.00 0.39 0.00 0.21 50.0 45 1.13 0.00 1.13 0.00 0.62 200.0 46 0.00 0.00 0.00 0.00 0.00 1.0 47 0.00 0.00 0.00 0.00 0.00 1.0 50 1.23 0.00 1.23 0.00 0.68 200.0 51A 1.17 0.00 1.17 0.00 0.64 200.0 518 1.10 0.00 1.10 0.00 0.61 70.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Alexandria Subdivision 3:: 0 3:: 3:: ..J LL 0 0 c ..J ..J z LL LL > 5 e::: :c a:: I-u u UJ I-w I-u e::: ..J ~ (!) ~ ..J 0 I-c.) UJ ..J :::> z :::> ..J ..J UJ > <( UJ "ii I/) a II) 0 LL (!) ~ (!) ~ > (.) :::> £::! !2 CJ ft. ft. fl ft/s min min In/Hr cfs In/Hr cfs 3.0 229.0 1.5 1.2 6.0 6.0 7.75 5.8 9.3 7.0 1.0 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 0.7 540.0 3.5 1.4 7.3 7.3 7.21 4.9 8.7 5.9 2.0 330.0 2.2 1.1 7.9 7.9 6.98 6.9 8.4 8.4 1.0 402.0 12.0 1.9 4.5 5.0 8.22 4.7 9.9 5.6 4.0 150.0 1.3 1.2 4.7 5.0 8.22 5.7 9.9 6.8 4.0 200.0 1.7 1.3 5.1 5.1 8.15 5.2 9.8 6.2 0.5 480.0 4.2 1.6 5.5 5.5 7.98 4.6 9,6 5.5 0.5 250.0 5.0 1.9 2.7 5.0 8.22 2.1 9.9 2.5 0.5 250.0 5.0 1.9 2.7 5.0 8.22 2.1 9.9 2.5 25.0 150.0 0.9 1.1 18.8 18.8 4.58 13.8 5.7 17.1 2.1 100.0 0.6 0.9 6.0 6.0 7.73 7.6 9.3 9.1 3.0 400.0 2.4 1.2 7.9 7.9 6.99 9.1 8.5 11.0 0.6 300.0 1.8 1.3 4.7 5.0 8.22 3.0 9.9 3.6 0.5 250.0 2.5 1.5 3.3 5.0 8.22 2.1 9.9 2.5 0.5 250.0 2.5 1.5 3.3 5.0 8.22 1.4 9.9 1.6 2.0 300.0 1.8 1.0 8.0 8.0 6.96 7.2 8.4 8.7 1.3 650.0 3.9 1.3 10.1 10.1 6.29 6.0 7.7 7.3 0.5 250.0 1.5 1.3 3.9 5.0 8.22 2.1 9.9 2.5 0.5 250.0 1.5 1.3 3.9 5.0 8.22 1.8 9.9 2.1 2.0 200.0 1.2 1.0 6.9 6.9 7.37 4.6 8.9 5.5 1.0 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 1.0 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 2.0 270.0 2.0 1.1 7.4 7.4 7.19 4.9 8.7 5.9 2.0 200.0 1.5 1.0 6.7 6.7 7.46 4.8 9.0 5.8 0.7 450.0 3.4 1.4 6.0 6.0 7.74 4.7 9.3 5.6 Q II) Q ... II) a :!: CJ £::! In/Hr cfs In/Hr cfs 10.4 7.8 11.9 8.9 11.0 0.0 12.5 0.0 9.7 6.6 11.1 7.5 9.4 9.4 10.8 10.7 11.0 6.3 12.5 7.2 11.0 7.5 12.5 8.6 10.9 6.9 12.4 7.8 10.7 6.2 12.2 7.0 11.0 2.8 12.5 3.2 11.0 2.8 12.5 3.2 6.4 19.3 7.3 22.1 10.4 10.2 11.8 11.6 9.5 12.3 10.8 14.0 11.0 4.0 12.5 4.6 11.0 2.8 12.5 3.2 11.0 1.8 12.5 2.1 9.4 9.7 10.8 11.1 8.6 8.2 9.8 9.3 11.0 2.8 12.5 3.2 11.0 2.4 12.5 2.7 9.9 6.2 11.3 7.0 11.0 0.0 12.5 0.0 11.0 0.0 12.5 0.0 9.7 6.6 11.1 7.5 10.1 6.5 11.5 7.4 10.4 6.3 11.8 7.2 Q !2 In/Hr 13.4 14.1 12.5 12.2 14.1 14.1 14.0 13.7 14.1 14.1 8.3 13.3 12.2 14.1 14.1 14.1 12.2 11.1 14.1 14.1 12.8 14.1 14.1 12.5 12.9 13.4 g Q g II) ... CJ :!: CJ cfs In/Hr cfs 10.0 15.0 11.2 0.0 15.8 0.0 8.5 14.1 9.5 12.1 13.7 13.6 8.1 15.8 9.0 9.7 15.8 10.8 8.8 15.7 9.9 7.9 15.4 8.9 3.6 15.8 4.0 3.6 15.8 4.1 25.1 9.4 28.4 13.1 14.9 14.6 15.8 13.7 17.7 5.2 15.8 5.8 3.6 15.8 4.0 2.3 15.8 2.6 12.5 13.6 14.0 10.6 12.5 11.9 3.6 15.8 4.0 3.0 15.8 3.4 7.9 14.3 8.9 0.0 15.8 0.0 0.0 15.8 0.0 8.5 14.0 9.5 8.3 14.5 9.3 8.1 15.0 9.1 11/9/99 9737-dra.xls Exhibit C-1 < ;:: w c 0 0:: w ...J ...J < ~ CL < u.. w 0 j:: I-c (!) 0:: ...J z < z < < w z w () 5 ::c ...J > w ::::!: ...J z ~ ~~ c w < 0:: I-~ u; w (!) ~ I->z 0 z 0:: w 0 c I-::> < 0:: CL I-o~ NO. AC. 0.4 . 0.55 0.9 ft. 52A 0.95 0.00 0.95 0.00 0.52 70.0 528 0.45 0.00 0.45 0.00 0.25 200.0 53A 0.09 0.00 0.09 0.00 0.05 25.0 538 0.05 0.00 0.05 0.00 0.03 25.0 54A 1.47 0.00 1.47 0.00 0.81 200.0 548 0.26 0.00 0.26 0.00 0.14 25.0 55A 0.72 0.00 0.72 0.00 0.40 200.0 558 0.26 0.00 0.26 0.00 0.14 25.0 56A 0.08 0.00 0.08 0.00 0.04 25.0 568 0.25 0.00 0.25 0.00 0.14 25.0 60 1.65 0.00 1.65 0.00 0.91 150.0 61 0.77 0.00 0.77 0.00 0.42 70.0 62 0.31 0.00 0.31 0.00 0.17 50.0 63A 1.92 0.00 1.92 0.00 1.06 300.0 638 0.35 0.00 0.35 0.00 0.19 50.0 64 0.77 0.00 0.77 0.00 0.42 90.0 65 0.34 0.00 0.34 0.00 0.19 25.0 66 0.00 0.00 0.00 0.00 0.00 1.0 67A 1.94 0.00 1.94 0.00 1.07 200.0 678 0.37 0.00 0.37 0.00 0.20 50.0 68 0.76 0.00 0.76 0.00 0.42 60.0 69 0.00 0.00 0.00 0.00 0.00 1.0 70A 1.36 0.00 1.36 0.00 0.75 180.0 708 0.38 0.00 0.38 0.00 0.21 50.0 71 0.11 0.00 0.11 0.00 0.06 25.0 72 0.40 0.00 0.40 0.00 0.22 25.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Alexandria Subdivision 3:: 0 ;:: ;:: ...J u.. 0 0 c ...J ...J z u.. u.. ~ 5 0:: ::c 0:: (J UJ I-w CJ I-(J 0:: ...J I= (!) I= ...J 0 I-u w ...J ::> z ::> ...J ...J w ~~ w ii U) a It) (!) ~ (!) ~ > CJ ::> £::! !!! 0 ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 0.7 600.0 1.0 0.8 14.0 14.0 5.38 2.8 6.6 3.4 2.0 100.0 1.0 0.9 5.6 5.6 7.95 2.0 9.5 2.4 0.3 100.0 j.O 1.5 1.4 5.0 8.22 0.4 9.9 0.5 0.3 100.0 1.0 1.5 1.4 5.0 8.22 0.2 9.9 0.3 2.0 300.0 1.8 1.0 8.0 8.0 6.96 5.6 8.4 6.8 0.3 300.0 1.8 1.4 3.8 5.0 8.22 1.2 9.9 1.4 4.0 50.0 0.5 1.1 3.8 5.0 8.22 3.3 9.9 3.9 0.3 150.0 1.5 1.6 1.9 5.0 8.22 1.2 9.9 1.4 0.3 150.0 1.5 1.6 1.9 5.0 8.22 0.4 9.9 0.4 0.3 150.0 1.5 1.6 1.9 5.0 8.22 1.1 9.9 1.4 4.0 350.0 2.1 1.4 6.0 6.0 7.76 7.0 9.3 8.5 0.7 350.0 2.1 1.3 5.5 5.5 8.00 3.4 9.6 4.1 0.5 150.0 2.0 1.5 2.3 5.0 8.22 1.4 9.9 1.7 6.0 350.0 2.1 1.2 8.8 8.8 6.69 7.1 8.1 8.6 0.5 200.0 3.0 1.6 2.6 5.0 8.22 1.6 9.9 1.9 0.9 350.0 2.1 1.2 5.9 5.9 7.78 3.3 9.4 4.0 0.3 450.0 10.0 2.5 3.1 5.0 8.22 1.5 9.9 1.8 1.0 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 3.0 350.0 2.1 1.2 7.7 7.7 7.08 7.6 8.6 9.1 0.5 200.0 2.0 1.5 2.9 5.0 8.22 1.7 9.9 2.0 0.6 350.0 2.1 1.3 5.2 5.2 8.11 3.4 9.7 4.1 1.0 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 2.0 250.0 1.5 1.1 6.7 6.7 7.43 5.6 9.0 6.7 0.5 200.0 2.0 1.5 2.9 5.0 8.22 1.7 9.9 2.1 0.3 25.0 0.3 1.0 0.8 5.0 8.22 0.5 9.9 0.6 0.3 550.0 8.0 2.2 4.4 5.0 8.22 1.8 9.9 2.2 c It) c ... It) a !: 0 £::! In/Hr cfs In/Hr cfs 7.4 3.9 8.5 4.4 10.6 2.6 12.1 3.0 11.0 0.5 12.5 0.6 11.0 0.3 12.5 0.3 9.4 7.6 10.8 8.7 11.0 1.6 12.5 1.8 11.0 4.3 12.5 5.0 11.0 1.6 12.5 1.8 11.0 0.5 12.5 0.6 11.0 1.5 12.5 1.7 10.4 9.5 11.9 10.8 10.7 4.5 12.2 5.2 11.0 1.9 12.5 2.1 9.1 9.6 10.4 11.0 11.0 2.1 12.5 2.4 10.4 4.4 11.9 5.0 11.0 2.1 12.5 2.3 11.0 0.0 12.5 0.0 9.6 10.2 10.9 11.7 11.0 2.2 12.5 2.5 10.8 4.5 12.4 5.2 11.0 0.0 12.5 0.0 10.0 7.5 11.4 8.5 11.0 2.3 12.5 2.6 11.0 0.7 12.5 0.8 11.0 2.4 12.5 2.8 c !!! In/Hr 9.6 13.7 14.1 14.1 12.2 14.1 14.1 14.1 14.1 14.1 13.4 13.8 14.1 11.7 14.1 13.4 14.1 14.1 12.3 14.1 13.9 14.1 12.9 14.1 14.1 14.1 8 ~ c c ... 0 !: 0 cfs In/Hr cfs 5.0 10.8 5.7 3.4 15.3 3.8 0.7 15.8 0.8 0.4 15.8 0.4 9.8 13.6 11.0 2.0 15.8 2.3 5.6 15.8 6.2 2.0 15.8 2.3 0.6 15.8 0.7 1.9 15.8 2.2 12.1 15.0 13.6 5.8 15.4 6.5 2.4 15.8 2.7 12.4 13.2 13.9 2.7 15.8 3.0 5.7 15.0 6.4 2.6 15.8 3.0 0.0 15.8 0.0 13.2 13.8 14.8 2.9 15.8 3.2 5.8 15.6 6.5 0.0 15.8 0.0 9.6 14.4 10.8 2.9 15.8 3.3 0.9 15.8 1.0 3.1 15.8 3.5 11/9/99 9737-dra.xls Exhibit C-1 ~ 3: c 0 Ct'. UJ ..J ..J <( ~ CL. <( LL. UJ 0 j:: I-c (!) Ct'. ..J z <( z <( <( ~ z UJ (.J :3 ~ UJ :::E z ..J c ..J 15 ~~ ~ 15 Ct'. (!) ~ ii) UJ z 0 z Ct'. UJ <( 0 > UJ c I-:::> <( Ct'. CL. I-0 ..J NO. AC. 0.4 0.55 0.9 ft. 73 0.00 0.00 0.00 0.00 0.00 1.0 74A 0.17 0.00 0.17 0.00 0.09 25.0 748 2.20 2.07 0.00 0.13 0.95 522.0 75A 0.54 0.00 0.54 0.00 0.30 70.0 758 0.20 0.00 0.20 0.00 0.11 25.0 BOA 2.71 0.00 2.71 0.00 1.49 390.0 808 1.67 0.00 1.67 0.00 0.92 200.0 81A 0.75 0.00 0.75 0.00 0.41 75.0 818 0.20 0.00 0.20 0.00 0.11 25.0 82 5.16 0.00 5.16 0.00 2.84 920.0 83 0.36 0.00 0.36 0.00 0.20 25.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Alexandria Subdivision 3: 0 3: ~ ..J LL. 0 c ..J ..J z LL. LL. ~ :3 Ct'. J: Ct'. u u u UJ I-UJ I-Ct'. ..J ~ (!) ~ ..J 0 I-u UJ ..J :::> z :::> ..J ..J UJ > <( (!) ~ (!) ~ UJ iii f/) a It) 0 LL. > (.J :::> £:! !2 0 ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 1.0 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 0.3 220.0 2.2 1.7 2.4 5.0 8.22 0.8 9.9 0.9 4.0 65.0 0.7 0.7 14.6 14.6 5.26 5.0 6.5 6.1 0.7 200.0 2.0 1.3 3.3 5.0 8.22 2.4 9.9 2.9 0.3 300.0 1.8 1.4 3.8 5.0 8.22 0.9 9.9 1.1 3.9 250.0 1.5 0.9 11.9 11.9 5.83 8.7 7.1 10.6 2.0 300.0 1.8 1.0 8.0 8.0 6.96 6.4 8.4 7.7 0.8 600.0 3.6 1.4 8.3 8.3 6.86 2.8 8.3 3.4 0.3 300.0 1.8 1.4 3.8 5.0 8.22 0.9 9.9 1.1 10.0 30.0 0.3 0.8 21.1 21.1 4.30 12.2 5.3 15.1 0.3 400.0 2.4 1.4 4.9 5.0 8.22 1.6 9.9 2.0 0 It) 0 .... It) a :!: 0 £:! In/Hr cfs In/Hr cfs 11.0 0.0 12.5 0.0 11.0 1.0 12.5 1.2 7.3 6.9 8.3 7.9 11.0 3.3 12.5 3.7 11.0 1.2 12.5 1.4 8.0 11.9 9.2 13.6 9.4 8.7 10.8 9.9 9.3 3.8 10.6 4.4 11.0 1.2 12.5 1.4 6.0 17.1 6.9 19.7 11.0 2.2 12.5 2.5 0 !2 In/Hr 14.1 14.1 9.4 14.1 14.1 10.4 12.2 12.0 14.1 7.9 14.1 0 :1: 0 0 0 .... 0 :!: 0 cfs In/Hr cfs 0.0 15.8 0.0 1.3 15.8 1.5 8.9 10.6 10.1 4.2 15.8 4.7 1.6 15.8 1.7 15.4 11.7 17.4 11.2 13.6 12.5 4.9 13.4 5.5 1.6 15.8 1.7 22.3 8.9 25.2 2.8 15.8 3.1 11/9/99 9737-dra.xls Exhibit C-1 t5 0 ~~ ~~ lA lB 2A 2B 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21A 21B 22A 22B co: ~ < ~ ~ Q ~ 't .s ~ = ... "" o~ 0 co: 4.1 "" = 4.1 ~ co: = .... = "" ~ cfs NA I 13.0 NA I 3.3 NA I 10.0 NA I 2.2 15 I 5.6 16 I 3.8 7 I 7.0 7 I 5.6 8 I 6.8 34 I 5.2 11 I 11.9 34 I 6.4 34 I 8.6 NA I 0.0 14 I 5.1 15 I 7.0 18 I 5.3 18 I 6.1 22B I 7.9 21B I 4.9 NA I 0.0 21A I 7.9 NA I 6.9 NA I 2.1 NA I 6.4 NA I 4.3 "" ~ 0 t' "" = u 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.8 tl = ~ ~ 0 ] ~ .c .... i= ~ tl 4.1 i: 00 13.0 I 56 3.3 I 56 10.0 I 56 2.2 I 56 5.6 I 27 3.8 I 27 7.0 I 27 5.6 I 27 7.7 I 38 6.7 I 38 11.9 I 27 6.4 I 27 8.6 I 27 0.0 I 27 5.1 I 27 7.0 I 27 6.1 I 27 6.1 I 27 7.9 I 27 4.9 I 27 0.0 I 27 7.9 I 27 6.9 I 27 2.1 I 27 6.4 I 27 6.1 I 27 .... ~ ~ .c 00 -i= ,o 4.1 o' "" -.... = ~ O" Q. ~~ 2.7% 0.2% 1.6% 0.1% 0.5% 0.2% 0.8% 0.5% 2.1% 1.6% 2.3% 0.7% 1.2% 0.0% 0.4% 0.8% 0.6% 0.6% 1.0% 0.4% 0.0% 1.0% 0.8% 0.1% 0.7% 0.6% EXHlt.-,,.C-2 INLET COMPUTATIONS Alexandria Subdivision i:) z tl :s NIA tl :s ~ 0 "; .... Q ~ 1 116.2 2 112.2 3 I 5.6 4 I 3.8 5 I 7.0 6 I 5.6 7 I 7.7 8 I 6.7 9 I 11.9 10 I 6.4 11 I 8.6 12 I 0.0 13 I 5.1 14 I 7.0 15 I 6.1 16 I 6.1 17 I 7.9 18 I 4.9 19 I o.o 20 I 7.9 21 I 9.0 22 112.5 DESCRIPTION Recessed Low Point Inlet Proposed Grate Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Junction Box Recessed Inlet on Grade Recessed Inlet on Grade Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Recessed Inlet on Grade Junction Box Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet ~ J "" ~ ~ -~ u -0 O" ~ J i= ~ i= .... ~ "" ~ J Curb Inlet cfs I ft I ft 2.331 6.96 I 10 2.331 2.41 I 5 2.33 I 1.63 I 5 0.62 I 11.34 I 10 0.62 I 8.99 I 10 0.621 12.38 I 10 0.621 10.79 I 10 2.33 I 5.09 I 10 2.33 I 2.73 I 5 2.33 I 3.70 I 5 0.621 8.31 I 10 0.62 I 11.34 I 10 2.33 I 2.60 I 5 2.33 I 2.63 I 5 0.621 12.84 I 10 0.621 7.87 I 10 2.33 I 3.40 I 5 2.33 I 3.88 I 5 2.33 I 5.35 I 10 "" .c • ~ .... ~ ... Q. • 0 ~ 00 ..... ~ t $.," i= ~ "" ~ . = i= ~ u = < 0 ~ u i= ~ ·= = O" ~ = ~ < Grate Inlet i= ~ i= ·~ "" ~ = 4.1 < ft I cfs I sq-ft I sq-ft 0 0 0 01 21 413.081 8.4 0 0 0.8 0 1.5 0.5 0 0 0 0 0 0.8 0 0 1.8 0 0 0 0 0 0 0 11/9/99 9737-dra.xls Exhibit C-2 t; 0 ~~ ~~ 23 24 25A 25B CUl 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 50 51A 51B ~ < it> 4.1 0 bi) ~ ~ i.. .... 4.1 0: i> i.. o~ 0 ~ 0: 4.1 bi) 0: = ·e ~ cfs 25B I 7.8 NA I 0.0 NA I 6.6 NA I 9.4 NA I 6.3 31 I 7.5 34 I 6.9 34 I 6.2 37 I 2.8 40 I 2.8 37 I 19.3 38 I 10.2 NA I 12.3 NA I 4.0 50 I 2.8 44 I 1.8 44 I 9.7 44 I 8.2 52A I 2.8 55A I 2.4 55A I 6.2 NA I 0.0 NA I 0.0 51A I 6.6 NA I 6.5 NA I 6.3 i.. 4.1 0 t' i.. 0: u 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 "t -= ~ .... 0: 0 ~ ~ .Cl .... "O ~ "t 4.1 .l: rJ:J. 7.8 I 27 o.o I 27 6.6 I 27 9.4 I 27 6.3 I 56 7.5 I 27 6.9 I 27 6.2 I 27 2.8 I 38 2.8 I 38 19.3 I 27 10.2 I 27 12.3 I 27 4.0 I 27 2.8 I 38 1.8 I 38 9.7 I 27 8.2 I 27 2.8 I 38 2.4 I 38 6.2 I 27 o.o I 27 0.0 I 27 6.6 I 27 6.5 I 27 6.3 I 27 "t 4.1 .l: rJ:J. -"O ..._Q 4.1 Q" .!:::-= 4.1 O"' ~ 4.1 0 ~ 00 1.0% 0.0% 0.7% 1.4% 0.6% 0.9% 0.8% 0.6% 0.3% 0.3% 6.1% 1.7% 2.5% 0.3% 0.3% 0.1% 1.5% 1.1% 0.3% 0.2% 0.6% 0.0% 0.0% 0.7% 0.7% 0.6% EXHk ..... fC-2 INLET COMPUTATIONS Alexandria Subdivision = z .... 4.1 :s "t = ~ ~ 0 ~ ~ 23 I 7.8 24 I o.o 25 116.0 k:Ull 6.3 30 I 7.5 31 I 6.9 32 I 6.2 33 I 2.8 34 I 2.8 35 119.3 36 I 10.2 37 112.3 38 I 4.0 39 I 2.8 40 I 1.8 41 I 9.7 42 I 8.2 43 I 2.8 44 I 2.4 45 I 6.2 46 I o.o 471 0.0 50 I 6.6 51 112.8 DESCRIPTION Recessed Low Point Inlet Junction Box Recessed Low Point Inlet Culvert Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Recessed Inlet on Grade Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Recessed Inlet on Grade Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Junction Box Junction Box Recessed Low Point Inlet Recessed Low Point Inlet ~ ~ t ~ ~ -= O"' ~ ~ ~ "O ·~ i.. ~ ~ Curb Inlet cfs I ft I ft 2.33 I 3.33 I 5 2.33 I 6.85 I 10 2.33 I 3.23 I 5 2.33 I 2.95 I 5 2.33 I 2.64 I 5 0.62 I 4.50 I 5 0.62 I 4.59 I 5 2.331 8.28 I 10 2.33 I 4.35 I 5 2.33 I 5.26 I 10 2.33 I 1.73 I 5 0.62 I 4.50 I 5 0.62 I 2.93 I 5 2.331 4.16 I 5 2.33 I 3.50 I 5 2.33 I 1.19 I 5 2.33 I 1.01 I 5 2.33 I 2.65 I 5 2.331 2.81 I 5 2.33 I 5.46 I 10 i.. .Cl • 4.1 .... ~ ? ~ . 0 4.1 rJ:J. >. ~ t i...· "O ~ ; 4.1 • u -g ~ 0 ~ u ~ i.. ·; O"' ~ ~ i.. < "O 4.1 "O ... e ~ 0: 4.1 i.. < Grate Inlet 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ft I cfs I sq-ft I sq-ft 11/9/99 9737-dra.xls Exhibit C-2 ~ . ~o ~~ 52A 52B 53A 53B 54A 54B 55A 55B 56A 56B 60 61 62 63A 63B 64 65 66 67A 67B 68 69 70A 70B 71 72 ~ ~ ,_ < if; ~ = ~ c: ~ ,_ .9 ~ ~ i> ,_ o~ NA NA NA NA NA NA NA NA NA NA 62 62 63B NA NA NA 72 NA NA NA NA NA NA NA NA 74A 0 ~ ~ ,_ ~ ti ~ = ·a ,_ ~ cfs 3.9 2.6 0.5 0.3 7.6 1.6 4.3 1.6 0.5 1.5 9.5 4.5 1.9 9.6 2.1 4.4 2.1 0.0 10.2 2.2 4.5 0.0 7.5 2.3 0.7 2.4 ,_ ~ 0 t' ,_ ~ u 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 t: = ~ ~ 0 ] ~ -= ... "O ~ ... t .?: 00 3.9 I 27 2.6 I 27 0.5 I 27 0.3 I 27 7.6 I 27 1.6 I 27 4.3 I 27 1.6 I 27 0.5 I 27 1.5 I 27 9.5 I 27 4.5 I 27 1.9 I 38 9.6 I 27 2.1 I 38 4.4 I 27 2.1 I 38 0.0 I 38 10.2 I 27 2.2 I 27 4.5 I 27 0.0 I 38 7.5 I 27 2.3 I 38 0.7 I 27 2.4 I 38 ... G.l ~ ,_ 00 "O ~ G.l Q ..... ,_ -·s ~ O' Q. ~ = ~~ 0.2% 0.1% 0.0% 0.0% 1.0% 0.0% 0.3% 0.0% 0.0% 0.0% 1.5% 0.3% 0.1'% 1.5% 0.2% 0.3% 0.2% 0.0% 1.7% 0.1% 0.3% 0.0% 0.9% 0.2% 0.0% 0.2% EXHl....._!C-2 INLET COMPUTATIONS Alexandria Subdivision = z t: :s t: :s ~ 0 -; ... = ~ 52 I 6.5 53 I 0.8 54 I 9.2 55 I 5.9 56 I 2.0 60 I 9.5 61 I 4.5 62 I 1.9 63111.7 64 I 4.4 65 I 2.1 66 I o.o 67 112.5 68 I 4.5 69 I o.o 70 I 9.8 71 I 0.7 72 I 2.4 DESCRIPTION Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Junction Box Recessed Low Point Inlet Recessed Low Point Inlet Junction Box Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade ~ J ,_ ~ ·~ ~ '° O' ~ J ~ "O ·;:: = ,_ ~ J Curb Inlet cfs I ft I ft 2.331 2.79 5 2.331 0.36 5 2.331 3.94 5 2.331 2.54 5 2.33 I 0.85 5 2.33 I 4.05 5 2.33 I 1.94 5 0.621 3.03 5 2.33 I 5.02 10 2.33 I 1.89 5 0.621 3.32 5 2.33 I 5.33 JO 2.33 I 1.94 5 2.331 4.19 5 2.331 0.28 5 0.621 3.91 5 ,_ -= . ~ ... ~ r c. . 0 ~ 00 ~ ~ t "O ~ 0: ~ • u = ~ 0 :.. u ~ ,_ ·s O' ~ 5 < ~ "O .... ~ ,_ ~ ~ ~ ,_ < Grate Inlet 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ft I cfs I sq-ft I sq-ft 11/9/99 9737-dra.xls Exhibit C-2 ~ . C-' 0 ~~ ~~ = ~ < it ~ Q f:)t) c = .... e ~ = ;... ... o~ 73 I NA 74A I NA 74B I NA 75A I NA 75B I NA 80A I NA SOB I NA 81A I NA 81B I NA 82 I NA 83 I NA 0 = t = ~ f:)t) = = ·a ... ~ cfs t ;... 0 t' ... = u 0 "t :s ~ 0 ] ~ -= .... "O ~ "t ~ .c 00. .... ~ ~ .c 00. "O ~ t~ ·:; ~ C" i:l. ~ Q ~Ci) 0.0 I 0.0 I 0.0 I 38 I 0.0% 1.0 I o.o I 1.0 I 38 I 0.0% 6.9 I o.o I 6.9 I 381 1.7% 3.3 I o.o I 3.3 I 381 0.4% 1.2 I o.o I 1.2 I 381 0.1% 11.9 I o.o I 11.9 I 271 2.3% 8.7 I o.o I 8.7 I 271 1.2% 3.8 I o.o I 3.8 I 271 0.2% 1.2 I 0.0 I 1.2 I 271 0.0% 17.1 I 0.0 I 17.1 I 381 10.6% 2.2 I 0.0 I 2.2 I 38 I 0.2% EXHi~!C-2 INLET COMPUTATIONS Alexandria Subdivision ~ z "t :s "t :s ~ 0 ] ~ 73 I 0.0 74 I 7.9 75 I 4.5 80 120.6 81 I 5.0 82 117.1 83 I 2.2 DESCRIPTION Junction Box Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet ~ J ... ~ ~ ~ ~ "O .... ~ "" ~ -c l J J Curb Inlet cfs I ft I ft 2.33 I 3.39 I 5 2.331 1.91 I 5 2.331 8.83 I JO 2.331 2.16 I 5 2.33 I 7.34 I 10 2.33 I 0.93 I 5 "" -= . ~ .... ~ r i:l. • 0 ~ 00. t ~ t "O ~ ~ . OS "O ~ u = < 0 ~ u ~ ·= = C" ~ = ~ < "O ~ "O ... ~ ... ~ ~ < Grate Inlet 0 0 0 0 0 0 0 0 0 0 0 ft I cfs I sq-ft I sq-ft 11/9/99 9737-dra.xls Exhibit C-2 e 0 < ""' E-c 0 u z r-l -~ ~ 00 E-c ~ ~ = r-l Cl() ~ ·-0 0 ..., ~ (,j ~ E-c E-c E-c ~ EXHIBIT C-3 PIPE SIZE CALCULATIONS Alexandria Subdivision = .~ = « ..., ~ Cl() « ~ ·-~ ~ ..., c.. c.. ~ ..., ·-0 "O ~ ~ ~ -~ -"O c.. ""' 00 ..., ~ ii; ~ = = -c... ~ 0 . ...., ..., « ·-"O ~ .:. ~ 0 ~ -(,j = 0 "O 0 r:5 0 ·-=-<~ ~ ""' :;;J ~ z ~ # # Ac. min y r cfs cfs # cfs % 18 28 1 .6 6 .6 10 16.0 20 .0 1 20 .0 0 .90 28 3 2.8 7 .5 100 39.4 39.4 1 39.4 1.86 3 4 3 .3 7 .7 10 31 .8 31 .8 1 31 .8 1.21 4 14 3 .7 7 .8 10 35.0 35.0 1 35.0 1.47 5 6 0.6 5 .0 10 7 .0 8 .8 1 8 .8 0 .80 6 7 1.2 5 .4 10 12.4 15.5 1 15.5 0 .54 7 8 1.8 5.5 10 19.0 23 .7 1 23 .7 1.26 8 12 2 .2 5.9 10 23 .5 29.4 1 29.4 1.94 9 11 1 .2 6 .6 10 11 .9 14.8 1 14.8 1.01 10 11 0 .6 6 .3 10 6 .4 8 .0 1 8.0 0 .66 11 12 2 .7 7.4 10 26 .1 26.1 1 26 .1 0 .46 12 13 4 .9 7 .5 10 47.7 47.7 1 47.7 1.56 13 14 5.4 7 .8 10 51 .4 51 .4 1 51 .4 1.09 14 15 9 .7 8.3 10 90.4 90.4 1 90.4 0 .93 15 16 10.2 8.6 10 93.5 93 .5 1 93 .5 1.00 16 18 10.8 8 .7 10 98 .7 98.7 1 98.7 1.11 17 18 0 .8 5.8 10 7 .9 9 .9 1 9 .9 1.03 18 19 12.0 8 .8 10 109.3 109.3 1 109.3 1.36 19 218 12 .0 9 .0 10 108.3 108.3 1 108.3 0 .65 20 2 18 0 .7 5 .4 10 7 .9 9 .9 1 9 .9 0.45 218 228 13.6 9 .0 100 176.7 176.7 1 176.7 1.74 228 24 14.6 9 .1 100 189.5 189.5 1 189.5 1.07 23 24 0 .7 6 .0 10 7 .8 9 .7 1 9 .7 0 .99 24 258 15.3 9 .4 100 196.4 196.4 1 196.4 1.15 258 HW1 17.0 9 .5 100 217.2 217.2 1 217 .2 1.41 CU1 Out 0 .6 5 .0 10 6 .3 7 .9 1 7 .9 0 .64 30 31 0 .7 5 .0 10 7 .5 9 .4 1 9.4 0.41 31 32 1.3 6 .0 10 13 .7 17.2 1 17.2 0 .66 32 34 1.9 6 .1 10 19.7 19.7 1 19.7 0.46 33 34 0 .3 5 .0 10 2 .8 3 .5 1 3.5 0 .33 34 40 2.4 6.2 10 24.8 24.8 1 24.8 0.74 35 36 3 .0 18.8 10 19.3 19 .3 1 19 .3 0.45 36 38 4 .0 18 .9 10 25 .5 25.5 1 25.5 0 .78 37 38 1 .3 7 .9 10 12 .3 15 .3 1 15.3 0 .53 38 40 5 .7 20 .0 10 35.1 35.1 1 35.1 0 .84 39 40 0 .3 5 .0 10 2 .8 3 .5 1 3.5 0.33 40 44 8 .5 20.1 10 52.5 52 .5 1 52.5 0 .72 41 42 1 .0 8.0 10 9 .7 12 .1 1 12.1 0.68 *Includes 25% Flow Increase for pipe sizes <27" dia. **See Plan & Profile for pipe slope used (Pipe slope >or= Friction s lope) = E-c ~ r-l ~ z t::3 r-l r-l 00 > ~ " fps I 24 6.4 57 27 9 .9 162 27 8 .0 35 27 8.8 255 18 5 .0 30 24 4 .9 41 24 7 .5 180 24 9 .3 25 21 6 .2 240 18 4 .5 30 30 5 .3 24 30 9 .7 178 33 8.7 263 42 9.4 173 42 9 .7 30 42 10.3 61 18 5 .6 30 42 11 .4 149 48 8 .6 36 21 4.1 241 48 14.1 48 54 11 .9 240 18 5 .5 267 54 12 .3 58 54 13 .6 250 18 4.4 64 21 3.9 230 24 5 .5 30 27 4 .9 40 15 2 .8 41 27 6 .2 285 27 4 .9 30 27 6.4 420 24 4 .9 30 30 7 .1 35 15 2 .8 41 36 7.4 270 21 5 .0 30 ~ e ·-"O E-c = ~ r-l -~ ;;;.. @ s = ""' (,j ~ E-c E-c min min I 0 .15 6 .75 0 .27 7 .75 0 .07 7 .82 0 .48 8 .30 0.10 5 .10 0 .14 5.52 0 .40 5 .92 0 .04 5 .97 0 .65 7 .24 0 .11 6 .37 0.08 7.49 0 .31 7 .79 0 .51 8 .30 0 .31 8 .61 0 .05 8 .66 0 .10 8 .76 0 .09 5 .86 0 .22 8 .98 0 .07 9 .05 0 .97 6 .33 0 .06 9 .11 0 .34 9.44 0 .81 6.79 0 .08 9.52 0 .31 9 .83 0 .24 5 .24 0 .98 5 .98 0 .09 6.07 0 .13 6.20 0 .24 5.24 0.76 6 .97 0 .10 18.94 1.09 20.03 0 .10 8 .02 0 .08 20.11 0 .24 5.24 0 .61 20.72 0.10 8 .08 11/9/99 9737-dra .xls Exhibit C-3 E-c ~ ~ I e 0 < -~ u 0 z ~ ..... 00 ~ ~ ~ ~ ~ = :s bi) •;j 0 0 ~ CJ ~ ~ ~ E--t ~ EXHIBIT C-3 PIPE SIZE CALCULATIONS Alexandria Subdivision = bi) ... = « '"'!! ~ bi) « ~ ... ~ ~ '"'!! Cl. Cl. ~ '"'!! ~ 0 "O ~ ~ ~ Cl. 00 ...... "O -'"'!! ... = ~ ~ ~ = . ..., ..... -~ 0 '"'!! « ... "O iit: .=. iit: 0 iit: ..... = 0 CJ "O 0 0 0 ... =-< fi: fi: -~~ z ~ # # Ac. min y r cfs cfs # cfs Ofo 42 44 2.0 10.1 10 17.0 21 .3 1 21 .3 1.02 43 44 0.3 5.0 10 2.8 3.5 1 3.5 0.33 44 46 10.9 20.7 10 66.6 66 .6 1 66.6 0 .51 45 46 0.6 6 .9 10 6 .2 7.7 1 7.7 0 .62 46 47 11 .6 21 .3 10 69 .4 69.4 1 69.4 0.55 47 HW2 11 .6 21.4 10 69 .2 69.2 1 69.2 0.55 51A 518 0.6 6 .7 100 9.3 11 .7 1 11 .7 8.05 52A 528 0.5 14.0 100 5.7 7.1 1 7.1 2.97 53A 538 0.0 5.0 100 0.8 1.0 1 1.0 0.06 54A 548 0.8 8.0 100 11 .0 13.8 1 13.8 11 .25 568 HW6 0.7 5.1 10 7.9 9.8 1 9.8 5.74 60 61 0.9 6 .0 10 9.5 11 .8 1 11 .8 0.64 61 62 1.3 6.1 10 13.8 17.2 1 17.2 0.67 63A 638 1.1 8.8 10 9.6 12.0 1 12.0 8.52 638 64 1.2 8.8 10 11 .3 14.2 1 14.2 0.92 64 66 1.7 8.9 10 15.1 18.9 1 18.9 0.80 65 66 0.2 5.0 10 2.1 2 .6 1 2.6 0.18 67A 678 1.1 7.7 10 10.2 12 .8 1 12.8 9.66 678 68 1.3 7.7 10 12 .2 15 .2 1 15.2 1.06 68 69 1.7 7.7 10 16.1 20.1 1 20.1 0.91 70A 708 0.7 6.7 10 7.5 9.4 1 9.4 5.19 708 71 1.0 6 .8 10 9.6 12.0 1 12.0 0.66 71 73 1.0 6 .9 10 10 .1 12.7 1 12 .7 0.73 72 73 0.2 5.0 10 2.4 3.0 1 3.0 0.25 BOA 808 1.5 11 .9 100 17 .4 21 .7 1 21 .7 27.93 81A 818 0.4 8.3 100 5.5 6 .9 1 6.9 2 .85 818 HW8 2.9 12.0 100 34 .1 34 .1 1 34.1 0.80 82 83 2.8 21 .1 100 25 .2 25 .2 1 25.2 0 .76 83 HW9 3.0 21 .2 100 26 .9 26.9 1 26 .9 0.87 *Includes 25% Flow Increase for pipe sizes <27'' dia. ** See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) e: ~ ~ ,J z ~ ~ ~ 00 ~ " fps ' 24 6.8 35 15 2.8 41 42 6.9 225 18 4.4 25 42 7.2 56 42 7.2 35 13 12.6 13 13 7.7 13 13 1.1 13 13 14.9 13 13 10.7 13 21 4 .9 30 24 5.5 35 13 13.0 13 21 5.9 30 24 6.0 25 15 2 .1 41 13 13.8 13 21 6 .3 30 24 6.4 25 13 10.1 13 21 5.0 30 21 5.3 25 15 2.5 4 1 13 23 .5 13 13 7.5 13 30 6 .9 45 27 6 .3 41 27 6 .8 250 ~ e "O ... ~ = e: ~ -~ > @ s = -CJ ~ E--t E--t min min ' 0.09 10.22 0.24 5.24 0.54 21 .26 0.10 6.99 0.13 21 .39 0.08 21.47 0.02 6 .68 0.03 14.05 0.20 5.20 0.01 7.99 0.02 5.11 0.10 6 .07 0.11 6 .18 0.02 8.82 0.08 8.91 0.07 8.98 0.33 5.33 0.02 7.67 0.08 7.75 0.07 7.81 0.02 6 .77 0.10 6 .87 0.08 6 .95 0.28 5.28 0.01 11 .92 0.03 8.32 0.11 12.10 0.11 21 .17 0.62 21 .79 11/9/99 9737-dra .xls Exhibit C-3 ~ ~ ~ ' Culvert #1 Cu lvert Description 18" RCP at Intersection of Alexandria and Barron Road Culvert Desl11n Criteria Circu lar Pipe No. Dia . (ft.) Pioes 1.50 1 Culvert Analvsls Calculations Total Flow per Criti cal Des ign Flow Pipe Depth(ft.) Storm Ccfsl lcfsl de 5 5.60 5.60 0.95 10 6 .30 6 .30 0.95 25 7 .20 7 .20 1.05 50 8.10 8.10 1.10 100 9.00 9.00 1.1 5 Elhi = Hwi + Eli ho= TW or (de+ D)/2 (Whichever is Greater) n 0.014 Normal Depth (ft.) 1.02 1.12 1.28 1.50 1.50 EXHIBITC-4 CULVERT ANALYSIS ALEXANDRIA SUBDIVISION .tr= Top of Road ELho ELhi~ --~ tHWi =-·; ------~ H _Jf -t. - _ -TW Eli Proposed Cul;rt :;:::....-- - - - -~ Outfall Channel Design Criteria Invert Outlet Culvert Top Lt. Side Rt. Side Bottom Elev. (Eli) Elev. (ELo) Length Slope of Slope Slope Slope W idth !ft.) (ft.) (ft.) (ft/ft) Road ke I (ft/ft) (7 :1) (7:1) (ft.) 305.58 305 .22 70 .99 0.0051 308 .95 0.50 I 0.0050 4 .00 6 .00 0.00 HEADWATER CALCULATIONS Control INLET CONTROL HWl/D HWi Elhi 0.93 1.40 306 .98 0.99 1.48 307 .06 1.06 1.59 307 .17 1.15 1.72 307 .30 1.24 1.86 307.44 H = [1 +ke+((29.(n•2)·LyR•1.33 )).((v"2 )/2g) Elho = ELo + H +ho TW de 1.00 0.95 1.05 0.95 1.11 1.05 1.16 1.10 1.20 1.15 OUTLET CONTROL HW Ide+ Dl/2 ho H ELho Elev. 1.23 1 .23 0.47 306 .91 306 .98 1.23 1.23 0.59 307 .04 307 .06 1.28 1.28 0.77 307 .27 307 .27 1.30 1.30 0.98 307 .50 307 .50 1.33 1.33 1.20 307 .75 307.75 n 0 .060 Type of Control Inlet Inl et Outlet Ou tl et Outl et ' Outlet Velocity (fps) 4 .38 4.48 5.45 5.83 6 .19 ELo Freeboard (ft.) 1.97 1.89 1.68 1.45 1.20 6/29/99 9737 -cu l.xis Exhibit C-4 General AREA AREA AREA HYD VERT # ACRES MILES LENGIIT DROP DAI 147.50 0 .2305 4070 65 DA2 54 .70 0 .0855 4070 65 DA3 125 .00 0 .1953 2640 30 DA4 104.30 0 .1630 4125 60 DA4A 16 .20 0.0253 1870 25 DAS 43 .70 0 .0683 2530 28 DA5A 21.50 0 .03 36 2200 38 DA6 51.60 0 .0806 2750 30 DA6A 41.70 0.0652 1815 25 DA7 57.80 0 .0903 3600 40 DA7A 68 .50 0 .1070 2300 44 DA8 37.00 0.0578 3300 40 DA8A 81.10 0 .1267 2000 50 Exhibit D-2 Drainage Area Parameters Orig. Cond. Prop. Cond. ( 4 -6x6 RCBC) PLAN I PLAN2 SLOPE CURVE LAG CURVE LAG FT/FT # HOURS # HOURS 0.016 75 0 .90 75 0.90 0 .016 75 0 .90 75 0.90 0 .011 75 0 .75 75 0.75 O.Dl5 75 0.95 75 0.95 0 .013 75 0 .53 84 0.40 0 .011 75 0.74 75 0 .74 0 .017 75 0.53 84 0.40 O.Dll 75 0 .79 75 0 .79 0 .014 76 0 .49 84 0 .38 0.011 75 0.98 75 0 .98 0 .019 84 0.39 84 0 .39 0 .012 75 0.87 75 0 .87 0 .025 84 0.31 84 0 .31 Prop. Cond. Prop. Cond. (3 -6x6 RCBC) (Upstream Ult.) PLAN3 CURVE # 75 75 75 75 84 75 84 75 84 75 84 75 84 PLAN4 LAG CURVE LAG HOURS # HOURS 0 .90 84 0.68 0 .90 84 0.68 0 .75 84 0.57 0 .95 84 0.72 0.40 84 0.40 0 .74 84 0.56 0.40 84 0.40 0 .79 84 0.60 0 .38 84 0 .38 0 .98 75 0 .98 0 .39 84 0.39 0 .87 75 0.87 0 .31 84 0 .31 Exhibit D-2 Drainage Area Parameters 9919-lag .JCfs Exhibit D-3 Hydrol ogic Analys i s ++ + •••• ++ + ++++ ++ + + + .. + ++ + + + + + + •• + + + + ++ + + FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSIO N 4. 0. lE Lahey F11L-EM/ 32 version 5. 0 1 Dodson & Associates, Inc. RUN DATE 11/08/99 TIME 11: 35: 25 x x xxxxxxx x x x x x x xxxxxxx xx xx x x x x x x x x xxxxxxx xxxxx x x x x x x x xxxxx x xx x xxxxx x x x xxx U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 551-1748 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS , HEClDB, AND HEClKW. THE DEFINITIONS OF VARIABLES -RT IMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81 . THIS IS THE FORTRAN77 VERSION NEW OP TIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION , DSS:WRITE STAGE FREQUENCY, DSS: READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEll AND AMPT lNFILTRATIOll KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 2 3 ' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 13 44 45 16 HEC-1 INPUT ID ....... l. ...... 2 ....... 3 ....... 4. ...... 5 ......• 6 ....... 7 ....... 8 ....... 9 .....• 10 ID SFLICK CREEK BEST COPY IT 3 01FEB98 0000 481 IO 5 0 0 JP 4 JR PREC 13.5 11 9 . 8 8.8 7. 4 6.2 4. 5 EVENT 500 100 50 25 10 5 2Yr . Storm Kl( DAl KM Pl IS EXISTING DEVELOPMENT KM P2 IS PROPOSED ALEXANDRIA SUBDIVISION DEVELOPMENT W/ 4 6x6 RCBC KM P3 IS PROPOSED ALEXANDRIA SUBDIVISION DEVELOPMENT W/ 3 6x6 RCBC KM P4 IS PROP. ALEXANDRIA DEV. W/ 3 6x6 RCBC AND UPSTREAM FULLY DEVELOPED KM BA .2305 PB 1 IN 30 01FEB98 0000 PC .0053 .0108 . 0164 . 0223 .0284 . 034 7 . 0414 . 04 83 . 0555 .0632 PC . 0712 . 0797 .0887 . 0984 .1089 .1203 .1328 .1167 .1625 .1808 PC .2042 . 2351 .2833 .6632 .7351 . 7724 . 7989 .8197 .8380 . 8538 PC . 8676 . 8801 .89 H .9019 . 9115 .9206 .9291 . 9371 . 9146 . 9519 PC .9588 . 9653 .9717 .9777 .9836 .9892 . 9947 l. 000 LS 0 75 0 UD . 9 KP 4 LS 0 84 38 UD .68 Kl( DA2 BA .0855 LS 0 75 UD .9 KP 4 LS 0 84 38 UD . 68 Kl( PT A HC 2 Kl( 93+00 HEC-2 X-SECTION PT. A (RT FROM PT. A TO PT. B. l) RS 1 STOR -1 SQ 0 270 540 810 1080 1350 1620 1890 2160 2700 SV 0 9 .97 17.53 24 . 66 31. 62 36.33 41. 51 51.55 57. 98 74. 04 KP 2 RS 1 STOR -1 SQ 0 270 540 810 1080 1350 1620 1890 2160 2700 SV 0 9 . 98 17.41 24. 53 33 .32 40.68 46. 2 54. 41 62. 28 81. 59 KP 3 RS 1 STOR -1 SQ 270 540 810 1080 1350 1620 1890 2160 2700 sv 9.93 17 . 45 27 .33 35 .18 42. 61 51. 56 65.8 68. 53 85. 64 KP PAGE 1 of7 4 7 RS STOR -1 48 SQ 270 5 40 810 1080 1 350 1620 1 890 2 1 60 2 7 00 4 9 sv 9 . 93 17 .45 27 .33 35 .1 8 42.61 51. 56 65 . 8 68 .53 85. 6 4 HEC-1 INPUT PAGE 2 LINE ID ....... l. ...... 2 ....... 3 ....... 4. ...... 5 ..•.... 6 ....... 7 ....... 8 ....... 9 ...... 1 0 so !CK DA3 51 BA .1953 52 LS 0 75 53 UD . 75 5 4 KP 4 55 LS 0 8 4 38 56 UD .57 57 !CK PT B.l 58 HC 2 59 !CK DA4 60 BA .163 61 LS 0 75 62 UD • 95 63 KP 4 64 LS 0 84 38 6 5 UD . 72 66 !CK 69 +17 HEC-2 X-SECTION @ FUTURE NEWPO RT LANE (69+17 TO 60+4 3) 67 RS l STOR -1 68 SQ 0 100 200 300 400 500 600 700 800 1 000 69 SV 0 2 . 6 1 4. 05 5 . 34 6 . 67 7.93 9 .14 1 0.30 11. 3 8 13 .47 70 KP 2 71 RS l STOR -1 72 SQ 0 1 00 200 300 4 00 500 600 700 800 1000 73 SV 0 2.61 3 .99 5 .28 7 .4 2 8 .95 9 . 69 11. 56 13.29 17 .3 74 KP 3 75 RS l STOR -1 76 SQ 0 100 200 300 400 500 600 700 800 1000 77 sv 0 2 .59 4. 01 6 . 51 8 .2 1 9 . 76 11. 9 9 1 6 . 3 4 15.96 19.18 78 KP 79 RS STOR -1 80 SQ 100 200 300 4 00 500 600 700 800 1000 81 SV 2. 59 4.01 6 .52 8 . 2 1 9 .76 11. 99 1 6.34 15 .96 1 9.1 8 82 !CK DA4A 83 BA .0253 84 LS 0 75 85 UD .53 86 KP 2 87 LS 0 84 3 8 88 UD . 4 0 89 KP 3 90 LS 0 84 38 91 UD .40 92 KP 4 93 LS 0 84 38 9 4 UD . 4 0 HEC-1 INPU T PAGE 3 LINE ID ......• 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 95 !CK PT B 96 HC 3' 97 !CK 60 +43 HEC-2 X-S ECTION @ PT . B 160+43 TO 4 6+82 ) 98 RS 1 . STOR -1 99 SQ 0 360 720 l OSO 14 40 1800 2160 2520 2SSO 3600 1 00 sv 0 5 . 4 6 9 .20 1 2 . 31 15.35 1 8 .16 20 .9 1 23 .5 4 26.0 8 30. 91 101 KP 2 1 02 RS 1 STOR -1 103 SQ 0 360 7 20 1080 14 4 0 1 800 2 1 60 2 5 20 2880 3600 1 0 4 sv 0 4. 23 6 . 93 10.11 17 .18 20.9 20 .5 7 26 .09 30 . 38 41. 78 105 KP 3 1 06 RS 1 STOR -1 107 SQ 0 360 720 1080 1440 1 800 2 1 6 0 2520 2880 3600 108 SV 0 4.18 7 . 75 1 6 . 20 20.38 23. 81 29. 7 42 . 72 41. 2 49.96 109 KP 4 110 RS l STOR -1 11 1 SQ 360 720 1080 14 4 0 1800 2160 2520 2880 3600 112 SV 4.18 7 . 75 16 .20 20 .38 23 . 81 29. 7 42 .72 4 1. 2 49.96 113 !CK DAS 114 BA .0683 115 LS 0 75 1 16 UD . 74 11 7 KP 4 118 LS 0 8 4 38 11 9 UD .5 6 1 2 0 !CK DA5A 121 BA .0336 1 22 LS 0 75 123 UD .53 12 4 KP 2 2 of7 125 126 127 128 129 130 131 132 133 134 135 136 137 138 LS UD KP LS UD KP LS UD KK HC KK RS SQ SV . 40 3 0 . 4 0 .11 0 PT C 3 46+82 l 0 0 84 38 84 38 84 38 HEC-2 X-SECTION STOR -1 360 720 6.71 11.32 @ ALEXANDRIA AVE. 1080 15.36 14110 19 .6 HEC-1 INPUT 1800 23. 74 ( 16+82 TO 32+50) 2160 27. 811 2520 31. 82 2880 35 .66 3600 42.89 PAGE LINE ID ....... 1. ...... 2 ....... 3 .•..... II. ...... 5 ..•.... 6 ...•... 7 ..•.... 8 ....... 9 ...... 10 139 HO 141 142 143 141 145 146 147 148 149 150 151 152 153 151 155 156 157 158 159 160 161 162 163 161 165 166 167 168 169 170 171 172 173 171 175 176 177 178 179 180 181 182 KK BA LS UD KP LS UD KK BA LS UD KP LS UD KP LS UD KP LS UD KK HC KK RS SQ sv KK BA LS UD KK BA LS UD KK HC KK RS SQ SV KK BA LS UD DA6 .0806 0 .79 4 0 .6 DA 6A . 0652 0 .119 2 0 .38 3 0 .38 4 0 .38 PT D 3 32+50 l DA? .0903 0 .98 DA 7A .1 070 0 .39 PT . E 3 16+46 l 0 DA 8 .0578 0 .87 15 84 38 16 38 84 38 81 38 HEC-2 X-SECTION STOR -1 360 720 1 .46 13.53 15 84 38 @ PT. D 1080 18 . 82 HEC-2 X-SECTION @ PT. STOR -1 360 720 1080 7.92 10.07 12.86 75 1440 24. 57 111110 15. 96 HEC-1 INPUT (32+50 TO 16+116) 1800 30.83 2160 36 .74 (16+46 TO 5+90) 1800 19.33 2160 23.29 2520 42. 011 2520 27. 67 2880 47.16 2880 33.02 3600 55 . 41 3600 1111.2 PAGE LINE ID ....... 1. .•.... 2 •.•.•.. 3 ..•.... 4. ...... 5 ....... 6 ...•... 7 ....... 8 ....... 9 ...... 10 183 1811 185 186 187 188 189 KK BA LS UD KK HC zz DA BA .1261 0 .31 PT F 3 1 + + ++ + +++ + ..... +• +. + + + ++ ......... + + + + + + ++ + + + ++ ++ + FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 11. 0. IE Lahey F11L-EM/32 version 5.01 Dodson & Associates, Inc. RUN DATE 11/08/99 TIME 11 :35:25 84 38 U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS , CALIFOR!IIA 95616 (916) 551-1748 3 of7 SFLICK CREEK BEST COPY 3 IO . OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DA TA NMIN MINUTES IN COHPUTAT ION INTERVAL IDATE 1FEB98 STARTING DATE ITIME 0000 STARTING TIME NQ 481 NUMBER OF HYDROGRAPH ORDINATES ND DATE 2FEB98 ENDING DATE NDTIME 0000 ENDING TIME I CENT 19 CENTURY HARK COMPUTATION IN TE RVAL 0. 05 HOURS TOTAL TIME BASE 24.00 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE HILES PRECIPITATION DEPTH INCHES LENGTH , ELEVATIO N FEET FLOW CUBIC FE ET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT JP MU LTI-PLAN OPTION NP LAN NUMBER OF PLANS JR MULTI-RATIO OPTIO N RATIOS OF PRECIPITATION 13 .50 11.00 9.80 8.80 1 .40 6 .20 4.50 PEAK FLOW AND STAG E (END-OF-PERIOD) SUHHARY FOR MUL TIPLE PLAN-RATIO ECO NOMIC COMPUTATIONS FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE HILES T IME TO PEAK IN HOURS RATIOS APPLIED TO PRECIPI TATION OPERATION STATION AREA PLAN RATIO l RATIO 2 RATIO 3 RATIO 4 RATIO 5 RATIO 6 RATIO 7 13 . 50 11. 00 9.80 8.80 7.40 6. 20 4.50 HYDROGRAPH AT + DAl 0 .23 FLOW 606 . 461. 400. 3 45. 269. 205. 119. TIME 12 .25 12 .25 12.25 12 . 25 12. 25 12 . 25 12. 30 2 FLOW 606. 467 . 400 . 345 . 269. 205. 119. TIME 12 . 30 12.30 12 .30 12. 30 12 .30 12. 30 12. 30 FLOW 606. 467 . 400. 345. 269. 205. 119. TIME 12. 30 12.30 12.30 1 2 . 30 12.30 12. 30 12. 30 FLOW 824 . 661. 582. 516. 425. 34 6. 23 5 . TIME 12 .00 12 .00 12.00 12.00 12.00 12.00 12. 00 HYDROGRAPH AT + DA2 0.09 FLOW 225. 173. 149. 128. 100. 76 . 44. TIME 12 .25 12 .25 12.25 12 .25 1.2 . 25 12 . 25 12 .30 FLOW 225. 173. 149. 128 . 100 . 76. 44. TIME 12. 30 12.30 12 .30 12. 30 12 . 30 12. 30 12 . 30 FLOW 225. 173 . 149 . 128. 100 . 76. 44. TIME 12. 30 12 .30 12.30 12.30 12 . 30 12. 30 12. 30 FLOW 306. 245. 216. 192 . 157. 1 28. 87. TIME 12 .00 12.00 12.00 1 2 .00 12.00 12 . 00 12 .00 -2 COMBINED AT + PT A 0.32 FLOW 830. 640 . 549 . 473. 369 . 281. 163. TIME 1 2.25 1 2 .25 12. 25 12 . 25 12 . 25 12.25 12 . 30 FLOW 830. 640 . 549. 47 3. 369. 281. 163. TIME 12 . 25 12 .25 12 .25 12 . 25 12 .25 12.25 12. 30 FLOW 830 . 640. 54 9. 4 73. 369. 281. 163. TIME 12 .25 12.25 12.25 12 . 25 12.25 12 . 25 12. 30 FLOW 1 129. 906 . 798. 7 0 8 . 582 . 4 74. 322 . TIME 12.00 12 .00 12 . 00 12.00 12. 00 12 . 00 12 .00 ROUTED TO + 93+00 0.32 FLOW 733 . 559. 476 . 408. 312 . 233. 135. TIME 1 2 . 55 1 2 . 55 12 . 55 1 2 .60 12.60 12 . 65 12 .70 2 FLOW 734. 560 . 477. 409. 312. 233. 135. TIME 12 .55 12.55 12 .55 12.60 12 . 60 12 .65 12 .70 FLOW 106. 555. 477 . 409 . 312 . 233 . 135. TIME 12 .60 12.55 12.55 12 .60 12. 60 12 . 65 12.70 FLOW 913 . 727 . 645. 578. 118 . 385 . 251. TIME 12. 30 12.30 12 .30 12.30 12 .30 12 .30 12. 35 HYDROGRAPH AT + DA3 0 . 20 FLOW 580. 441. 383 . 331. 258 . 196 . 114. TIME 12 . 05 1 2.1 0 12 .10 1 2 .1 0 12 .10 12.10 12 .15 FLOW 580 . 447. 383. 331. 258. 196 . 114. TIME 12 .15 12.15 12 .15 12.15 12 .15 12 .15 12.15 4 of7 FLOW S80. 447 . 383. 331. 2S8. 196 . 114 . TIME 12.lS 12 .lS 12. lS 12. l S 12. lS 1 2 . lS 12 .lS FLOW 778. 624. S4 9. 4 87 . 401. 326 . 222. TIME 1 1. 8S 11. 8S 11. 8S 11. 85 11. 8S 1 1. 90 11. 90 2 COMBINED AT PT B.l 0 . S l FLOW 1203 . 916. 781. 669 . S09. 38S. 223. TI ME 1 2.30 12.30 12. 3S 12.3S 12. 4 0 1 2 . 3S 12. 40 FLOW 1 20S. 918 . 783 . 670. 509 . 38S. 222. TIME 12. 30 12 . 30 12. 35 12.3S 12. 40 12 .3S 12 . 40 FLOW 11 74. 917. 782. 669 . 509. 38S. 223 . TIME 12.30 12 .30 12 .3S 12. 3 S 12. 40 1 2.3S 12.40 FLOW 1S08. 1220 . 1083. 969. 789 . 63S. 419 . TIME 12.10 12.0S 12.0S 12 . OS 12 .1 0 12.10 12 .10 HYDROGRAPH AT + DA4 0 .1 6 FLOW 413 . 318. 273. 235 . 183. 140 . 81. TIME 12 .30 12 .30 12.30 12 .30 12. 30 1 2 . 30 12 . 3S 2 FLOW 413 . 318. 273 . 23S . 183. 14 0 . 81. TIME 12 .3S 12 .3S 12.3S 12 . 35 12 . 3S 12.3S 12.3S FLOW 413. 318 . 273. 23S . 183 . 1 4 0. 81. TIME 12 .3S 12.3S 12. 3S 12 . 3S 12. 3S 12.3S 12.35 FLOW S61. 4SO. 397. 3S2. 289. 236 . 160. TIME 12 .0S 12 .05 12.0S 12.0S 12.0S 12 .0S 12 . OS ROUTED TO + 69+17 0 .1 6 FLOW 399. 307. 263. 226. 17S . 132. 73. TIME 12 . 4 s 12. 4 s 12.4S 12.50 12.SO 12. S5 12 . 65 FLOW 387. 30S. 263. 22 7. 17S. 1 32. 13. TIME 1 2.50 12.SO 1 2 . 45 12 . so 12. so 12 . SS 12. 6S FLOW 388. 292. 2S2 . 220. l 7S. 132 . 13 . TIME 12. so 12 .SS 12 . SS 12 . SS 12.50 12 . 55 12. 65 FLOW SlS. 411. 3S9. 3 14 . 2S8. 2 1 5. 14 7. TIME 12.2S 12. 2S 12.2S 12. 2S 12.2S 12 .2S 12. 2S HYDROGAAPH AT DMA 0. 03 FLOW 93. 72 . 62. S3 . 42. 32. 18 . TIME 1 1. 8S 11. 8S 11. 8S 11 . 8S 11. 8S 11. 8S 11. 90 2 FLOW 122. 98. 86 . 77. 63 . 51. 35. TIME 11. 70 11. 70 11. 70 11. 70 11. 70 1 1. 70 11. 70 FLOW 122. 98 . 86. 11 . 63. Sl. 3S. TIME 11. 70 11. 70 11. 70 1 1. 70 11. 70 1 1. 70 11. 70 FLOW 122. 98. 86. 11. 63. SL 35. TIME 11. 70 11. 70 11. 70 1 1. 70 11. 70 11. 70 11. 70 3 COMBINED AT + PT B 0 . 70 FLOW 164S. 12S8. 1073 . 919 . 702 . S28 . 301. TIME 12. 3S 12 . 35 12 .3S 1 2 . 3S 12 . 4 0 12 . 40 12 .4S 2 FLOW 1619 . 1252. 1070 . 917 . 701. S27 . 301. TIME 1 2 .3S 12. 3S 12.3S 1 2 . 3S 12 . 40 12. 40 12 .4S FLOW 1583 . 1228 . 1052 . 908 . 701. 527 . 301. TIME 12 . 3S 12 .3S 12 . 3S 12 . 3S 12. 40 12 . 40 12. 45 FLOW 2076 . 1660 . 146S . 1302 . 1071. 872. S78 . TIME 12 .10 12 .1 0 12 .10 1 2 .1 0 12 .1 0 12.10 12 .10 ROUTED TO 60+13 0. 70 FLOW 1 627 . 1 2 4 2. 10S8 . 906 . 690 . Sl8. 291. TIME 12 . 4 s 12 . 4S 12. 4S 12.50 12. SS 1 2 . SS 12. 6S FLOW 1S74. 120S. lOSS. 904 . 69S. S22. 296. TIME 12.SO 1 2 . SS 12. 4S 12 .S O 12 . so 1 2.SO 12.60 FLOW 1SS2 . 1176 . 991. 862. 690 . Sl9. 296. TIHE 1 2.50 12 .S5 12.60 12.60 12 .50 1 2.SS 12.60 FLOW 1 990. 1 611. 1403. 1233. 990 . Bl8. S6S. TIME 12. 2S 12. 2S 12. 2S 12. 30 12. 3S 12.3S 12 .2S HYDROGAAPH AT DAS 0 .0 1 FLOW 205 . 1S8. 13S . 1 17. 91. 69. 40. TIME 1 2 .0S 12 .0S 12 .0S 12 .05 12.10 1 2 .10 12 .10 FLOW 20S. 1S8. 13S. 1 17. 91. 69 . 40. TIME 12 .10 12 .10 12 .10 12 .10 12 .10 12.10 12.10 FLOW 20S . lSB. 13S . 1 17. 91. 69 . 40. TIME 1 2.10 12.1 0 1 2 .10 12 .1 0 12 .10 12.10 12 .10 FLOW 275. 22 1. 194. 1 73. 142. llS. 78 . TIME 11. 8S 11. BS 11. BS 1 1. 8S 11. 8S 1 1. 8S 11. 8S HYDROGAAPH AT DA5A 0.03 FLOW 124. 96 . 82. 7 1. SS . 42. 24. TIME 11. 8S 11. BS 11. 85 11. BS 11. 8S 11. BS 11. 90 FLOW 162 . 130 . llS. 102. B4. 6B. 16. TIME 11.70 11. 70 11.70 11. 70 11.70 11. 70 11. 70 FLOW 162. 130 . llS. 102. B4 . 68. 46. TIME 11. 70 11. 70 11. 70 1 1 . 70 11. 70 11. 70 11. 70 FLOW 162. 130. llS. 1 02 . 84. 68. 4 6. TIME 11. 70 1 1 . 70 11. 70 11. 70 11 . 70 11. 70 11. 70 3 COMBINED AT PT C 0. BO FLOW 1 8S7 . 141S . 1206 . 1031. 7B3 . S8B. 329. TIME 1 2. 3S 12.40 12.40 12 . 40 12 . 4S 1 2. so 12. SS FLOW 1768. 1356. 1196. 1 02S. 789 . S9S . 337. TIME 12. 4 s 12.4 0 12. 4 0 1 2 . 40 12. 40 12. 4S 12.SO FLOW 17S2. 1317. 1109. 966. 78 1. S90 . 338. TIME 12. 4 0 12 . so 12 . SO 12. so 12 . 45 12 . 4S 12.SO FLOW 22Sl . 1824 . 1S8S. 13B6 . 1109. 922. 642. TIME 12.lS 12 . 20 12.20 12. 2S 12. 2S 12. 20 12. 20 5 of7 ROUTED TO + 46+82 o. 80 FLOW 1814. 1382. 1178. 1008. 766. 573. 316. TIME 12 .50 12 .55 12. 55 12. 55 12 .60 12 .65 12 .80 FLOW 1731. 1338. 1172. 1006. 773. 581. 324. TIME 12.60 12.55 12 . 55 12 . 55 12 . 55 12 .60 12 . 70 FLOW 1712 . 1290. 1096 . 955 . 766 . 576. 325. TIME 12 .55 12 .65 12 .65 12 .65 12.60 12.60 12 .70 FLOW 2200 . 1765. 1537 . 1345. 1091. 907. 619. TIME 12. 35 12 .35 12 . 35 12. 40 12.40 12.35 12. 35 HYDROGRAPH AT + DA6 0 . 08 FLOW 231. 178. 153. 132 . 103. 78. 45 . TIME 12 .10 12.10 12.10 12 .1 5 12.15 12.15 12 .15 FLOW 231. 178 . 153. 132. 103 . 78. 45 . TIME 12 .15 12.15 12 .15 12 .15 12 .15 12 .15 12.15 FLOW 231. 178. 153 . 132. 103. 78 . 45. TIME 12 .15 12.15 12 .15 12 .15 12.15 12.15 12 .15 FLOW 312 . 250. 220 . 195. 161. 131. 89. TIME 11. 90 11. 90 1 1. 90 11. 90 11. 90 11 . 90 11. 90 HYDROGRAPH AT DA 6A 0.07 FLOW 255 . 197. 170. 147 . 115. 88 . 52 . TIME 11. 80 11. 80 11. 80 1 1. 80 11. 80 11 . 80 11. 85 FLOW 321. 258. 227 . 202 . 166 . 135 . 92. TIME 11. 70 11. 70 11 .70 1 1. 70 11. 70 11. 70 11. 70 FLOW 321. 258. 227 . 2 02 . 166. 135. 92. TIME 11. 70 11. 70 1 1. 70 11 . 70 11. 70 11. 70 11. 70 FLOW 321. 258 . 227. 202. 166 . 135. 92. TIME 11. 70 11. 70 11. 70 11. 70 11 . 70 1 1. 70 11 . 70 3 COMBINED AT + PT D 0 .95 FLOW 2102. 1601. 1363. 1166 . 884. 661. 362. TIME 12 .40 12.45 12 . 45 1 2 . 50 12 . 50 12. 55 12 . 65 FLOW 1 975 . 154 1. 134 9 . 11 59 . 893. 6 72. 375 . TIME 12.50 12.40 12. 45 12 . 45 12. 45 12.50 12 . 60 FLOW 1960. 1467 . 1256. 1101. 882. 665 . 376. TIME 1 2 . 50 12.55 12. 50 12 . 45 12. 50 12.50 12 .60 FLOW 2536. 2029 . 1759. 1537. 1256. 1048 . 713. TIME 12.20 12.25 12,25 12.30 12 .25 12 .20 12.25 ROUTED TO + 32+50 0 .95 FLOW 2021 . 1540 . 1315. 1125. 855. 635. 34 9. TIME 12.65 12.65 12.65 12.65 12. 70 12 .80 12.95 FLOW 1922. 1501. 1309. 1126 . 868. 649. 363. TIME 12.65 12 .65 12.65 12.65 12.65 1 2 .70 12 .85 FLOW 1895. 1435. 1232 . 1080. 859 . 645. 364. TIME 12 .70 12 .70 12.70 12.65 12.70 12 .70 12.85 FLOW 2440. 1937. 1686. 1484. 1218 . 1 012 . 678. TIME 12. 40 12 . 45 12 .45 12.45 12.45 12. 45 12. 50 HYDROGRAPH AT DA7 0 . 09 FLOW 224. 173. 148 . 1 2 8. 99. 76. 44 . TIME 12. 30 12.30 12. 35 12.35 12. 35 12. 35 12 . 40 FLOW 224. 173. 148. 128 . 99. 76 . 44. TIME 12. 40 12 . 4 0 12. 40 12 . 40 12 .40 12 . 40 12. 40 3 FLOW 22 L 113 . 118. 1 28. 99 . 16 . H. TIME 12. 40 12 . 40 12. 4 0 12 . 40 12 . 40 12.40 12. 4 0 FLOW 224. 173 . 148 . 1 28. 99. 76 . 44. TIME 12. 4 0 12 . 4 0 12 . 40 1 2 . 4 0 12.10 1 2. 40 12 . I 0 HYDROGRAPH AT DA 7A 0 .11 FLOW 522. 419. 369. 328 . 269. 220. 149. TIME 11. 70 11. 7 0 11. 10 1 1. 70 11. 70 11. 70 11. 70 2 FLOW 522. 419 . 369. 328 . 269. 220. 149 . TIME 11 . 70 11. 70 11 . 70 1 1. 70 11. 70 11. 70 11. 70 FLOW 522. 419 . 369. 328 . 269. 220. 149. TIME 11. 70 11.10 11 .10 11. 70 11 .10 11. 70 11 .70 FLOW 522. 419. 369. 328 . 269. 220 . 149. TIME 1 1. 70 1 1. 70 11. 70 11. 70 11. 70 11 . 70 11. 70 3 COMBINED AT + PT. E 1.14 FLOW 2335. 1782. 1523. 1306 . 994. 739. 406. TIME 12. 55 12 . 55 12. 60 12 . 60 12 .65 12 .70 12 . 80 FLOW 2227. 1751. 1524. 1314 . 1015. 761. 427. TIME 12. 55 12 .50 12.55 12 . 55 12. 55 12.60 12. 65 FLOW 2195. 1667. 1412 . 1267. 1003. 755. 427. TIME 1 2 .60 12 . 60 12. 55 1 2 . 50 12 .60 12.60 12.65 FLOW 2816 . 222 4. 1934. 11 00. 1395. 1153. 763 . TIME 12 . 35 12.40 12. 40 12.40 12. 35 12 .35 12 .10 ROUTED TO + 16+46 1.14 FLOW 2299. 1765. 1509. 1295. 987 . 735. 4 05. TIME 12.70 12 .70 12.70 12. 70 12. 75 12.75 12 . 90 2 FLOW 2207 . 173 8. 1512. 1305. 1009. 757 . 426 . TIME 1 2.70 12.65 12.65 12 . 65 12. 65 12.70 12. 75 FLOW 2171. 1659. 1436. 1260 . 997 . 752. 127. TIME 12. 70 12.70 12 . 65 1 2. 65 12 . 70 12. 70 12 .75 FLOW 274 8. 2188 . 1909. 1 685. 1365 . 1112 . 758. TIME 12.55 12.50 12.50 12.50 12.45 12 .15 12.50 HYDROGRAPH AT + DA 8 0 . 06 FLOW 1?6. 120. 103. 89. 69. 53. 31. TIME 12 .20 12 .20 12. 20 12. 20 12. 25 12. 25 12. 25 2 FLOW 156. 120. 103. 89. 69 . 53. 31. TIME 1 2.25 1 2 .25 12 . 25 1 2. 25 12.25 12.25 12. 25 6 of7 FLOW 156. 120. 1 03 . 89 . 69 . 53_ 31. TIME 12 .25 12.25 12 . 25 12 .25 12 .25 12-25 12 . 25 FLOW 156 . 120 . 103. 89 . 69 . 53. 31. TIME 12 . 25 12.25 12. 25 12 .25 12.25 1 2. 25 12.25 HYDROGRAPH AT + DA SA 0.13 FLOW 677. 543 . 478 . 425-34 9. 285. 194. TIME 11. 60 11. 60 11. 60 11. 60 11. 65 11. 65 11 .65 2 FLOW 677 . 543. 478 . 425 . 349. 285. 194. TIME 11. 65 11. 65 11. 65 11. 65 11. 65 11. 65 11. 65 FLOW 677. 543. 478. 425 . 349 . 285 . 194. TIME 11. 65 11. 65 11. 65 11. 65 11.65 11. 65 11. 65 FLOW 677 . 543. 478. 425. 34 9. 285. 194. TIME 11. 65 11. 65 11. 65 11. 65 11. 65 11. 65 11. 65 3 COMBINED AT + PT F 1. 33 FLOW 2510. 1936 . 1656. 1423. 10B7. Bl2. 449. TIME 12 . 65 12 .60 12.60 12 . 65 12. 65 12 . 70 12. BO FLOW 2424 . 1923 . 166B . 14 4 2. 1117. 8 4 2 . 479. TIME 12 . 55 12.50 12 . 55 12 .55 12.60 12.60 12.60 FLOW 2381 . 1834 . 1599. 1401. 1105. 836. 4 BO. TIME 12 .65 12.55 12 .15 12.50 12. 60 12.60 12. 60 FLOW 3002. 239 1. 2087 . 1841. 1519 . 124 8. 822. TIME 12 . 45 12. 45 1 2.45 12. 40 12. 40 12.10 12. 45 +++ NORMAL END OF HEC-1 +++ 7 of7 Exhibit E-1 HEC-RAS Analysis (Existi ng Conditions) HEC-RAS September 1998 Version 2. 2 U.S. Army Corp o f Engineers Hydrologic Engineering Center x x x x x x 609 Second Street, Suite D Davis, California 95616-4687 (916) 1 56 -11 04 xxxxxx xxxx xxxx x x x x x x x x x x x xx x x xxxxxxx xxxx x xxx xxxx xxxxxx x x x x x x x x x x x xxxxxx xxxx PROJECT DATA Project Title: ALEllANDRIA SUBDIVISION Project File alex.prj Run Date and Time: 11/8 /99 11:45:58 AM Project in English units Project Description : x x x x x x South Fork Lick Creek through Alexandria Subd.ivis on PLAN DATA Plan Title: Existing Conditions Plan File f:\Alex\hec\alex .p08 x x x x x x Geometry Title: Existing Geom, SF Lick thru Alex Geometry File f:\Alex\hec\alex .g03 Flow Title Flow File Plan Summary Information: Existing Conditions Flow f: \Alex\hec\ al ex . fOl Number of: Cross Sections = culverts 46 2 0 Mulitple Openings Inline Weirs Bridges Comp utational Information Water surface calculation tolerance c Critical depth calculaton t o lerance • Maximum number of interations Maximum difference tolerance Flow tolerance factor Computation Options 0 . 01 0. 01 20 0 . 3 0. 001 Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime : Subcritical Flow FLOW DATA Flow Title: Existing Conditions Flow Flow File f:\Alex\hec\alex.fOl Flow Data (cfa) River Reach S.F. LICK CREEK TRIS A S.F. LICK CREEK TRIS A S.F . LICK CREEK TRIS B S.F. LICK CREEK MAIN CHANNEL S . F. LICK CREEK MAIN CHANNEL S .F . LICK CREEK MAIN CHANNEL S . F . LICK CREEK MAIN CHANNEL S . F . LICK CREEK MAIN CHANNEL Bo undary Conditio ns River Reach S.F. LICK CREEK TRIS A S.F. LICK CREEK TRIS A S.F. LICK CREEK TRIS B RS 9300 7757 6911 604 3 4682 3250 1646 930 Profile Ex. 100 Ex. 25 Ex. 1 00 Ex. 100 559 916 301 12 42 1382 1540 1165 1936 xxxx x x xxxx xxxxx x x Ex. 25 408 669 226 906 1008 1125 129 5 1423 Upstream Normal .006 Normal S IE' .006 Normal S .008 Downstream Exhibit E-1 HEC-RAS Analysis (Existing Conditions) 1 of 23 S.F. LICK CREEK TRIB B Ex. 25 Normal S .008 S.F. LICK CREEK MAIN CHANNEL Ex . 100 Known ws S.F. LI CK CREEK MAIN CHANNEL Ex. 25 Known WS GEOMETRY DATA Geometry Title: Existin g Geom, SF Lick thru Alex Geometry File : f: \Alex\hec\alex.g03 Reach Connection Table River Reach Upstream Boundary Downstream Boundary s. F. LICK CREEK TRIB A PTl S.F. LICK CREEK TRIB B PTl S. F . LICK CREEK MAIN CHANNEL PTl CROSS SECTION RIVER: S .F. LICK CREEK REACH : TRIB A RS: 9300 INPUT Description: Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 625 304 730 302 805 300 843 298 896 296 980 294 1 000 292 1011 29 4 1051 296 1081 298 1200 300 1500 302 Manning 's n Values num- Sta n Val Sta n Val Sta n Val 625 .09 980 . 05 1011 .09 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr . Ex.pan. 980 1011 706 756 706 .1 . 3 CROSS SECTION OUTPUT Profile #Ex. 100 E.G . Elev (ft) 295.97 Element Left OB Channel Right OB Vel Head (ft) 0.41 Wt . n-Val. 0.090 0.050 0 . 090 W.S. Elev (ft) 295.56 Reach Len . (ft) 706 .00 756 .00 706.00 Crit W.S. (ft) Flow Area (sq f t) 50 .90 79 .26 2 4. 24 E .G. Slope (ft/ft) 0.010607 Area (sq ft) 50. 90 79.26 24. 24 Q Total (cfs) 559.00 Flow (cfs) 73.23 450. 92 34 .85 Top Width (ft) 127 .53 Top Width (ft) 65.39 31. 00 31.14 Vel Total (ft/•) 3 .62 Avg . Vel. (ft/s) 1. 44 5.69 1.44 Max Chl Dpth (ft) 3 .56 Hydr . Depth (ft) 0.78 2 .56 0 . 78 Conv . Total (cfs) 5427.8 Conv. (cfs) 711 . l 4378.3 338 . 4 Length Wtd. (ft) 746.92 Wetted Per. (ft) 65. 41 31. 28 31.18 Mi n Ch El (ft) 292. 00 Shear (lb/sq ft) . 0.52 1. 68 0. 51 Alpha 2 .02 Stream Power (lb/ft s) 0. 7 4 9. 55 0. 74 Frctn Loss (ft) 3.49 Cum Volume (acre-ft) 9 . 57 9 .18 6 .57 C & E Loss (ft) 0. 06 Cum SA (acres) 4.20 1. 42 3 .51 War ning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning : The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate t h e need for additional cross sections. CROSS SECTION REACH : TRIB A RIVER: S . F. LICK CREEK RS: 8544 INPUT Description: Station Elevation Data num-16 Sta Elev Sta Elev Sta Elev Sta 514 298 755 296 848 294 915 993 288 995 286 999 285 1002 1007 288 1012 290 1024 292 1034 1355 298 Manning 's n Values num= Sta n Val Sta n Val Sta n Va l 514 .09 990 .05 1012 .09 Bank Sta : Left Right Lengths: Left Channel Right 990 1012 640 187 640 CROSS SECTION OUTPU T Profile #Ex . 100 E .G. Elev (ft) 292. 4 2 Element Ve l Head (ft) 0.22 Wt . n-Val . w.s . Elev (ft) 292 . 20 Reach Le n . (ft) Crit W.S. (ft) Flow Area (sq ft) E .G . Slope (ft/ft ) 0 . 002616 Area (•q ft) Q Total (cfa) 559. 00 Flow (cfs) Top Width (ft) 116.68 Top Width (ft) Ve l Total (ft/s) 2. 58 Avg. Vel. ( ft/s) Max Chl Dpth (ft) 7 .20 Hydr. Depth (ft) Conv. Total (cfs) 10930 .0 Conv. (cfs) Length Wtd. (ft) 737 .08 Wetted Per. (ft) Elev Sta Elev 292 990 290 285 1003 286 294 1217 296 Coe ff Contr . Expan. .1 .3 Left OB Channel Right OB 0 . 090 0.050 0.090 64 0. 0 0 787.00 64 0. 00 90 . 63 111. 89 14. 4 9 90.63 111. 89 14 . 49 81. 99 463.97 13 . 04 Bl. 68 22 . 00 13 .00 0.90 4 .15 0. 90 1.11 5 .09 1.12 1603. 2 9071.9 254. 9 81. 71 24. 83 13 .18 272 = 272 ExhibitE-1 HEC-RAS Analysis (Existing Conditions) 2 of 23 Min Ch El (ft) Alpha Frctn Loss (ft) C ' E Loss (ft) 285. 00 2 .17 2.41 0 . 0 1 Shear (lb/ sq ft) Stream POW"er (lb /ft s) Cum Volum e (acre-ft) CUm SA (acres) 0.18 0 .1 6 8 .43 3 .0 1 0.74 3. 05 7 . 53 0 . 96 0.18 0.16 6.26 3 .15 Warning: The energy l oss was g r eater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION REACH: TRIS A RIVER: S .F . LICK CREEK RS : 7 757 INPU T Description: Station Elevation Data mll11~ 14 Sta Elev Sta Elev Sta Elev Sta 55 6 294 890 292 929 290 950 991 284 997 283 1003 283 1004 1033 288 1048 290 1062 292 1 268 Manning 's n Values num- Sta n Val Sta n Val Sta n Val 556 .09 991 .05 1004 .09 Bank Sta : Left Right Lengths: Left Channel Right 99 1 1004 801 957 801 CROSS SECTION OUTPU T Profile I Ex. 1 00 E.G . Elev (ft) 290. 00 Element Vel Head (ft) 0.35 Wt. n-Val. w.s . Elev (ft) 289.65 Reach Len. (ft) Crit W.S . (ft) Flow Area (sq ft) E .G. Slope (ft/ft) 0 . 003807 Area (sq f t) Q Total (cfs) 916.00 Flow (c fs) Top Width (ft) 112 . 68 Top Width (ft) Vel Total (ft/s) 2 . 93 Avg. Vel. (ft/s) Max Chl Dpth (ft ) 6. 65 Hydr. Depth (ft) Conv . Total (cfs ) 14845.6 Conv. (cfs) Length Wtd. (ft) 88 7. 4 6 Wetted Per. (ft) Min Ch El (ft) 283.00 Shear (lb/sq ft) Alpha 2. 62 Stream Power (lb/ ft Frctn Loss (ft) 2.44 Cum Volume (ac re-ft ) C & E Loss (ft) 0 . 0 6 cum SA (acres) Elev Sta Elev 288 986 286 28 4 1009 286 29 4 Coe ff Contr . Expan. .1 .3 Left OB Channel Right OB 0. 090 0. 050 0.090 801. 00 95 7 . 00 801 . 00 132 . 87 82.93 97 . 01 132.87 82.93 97.01 233 .00 510 .17 172 . 83 58 .3 1 1 3.00 41. 37 1. 7 5 6 .15 1. 76 2 .28 6 . 38 2 . 35 3776 . 2 8268. 3 280 1. 0 58 .83 13.50 41. 94 0. 54 1.46 0.55 s) 0.9 4 8. 98 0. 98 6.79 5. 77 5 . 44 1. 98 0. 64 2.75 Warning : The energy loss was greater than 1.0 ft (0.3 m). between the c urrent and previous cross section. This may indicate the need f or additional c r oss sections. CROSS SECTION REACH: TRIB A RIVER: S .F. LICK CREEK RS: 6800 INPUT Description: us of property line Station Elevation Sta ·Elev 632 292 99 6 262 1114 286 Manning 's n Values Sta n Val 632 . 09 Data num= Sta Elev 885 290 1 000 281 1 21 5 288 num= $ta n Val 989 . 05 Bank Sta: Left Right Lengths: 989 1 0 12 14 Sta Elev Sta 966 288 980 1005 281 1012 1 332 290 140 0 Sta n Val 1012 .09 Left Channel Right 380 396 380 CROSS SECT I ON OUTPU T Profile #Ex. 1 00 E.G . Elev (ft) 287 . 50 Element Ve l Head (ft) 0.15 Wt. n-Val . w.s. Elev (ft) 287. 3 4 Reach Len . (ft) Crit W.S. (ft) Flow Area (•q ft) E .G. Slope (ft/ft) 0. 002083 Area (•q f t) Q Total (cfa) 9 1 6.00 Flow (cfs) Top Width (ft) 211. 23 Top Width (ft) Vel Total (ft/s) 1.91 Avg. Vel. (ft /s) Max Ch l Dpth (ft) 6. 3 4 Hydr. Depth (ft) Conv . Total (cfs) 20069 .8 Conv . (cfs ) Length Wtd. (ft) 392 .06 Wetted Per . (ft) Min Ch El (ft) 28 1. 00 Shear (lb/sq ft) Alpha 2 . 70 Stream Power (lb/ft s) Frctn Lo!IS (ft) 0 . 36 Cwn Volume (acre-ft) C & E LO!IS (ft) 0.03 Cum SA (acres ) Elev Sta Elev 286 989 284 282 1 03 4 264 292 Coe ff Contr. Expan. .1 . 3 Left OB Channel Right OB 0.090 o. 050 0.090 380.00 396 .00 380. 00 27.40 123. 39 328.54 27 . 4 0 123.39 328.54 26 .62 505. 21 384 .17 18.40 23 .00 169. 82 0 . 97 4.09 1.17 1. 4 9 5.36 1. 93 583 .3 11069.3 8417. 3 18. 72 23.53 169.95 0 .19 0.68 0. 25 0 .18 2 . 79 0 . 29 5 . 3 1 3 . 50 1. 53 1.28 0 . 25 0 .81 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is l ess than 0 .7 or greater than 1.4 . This may indicate the need f o r additional cross sections . CROSS S ECTION RIVER: S.F. LICK CR EE K REACH: TRIS A RS: 6404 INPUT Description: St ation Elevation Data nurn= 11 Exhibit E-1 HEC-RAS Analysis (Existing Conditions) 3 of23 Sta Elev Sta Elev Sta Elev Sta 837 290 1000 288 1105 286 114 0 1203 281 1210 282 1250 284 1270 1470 290 Manning '~ n Values num= Sta n Val Sta n Val Sta n Val 837 .1 1140 .05 1270 .1 Bank Sta: Left Right Length!!: Left Channel Right 1140 1270 0 0 0 CROSS SECTION OUTPUT Profile #Ex. 1 00 E.G. Elev (ft) 287.10 Element Vel Head (ft) 0. 04 Wt. n-Val. W.S . Elev (ft) 287 . 06 Reach Len. (ft) Crit W.S. (ft) Flow Area (sq ft) E.G. Slope (ft/ft) 0.000515 Area (sq ft) Q Total (cfs) 916. 00 Flow (cfs) Top Width (ft) 247 .16 Top Width (ft) Vel Total (ft/s) 1. 45 Avg. Vel. (ft/s) Max Chl Dpth (ft) 6 .06 Hydr. Depth (ft) Conv. Total (cfs ) 40374.5 Conv. (cfs) Length Wtd. (ft) 361. 00 Wetted Per. (ft) Min Ch El (ft) 281. 00 Shear (lb/sq ft) Alpha 1. 31 Stream Power (lb/ft s) Frctn Loss (ft) 0.29 Cum Volume (acre-ft) C & E Loss (ft) 0.00 Cum SA (acres) CROSS SECTION RIVER : S.F . LICK CREEK REACH: TRIB B RS : 6917 INPUT Description : us2 of potomic dr culvert Station Elevation Data num= Sta Elev Sta Elev Sta Elev Sta 1000 291.5 1130 290 1158 288 1162 1188 288 1215 290 1250 292 Manning 's n Values num= Sta n Val Sta n Val Sta n Val 1000 .1 1158 .05 1215 .1 Bank Sta : Left Right Lengths : Left Channel Right 1158 1215 22 22 22 CROSS SECTION OUTPUT Profile #-Ex. 100 ~.G. Elev /ft) 288 . 55 Element "/el Head /ft) 0. 31 Wt. n-Val. ·•.s. Elev /ft) 288. 24 Reach Len. (ft) :rit W.S. (ft) Flow Area (sq ft) 3.G. Slope (ft/ft) 0. 009010 Area (sq ft) 2 Total (cfs) 307. 00 Flow (cfsl Top Width (ft) 36.56 Top Width (ft) Vel Total (ft/s) 4. 45 Avg . Vel. (ft/s) Max Chl Dpth (ft) 3. 2 4 Hydr. Depth (ftl Conv . Total (cfs) 3234. 3 Conv. (cfs) Length Wtd. (ft) 22 . 00 Wetted Per . (ft) Min Ch El (ft) 285. 00 Shear (lb/sq ft) Alpha 1. 0 1 Stream Power (lb/ ft Frctn Loss (ft) 0. 26 Cum Volume (acre-ft) C & E Loss (ft) 0 . 02 Cum SA (acres) CROSS SECTION RIVER: s. F. LI CK CREEK REACH: TRIB B RS : 6895 INPUT Description : us of potomic dr culvert Station Elevation Data num= Sta Elev 1000 291. 5 1188 288 Manning 's n Values Sta n Val 1 000 .1 Sta Elev 1130 290 1215 290 num= Sta n Val 1158 .05 8 Sta 1 158 1250 Sta 1 215 Elev 288 292 n Val .1 Sta 1162 Bank Sta: Left 1158 Right 1 2 1 5 Lengths: Left Channel Right 110 CROSS SECTION OUTPUT E .G. Elev (ft) Vel Head (ft) W. S . Elev (ft) Crit W.S. (ft) E.G. Slope (ft/ft) Q Total (cfs) Top Width (ft) Vel Total (ft/ s) Max Chl Dpth (ft) 65 79 Profile #Ex. 100 288 . 27 0. 50 287. 77 0 .016383 307 .00 28.93 5 .66 2. 77 Element Wt. n-Val. Reach Len. (ft) Fle>.< Area (sq ft) Area (sq ft ) Flow (cfs) Top Width (ft) Avg. Vel. (ft/s) Hydr. Depth (ft) s) Elev Sta 284 1190 286 1320 Coe ff Contr . .1 Left OB 0.100 361. 00 101. 61 101. 61 36.9 4 90.66 0.36 1.12 1628 .3 90 . 73 0 .0 4 0.0 1 1. 96 Elev Sta 286 1180 Coe ff Con tr. .1 Left OB 0 .100 22.00 0. 40 0. 40 0.14 3 .34 0. 34 0 .12 1.4 3.35 0.07 0.02 2.96 0.60 Elev Sta 286 1180 Coeff Contr. .1 Left OB 65.00 Elev 282 288 Expan. . 3 Channel 0. 050 361. 00 517. 82 517.82 875.96 130. 00 1. 69 3. 98 38609.5 130. 30 0.13 0.22 2.39 Elev 285 Expan . .3 Channel 0.050 22.00 68. 53 68. 53 306.86 33.2~ 4. 4& 2. o,; 3232 . s 34.2~ 1.12 5 .04 2. 93 0. 71 Elev 285 Expan . . 3 Channel 0. 050 79.00 54. 24 54. 24 307 .00 28.93 5.66 1. 87 Right OB 0.100 361. 00 14 . 05 14. 05 3 .10 26.50 0 .22 0.53 136. 7 26. 52 0. 02 o. 00 0 . 07 Right OB 22. 00 0. 03 0 . 06 Righ t OB 110 . 00 Exhibit E-1 HEC-RAS Analysis (Existing Conditions) 4 of23 Conv . Total (cfs ) 239B .5 Conv . (cfal 2398.5 Len gth Wtd. (ft) 79 .00 Wetted Per . (ft) 29 . BB Min Ch El (ft) 2B5 . 00 Shear (lb/sq ft) l. B6 Alpha l. 00 Str eam Powe r (lb/ft s) 10 .51 Frctn Loss (ft) o. 54 Cum Volume (acre-ft) 2.96 2.90 0 .03 C & E Loss (ft) 0 .11 Cum SA (ecres} 0.60 0. 70 0. 06 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 .7 or greater than 1 .4 . This may indicate the need for additional cross sections. CROSS SECTION REACH : TRIB B RIVER: S.F. LICK CREEK RS: 6816 INPUT Desc ription: ds of potom.ic culvert Station Elevation Data num- Sta Elev 1 0 00 291.5 1270 290 Manni ng 1 s n Values Sta n Val 1000 .l Sta Elev 11 20 290 13 1 5 292 num- Sta n Val 1160 .05 Bank Sta: Left Ri ght Lengths : 1160 1210 7 Sta 11 60 Sta 1210 Left 20 Elev 2BB n Val . l Channel 22 Sta 1180 Right 20 CROSS SECTION OUTPU T Profile #Ex. 100 E.G . Elev (ft) 287 . 62 Element Ve l Head (ft) 0 .15 Wt. n-Val. W.S. Elev (ft) 2B7 - 4 B Reach Len. (ft) Cr it W.S . (ft) Elow Area (sq ft ) E .G . Slope (ft/ ft) 0.003733 Area (sq ft) Q Total (cfs) 307. 00 Flow (cfs) Top Wi dth (ft) 44. 76 Top Width (ft) Vel Total (ft/s) 3 . 06 Avg. Vel. (ft/s) Max Chl Opth (ft) 4. 48 Hydr. Depth (ft) Conv. Total (cfs) 5024 -5 Conv. (cfs) Leng th Wtd. (ft) 22 . 00 We tted Per. (ft) Min Ch El (ft) 2B3 . 00 Shear (lb/sq ft) Alpha l. 00 Stream Power (lb/ft s) Frctn Loss (ft) 0.09 Cum Volume (acr e-ft) C & E Loss (ft) o. 00 Cum SA (acres) CROSS SECTION RIVER : S .F . LI CK CREEK REACH: TR!B B RS: 6794 INPUT Descr iption : ds 2 of potomic culvert Station Elevation Data num- Sta Elev Sta Elev Sta Elev Sta 1000 291. 5 1120 290 1160 2BB llBO 1210 290 1 315 292 Manning 's n Va lue!! num= Sta n Val Sta n Val St a n Val 1000 . l 1160 .05 1210 . l Bank Sta: Left Right Lengths: Left Channel Right 1160 1210 1 5 0 20B lBO CROSS SECTION OUTPUT Profile #Ex. 100 E.G. Elev (ft) 281. 53 Element Ve l Head (ft) 0.16 Wt. n-Val. w.s . Elev (ft) 2B7 -37 Reach Len. (ft) Crit W.S. (ft) Flow Area (sq ft) E.G . Slope (ft/ft) 0.004227 Area (sq ft) Q Total (cfs) 307. 00 Flow (cfs) Top Width (ft) 43 . 73 Top Width (ft) Vel Total (ft/s) 3. 21 Avg. Vel. (ft/s) Max Chl Dpth (ft) 4 . 37 Hydr. Depth (ft) Conv . Total (cfs) 4722 .2 Conv . (cfs) Length Wtd. (ft) 207 .98 Wetted Per . (ft) Min Ch El (ft) 283.00 Sh ear (lb/sq ft) Alpha 1. 00 Stream Power (lb/ft s) Frctn Loss (ft) 0 . 36 Cum Volume (acre-ft) C & E Loss (ft) o. 04 Cum SA (acres) Elev Sta 2B3 1210 Coe ff Contr . . l Left OB 20 .00 2.96 0 .60 Elev Sta 2B3 12 1 0 Coe ff Contr. . l Left OB 150.00 2.96 0.60 Elev 2BB Expan . -3 Channel 0.050 22.00 100 .11 100 .17 307. 00 44.76 3.06 2. 24 5024. 5 45.6B 0. 51 1.57 2. 76 0 . 63 Elev 2BB Expan . .3 Channel 0 . 050 20B. 00 95. 61 95. 61 307.00 43. 73 3. 21 2 .19 4 722. 2 44.63 0. 57 1. 82 2. 71 0 . 61 Righ t OB 20.00 0 . 03 0. 06 Right OB 1 80. 00 0.03 0 .06 War ning : The conveyance ratio (upstream conveyance d i vided by downstream conveyance) is l ess than 0.7 or greater than 1 .4. This may indicate the need for additional cross sections. CROSS SECTION REACH : TRIB B RIVER : S.F. LICK CREEK RS: 6586 INPUT Desc r iption : Station Elevation Data Sta Elev Sta 1 000 291 1 1 1 8 1 280286.4562 1 3 15 nurn= Elev 290 290 Sta 1190 Elev 2B8 Sta 1 220 Elev 2B6 Sta 1 235 Elev 281. 9 E xhibit E-1 HEC-RAS Analysis (E xisting Conditions ) 5 of23 Manning 's n Values num= Sta n Val Sta n Val Sta n Val 1000 .1 1190 .05 12BO .1 Bank Sta: Left Right Lengths : Left Channel Right Coe ff Contr . Expan. 1190 12BO 190 259 20B .1 .3 CROSS SECTION OUTPUT Profile #Ex. 100 E.G. Elev (ft) 2B7 .14 Element Left OB Channel Right 08 Vel Head (ft) 0 . 04 Wt. n-Val. 0 .050 0 .100 W.S. Elev (ft) 2B7 .10 Reach Len. (ft) 190.00 259.00 20B. 0 0 Crit W.S. (ft) Flow Area (sq ft) 1B7.74 2. 04 E .G. Slope (ft/ft) 0. 000925 Area (sq ft) 1B7. 74 2.04 Q Total (cfs) 307. 00 Flow (cfs) 306 .57 0. 43 Top Width (ft) B2. B4 Top Width (ft) 76. 4 9 6.35 Vel Total (ft/s) 1. 62 Avg. Vel. (ft/s) 1. 63 0. 21 Max Chl Dpth (ft) 5. 20 Hydr. Depth (ft) 2. 4 5 0.32 Conv . Total (cfs) 10095 .1 Conv. (cfs) lOOB0.9 14 . 2 Length Wtd . (ft) 257. BO Wetted Per. (ft) 77.30 6 .3B Min Ch El (ft) 2Bl. 90 Shear (lb/sq ft) 0 .14 0 .02 Alpha 1.02 St.ream Power (lb/ft s) 0.23 0 .00 Frctn Lo .. (ft) 0.10 Cum Volume (acre-ft) 2.96 2 .03 0.03 C & E Loss (ft) 0. 01 Cum SA (acres) 0 .60 0.32 0.05 Warning : The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1 .4. This may indicate the need for additional cross sections . CROSS SECTION REACH: TRIB B RIVER: S.F. LICK CREEK RS: 6327 INPUT Description: Station Elevation Data num= Sta Elev Sta Elev Sta Elev Sta 1070 2B9 . 5 1165 2BB 1195 2B6 1211 1295 288 1370 290 Manning 's n Values mlltl= Sta n Val Sta n Val Sta n Val 1070 .1 1211 .05 1295 .1 Bank Sta: Left Right Length" Left Channel Right 1211 1295 0 0 0 CROSS SECTION OUTPUT Profile #Ex. 100 E.G. Elev (ft) 287. 03 Element Vel Head (ft) 0 .02 Wt. n-Val. w.s. Elev (ft) 2B7.01 Reach Len. (ft) Crit W.S. (ft) Flow Area (sq ft) E.G. Slope (ft/ft) 0. 000222 Area (sq ft) Q Total (cfs) 307. 00 Flow (cfs) Top Width (ft) 108.15 Top Width (ft) Vel Total (ft/s) 0. 95 Avg. Vel. (ft/s) MaK Chl Dpth (ft) 6. 01 Hydr. Depth (ft) Conv. Total (cfs) 20591. 7 Conv. (cfs) Length Wtd. (ft) 284. 00 Wetted Per . (ft) Min Ch El (ft) 281. 00 Shear (lb/sq ft) Alpha 1.18 Stream Power (lb/ft s) Frctn Loss (ft) 0.22 Cum Volume (acre-ft) C & E Loss (ft) 0. 00 Cum SA (acres) Elev Sta Elev 284 1245 281 Coe ff Contr . Expan. .1 .3 Left OB Channel Right OB 0.100 0. 050 284. 00 284.00 284 .00 39.91 2B2.59 39.9 1 282.59 10.38 296.62 31. 20 76.95 0. 26 1. 05 1. 2B 3.67 696.6 19B95.l 31. 36 77.50 0 . 02 0. 05 0.00 0. 05 1. 34 1.12 0.01 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 .7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION REACH: MAIN CHANNEL RIVER: S.F. LICK CREEK RS: 6043 INPUT Description: Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev 990 288 1105 287 .1 1210 286 1413 281 1420 282 1435 284 1533 290 Manning's n Values nwn= Sta n Val Sta n Val Sta n Val 990 .08 1410 .05 1441 .OB Bank Sta: Left Right Lengths: Left Channel 1410 1441 120 178 CROSS SECTION OUTPUT Profile #Ex. 100 E.G. Elev (ft) 2S6 .81 Element Vel Head (ft) 0. 04 Wt. n-Val. w.s. Elev (ft) 286. 77 Reach Len. Crit W.S. (ft) FlO\o.' Area Sta 1230 lHl Right 175 (ft) (sq ft) E.G. Slope (ft/ft) 0. 001225 Area (•q ft) Q Total (cfs} 1242 .00 Flow (cfs) Elev Sta Elev 284 1410 2B2 286 1480 288 Coe ff Contr . Expan. .1 . 3 Left OB Channel Right OB 0 . 080 0. 050 0.080 120. 00 178 .00 175.00 741. 69 119.BO 5. 75 741 . 69 119.BO 5. 75 937.69 302. 34 1. 97 Exhibit E-1 HEC-RAS Analysis (Existing Conditions) 6 of2 3 Top Width (ft) 319.26 Top Width (ft) 273 . 29 31. 00 14 . 97 Vel Total (ft/s) 1.43 Avg . Vel. (ft/s) 1.26 2.52 0. 31 Max Chl Dpth (ft) 5. 77 Hydr . Depth (ft) 2. 71 3.86 0. 38 Conv. Total (cfs) 35192 .2 Conv . (cfs) 26796.l 8639 .8 56.3 Length Wtd. (ft) 134. 43 Wetted Per . (ft) 273. 4 0 31. 69 1 4.99 Min Ch El (ft) 281. 00 Shear (lb/sq ft) 0.21 0 .29 0 .03 Alpha l. 31 Stream Power (l b/ft s) 0.26 0. 73 0 . 01 Frctn Loss (ft) 0.23 Cum Vo l ume (acre-ft) 26. 97 28 . 54 3 1. 61 C & E Loss (ft) 0. 00 Cum SA (acres) 14. 59 5 . 63 14.13 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION REACH: MA IN CHANNEL RIVER: S .F. LICK CREEK RS: 5865 INPUT Description : Stat ion Elevation Data num= Sta Elev Sta Elev Sta Elev Sta 985 288 1075 287.2 1250 286 1350 1470 282 147 5 281 1520 290 Manning 's n Values num~ Sta n Val Sta n Val Sta n Val 985 .08 1470 .05 1520 .08 Bank Sta : Left Right Lengths: Left Channel Ri ght 1470 1520 90 203 175 CROSS SECTION OUTPUT Profile #Ex . 100 E.G. Elev (ft) 286 .58 Element Vel Head (ft) 0 . 06 Wt. n-Val. w.s . Elev (ft) 286 .52 Reach Len. (ft) Crit W.S . (ft) Flow Area (sq ft) E.G . Slope (ft/ ft) 0.002466 Area (sq ft) Q Total lcfs) 124 2. 00 Flow (cf•) Top Width (ft) 328 .1 0 Top Width (ft) Vel Total (ft/•) 1. 73 Avg. Vel. (ft/s) Max Chl Dpth (ft) 5 . 52 Hydr. Depth (ft) Conv. Total (cfs) 25011.3 Conv. (cfs) Length Wtd. (ft) 136.57 Wetted Per . (ft) Min Ch El (ft) 281. 00 Shear (lb/sq ft) Alph a 1. 36 Stream Power (lb/ft s) Frctn Loss (ft) 0 . 37 Cum Volume (acre-ft) C & E Loss (ft) o. 01 Cum SA (acres) CROSS SECTION RIVER: S.F. LICK CREEK REACH: MAIN CHANNE L RS: 5662 INPUT Description: Station Elevation Data num-10 Sta Elev Sta Elev Sta Elev Sta 1055 286 1 2 1 0 286 1270 284 1268 1330 261 1335 282 1410 284 1430 Manning 's n Values num= Sta n Val Sta n Val Sta n Val 1055 .OB 1315 .05 1335 .08 Bank Sta : Left Right Lengths: Left Channel Right 1315 1335 135 177 135 CROSS SECTION OUTPU T Profile nx . 100 E.G. Elev (ft) 286 .21 Element Vel Head (ft) 0 .13 Wt. n-Va1. W.S. Elev (ft) 286.08 Reach Len . (ft) Crit W.S. (ft) Flow Area (sq f t) E.G. Slope (ft/ft ) 0.002834 Area (sq ft) Q Total (cfs) 1242.00 Flow (cfs) Top Width (ft) 228. 74 Top Width (ft) Ve l Total (ft/•) 2.16 Avg. Vel. (ft/s) Max Chl Dpth (ft) 5. OB Hydr. Depth (ft) Conv. Total (cfs) 23331. 4 Conv . (cfs) Length Wtd . (ft) 14 7. 95 Wetted Per. (ft) Min Ch El (ft) 261. 00 Shear (lb/sq ft) Alpha 1. 75 Stream Power (lb/ft s) Frctn Loss (ft) 0. 44 Cum Volume (acre-ft) c • E Loss (ft) 0 .01 Cum SA (acres) CROSS SECTION RIVER: S .F. LICK CREEK REAC H: MAitl CHANNE L RS: 5485 ItlPUT Description: Stati on Elevation Data nwn= Sta Elev Sta Elev Sta Elev Sta 1075 288 1 216 286 1235 279 . 9 1245 1520 288 Elev Sta 284 1405 Coe ff Contr. .1 Left OB 0.080 90. 00 616 .47 616. 47 928 .22 295. 52 1. 51 2. 09 18692 . 5 295.56 0.32 0. 4 B 25.10 13. 80 Elev Sta 282 1315 286 1540 Coe ff Contr . .1 Left OB 0.080 135. 00 231. 01 231. 01 370 . 99 111.45 1. 61 2.07 6969 . 2 111. 59 0 . 37 0. 59 24. 23 13.38 Elev Sta 282 1415 Elev 282 .7 Expan. . 3 Channel 0. 050 203.00 101. 21 101.21 313.76 32.59 3.10 3.11 631 B. 8 33.23 0.47 1. 45 26.09 5.50 Elev 262 290 Expan . .3 Channel 0.050 177. 00 91. 66 91. 66 396.36 20 .00 4. 35 4.58 74 63 . 4 20.13 0 .81 3.50 27 . 64 5 . 36 Elev 284 Right OB 175.00 31. 60 14 .10 Right OB 0.080 1 35 . 00 253 . 00 253 . 00 472 . 65 97. 29 1. 67 2.60 8 878 . B 97 . 42 0 .46 0. 66 31. 09 13. 90 ExhibitE-1 HEC-RAS Analysis (Existing Conditions) 7 of23 Manning 's n Values nwn- Sta n Val Sta n Val Sta n Val 1075 .08 1216 .05 1245 .08 Bank Sta: Left Right Length>: Left Channel Right Coe ff Contr. Expan . 1216 1245 20 0 298 200 . l . 3 CROSS SECTION OUTPUT Profile #EK. 100 E.G. Elev (ft) 285. 77 Element Left OB Channel Right OB Ve l Head (ft) 0.10 Wt. n-Val. 0 . 050 o. 080 W.S. Elev (ft) 265 . 67 Reach Len. (ft) 200.00 298 .00 200.00 Crit W. S. (ft) Flow Area (sq ft) 98.99 4 90. 03 E .G. Slope (ft/ft) 0. 003053 Area (s q ft) 98 .99 4 90. 03 Q Total (cfs) 1242 . 00 Flow (c fsl 367.77 874.23 Top Width (ft) 24 1. 74 Top Width (ft) 27.97 2 1 3 . 78 Vel Total (ft/s) 2.11 Avg. Ve l. (ft/s) 3. 72 l. 78 Ma>< Chl Dpth (ft) 5. 77 Hydr. Depth (ft) 3 . 54 2. 29 Conv. Total (cfs) 224 77 .1 COnv. (cfs) 6655. 8 15821 . 3 Length Wtd . (ft ) 263 . 32 Wetted Per . (ft) 29 .09 2 13 . 82 Min Ch El (ft) 279 . 90 Shear (lb/sq ft) 0 . 65 0. 44 Alpha l.U Stream Power (lb/ft >) 2 .H o .1e Fr c tn Loss (ft) 0 .79 Cum Volume (acre-ft ) 23.87 27 . 26 2 9 . 94 C & E Los s (ft) 0. 01 Cwn SA (acres) 13.21 5 . 28 13 . 4 2 CROSS SECTION RIVER: S . F. LICK CREEK REACH: MAIN CHANNEL RS : 5187 INPUT Description : Station Elevation Data num- Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 10 90 288 1265 286 1315 28 4 1392 282 1418 280 1430 279 1438 280 1462 286 1560 288 Mann ing 's n Values num- Sta n Val Sta n Val Sta n Va l 1090 .08 1315 .05 14 62 .08 Bank Sta : Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 1315 1462 3 17 505 317 . l .3 CROSS SECTION OUTPU! Profile iEi<. 100 E .G. Elev (ft) 2B4 . 97 El ement Left OB Channel Right OB Vel Head (ft) 0.15 Wt. n-Val. 0. 080 0 .050 W.S. Elev (ft) 284. 82 Re ach Len . (ft) 317 . 00 505. 00 317 . 00 Crit W.S. (ft) Flow Area (sq ft) 8 .39 392 . 25 E.G. Slope (ft/ft) 0.002936 Area (sq ft) 8. 39 392. 25 Q Total (cfs) 1242.00 Flow (cfs) 4. 66 1 237 . 34 To p Width (ft) 162. 77 Top Width (ft) 20 . 4 9 142.28 Ve l Total (ft/s) 3 .1 0 Avg . Vel. (ft/s) 0.55 3 .15 Max Chl Dpth (ft) 5.82 Hydr. Depth (ft) 0. 41 2 . 76 Conv. Total (cfs) 22920.1 Conv. (cfs) B6.0 22834.2 Length Wtd. (ft) 460.74 Wetted Per. (ft) 20 .50 113 . 08 Min Ch El (ft) 279.00 Shear (lb/sq ft) 0. OB 0 . 50 Alpha 1. 0 3 Stream Power (lb/ft s) 0. 0 4 1.59 Frctn Loss (ft) 1. 30 CUm Volume (acre-ft ) 23 .B5 25.57 2B.Bl C & E Loss (ft) 0.00 Cum SA (acres) 13.16 4. 70 12 .93 Warning : The energy l oss was greate r than 1.0 ft (0.3 m). between the c urrent and previ o us cross section . This may indicate the need for additional cross sections . CROSS SECTION REACH : MAIN CHANNE L RIVER: S .F. LICK CREEK RS : 46B2 INPUT Description: Station Elevation Data nwn= Sta Elev Sta Elev Sta Elev Sta 900 2B6 9BO 2B l 11 00 283 . 5 1230 1335 278 1345 2BO 1356 282 14 20 Manning's n Values nwn= Sta n Va l Sta n Val Sta n Val 900 .OB 130 B .05 1 356 .OB Bank Sta : Left Right Lengths : Left Channel Right 1308 1356 20 20 20 CROSS SECTION OUTPUT Profile #Ex. 100 E .G. Elev (ft) 283 . 67 Element Ve l Head (ft) 0.14 Wt. n-Val. w.s. Elev (ft) 2B3 . 52 Reach Len . (ft) Crit W.S. (ft) Fl°" Area (sq ft) E.G . Slope (ft/ft ) 0 .002746 Area (sq ft) Q Total (cfs) 1382 .00 Flow (cfs) To p Width (ft) 440.72 Top Width (ft) Ve l Total (ft/s) 1. 93 Avg. Ve l. (ft/ s) Ma>< Chl Dpth (ft) 5 . 52 Hydr. Depth (ft) Conv . Total (cfs) 263 73. 0 Conv. (c fs) Elev Sta Elev 2B2 130B 2BO 2B6 Coe ff Con tr. Expan. .1 .3 Left OB Channel Right OB O.OBO 0.050 0.080 20.00 20.00 20 .00 500.81 195. 08 18.55 500.81 195.08 lB. 55 598 .0B 76B.B9 15. 03 368 .36 48. 00 24 .36 1.19 3.94 O.Bl 1. 36 4. 06 0. 76 11413 .2 14673.0 2B6 .8 ExhibitE-1 REC-RAS Analysis (Existing Conditions) 8 of23 ( Length wtd . (ft) 20. 00 Wetted Per. (ft) 36B.SO 4B. 4S 24.41 Min Ch El (ft) 27B.OO Shear (lb/ sq ft) 0. 23 o. 69 0 .13 Alpha 2. 4 B Stream Power (lb/ft s) 0.2B 2. 72 0 .11 Frctn Loss (ft) 0.06 Cum Volume (acre-ft) 22.00 22 .17 2B . 7S C & E Loss (ft) 0. 00 Cum SA (acres) 11. 7S 3 . S9 12 . B4 CROSS SECTION RIVER: s. F. LICK CREEK REACH: HAIN CHANNEL RS: 4662 INPUT Description: Station Elevation Data num- Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 900 2B6 9BO 2Bl 1100 283.S 1230 2B2 130B 2BO 133S 27B 134S 2BO 13S6 2B2 1420 2B6 Manning 's n Values nwn- Sta n Val Sta n Val Sta n Val 900 .OB 130B .OS 13S6 .OB Bank Sta: Left Right Length.: Left Channel Right Coe ff Contr. Expan. l30B 13S6 1B9 1B9 1B9 . l . 3 CROSS SECTION OUTPUT Profile #Ex. 100 E.G. Elev (ft) 2B3.61 Element Left OB Channel Right OB Vel Head (ft) 0.16 Wt. n-Val. 0. OBO 0. oso 0. OBO w.s . Elev (ft) 2B3.4S Reach Len . (ft) 1B9.00 1B9 . 00 1B9 .00 Crit W.S. (ft) Flow Acea (sq ft) 474.14 19l.5B 16.81 E.G. Slope (ft/ ft) 0.003036 Area (sq ft) 474.14 19l.5B 16 .Bl Q Total (cfs) 13B2.00 Flow (cfs) 5B3 . 68 7B4. 4 6 13 .B6 Top Width (ft) 431. 60 Top Width (ft) 360. 4 0 4B.OO 23.19 Vel Total (ft/s) 2.02 Avg . Vel. (ft/s) l. 23 4. 09 0. B2 Max Chl Dpth (ft) s . 4S Hydr. Depth (ft) 1.32 3.99 0. 72 Conv . Total (cfs) 250B0.6 Conv . (cfs) 10S92.6 14236.4 2Sl. 6 Length Wtd . (ft) 1B9.00 Wetted Per. (ft) 360. 54 4B. 4S 23. 24 Min Ch El (ft) 27B .OO Shear (lb/sq ft) 0 . 2S 0 . 7S 0.14 Alpha 2.4B Stream Power (lb/ft s) 0. 3 1 3 . 07 0 .11 Fr ctn Loss (ft) 0. 50 Cum Volume (acre-ft) 21. 77 22. OB 2B. 74 C & E Loss (ft) 0. 00 Cum SA (acres} 11. SB 3.S7 12. B3 Warning: Divided flow computed for this cross-section. CROSS SECTION RIVER: S.F. LICK CREEK REACH : HAIN CHANNEL RS: 4473 INPUT Oe.5cription: Station Elevation Data num= 1 3 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1030 2B6 1095 2B4 ll SO 2B2 1180 2B2 122S 282. 5 1310 2B2 1360 2BO 1374 277 13BO 27B HOB 27B 1120 27B 1430 2B4 1470 2B4 . 4 Manning 's n Values num-3 Sta n Val Sta n Val Sta n Val 1030 .OB 1360 .OS 1430 .OB Bank Sta : Left Right Lengths: Left Channel Right Coe ff Contr. ·Expan. 1360 1130 1S7 1S7 157 .1 .3 CROSS SECTION OUTPUT Profile #Ex. 100 E.G. Elev (ft) 2B3 .11 Element Left OB Channel Right OB Vel Head (ft) 0. 20 Wt. n-Val. O.OBO 0 . oso W.S. Elev (ft) 2B2.90 Reach Len. (ft) 1S7.00 1S7. 00 1S7 . 00 Crit W.S. (ft) FlO'v'I Area (•q ft) 219.65 310.30 E.G. Slope (ft/ft) 0.002307 Area (sq ft) 21B.6S 310. 30 Q Total (cfs) l3B2.00 Flow (cfs) 1B5.9S 1196 .05 Top Width (ft) 303. 04 Top Width (ft) 234. B7 6B .17 Vel Total (ft/•) 2.61 Avg. Vel. (ft/s) O.B5 3.BS Max Chl Dpth (ft) s. 90 Hydr. Depth (ft) 0.93 4.55 Conv. Total (cfsl 2B77l. 9 Conv . (cfsl 3B71. 3 24900 .6 Length Wtd. (ft) 157 . 00 Wetted Per. (ft) 234. 93 69. 93 Min Ch El (ft) 277 . 00 Shear (lb/sq ft) 0 .13 0. 64 Alpha 1. 90 Stream Power (lb/ft s) 0.11 2.46 Frctn Loss (ft) 0 .15 CUm Volume (acre-ft) 20 .27 20.99 2B .70 C & E Loss (ft) 0 . 04 Cum SA (acres) 10 .29 3.32 12 . 7B Warning : The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION REACH: HAIN Clll\NNEL INPUT Description : RIVER : S .F . LICK CREEK RS: 4316 Station Elevation Data num~ 13 Sta Elev Sta Elev Sta Elev 1030 2B6 1090 2B4 llB5 2B2 1267 277 12BO 27B 1330 27B 1362 2B2 l4BO 2B4 1623 2B6 Sta Elev Sta Elev 119S 2BO 1234 27B 1340 27B 1350 2BO Exhibit E-1 HEC-RAS Analysis (Existing Conditions) 9 of23 Manning 's n Values num- Sta n Val Sta n Val Sta n Val 1030 .08 1195 .05 134 0 .08 Bank Sta: Left Right Lengths : Left Channel Right Coef f Contr. Expan. 1195 1340 91 91 9 1 .1 . 3 CROSS SECTION OUTPUT Pr ofile tEx . 100 E.G. Elev (ft) 282 .91 Element Left OB Channel Right OB Vel Head (ftl o. 06 Wt. n-Val. 0 .080 0 .050 0.080 w.s. Elev (ft) 282 . 85 Reach Len. (ft) 91.00 91.00 91. DO Crit W.S. (ft) Flow Area (sq ft) 35 .8 1 687 . 69 82.23 E.G. Slope (ft/ft) 0 . 000533 Area (sq ft) 35 .81 687 . 69 82.23 Q Total (cfs) 1382 . DO Flow (cfs) 12.18 1331.53 38.29 Top Width (ft) 267 .85 Top Width (ft) 50.52 145. DD 72.33 Vel Total (ft/s) 1. 72 Avg. Vel. (ft/s) 0 .3 4 1. 94 0 . 47 Max Chl Dpth (ft) 5.85 Hydr. Depth (ft) 0.71 4. 74 1.14 Conv. Total (cfs) 59847.7 Conv. (cfs) 527.4 57662.1 1658.1 Length Wtd. (ft) 9 1. DO Wetted Per. (ft) 50.73 145.10 72 . 70 Min Ch El (ft) 277 . DO Shear (lb/sq ft) 0 .02 0 .16 0.04 Alpha 1.23 Stream Power \lb/ft sl 0.01 0 . 31 0.02 Frctn Lo ss (ft) 0 .05 Cum Volume (acre-ft) 19.81 19 .19 28 .55 C & E Loss (ft) 0. DO Cum SA (acre!!) 9.77 2 . 94 12 . 65 CROSS SECTION RIVER: S.F. LICK CREEK REACH : MAIN CHANNEL RS: 4225 INPUT Description : Station Elevation Data num= 12 Sta Elev Sta Elev Sta Blev Sta Elev Sta Elev 1020 286 1100 284 1130 282 1135 280 1190 279 . 8 1230 278 1265 277 1310 278 1315 280 1360 282 1 547 284 1558 286 Manning 's n Values num= Sta n Val Sta n Val Sta n Val 1020 .08 1 230 .05 13 1 0 .08 Bank Sta: Left Right Lengths : Left Channel Right Coe ff Contr . Expan. 1230 1310 115 115 115 .1 . 3 CROSS SECTION OUTPUT Profile JEx. 100 E.G . Elev (ft) 282 .85 Element Left OB Channel Right OB Vel Head (ft) 0 . 07 Wt . n-Val. 0 . 080 0. 050 0.080 W.S . Elev (ft) 282. 79 Reach Len. (ft) 115. 00 115 . 00 115.00 Crit W.S . (ft) Flow Area (sq ft) 327.99 423.07 128.47 E.G . Slope (ft/ft) 0 . 000679 Area (sq ft) 327 .99 4 23 . 07 1 28. 4 7 Q Total (cfs) 1382. OD Flow (cfs) 324.35 994 . 05 63.60 Top Width (ft) 315. 53 Top Width (ft) 111. 82 80. DO 1 23. 71 Vel Total (ft/s) 1.57 Avg. Ve l. (ft/s) 0 .99 2.35 0.50 Max Ch l Dpth \ftl 5 . 79 Hydr . Depth (ftl 2 .93 5.29 1. 04 Conv. Total. (cfs) 53046.2 Conv . (cfs) 12449 . 6 38155.2 24 41. 3 Length Wtd . (ft) ll5 . DO Wetted Per. (ft) ll2. 28 80. 03 124 .14 Min Ch El (ft) 277 . 00 Shear (lb/sq ft) 0.12 0. 22 0 . 04 Alpha 1. 71 Stream Power (lb/ft s) 0.12 0.53 0 . 02 Fr ctn Loss (ft) 0.15 Cum Volume (acre-ft) 19. 4 3 18.03 28. 33 C & E Loss (ft) 0.02 Cum SA (a cres} 9.60 2 . 70 12 . 44 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is l ess than 0 .7 or greater than 1.4 . This may indicate the need for additional cross sections . CROSS SECTION REACH: MAIN CHANNEL RIVER: S.F. LICK CREEK RS: 4100 INPUT Description: Stat ion Elevation Data num= 13 Sta Elev Sta Elev Sta Elev 1055 286 ll4 0 284 1178 282 1 228 276.5 1240 278 1260 280 1509 284 154 7 285 1563 286 Manning 's n Values num= St a n Val Sta n Val Sta n Val 1055 .08 1194 .05 1260 .08 Bank Sta: Left Right Lengths : Left Channel 1194 1260 1 35 107 CROSS SECTION OUTPU T Profile #Ex. 1 00 E .G. Elev (ft) 282 .68 Element Ve l Head (ftl 0 .31 Wt. n-Val. W.S . Elev (ft) 282 .·37 Reach Len. Crit W.S. (ft) Flow Area Sta ll94 1 315 Right 180 (ft) (sq ft) E.G. Slope (ft/ft ) 0 . 003638 Area (sq ft) Q Total (cfs) 1382 .00 Flow (cfs) Top Width (ft) 183.71 Top Width (ft) Vel Total (ft/•) 3 .63 Avg. Vel. (ft/ s) Elev Sta Elev 280 1210 278 282 1422 283 Coe ff Contr. Expan. .1 .. Left OB Channel Right OB 0.080 0. 050 0.080 135 .00 107. DD 1 80.00 23 . 24 274. 97 82. 74 23 . 24 274. 97 82. 74 26.0 8 1271.21 84. 71 23. 04 66. DO 94 .66 1.12 4. 62 1. 02 Exhibit E-1 HEC-RAS Analysis (Existing Conditions) 10 of 23 ( ( Max Chl Dpth (ft) 5. B7 Hydr . Depth (ft) Conv . Total (cfs ) 22913 .3 Conv . (cfs) Length Wtd. (ft) 120.26 Wetted Per . (ft) Min Ch El (ft) 276 .50 Shear (lb/sq ft) Alpha 1-50 Str eam Power (l b/ft s) Frctn Loss (ft) 0. 30 CUm Volwne (ac r e-ft) C & E Loss (ft) 0 . 03 Cum SA (acres) CROSS SECTION RIVER: S. F . LICK CREEK REACH: MAIN CHANNEL RS: 3993 INPUT Description : Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta 1000 284. 3 1010 28 4 1030 280 1050 1065 275 1075 275 1 080 276 1085 1200 2B2 1265 283 1354 284 Manning 's n Values nwn- Sta n Val Sta n Val Sta n Val 1000 .OB 1050 .05 1 0B5 .OB Bank Sta: Left Right Length.: Left Channel Right 1050 10B5 110 116 95 CROSS SECTION OUTPUT Profile #Ex. 1 00 E .G. Elev (ft) 282 .34 El ement Vel Head (ft) 0 .19 Wt . n-Val. W.S. Elev (ft) 282 .15 Reach Len . (ft) Cr it W. S . (ft) Flow Area (sq ft) E.G . Slope (ft/ft) 0.001846 Area (sq ft) Q Total (cfs) 13B2 .00 Flow (cfs) Top Width (ft) 190.37 Top Width (ft) Vel Total (ft/s) 2 .46 Avg. Vel. (ft/s) Max Chl Dpth (ft) 7 .15 Hydr . Depth (ft) Conv. Total (cfs) 32 164 .7 Conv . (cfs) Length Wtd. (ft) 111. 04 Wetted Per . (ft) Min Ch El (ft) 275 .00 Shear (lb/oq ft) Alpha 2.05 Stream Power (lb/ft s) Frctn Loss (ft) 0.22 Cum Volume (acre-ft) C & E Loss (ft) 0.00 Cum SA (acres) CROSS SECTION RIVER : S.F. LICK CREEK REACH: MAIN CHANNEL RS : 3877 INPUT Description: Station Elevation Data 13 Sta Elev St a Elev Sta Elev Sta 103B 284 11 05 282 11 45 2BO 1170 11B3 275 1195 275 1200 276 1210 1333 2B2 13BO 282 .5 1 4 38 2B4 Manning 's n Values nwn= Sta n Val Sta n Val Sta n Val 103B .08 1170 .05 1210 .08 Bank Sta : Left Right Lengths: Left Channel Right 1170 1210 170 211 130 CROSS SECTION OUTPUT Profile #Ex. 100 E.G . Elev (ft) 282 .11 Element Vel Head (ft} 0. 24 Wt. n-Val. w.s . Elev (ft) 2Bl. B7 Reach Len . (ft) Crit W.S. (ft) Flow Area (sq ft) E.G. Slope (ft /ft} 0 . 002226 Area (sq ft) Q Total (cfs) 13B2 .00 Flow (cfs ) Top Width (ft) 220 .15 Top Width (ft) Vel Total (ft/sl 2 .65 Avg . Vel. (ft/s) Max Chl Dpth (ft} 6 . B7 Hydr. Depth ({t) Conv . Total (cfs) 29293 .1 Conv. (cfs) Length Wtd. (ft) 179. B9 Wetted Pe r . (ft) Min Ch El (ft) 275 .00 Shear (lb/sq ft) Alpha 2 .11 Stream Power (lb/ft s) Fr ctn Loss (ft) 0 .30 Cum Volume (acre-ft) C & E Loss (ft) 0.05 Cum SA (acres} CROSS SECTION REACH: MAIN CHANNEL INPUT Description: RIVER: S .F . LICK CREEK RS: 3666 Station Elev ation Sta Elev Data num- Elev 2B2 .5 275 284 12 Sta 1 080 1134 93B 2B3 .6 1115 275 14 00 2B O Sta 1 000 1125 14 30 Man ning 's n Values num= Elev 2B2 276 Sta 110 4 113B LOl 432.3 23 .lB ·o. 23 0.26 18 .97 9 .13 Elev Sta 278 1060 278 1155 Coe ff Contr . .1 Left OB 0.080 110. 00 74.50 74.50 106.55 30. 74 1-43 2 . 42 2479.9 31-05 0.2B 0. 40 lB. 82 9 .34 Elev Sta 27B llBO 278 1248 Coe ff Contr . .1 Left OB Elev 2BO 27B 0. OBO 170.00 107. 00 107. 00 134. 0 1 62. 4 9 1-25 1. 71 2B40.5 62.62 0. 24 0.30 18 . 59 9. 23 Sta 1113 1220 4.17 21076. 5 66. 3B 0.94 4. 35 17 .11 2 .51 Elev 276 280 Ex.pan. . 3 Channel 0. 050 116.00 215.19 215.19 -90B. 6B 35. 00 4.22 6 .15 2114B.6 35. 7B 0.69 2 .93 16.51 2. 3B Elev 276 2BO Expan . .3 Channel 0 .050 211.00 230 . 98 230. 9B 1031.07 40 .00 4. 4 6 5.77 21B54.B 40.66 0.79 3.52 15. 92 2 .2B Elev 276 279.1 0 . B7 14 0 4. 5 94. 70 0 . 20 o. 20 28.05 1 2 .15 Right OS 0. 080 95. 00 272 . 76 272 . 76 366 . 77 124.63 1-34 2.19 B536 .3 124 . 71 0. 25 0. 34 27 .32 11 . 70 Right OB O.OBO 130. 00 1B3.B9 1B3. B9 216.92 117. 66 1.18 1.56 4 5 97 .8 117 . 7 4 0.22 0.2 6 26. B2 11-44 Exhibit E-1 HEC-RAS Analysis (Existing Conditions) 11 of23 ( Sta n Val St a n Va l Sta n Val 938 .08 11 04 .05 11 38 . 08 Bank Sta: Left Right Lengths : Le f t Channel Right 1104 1138 1 00 296 225 CROSS SECTION OUTPUT Profile #Ex . 1 00 E.G. Elev (ft) 281. 77 Element Vel Head (ft) 0 .08 Wt. n-Val. W.S. Elev (ft) 281. 68 Reach Len . (ft) Crit W.S . (ft) Flow Area (sq ft) E.G . Slope (ft/ft) 0. 001284 Area (sq ft) Q Total (cfs) 1382.00 Flow (cfs) Top Width (ft) 328.B4 Top Width (ft) Ve l Total (ft/s) l. 62 Avg. Vel. (ft/s) Max Chl Dpth (ft) 6. 6B Hydr. Depth (ft) Conv. Total (cfs) 3B57 l.7 Conv . (cfs) Len gth wtd . (ft) 234. 5B Wetted Per . (ft) Min Ch El (ft) 275 . 00 Shear (lb/•q ft) Alpha 2.02 Stream Power (lb/ft s) Frctn Loss (ft) 0.2B Cum Volume (acre-ft) C & E Loss (ft) 0. 00 Cum SA (acr es) CROSS SECTION RIVER: S.F. LI CK CREEK REACH: MAIN CHANNEL RS: 3370 INPUT Description: Station Elevation Data num-11 Sta Elev Sta Elev Sta Elev Sta 994 283. 4 1037 282 1 086 280 119 1 1 210 216 1 213 275 1 219 275 1300 1 415 2B4 Manning 's n Value5 num• Sta n Val Sta n Val Sta n Val 994 .OB 1260 .05 1335 .OB Bank Sta : Left Right Lengths : Left Channel Right 1260 1 335 70 120 lBO CROSS SECTION OUTPU T Profile #Ex. 1 00 ( E .G. Elev (ft) 281.48 Element Vel Head (ft) 0.07 Wt . n-Val. w .s. Elev (ft) 2Bl. 42 Reach Len . (ft) Crit W.S. (ft) Flow Area (sq ft) E .G. Slope (ft/ft) o. 00109B Area (sq ft) Q Total lcfs) l3B2.00 Flow (cfs) Top Width (ft) 2B0.26 Top Width (ft) Vel Total (ft/s) l. 6B Avg. Vel. (ft/s) Max Chl Dpth (ft) 6. 42 Hydr. De p th (f t) Conv. Total (cfs) 41697. 9 Conv. (cfs) Length Wtd. (ft) 101. 56 Wetted Per . (ft) Min Ch El (ft) 215 .00 Shear (lb/sq ft) Alpha l. 5B Stream Power (lb/ft s) Frctn Loss (ft) 0 .13 CUm Volume (acre-ft) C & E Loss (ft) 0.01 Cum SA (acres) CROSS SECTION RIVER: s. F. LICK CREEK REACH: MAIN CHANNEL RS: 3250 INPUT Description: Last Cypress Meadows Section Station Elevation Data num-13 Sta Elev Sta Elev Sta Elev Sta 1016 2B3.4 1051 2B2 lOB5 2BO 1192 1 227 274 1 230 273 1 24 0 273 1245 1275 2BO 1 329 2B2 14 04 2B3 Manning 's n Values num- Sta n Val Sta n Val Sta n Val 1016 .08 1225 .05 1275 .OB Ba nk Sta: Left Right Lengths: Left Channel Right 1225 1 215 200 100 1 50 CROSS SECTION OUTPUT Profile #Ex . 1 00 E .G . Elev (ft) 2Bl. 34 Element Vel Head (ft) 0 .15 Wt. n-Val . w.s. Elev (ft) 2Bl. 20 Reach Len . (ft) Crit w.s. (ft) Flow Area (sq ft) E .G. Slope (ft/ft) 0.001592 Area (5q ft) Q Total (cfs) 1540.00 Flow (cfs) Top Width (ft) 242.65 Top Width (ft) Vel Total (ft/s) 2 .25 Avg . Vel. (ft/s) Max Chl Dpth (ft) 8. 20 Hydr. Depth (ft) Conv . Total (cfs) 38597 .9 Conv. (cfs) Length Wtd. (ft) 141.H Wetted Per . (ft) Min Ch El (ft) 27 3 . 00 Shear (lb/sq ft) Alpha l. 85 Stream Power (lb/ft s) Coe ff Cont r . . l Left OB 0.080 100.00 11.02 11 . 02 10.08 20 .2 1 0.59 O.B 4 2B l.3 20.2B 0. 07 0. 04 lB.3 4 9.06 Elev Sta 278 1260 216 1335 Coe ff Contr. . l Left OB O.OBO 70 .00 513 .15 513 .75 576.57 20B. 67 l.1 2 2.46 11396 .2 20B. 72 0 .11 0 .19 11 . 73 B.BO Elev Sta 27B 1225 274 1254 Coef f Contr. . l Left OB O.OBO 200.00 3B5.69 385.69 512 .90 160.34 l.33 2.41 12B55 .0 160 .46 0. 24 0.32 Expan. .3 Channel 0 .050 296.00 186.11 186 . 77 600. 29 34.00 3.21 5 . 4 9 16754. 2 35.61 0.42 l.35 14. 90 2.11 Elev 278 282 Expan. .3 Channel 0. 050 120.00 310 .13 310 .13 B05. 43 71. 59 2.60 4 . 33 24301 .7 72.43 o. 29 0. 76 13.22 l. 75 Elev 276 276 Expan. .3 Channel 0.050 100 .00 27B.B3 27B. 83 1016.94 50.00 3 .65 5.5B 254BB.l 51. 69 0. 54 l. 96 Right OB 0.080 225 .00 651. 83 651. 83 77 1. 63 274 . 63 l. lB 2.31 21536.l 274. 75 0.19 0. 23 25.57 10 . 85 Right OB lBO . 00 23 . B9 10 .14 Right OB 0. OBO 150.00 19.33 19. 33 10.17 32 .31 0. 53 0. 60 254 . B 32. 33 0 . 06 0.03 ExhibitE-1 HEC-RAS Analysis (Existing Conditions) 12 of 23 Frctn Lo5" (ft) C ' E Loss (ft) 0 . 37 0 . 00 Cum Volume (acre-ft) Cum SA (acres) 17.01 8. 50 1 2 . 41 1. 58 23 . 85 10. 07 Warning: The conveyance ratio (upstream conveyance divided by d0vmstream con veyance} is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION REACH : MAIN CHANNEL RIVER: S.F. LICK CREEK RS: 3100 INPUT Description: Station Elevation Data num-13 Sta Elev Sta Elev Sta Elev Sta 382 283 .4 419 281. 03 500 278.31 525 533 273. 37 535 278. 07 560 277.82 613 712 281.1 780 281. 89 868 283 Manning 's n Values num= Sta n Val Sta n Val Sta n Val 382 .08 525 .05 535 .08 Bank Sta: Left Right Lengths: Left Channel Right 525 535 238 210 130 CROSS SECTION OUTPUT Profile #Ex. 100 E.G . Elev (ft) 280.97 Element Vel Head (ft) 0 .17 Wt. n-Val. w.s . Elev (ft) 280. 80 Reach Len. (ft) Crit W.S . (ft) Flow Area (sq ft) E.G. Slope (ft/ft) 0.004882 Area (sq ft) Q Total (cfsl 1540. 00 Flow (cfsl Top Width (ft) 279 .49 Top Width (ft) Vel Total (ft/s) 2. 4 9 Avg . Vel. (ft/s) Max Chl Dpth (ft) 7 .43 Hydr. Depth (ft) Conv. Total (cfs) 22039.8 Conv. (cfs) Length Wtd. (ft) 191.19 Wetted Per . (ft) Min Ch El (ft) 273.37 Shear (lb/sq ft) Elev Sta 276.22 527 278 .11 668 Coe ff Contr. .1 Left OB 0. 080 238. 00 180. 58 180.58 349.30 99 .12 1. 93 1. 82 4998 .9 99 .25 0.55 Alpha l. 82 Stream POW"er (lb/ft s) 1.07 Frctn Loss (ft) 0. 77 Cum Volume (acre-ft) C & E Loos (ft) 0. 01 Cum SA (acres) CROSS SECTION REACH: MAIN CHANNEL RIVER: S.F. LICK CREEK RS: 2980 INPUT Description: New Cross-Section added for Alex Study Station Elevation Data num-12 Sta Elev Sta Elev Sta Elev Sta 0 282.8 57 280 117 279 190 288 275.97 292 273 . 64 296 27 3 . 64 300 375 279 458 282 . 81 Manning 's n Values num= Sta n Val Sta n Val Sta n Val 0 .08 288 .05 300 .08 Bank Sta : Left Right Lengths : Left Channel Right 288 300 150 180 250 CROSS SECTION OUTPUT Profile tEx . 100 E.G. Elev (ft) 280.19 Element Vel Head (ftl 0 .13 Wt. n-Val. w.s. Elev !ft) 280 .06 Reach Len . (ft) Crit W.S. (ft) Flow Area (•q ft) E.G . Slope (ft/ft) 0.003365 Area (sq ft) Q Total (cfs) 1540.00 Flow (cfs) Top Width (ft) 342 .45 Top Width (ft) Vel Total (ft/s) 2.05 Avg . Vel. (ft/s) Max Chl Dpth (ft) 6. 42 Hydr. Depth (ft) Conv. Total (cfs) 26546. 6 Conv. (cfs) Length Wtd. (ft) 205 . 60 Wetted Per . (ft) Min Ch El (ft) 273. 64 Shear (lb/sq ft) Alph a 1.96 Stream Power (lb/ft Frctn Loss (ft) 0. 33 Cum Volume (acre-ft) C & E Loss (ft) 0. 02 Cum SA {acres) 15.71 7.91 Elev Sta 277.5 227 275. 97 331 Coeff Contr. .1 Left OB 0 .080 150 .00 488.54 488. 54 864.02 232 .29 l. 77 2.10 14894. 0 232 . 32 0 .H •) 0. 78 13 .88 7.00 Elev 273.8 279.1 Ex.pan. .3 Channel 0.050 210.00 65. 02 65.02 371.19 10.00 5. 71 6.50 5312. 3 14.26 1.39 7.93 12.01 l. 51 Elev 277 277 . 53 Expan. .3 Channel 0.050 180. 00 67. 76 67. 76 346 .58 12.00 5 .12 5.65 5974.4 13. 26 1. 07 5 . 49 11.69 1.46 Right OB 0.080 130.00 373. 95 373. 95 819 .51 170. 37 2 .19 2.19 11728 .5 170. 42 0. 67 1.47 23.17 9 . 73 Right OB 0.080 250.00 194.14 1 94 .14 329. 39 98.16 L 70 1.98 5678 .1 98.25 0. 42 0.10 22 . 33 9. 33 Warning : The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 o r greater than 1.4 . This may indicate the need for additional cross sections. CROSS SECTION REACH : MAIN CHANNEL INPUT Description: RIVER: S.F . LICK CREEK RS: 2860 Station Elevation Data nurn= 10 Sta Elev Sta Elev Sta Elev 900 283 114 5 280. 78 1221 279 . 59 1251 271. 91 1258 276.07 1316 276 .05 Mann ing 's n Value5 Sta Elev Sta Elev 1242 274 .96 1246 27 1. 81 1466 276 1666 284 Exhibit E-1 HEC-RAS Analysis (Existing Conditions) 13 of23 ( Sta n Val Sta n Val Sta n Val 900 . 08 1242 .05 1258 .08 Bank Sta : Left Right Lengths : Left Channel Right Coe ff Contr. Expan. 1242 1 258 300 100 200 .1 . 3 CROSS SECTION OUTl'UT Profile #Ex. 100 E.G. Elev (ft) 279.83 Element Left OB Channel Right OB Vel Head (ft) 0 .05 Wt. n-Val. O.OBO 0. 050 0.080 w.s. Elev (ft) 279.79 Reach Len. (ft) 300.00 1 00 . 00 2 00. 00 Cr it W.S. (ft) Flow Area (sq ft) 54.02 105. 84 960.03 E .G. Slope (ft/ft) 0. 00094B Area (sq ft) 54.02 105.84 960 . 03 Q Total (cfs) 1540. 00 Flow (cfs) 41 .96 312. B3 11B5 . 21 Top Width (ft) 352.34 Top Width (ft) 33. 64 16.00 302 . 10 Ve l Total (ft/s) 1. 3B Avg. Ve l. (ft/s) 0 .78 2.96 1. 23 Max Chl Dpth (ft) 7. 9B Hydr . Depth (ft) 1. 6 1 6 . 61 3.11 Conv. Total (cfs) 50006.0 Conv . (cfs) 1362. 4 10158.2 3B4B5 .5 Length Wtd. (ft) 199.45 Wetted Per . (ft) 3Ll5 lB. 24 302. 77 Mi n Ch El (ft) 211.B l Shear (lb/sq ft) 0.09 0. 34 0 .19 Alpha 1.57 Stream Power (lb/ft s) 0 .07 1. 02 0.23 Fr ctn Loss (ft) 0. 30 Cum Volume (acre-ft) 12 .95 11. 33 1 9. 01 C & E Loss (ft) 0 . 0 1 CUm SA (acres) 6 .55 1. 40 B.17 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than O. 7 or greater t:han 1.4. This may indicate the need for additional cross sections. CROSS SECTION REACH : MAIN CHANNEL RIVER: S. F. LICK CREEK RS: 2630 INPUT Description: Station Elevation Data num-11 Sta Elev Sta Elev Sta Elev Sta 505 281.9 555 27B 593 277 . 9 66B 139 211. 5 746 271.5 750 215. 12 830 1013 2B2 .6 Manning 's n Value.s num= Sta n Val Sta n Va l Sta n Val 505 .08 735 .05 750 .OB Bank Sta: Left Ri ght Lengths: Left Channel Right 735 150 110 340 210 CROSS SECTION OUTPU T Profile #EK. 100 E.G. Elev (ft) 219. 53 Element Vel Head (ft) 0.13 Wt. n-Val. W.S. Elev (ft) 279.40 Reach Len . (ft) Crit W.S. (ft) Flow Area (sq ft) E .G. Slope (ft/ft) 0 . 002105 Area (sq ft) Q Total (cfs) 1540. 00 Flow (cfs) Top Width (ft) 35B .26 Top Width (ft) Ve l Total (ft/s) 1. 95 Avg . Vel. (ft/s) Max Chl Dpth (ft) 7 . 90 Hydr. Depth (ft) Conv . Total (cfs) 29611.3 Conv. (cfs) Length Wtd. (ft) 231. 34 Wetted Per. (ft) Min Ch El (ft) 211. 50 Shear (lb/sq ft) Elev Sta 276.42 735 278 933 Coe ff Cont r. .1 Left OB 0.080 170.00 440 .57 440.57 725. 43 197.90 1. 65 2 . 23 1394B.6 197.91 0 . 3B Alpha 2 .22 Stream Power (lb/ft s) 0. 62 Frctn Loss (ft) 0.80 CUm Volume (acre-ft) 11. 25 C & E Loss (ft) 0.00 Cum SA (acres) 5. 75 CROSS SECTION RIVER : S. F. LICK CREEK REACH: MAIN CHANNEL RS: 2360 INPUT Desc ription : Station Elevation Data num-11 Sta Elev Sta Elev Sta Elev Sta Elev Sta 130 2B0.3 1000 277.9 1030 215 .95 1090 274. 97 1153.5 115B.5 271. 2B 1165 214 . 54 1 114 215.51 1183 271.51 1198 1261 2Bl.16 Manning's n Values num= Sta n Val Sta n Val Sta n Val 130 .OB 1153. 5 .05 1165 .OB Bank Sta: Left Right Lengths: Left Channel Right Coef f Contr. 1153. 5 1165 450 450 450 .1 CROSS SECTION OUTPU T Profile #Ex . 100 E.G . Elev (ft) 278 . 13 Element Left OB Vel Head (ft) 0.18 Wt. n-Val. 0.080 W.S. Elev (ft) 218 . 55 Reach Len. (ft) 450.00 Crit W.S. (ft) Flow Area (sq ft) 49S .S5 E.G. Slope (ft/ft) 0 . 0045 43 Area (sq ft) 49B.85 Q Total (cfs) 1540.00 Flow (cfs) 1057 .63 Top Width (ft) 266. 52 Top Width (ft) 226 .29 Vel Total (ft/s) 2. 49 Avg . Vel. (ft/s) 2 .12 Max Chl Dpth (ft) 7 . 27 Hydr. Depth (ft) 2. 20 Conv. Total (cfs) 228 47.8 Conv . (cfs) 15691. 2 Elev 276.24 280.2 Expan. .3 Channel Right OB 0 .050 0 . OBO 34 0. 00 270 . 00 100.52 218 . 50 100.52 248 .50 471.44 34 3 .14 15. 00 145.36 4. 69 1. 3B 6. 70 1. 11 9064 .B 6591. 9 19. 02 145 . 41 O.B9 0. 29 4.19 0. 40 11.10 16. 24 1. 36 7 .15 Elev 274. 52 21B. 96 Expan. . 3 Channel Right OB 0 . 050 0 .080 4 50. 00 450.00 64.SS 55. 59 64. BB 55. 59 315. 09 1 07. 28 11. 50 28 . 13 5. 78 1. 93 5. 64 1. 94 5564. 9 1591. 1 Exhibit E-1 HEC-RAS Analysis (Existing Conditions) 14 of23 ( Length Wtd . (ft) 450.00 Wetted Per . (ft) 226.36 13 .23 29.05 Min Ch El (ft) 271.28 Shear (lb/sq ft) 0. 63 l. 39 o _ 54 Alpha l. 86 Stream Power (lb/ft s) 1.33 8. 04 l. 05 Frctn Loss (ft) l. 45 Cum Volume (acre-ft) 9.41 10. 45 15 .30 C & E Loss (ft) 0. 00 Curo SA (acres) 4.92 1.26 6 . 61 Warnin g: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section . This may indicate the need for additional cross sections. CROSS SECTION REACH : MAIN CHANNEL RIVER: S.F. LICK CREEK RS: 1910 INPUT Description : Station Elevation Data nwn2 12 Sta Elev Sta Elev Sta Elev Sta 600 280. 8 1000 276.85 1048 275 1068 1120 272. 25 1137 268. 93 1141 268.93 1145 1203 275.75 1275 280 Manning 's n Values num• Sta n Val Sta n Val Sta n Val 600 .08 1120 .05 1145 .08 Bank Sta: Left Right Lengths: Left Channel Right 1120 1145 110 110 ·110 CROSS SECTION OUTPUT Profile #Ex. 100 E .G. Elev (ft) 277.27 Element Vel Head (ft) 0. 22 Wt. n-Val. w.s. Elev (ft) 277. 06 Reach Len. (ft) Crit W.S. (ft) FlOW' Area (sq ft) E.G . Slope (ft/ft) 0. 002399 Area (sq ft) Q Total (cfs) 1540 . 00 Flow (cfs) Top Width (ft) 246.25 Top Width (ft) Vel Total (ft/s) 2 .40 Avg . Vel. (ft/s) Max Chl Dpth (ft) B .13 Hydr. Depth (ft) Conv. Total (cfs) 3143B. 5 Conv. (cfs) Length Wtd. (ft) 110 .00 Wetted Per. (ft) Min Ch El (ft) 26B.93 Shear (lb/sq ft) Elev Sta 272 . 98 1111 272 . 98 1175 Coe ff Con tr _ .1 Left OB 0.080 110 -00 324. 99 324 -99 515 -24 141. 09 l. 59 2.30 10518.4 141.29 0.34 Alpha 2 .41 Stream Power (lb/ft s) 0. 55 Frctn Loss (ft) 0. 24 Cum Volume (acre-ft) 5.16 C & E Loss (ft) 0.03 Cum SA (acres) 3.02 CROSS SECTION RIVER: S . F. LICK CREEK REACH: MAIN CHANNEL RS: 1715 INPUT Description: Station Elevation Data num-8 Sta Elev Sta Elev Sta Elev Sta Elev Sta 950 279.6 1000 276 10B6 272.5 1087 26B. 7 1100 1101 272 1245 276 1300 279. 75 Manning 's n Values num= Sta n Val Sta n Val Sta n Val 950 -08 10B6 .05 1101 .OB Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. 10B6 1101 30 BO 55 .1 CROSS SECTION OUTPUT Profile #Ex. 100 E.G . Elev (ft) 277. 00 Element Left OB Vel Head (ft) 0 .12 Wt . n-Val. 0. OBO w.s. Elev (ft) 276.BB Reach Len. (ft) 30.00 Crit W.S . (ft) FlCM Area (sq ft) 231.19 E.G. Slope (ft/ft) 0.002033 Area (sq ft) 231.19 Q Total (cfs) 1540 .00 Flow (cfs) 343.14 Top Width (ft) 270. ll Top Width (ft) 9B.21 Vel Total (ft/s) 2 .00 Avg. Vel. (ft/s) 1.1 B Max Chl Dpth I ftl 8.lB Hydr. Depth (ft) 2.36 Conv. Total (cfs) 34152. I Conv. (cfs) 7609.B Length Wtd. (ft) 60.29 Wetted Per. (ft) 9B.32 Min Ch El (ft) 268.70 Shear (lb/sq ft) Q_ 30 Alpha 2 .01 Stream Power (lb/ft s) 0.11 Fr ctn Loss (ft) 0.02 CUm Volume (acre-ft) 4-4 6 C & E Loss (ft) Q _ 01 Cum SA (acres) 2-72 Elev 273.3 275.13 Expan. . 3 Channel 0 . 050 110 . 00 166.89 166.89 817 .96 25. 00 4. 90 6. 6B 1669B.2 27.01 0. 93 4-51 9. 25 l. 07 Elev 268.7 Expan. -3 Channel 0. 050 80.00 119.14 119.11 51B .14 15.0 0 I. 35 7. 94 11490.B 20. 38 o. 74 3.23 B. B9 l. 02 Right OB 0.080 110. 00 14 9 _ 90 149. 90 206.81 80.16 1.38 l. B7 1221.9 80. 29 0.2B 0. 39 1 1 . 24 6 . 01 Right OB O.OBO 55. 00 420 .29 420.29 67B. 71 156 .90 l. 61 2.6B 15051. 7 156.98 o_ 34 0. 55 13.52 5 _ 71 Warning : The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4 . This may indicate the need for additional cross sections. CROSS SECTION REACH: MAIN CHANNEL RIVER: S -F -LICK CREEK RS: 1660 INPUT Description: 14' us of longm.ire culvert Station Elevation Data num-11 Sta Elev Sta Elev Sta 936 279.6 9B6 276 1043 1106 267.97 1 11 5 26B 1141 Elev 271 273 Sta 1076 1219 Elev 272 273.65 Sta 1094 1243 Elev 26B 276 Exh..ib.itE-1 HEC-RAS Analysis (Existing Conditions) 15 of 23 ( 1293 279 .5 Manning 's n Values num- Sta n Val Sta n Val Sta n Val 936 . 025 1094 .018 1115 . 025 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 1094 1115 1 1 11 14 .3 .5 Ineffective Flow num-2 Sta L Sta R Elev Sta L Sta R Elev 936 1076 276 . 92 1111 1293 276 . 92 CROSS SECTION OUTPU T Profile #Ex. 100 E.G. Elev (ft) 276.97 Element Left OB Channel Right OB Vel Head (ft) 0 .19 Wt. n-Val. 0. 025 0 . 018 0.025 W.S. Elev (ft) 276 . 78 Reach Len . (ft) 11.00 11. 00 1 4. 00 Crit W.S. (ft) 272. 36 Flow Area (sq ft) 122 .10 184 . 77 182.22 E.G . Slope (ft/ ft) 0.000147 Area (sq ft) 352.88 184. 77 493.00 Q Total (cfs) 1540 .00 Flow (cfs) 310. 01 787. 52 412 .41 Top Width (ft) 2 79.08 Top Width (ft) 118 . 88 21.00 139.19 Vel Total (ft/s) 3.15 Avg. Vel. (ft/s) 2. 51 1.26 2. 43 Max Chl Dpth (ft) 8.81 Hydr. Depth (ft) 6 . 78 8 . 80 6. 28 Conv. Total (cfs) 1 27 1 20 .1 Conv. (cfs) 25 592. 2 65006.3 36521. 6 Length Wtd. (ft) 11. 00 Wetted Per . (ft) 18 .11 21.00 29 . 4 3 Min Ch El (ft) 267. 97 Shear (lb/sq ft) 0.06 0 . 08 0. 06 Alpha 1.24 Stream Power (lb/ft s) 0.15 0. 34 0 .14 Frctn Loss (ft) 0 .00 Cum Volume (acre-ft) 1.25 8. 61 12. 94 C & E Loss (ft) 0.14 Cum SA (acres) 2. 65 0. 99 5 .56 Warning : Multiple water surfaces were found that could balance the energy equation. The program selected the water surf ace whose main channel velocity head was the closest to the previou3ly ccmputed c~oss section. Warning: The conveyance ratio {upstream conveyance divided by downstream conveyance) is less than 0.7 o r greater than 1.4 . This may indicate the need for additional cross sections . CROSS SECTION REACH: MAIN CHANNEL RIVER : S. F. LICK CREEK RS: 1646 INPUT Descripti on: ds face of longmire culvert Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev 2200 277 . 96 2250 2 77.5 2300 276 2396 261.6 2 421. 5 261.6 2421 . s 273.6 2550 276 .7 2600 277. 86 Manning 's n Values num• Sta n Val Sta n Val Sta n Val 2200 . 025 2396 .018 2427.5 . 025 Bank Sta : Left Right Lengths : Le f t Channel 2396 24 27. 5 61 61 Ineffective Flow num= 2 Sta L Sta R Elev Sta L Sta R Elev 2200 2396 276.92 2427 . 5 2600 276.92 CROSS SECTION OUTPU T Profile #Ex. 1 00 E .G. Elev (ft) 276.83 Element Vel Head (ft ) 0.66 Wt . n-Val. w.s. Elev (ft) 276.16 Reach Len. Crit W.S. (ft) 272.19 Flow Area. Sta 23 50 2 450 Right 61 (ft) (sq ft) E.G. Slope (ft/ ft) 0 .000550 Area (•q ft) Q Total (cfa) 1765.00 Flow (cfs) Top Width (ft) 244.50 Top Width (ft) Ve l Total (ft/s) 6. 54 Avg. Vel. (ft/s) Max Chl Dpth (ft) 8.56 Hydr. Depth (ft) Conv. Total (cfs) 75276.4 Co nv. (cfs) Length Wtd . (ft) 61. 00 Wetted Per . (ft) Min Ch El (ft) 267.60 Shear (lb/sq ft) Alpha LOO Stream Power (lb/ft Frctn Loss (ft) Cum Volume (acre-ft) C & E Loss (ft) Cum SA (acres) CULVERT REACH: MAIN CHANNEL RIVER: S.F. LICK CREEK RS: 1617 INPUT Description: Distance from Upstream XS Deck/Roadway Width Weir Coefficient 1 57 3 Bridge Deck/Roadway Skew =- Upstream Deck/Roadway Coordinates num-7 Elev Sta 274 . 65 2396 213.S 2500 Coe ff Contr. .3 s) Left OB 61 .00 138.43 101.45 4.18 2.61 Sta Hi Cord Lo Cord 2200 277 . 96 Sta Hi Cord Lo Cord 2300 277 . 46 Sta Hi Cord Lo Cord 2375 277 2 400 276.92 242 5 276. 99 2500 277. 36 2600 277.86 Upstream Bridge Cross Section Data Stati on Elevation Data num= 12 Elev 273. 5 21'. 2S Expan . . 5 Channel 0. 0 18 61.00 269. 75 269 . 75 1765.00 31.50 6. 54 8.56 75276 .4 43. 40 0. 2 1 1.40 8. 54 0 .98 Right OB 6 1.00 210.58 111.55 1 2.83 5 .52 ExhibitE-1 HEC-RAS Analysis (Existing Conditions) 16 of 23 ( Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2200 277. 96 2250 277.5 2300 276 2350 274. 65 2396 273.5 2396 267. 6 2427 .5 267. 6 2427 . 5 273.6 2450 273. 5 2500 274. 25 2550 276 .7 2600 277. 86 Manning 's n Value.s nwn- Sta n Val Sta n Val Sta n Val 2200 . 025 2396 .018 2427 .5 . 025 Bank Sta : Left Right Coe ff Contr. Expan. 2396 2427 .5 . 3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Sta L Sta R Elev 2200 2396 276 .92 24 27. 5 2600 276.92 Downstream Deck/Roadway Coordinates 7 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 2200 277. 96 2300 277. 46 2375 277 2 400 276.92 2425 276.99 2500 277. 36 2600 277. 86 Downstream Bridge Cross Section Data Station Elevation Data num-12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2200 277.96 2250 277.5 2300 276 . 2 2350 273 .85 2396 273. 4 2396 267 . 4 8 2 427. 5 267.48 2427. 5 273.5 2 450 273 2500 273. 5 2550 276 2600 277 . 86 Manning's n Values num- Sta n Val Sta n Val Sta n Val 2200 . 025 2396 .018 2427.5 .025 Bank Sta: Left Right Coe ff Contr. Expan. 2396 2427 .5 .3 . 5 Ineffective Flow nurn- Sta L Sta R Elev Sta L Sta R Elev 2200 2396 276. 92 2427.5 2600 276. 92 Upstream Embankment side slope Downstream Embankment side slope Maximum allowable submergence for weir Elevat ion at which weir flow begins Energy head used in spillway design Spillway height used in design 4 horiz . to 1.0 vertical 4 horiz . to 1.0 vertical flow .95 276.92 Weir crest shape = Broad Crested Number o f CUlverts - Culvert Name Shape Rise Span Culvert #1 Box 7. 7 10 FHWA Chart # 8 -flared wingwallo FHWA Scale # 1 -Wingwall flared 30 to 75 deg. Solution Criteria ~Highest U.S . EG Culvert Upstrm Dist Length n Val ue Entrance Loss Coef Exit Loss Coef 1 57 • 0 14 . 5 1 Number of Barrels = Upstream Elevation • 267.6 Centerline Stations Sta. Sta. Sta . 240 1 2411.5 2422 Downstream Elevation = 267. 4 8 Centerline Stations Sta. Sta . Sta . 2401 2411 .5 2422 CULV ERT OUTPUT Profile #Ex . 100 Culvert ID : culvert #1 CUlv Q (cfa) 1765.00 # Barrels 3 Q Barrel (cfs) 588.33 E.G. us . (ft) 276.83 w.s. us. (ft) 276.16 Delta EG (ft) 0.68 Delta WS (ft) 0 .80 E .G. IC (ft) 275. 28 E .G. oc (ft) 276 .63 Culvert Control outlet Cu l v WS In (ft) 275.30 CUlv WS Out (ft) 275.18 Cul v Nml Depth (ft ) Culv Crt Depth (ft) 4. 75 Culv Ful Lngh (ft) 57 .00 CROSS SECTION RIVER: S .F. REACH: MAill CHA!lllEL RS: 1588 INPUT CUlv Vel In (ft/s) CUlv Vel Out (ft/s) cul v Inv El Up {ft) Culv Inv El On (ft) Culv Frctn Ls (ft) Culv Ext Lss (ft) Culv Ent ~.s {ft) Q Weir (cfsl Weir Sta Lft (ft) Weir Sta Rgt (ft) Weir Submerg Weir Max Depth (ft) Weir Avg Depth (ft) Wr Flw Area (sq ft) Mi n Top Rd (ft) LICK CREEK Description: ds of longmire culvert Station Elevation Da t a nwn- Sta Elev Sta Elev 2200 277 .96 2250 277 .5 2396 267 .48 2427.5 267.48 12 Sta 2300 2427 .5 Elev 276.2 273 .5 Sta 2350 2 450 7. 64 7. 64 267. 60 267.48 0.10 0.12 0. 45 276 .92 Elev 27 3 . 85 273 Sta 2396 2500 Elev 273. 4 273 . 5 Exhibit E-1 HEC-RAS Analysis (Existing Conditions) 17 of 23 2550 276 2600 277 . 86 Manning's n Values num= Sta n Val Sta n Val Sta n Val 2200 . 025 2396 .018 2427 .5 .025 Bank Sta: Left Right Lengths: Left Channel Right 2396 2127 . 5 18 18 18 Ineffective Flow nwn-2 Sta L Sta R Elev Sta L Sta R Elev 2200 2396 276.92 2427. 5 2600 276.92 CROSS SECTION OUTPUT Profile #Ex. 100 E.G. Elev (ft) 276 .15 Element Vel Head (ft) 0. 78 Wt . n-Val. w.s. Elev {ft) 275.36 Reach Len. {ft) Crit W.S . {ft) 272. 07 Flow Area {sq ft) E.G. Slope {ft/ft) 0. 000725 Area {sq ft) Q Total {cfa) 1765. 00 Flow {cfa) Top Width (ft) 219.48 Top Width (ft) Vel Total {ft/s) 7.11 Avg. Vel. (ft/s) Max Chl Dpth (ft) 7.88 Hydr. Depth (ft) Conv. Total {cfs) 65544 .1 Conv. {cfs) Length Wtd. {ft) 18. 00 Wetted Per. {ft) Hin Ch El {ft) 267. 4 8 Shear {lb/sq ft) Alpha 1. 00 Stream Power (lb/ft s) Frctn Loss {ft) 0 . 01 CUm Volume {acre-ft) C & E Loss {ft) 0.25 Cum SA (acres) Coe ff Contr. .3 Left OB 18.00 104.36 78.21 4. 01 2.49 Expan. .5 Channel 0. 018 18. 00 24 8. 34 24 8. 34 1765.00 31. 50 7.11 7.88 65544.1 43 .44 0. 26 1. 84 8 .18 0.91 Right OB 18.00 187.98 109. 77 12.55 5. 36 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than O.? or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION REACH: HAIN CHANNEL RIVER : S.F. LICK CREEK RS: 1570 INPUT Description: ds of ex longm.ire culvert Station Elevation Data nurn• 11 Sta Elev Sta Elev Sta Elev Sta 969 277 .6 1018 273 .5 1043 272 .5 1063 1075 267.36 1083 267.36 1087 268 1107 1266 277. 86 Manning 's n Values num= Sta n Val Sta n Val Sta n Val 969 .025 1063 .018 1087 . 025 Bank Sta: Left Right Lengths: Left Channel Right 1063 1087 50 50 50 CROSS SECTION OUTPUT Profile #Ex . 100 E .G. Elev (ft) 275. 89 Element Vel Head (ft) 0.29 Wt . n-Val. w.s. Elev {ft) 275.60 Reach Len. {ft) Crit W.S . {ft) Flow Area (sq ft) E .G. Slope {ft/ft) 0 . 000262 Area (sq ft) Q Total (cfs) 1765 .00 Flow (cfs) Top Width (ft) 202.69 Top Width (ft) Ve l Total {ft/s) 2. 89 Avg . Vel. {ft/s) Max Chl Dpth {ft) 8. 21 Hydr. Depth {ft) Conv. Total (cfs) 108983. 9 Conv . (cfs) Length Wtd. (ft) 50. 00 Wetted Per. (ft) Min Ch El {ft) 267.36 Shear (lb/sq ft) Alpha 2.23 Stream PCMer {lb/ft ~) Frctn Loss {ft) 0. 02 Cum Volume (acre-ft) C & E Loss {ft) 0. OB CUm SA (acres l Elev Sta Elev 268 1067 267. 36 273 1209 276 Coe ff Contr. Expan. .3 .5 Left OB Channel Right OB 0.025 0 . 018 0 .025 50. 00 50. 00 50. 00 198. 64 195. 30 217 .37 198. 64 195 .30 217. 37 380. 53 1053.36 331.11 70.15 21.00 108. 54 1. 92 5.39 1.52 2. 83 8 .14 2.00 23496 .8 65042. 0 20445.1 70 . 76 24 .10 109 . 20 0.05 0.13 0 . 03 0.09 0 .72 o.os 3. 94 8. 08 12.46 2.45 0. 92 5.32 Warning: The conveyance ratio (upstream conveyance divided by downstream. conveyance)-is less than 0.7 or greater than 1 .4. This may indicate the need for additional cross sections. CROSS SECTION REACH : HAIN CHANNEL RIVER: S .F. LICK CREEK RS: 1517 INPUT Description: Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev 957 27 8. 75 1005 275 1038 271 . 5 1086 267. 03 1 095 268 1107 271 1332 278. 75 Manning 's n Values num- Sta n Val Sta n Val Sta n Val 957 .08 1053 .05 1107 .08 Bank Sta : Left Right Lengths: Left Channel 1053 1107 57 57 CROSS SECTION OUTPUT Profile #Ex. 100 E.G . Elev (ft) 275 . 79 Element Sta 1053 1155 Right 57 Elev Sta 271 1077.5 272 .6 1282 Coeff Contr. .1 Left OB Elev 268 274 Ex.pan . . 3 Channel Right OB Exhibit E-1 HEC-RAS Analy sis (Existing Conditions) 18 of23 Vel Head (ft) 0.12 Wt. n -Val. 0. 080 0. 050 0 . 080 w.s . Elev (ft) 275 .66 Re ac h Len. (ft) 57.00 57 . 00 57 . 00 Crit W.S . (ft) Fl ow Area (sq ft) 54.14 330 . 79 500 . 08 E.G. Sl ope (ft/ft) 0 .00 1 200 Ar ea (sq ft) 54.14 330.79 500 . 08 Q Total (cfs) 1765 .00 Flow (cfs) 33.84 1123.41 607. 75 Top Width (ft) 302. 99 To p Width (ft) 56. 4 9 5 4. 00 1 92 .51 Vel Total (ft/s) 1. 99 Avg. Vel. (ft /s) 0.63 3 .40 1.22 MaK Ch l Dpth (ft) 8.63 Hydr . Depth (ft ) 0.96 6.13 2 . 60 Con v . Total (cfs) 50955.3 Conv . (cfs) 977.0 32432.6 17545.7 Length Wtd. (ft) 57.00 We t ted Per . (ft) 56.52 55. 20 192. 62 Min Ch El (ft\ 267. 03 S h ear (lbfsq ft\ 0. 07 0 . 45 0 .19 Alpha 1. 98 Stream Power (lb/ft s\ 0. 04 1. 52 0.24 Frctn Loss (ft) o. 09 Cum Volume (acre-ft) 3.80 7 .78 12. 05 C & E L oss (ft) 0 .00 Cum SA (acres) 2.38 0.88 5 .14 CROSS SECTION RIVER: S .F . LICK CREEK REACH: MAIN CHANNEL RS : 1460 INPUT Descripti on: Station Elevation Data num-12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 137 5 278.4 14 1 0 275 1459 274 1510 271. 4 7 151 4 266. 68 1521 266 .68 1 525 27 1. 29 1546 272 1 627 273 . 33 1702 272 1727 274 1757 278 .5 Manning 's n Values num= Sta n Val St a n Val Sta n Val 1375 .08 15 1 0 • 05 1525 .08 Bank Sta : Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 1510 1525 210 210 210 .1 . 3 CROSS SECTION OUTPUT Profile #EK. 100 E.G. Elev (ft) 275 . 70 Element Left OB Channel Right OB Vel Head (ft) 0.11 Wt. n-Val . 0 . 080 0.050 O.OBO w.s . Elev (ft) 275. 59 Reach Len . (ft) 210 . 00 210.00 2 10. 00 Crit W.S. (ft) Flow Area (sq ft) 200. 33 114 . 7B 6 11.36 E.G. Slope (ft/ ft) 0.001965 Area (sq ft) 200 . 33 114. 78 6 11. 36 Q Total (cfs) 1765 .00 Flow (cfs) 251. 95 495 .66 1017.38 Top Width (ft) 333 .60 Top Wi dth (ft) 106 .03 15 . 00 212. 57 Vel Total (ft/s) 1. 9 1 Avg . Vel. (ft/s) 1.26 4.32 1. 66 MaK Chl Dpth (ft) B. 91 Hydr. Depth (ft) l. B9 7 . 65 2 .BB Conv. Total (cfs) 39811. 7 Conv. (cfs) 56B3 .l lllB0 .3 2294B .3 Length Wtd. (ft) 210 .00 Wetted Per . (ft) 106 .13 19 . 34 212 .BO Min Ch El (ft) 266.6B Shear (lb/sq ft) 0 . 23 0. 73 0.35 Alph a 1. 94 Stream Power (lb/ft •) 0.29 3 .1·4 0 .59 Fr c t n Loss (ft) 0.47 Cum Vo l ume (acre-ft) 3.63 7.49 1 1. 32 C & E Loss (ft) 0 . 02 Cum SA (acres) 2. 2B O.B3 4. BB cp.oss SECTION RIVER: S.F. LICK CREEK REACH : MAIN CHANNEL RS: 1250 INPUT Description: Station Elevation Data nwn= 10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 500 277. 72 659 274.75 6 B5 273 . B4 705 273.18 725 27 1.5 7 4 5 265 . 63 7 56 265 . 63 759 271.17 B40 273 .34 1078 2BO .17 Manning 's n Values num- Sta n Val Sta n Val St a n Val 500 .08 725 .05 759 .OB Bank Sta : Left Ri ght Lengths: Left Channel Righ t Coe ff Contr. Expan . 725 759 330 330 330 . l .3 CROSS SECTION OUTPUT Profile fEx . 100 E .G. El ev (ft) 275. 21 El ement Left OB Channel Right OB Vel Head (ft) 0 . 32 Wt . n -Val . o.oao 0.050 0. OBO w.s. Elev (ft) 274. 89 Reach Len. (ft ) 330.00 330. 00 330. 00 Crit W.S. tft) Flow Area (•q ft) 94.35 247. 72 25 4. 84 E.G. Slope (ft/ft) 0. 00255 4 Area (sq ft) 94. 35 247 . 72 25 4. 84 Q Total (cfs) 1765 .00 Flow (cfs) 104. 67 1294 . B9 365 . 44 Top Width (ft) 242. 21 Top Width (ft) 73.31 34.00 134. 89 Vel Total (ft/•) 2. 96 Avg . Vel. (ft/s) 1.11 5.23 l. 43 MaK Chl Dpth (ft) 9 .26 Hydr. Depth (ft) 1.29 7. 29 l. B9 Conv . Total (cf•) 3492B .2 Conv. (cfs) 2071. 4 25625 .0 7231. 7 Length Wtd. (ft) 330.00 Wetted Per. (ft) 73 .41 38.14 1 3 4. 95 Min Ch El (ft) 265. 63 Shear (lb/sq ft) 0 .20 1. 04 0.30 Alpha 2 .35 St r eam Power (lb/ft s) 0.23 5 .41 0 . 43 Frctn L os.s (ft) 1. 00 CUm Volume (acre-ft ) 2.92 6. 62 9. 24 C & E Loss (ft) 0.0 1 Cum SA (acres) 1. 84 0 . 72 4. 04 Warning: The energy loss was great er than 1.0 ft (0.3 m). between the current and previous cross section. Th is may indicate the need for addit ional cross sections . CROSS SECTION REACH : MA IN CHANNEL RIVER: S .F . LICK CREEK RS: 930 ExhibitE-1 HEC-RAS Analysis (Existing Conditions) 19 of23 ( INPUT Description: Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 276.8 1100 276.3 1200 275 . 5 1300 272 . 75 1330 269.35 1332 265. 44 1336 264. 95 1 340 265. 51 134 3 269.56 1527 272 . 4 6 1627 274.2 1784 278 .7 Manning's n Values nums Sta n Val Sta n Val Sta n Val 1000 .08 1330 .05 1343 .08 Bank Sta: Left Right Lengths: Left Channel Right Coef f Contr. Expan. 1 330 1343 350 350 350 .1 . 3 CROSS SECTION OUTPUT Profile #Ex. 100 E.G . Elev (ft) 274.17 Element Left OB Channel Right OB Vel Head (ft) 0.20 Wt . n-Val . 0 .080 0.050 0.080 W.S. Elev (ft) 273. 97 Reach Len. (ft) 350. 00 350 . 00 35 0. 00 Crit W.S. (ft) Flow Area (sq ft) 114. 37 102. 46 609 .10 E.G. Slope (ft/ft) 0. 003626 Area (sq ft) 114. 37 102 . 46 609 .10 Q Total (cfs) 1936.00 Flow (cf•l 170. 33 595 -61 1170.05 Top Width (ft) 357 -7B Top Width (ft) 74.22 13.00 270. 56 Vel Total Cft/s) 2.34 Avg. Vel. (ft/s) 1.49 5.Bl 1. 92 Max Chl Dpth (ft) 9.02 Hydr. Depth (ft) 1.54 7.BB 2.25 Conv. Total (cfa) 32152 . 4 Conv . (cfs) 2B2B .B 9891. 7 19431. B Length Wtd. (ft) 350 .00 Wetted Per. (ft) 74. 43 17. 50 270 . 59 Min Ch El (ft) 264. 95 Shear (lb/sq ft) 0.35 1.33 0 . 51 Alpha 2. 33 Stream Power (lb/ft s) 0.52 7. 70 0 . 9B Frctn Loss (ft) 0 .B5 Cum Volume (acre-ft) 2 .13 5. 29 5.96 C & E Loss (ft) 0. 02 CUm SA (acres) L 2B 0. 54 2. 51 Warning : The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION REACH: MAIN CHANNEL RIVER: S.F . LICK CREEK RS : 610 INPUT Description: Station Elevation Data nwn= 11 Sta Elev Sta Elev Sta Elev Sta 1000 277 .12 1206 274.1 5 1390 272 .16 1469 HSI 263 .18 11193 268.91 1560 269 . 48 1660 1B24 216 Manning 's n Values num= Sta n Val Sta n Val Sta n Val 1000 .OB 14 69 .05 1493 .OB Bank Sta : Left Right Lengths: Left Channel Right 1469 1493 50 50 50 CROSS SECTION OUTPU T Profile fEK. 100 E.G. Elev \ft) 213.30 Element Vel Head (ft) 0 .15 Wt. n-Val. W.S. Elev (ft) 273.15 Reach Len. (ft) Crit W.S . (ft) Flow Area (•q ft) E .G . Slope (ft/ft) 0. 001739 Area (sq ft) Q Total (cfsl 1936. 00 Flow (cfs) Top Width (ft) 413. 20 Top Width (ft) Vel Total Cft/sl 1.90 Avg. Vel. Cft/s) MaK Chl Dpth (ft) 9 .31 Hydr. Depth (ft) Conv. Total (cfs) 46421.2 Conv . (cfs) Length Wtd . (ft) 50 . 00 Wetted Per. (ft) Min Ch El (ft) 263. 7B Shear (lb/sq ft) Elev Sta 26B . B7 1475 211. 38 1140 Coe ff Contr. .3 Left OB 0.080 50. 00 253. 9B 253.9B 256 .22 170 .Bl 1. 01 1. 49 6143. 6 170 . 88 0.16 Alpha 2. 61 Stream Power (lb/ft s) 0.16 Frctn Loss (ft) 0. 02 CUrn Volume (acre-ft) 0 . 65 C & E Loss (ft) O. OB CUm SA (acres) 0 . 30 Elev 264 .15 214 .14 EKpan. .5 Channel Right OB 0. 050 0. 080 50.00 50 . 00 1B3. 55 581. 02 1B3. 55 581. 02 Bl5. 77 B64.0l 24 .00 21B.39 4. 44 1.4 9 7.65 2.66 19560. 4 20717.2 27.03 21B. 44 0. 74 0.29 3 . 2B 0. 43 4.14 LlB 0. 39 0. 54 Warning: Th e conveyance ratio (upstream conveyance divided by downstream conveyance) is l ess than 0.7 or greater than 1.4. This may indicate the need for additional cross sections . CROSS SECTION REACH : MAIN CHANNEL RIVER : S.F. LICK CREEK RS: 590 INPUT Description: This is a REPEATED section. U.S. OF SH 6 CULVERT Station Elevation Data Sta Elev Sta 1000 275. 41 1 240 1272 275. 41 1500 Manning 's n Values Sta n Val 1000 .OB Bank Sta : Left 1240 Sta 124 0 Right 1272 Ineffective Flow num- num= Elev Sta Elev 275. 41 124 D 260 . 64 275 .41 num= n Val Sta n Val .013 1272 .OB Lengths: Left Channel 302 302 Sta 1250 Right 302 Elev Sta 260. 94 1272 Coeff Contr . .3 Elev 260. 94 Expan. -5 Exhibit E-1 HEC-RAS Analysis (Existing Conditions) 20 of23 Sta L Sta R El ev Sta L Sta R Elev 1000 1240 275 .41 1272 1500 275.41 CROSS SECTION OUTPUT Profile #Ex . 100 E.G. Elev (ft) Vel Head (ft) W.S . Elev (ft) Crit W.S. (ft) E.G . Slope (ft/ft) Q Total (cfs) Top Width (ft) Vel Total (ft/ s) Max Chl Dptb (ft) Conv. Total (cfs) Length Wtd. (ft) Hin Ch El (ft) Alpha Frctn Loss (ft) C & E Loss (ft) 273. 20 0. 40 272. BO 265. 72 0. 000153 1936.00 32 .00 5.0B 12.16 156403. 7 302.00 260. 64 LOO Element Wt. n-Val. Reach Len. (ft) Fl ow Area (sq ft) Area (sq ft) Flow (cfsl Top Width (ft) Avg. Vel. (ft/s) Hydr. Depth (ft) Conv . (cfs) Wetted Per. (ft) Shear (lb/sq ft) Stream Power (lb/ft •) Cum Volume (acre-ft) Cum SA (acres) CULVERT REACH : HAIN CHANNEL RIVER: S.F . LICK CREEK RS: 4 2 5 INPUT Deocription : SH 6 CULVERT Distance from Up.stream XS = Deck/Roadway Width Weir Coefficient Bridge Deck/Roadway Skew 0 302 3 Upstream Deck/ Roadway Coordinates num= 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 1240 215 :41 271 .7 1272 275. 41 271. 7 Up.stream Bridge Cross Section Data Station Elevation Data num= Sta Elev Sta Elev Sta Elev Sta Elev 1000 275 . 41 1240 275. 41 1240 260 . 64 1250 260 . 94 1272 275. 41 1500 275. 41 Manning 's n Values num= Sta n Val Sta n Val Sta n Val. 1000 .OB 124 0 .013 1272 .08 Bank Sta: Left Right Coe ff Contr. Expan. 1240 1272 . 3 .5 Ineffective Flow nwn~ 2 Sta L Sta R Elev Sta L Sta R Elev 1000 124 0 275. 41 1272 1500 275. 41 Downstream Deck/Roadway Coordinates num= 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 1240 275. 41 271. 7 1 2 72 275. 41 271. 7 Downstream Bridge Cross Section Data Station Elevation Data num= 7 Sta Elev Sta Elev Sta Elev Sta Elev 1000 275 . 41 1210 275.41 1240 260. 64 1250 260.91 1272 275.41 1500 275.41 Manning's n Values num= Sta n Val Sta n Val Sta n Val 1000 .06 1240 . 01:. 1212 .OS Bank Sta: Left Right Coe ff Contr . Expan . 1240 1272 . 3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Sta L Sta R Elev 1000 12IO 275.11 1272 1500 275.41 Left OB 302 . 00 0.51 0.20 Sta 1272 Sta 1272 Channel 0.013 302 .00 3BL15 3BL15 1936 .00 32.00 5.0B 11.91 156403.7 56. 03 o. 07 0. 33 3 .B2 0. 36 Elev 260. 94 Elev 260. 94 Upstream Embankment side slope Downstream Embankment side slope Maximum a!lowable submergence for weir Elevation at which weir flow begins Energy head used in spillway design Spillway height used i n design 0 horiz. to 1.0 vertical 0 horiz . to 1 .0 v ertical flow= .95 215. 41 Weir crest shape ... Broad Crested Number of CUl verts Culvert Name Shape Rise Span Culvert #1 Box 10 10 FHWA Chart I 8 -flared wingwalls FHWA Scale # l -Wingwall flared 30 to 75 deg. Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length n Value Entrance Loss Coef Exit Lo ss Coef 1 324 . OH . 5 l Number of Barrels ... Upstream Elevation = 260.94 Centerline Stations Sta. Sta. Sta. Right OB 302. 00 0 . 85 0. 42 ExhibitE-1 HEC-RAS Analy sis (Existing Conditions) 21 of23 1245 1255 .5 1266 Downstream. Elevation -260.94 Centerline Stations Sta. Sta. Sta. 1245 1255 . 5 1266 QJLVERT OUTPUT Profile #EK. 100 Culvert ID : Culvert #1 Culv Q (ct.) 1936 . 00 Culv Vel In (ft/s) I Barrels 3 Culv Vel Ou t (ft/s) Q Barrel \cfs) 645. 33 CUlv Inv El Up (ft) E.G . us . (ft) 273 .21 CUlv Inv El Dn (ft) w.s . us . (ft) 272. 80 CUlv Frctn Ls (ft) Delta 'E G (ft) 0. 85 Culv Ext Lss (ft) Delta WS (ft) 0 .92 Culv Ent Ls3 (ft) E.G. IC (ft) 269. 06 Q Weir (cfs) E .G . cc (ft) 27 3. 2 1 Weir Sta Lft (ft) Cu l vert Control Outlet Weir Sta Rgt (ft) Culv WS In (ft) 270 . 94 Weir Submerg Culv WS Out (ft ) 270 .94 Weir Max Depth (ft) Culv Nml Depth (ft ) We i r Avg Depth (ft) Culv Crt Depth (ft) 5 .06 Wr Flw Area (sq f t ) CUlv Ful Lngh (ft) 324. 00 Min To p Rd (ft) CROSS SECTION RIVER: S. F. LI CK CREEK REACH: MAIN CHANNE L RS: 260 INPUT Description: Station Elevation Data num= Sta Elev Sta Elev Sta Elev Sta 1000 275. 41 1240 275. 41 1240 260.64 1250 1 272 275. 41 1500 275. 41 Manning 's n Values num= Sta n Val Sta n Val Sta n Val 1000 .08 1240 .013 1 272 .08 Bank Sta : Left Righ t Lengths: Left Channel Right 124 0 1272 160 160 160 Ineffective Flow num- Sta L Sta R Elev Sta L Sta R Elev 1000 1240 275. 41 1 272 1500 27 5 . 41 CROSS SECTION OUTPUT Profile #EK. 10 0 E .G . Elev (ft) 272 . 36 Element Ve l Head (ft) 0 .47 Wt. n-Val. w.s. Elev (ft) 27 1. 89 Reach Len. (ft) Crit W.S . (ft) 265. 74 Flow Area (sq ft) E.G. Slope (ft/ft) 0. 000191 Area (sq ft) Q Total (cfs) 1936 . 00 Flow (cfs) Top Width (ft) 32 .00 Top Width (ftl Vel To tal (ft/s) 5 . 50 Avg. Vel. (ft/s) Max Chl Dpth (ft) 11. 25 Hydr . Depth (ft) Conv . Total (cfs) 139958. 9 Conv . (cfs) Len gth Wtd . (ft) 160. 00 Wetted Per . (ft) Min Ch El (ft) 260 .64 Shear (lb/s q ft) 6. 45 6. 45 260.94 260. 94 0.35 0.18 0 .32 2 75. 41 Elev 260 . 94 Coe ff Sta 1272 Cont r. .3 Left OB 160.00 Alpha 1. 00 Stream Power (lb/ft s) Frctn Loss (ft ) 0 .06 C & E Loss (ft) 0 .17 Cum Volume (acre-ft) Cum SA (acres} 0. 51 0.20 Elev 260.9 4 EKpan . .5 Channel 0 . 013 160. 00 351. 87 351. 87 1936. 00 32.00 5.50 11. 00 139958.9 54.20 0.08 0. 43 1.2 8 0 .14 Right OB 1 60 .00 0.85 0. 42 Warning: The conveyance ratio (up~t r eam conveyance div ided by dC1<4D.strelllll. conveyance) is less than 0.7 or greater than 1 .4. This may indicate the need for additional cros s sections . CROSS SECTION REACH: MAIN CHANNEL INPUT Description: RIVER: S .F. LICK CRE EK RS: 100 Station Elevat i o n Data num= Sta Elev Sta Elev Sta Elev 850 274 1000 272 1110 267 1152 267 . 09 1186 266.55 1258 210 Manning's n Values num- Sta n Val Sta n Val Sta n Val 850 .OB 11 10 .05 11 52 .08 Bank Sta : Left Right Lengths: Left Channel 111 0 1152 0 0 CROSS SECTION OUTPUT Profile #Ex. 1 00 E.G. Elev (ft) 272 .13 Element Vel Head (ft) 0 .13 Wt. n-Val. w.s . Elev (ft) 272. 00 Reach Len. Sta 1118 1500 Right 0 (ft) Crit W.S. (ft) 268 .15 Flow Area .l•q ft) E.G. Slope (ft/ft) 0 .00092 9 Area (sq ft) Q Total (cfs) 1936.00 Flow (cfa) Top Width (ft) 379 . 00 Top Width (ft) Ve l Total (ft/s) 1. 79 Avg. Vel. (ft/s) Elev Sta Elev 2 63 .13 1141 262 . 65 214 Coef f Cont r. Expan. .1 . 3 Left OB Channel Right OB 0. 08 0 0. 050 0 .0 8 0 275. 00 3 43. 44 462. 23 275 . 00 343 . 44 462 .23 286. 64 1 228 . 95 420. 41 110. 00 42.00 227 . 00 1. 04 3 .56 0.9 1 ExhibitE-1 HEC-RAS Analysis (Existing Conditions) 22 of23 Max Chl Dptb (ft) 9 . 35 Conv. Total (cfs) 63504-2 Length wtd. (ft) Min Ch El (ft) 262 .65 Alpha 2 . 61 Frctn Loss (ft) C & E Loss (ft) ( Hydr. Depth (ft) Conv. (cfs) Wetted Per. (ft) Shear (lb/sq ft) Stream Power (lb/ft s) Cum Volume (acre-ft) Cum SA (acres) 2.50 B.18 9102. 3 4 0311.6 110 .11 43_ 75 0.14 0.16 0 .15 1.63 2 . 04 1379 0. 3 227 .06 0 .12 0.11 ExhibitE-1 HEC-RAS Analysis (Existing Conditions) 23 of 23 Exhibit E-2 HEC-RAS Analysis (Proposed Conditions) HEC-RAS September 1998 Version 2.2 U.S. Army Corp of Engineers Hydrologic Engineering Center x x x x x x ~09 Second Street , Suite D Davio, California 95616-4687 (916) 156-1104 xxxxxx xxxx xxxx x x x x x x x x x x x xx x x xxxxxxx xxxx x xxx xxxx xxxxxx x x x x x x x x x x x x x x x xxxxxx xxxx x x PROJECT DATA Project Title: ALEXANDRIA SUBDIVISION Project File alex . p r j Run Date and Time: 11/8 /99 11: 51 : 18 AM Project in English unit.s ?roject Description : 3outh Fork Lick Creek through Alexandria Subdivi.son PLAN DATA Plan Title: Proposed Condition.s (3-6x6\ Plan File f:\AleK\hec\alex.p03 Geometry Ti tle: Prop Geometry (3 6x6 ) 3eometry File f:\Alex\h ec\alex.g05 x x x x x x Flow Title ?low File Pr.oposed Condition• Flows (3 6x6) f: \Ale>t\hec\alex. f05 Plan Summary Information: Number of : Cross Sections = Culverts 51 3 0 .Mulitple Openings Inline Weirs Bridges Computational Information Water surface calculation tolerance Critical depth calculaton tolerance Maximum number of interatiorus Maximum difference tolerance Flow tolerance fact o r Computation Options 0 . 01 0 . 01 20 0.3 0.001 Critical depth computed only wher e necessary Conveyance Calcul ation Method : At breaks in n v alues only Friction Slope Method.: Average Conveyance Computational Flow Regime: Subcritical Flow ?LOW DATA ?low Title: Proposed Conditions Flows (3 6x6) ?low File f:\Alex\hec\alex.f05 i'lc:M Data (cfs' Riv0r Reach S .F . LICK CREEK TRIB A S .F. LICK CREEK TRIB A S .F. LICK CREEK TR I B B S.F. LICK CREEK MAIN CHANNEL ;.F. LICK CREEK MAIN CHANNEL S.F. LICK CREEK MAI N CHANNEL S . F. LICK CREEK MAIN CHANNEL S.F. LICK CREEK MAIN CHANNEL Boundary Conditions River Reach S .F. LICK CREEK TRIB A RS 9300 7757 6917 6043 4 682 3250 1646 930 Profile 100 Yr 100 Yr 555 917 292 1176 1290 1435 1659 1 83 4 xxxx x x xxxx xxxxx x x 25 Y: 4 05- 665- 22( 862 955 1080 1260 1101 Upstream Normal S = .006 D°""11stream Exhibit E-2 HE C-RA S Analysis (P ropo sed Condition s) 1 of26 S.F. LICK CREEK TRIS A 25 Yr S.F. LICK CREEK TRIB B 100 Yr S.F . LICK CREEK TRIB B 25 Yr S.F . LICK CREEK MAIN CHJ\NNEL 100 Yr S.F. LI CK CREEK MAIN CHJ\NNEL 25 Yr GEOMETRY DATA Geometry Title: Prop Geometry (3 6x6} Geometry File : f : \AleK\hec\aleK. g05 Reach Connection Table River Reach S.F . LICK CREEK TRIB A S .F. LICK CREEK TRIB B S.F. LICK CREEK MAIN CHJ\NNEL CROSS SECTION RIVER: S.F. REACH: TRIB A RS: 9300 INPUT Description: Station Elevation Data num= Sta Elev Sta Elev 625 304 730 302 980 294 1000 292 1200 300 1500 302 Manning 's n Values num= Sta n Val Sta n Val 625 .09 960 .05 Bank Sta: Left Right Lengths: 980 1011 Upstream Boundary PTl LICK CREEK 12 Sta Elev Sta 805 300 643 1011 294 1051 Sta n Val 1011 .09 Left Channel Right 706 756 706 CROSS SECTION OUTPUT Profile #100 Yr E .G. Elev (ft) 295 .95 Element Vel Head (ft) 0 . 42 Wt . n-Val. W.S. Elev (ft) 295.53 Reach Len. (ft) Crit W.S. (ft) Flow Area (sq ft) E.G. Slope (ft/ft) 0. 010932 Area (sq ft) Q Total (cfsl 555 .00 Flow (cfsl Top Width (ft) 125.92 Top Width (ft) Vel Total (ft/s) 3. 67 Avg. Vel. (ft/s) MaK Chl Dpth (ft) 3.53 Hydr. Depth (ft) Conv. Total (cfs) 5308 . 0 Conv. (cfs) Length Wtd. (ft) 746.98 Wetted Per . (ft) Min Ch El (ft) 292.00 Shear (lb/sq ft) Al pha 2. 01 Stream Power (lb/ft s) Frctn Loss (ft) 3 .16 Cum Volume (acre-ft) c • E Loss (ft) 0. 06 Cum SA (acres) Normal S -.006 Normal . 006 Normals -.006 Downstream Boundary PTl PTl Elev 296 296 Coe ff Sta 696 1081 Contr . .1 Left OB 0.090 706 .00 49.22 49.22 71. 09 64. 30 l.H 0. 77 679 .9 64. 32 0. 52 0 . 75 10 . 76 1.17 Elev 296 2 98 Expan. . 3 Channel 0. 050 756 .00 78.46 78.46 (50. 08 31. 00 5. 74 2.53 1304. 6 31. 28 1. 71 9.62 9 .61 1.12 Known WS -272 Known ws -2 72 Right OB 0.090 706. 00 23. 44 23. 44 33 .63 30. 62 1. 44 0. 77 323.6 30 .66 0. 52 0. 75 7. 44 3 . 76 Warning : The conveyance ratio (upstream conveyance divided by downstream conveyance) is les~ than 0.7 o r greater than 1.4. This may indicate the need for additional cross sec~ion~. Warning: The energy loss was greater than 1.0 ft {0 .3 rn). between the current and previous cros! section. This may indicate the need for additional cross section~. CROSS SECTION <lEACH : TRIS A iNPUT ::>escription: 3tation Elevation Sta Elev 514 298 993 268 1007 268 1355 298 Manning 's n Values Sta n Val 514 .09 RIVER : S.F . LICK CREEh RS: 6544 Data nwn= 16 Sta Elev Sta Elev 755 296 848 294 995 286 999 265 1012 290 1024 292 num• Sta n Val Sta n Va l 990 .05 1012 .o~ Bank Sta: Left Right Length•: Left Channel 990 1012 64 0 787 .::ROSS SECTION OUTPUT Profile #100 Yr E .G. Elev (ft) 292 .13 Element ·Jel Head (ftl 0 . 22 Wt . n-Val. W.S. Elev (ft) 292.21 Reach Len. Crit W.S. (ft) Flow Area Sta 915 1002 1034 Right 640 (ft) (sq ftl E .G. Slope (ft/ft) 0.002511 Area (sq ft\ Q Total (cfs) 555 .00 Flow (ct.I Top Width (ft) 117. 21 Top Width (ft) Elev Sta Elev 292 990 290 265 1003 266 294 1217 296 Coe ff Cont r . Expar .. .1 .:; Left OB Channel Right OB 0. 090 0.050 0. 090 640 .00 767.00 640. 0 ( 91. 76 112 .19 14. 6- 91. 76 112 .19 14 . 6- 82.25 4 59 . 67 13. OE 62 .15 22 . 00 13. o- ExhibitE-2 HEC-RAS Analysis (Proposed Conditions) 2 of 26 ( Vel Total (ft/s) 2. 54 Avg. Vel. (ft/s) 0. 90 4.10 0.89 Max Chl Dpth (ft) 7 .21 Hyd.r. Depth (ft) 1.12 5.10 1.12 Conv. Tota.! (cfs) 11003.0 Conv . (cfs) 1630.6 9113 . l 259 . 3 Le n gth Wtd . (ft) 737. 42 Wetted Per . (ft) 82 .18 24 . 83 13 .25 Min Ch El (ft) 285. 00 Shear (lb/sq ft) 0.18 o. 72 0.18 Alpha 2 .1 8 Stream Power (lb/ ft >) 0 .16 2. 94 0 .16 Frctn Loss (ft) 2 .47 Cum Volume (acre-ft ) 9 . 6 4 7.96 7.13 C & E Loss (ft) 0 . 0 1 Cum SA (acres) 3 .28 0. 96 3 .U Warning : The energy l oss was greater than 1.0 ft (0.3 m). between the c u rrent and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION REACH : TRIS A RIVER : S.F . LICK CREEK RS: 7757 INPUT Desc r iption: Station Elevation Data num-14 Sta Elev Sta Elev Sta Elev Sta 556 294 890 292 929 290 950 991 28 4 991 283 1003 283 1004 1033 288 1048 290 1062 292 1268 Manning 's n Values num• Sta n Val Sta n Val Sta n Val 556 .09 991 .05 1004 .09 Bank Sta : Left Right Lengths : Left Channel Right 991 1 00 4 801 957 80 1 CROSS SECTION OUTPU T Profile #100 Yr E .G. Elev (ft) 289.95 Element Vel Head (ft) 0.31 Wt . n-Val. w.s . Elev (ft) 289.58 Reach Len . (ft) Crit W.S. (ft) Flow Area (sq ft) E.G . Slope (ft/ft) 0. 004035 Area (sq ft) Q Total (cfs) 917. 00 Flow (cfs) Top Width (ft) 111.47 Top Width (ft) Vel Total (ft/s) 3.00 Avg . Vel. (ft/s) Max Chl Dpth (ft) 6. 58 Hydr . Depth (ft) Conv. Total lcfs) 14436. 6 Conv. (cfs) Length Wtd. (ft) 885 .69 Wetted Per. (ft) Min Ch El (ft) 283 .00 Shear (lb/sq ft) Alpha 2. 62 Stream Power (lb/ft s) Frctn Loss (ft) 2 . 09 Cum Volume (acre-ft) C & E Loss (ft) 0. 08 Cum SA (acres) Elev Sta Elev 288 986 286 284 1009 286 294 Coe ff Contr. Expan. .1 .3 Left OB Channel Right OB o. 090 0. 050 0.090 801. 00 957.00 801. 00 128. 97 82. 06 94 .24 128.97 82.06 94. 24 230. 09 515.99 170 . 92 57.60 13 . 00 40.86 1. 78 6. 29 1. 81 2. 24 6. 31 2.3 1 3622. 4 8123 . 4 2690. 9 58.12 13.50 41.43 0. 56 1. 53 0.57 1. 00 9 . 63 1. 04 8 .02 6 . 20 6. 33 2.25 0. 64 3.01 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 .7 or greater than 1.4 . This may indi cate the need for additional cross sections. Warning: The energy l oss was greater than 1.0 ft (0.3 m). between the current and previ ous cross section. This may indicate the need for additional cross sections . CROSS SEC'IION RIVER: s. F. LICK CREEK REACH: TRIB A RS: 6800 INPUT Description: us of property line Station Elevation Data mun-11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 632 292 885 290 966 288 980 286 989 284 998 282 1000 281 1 005 281 1012 282 1034 284 1114 286 1215 288 1332 290 1400 292 Manning's n Values num= Sta D Val Sta n Val Sta n Val 632 .09 989 .05 1012 .09 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan . 989 1 012 380 396 380 . l .3 CROSS SECTION OUTPUT Profile #100 Yr E.G. Elev (ft) 287. 79 Element Left OB Channel Right OB Vel Head (ft) 0.12 Wt . n-Val. 0. 090 0. 050 0.090 W.S. Elev (ft) 287. 67 Reach Len. (ft) 380.00 396 .00 380. 00 Crit W.S . (ft) Flow Area (sq ft) 33 .83 130.95 387 .11 E.G . Slope (ft/ft) 0.00153 7 Area (sq ft) 33 .83 130.95 387 .11 Q Total (cfs) 917. 00 Flow (cfs) 30.06 479. 26 407 .68 Top Width (ft) 230 .13 Top Width (ft) 20 .70 23 . 00 1 86. 43 Vel Total (ft/s) 1.66 Avg. Vel. (ft/s) 0.89 3.66 1. 05 Max Chl Dpth (ft ) 6 .67 Hydr. Depth (ft) 1. 63 5. 69 2.08 Conv. Total (cfa) 23387.3 Conv. (cfs) 766 .6 12223.l 10397 .6 Length Wtd. (ft) 391. 71 Wetted Per. (ft) 21. 0 4 23 .53 186.56 Min Ch El (ft) 281.00 Shear (lb/sq ft) 0.15 0. 53 0.20 Alph a 2 . 72 Stream PCMer (lb/ft sl 0.14 1.96 0. 21 Frctn Loss (ft) 0.26 CUm Volume (acre-ft) 6.52 3.86 1. 91 C & E Loss (ft) 0. 02 Cum SA (acres) l. 53 0.25 0. 92 Warning: The conveyance ratio (upstream conveyance divided by da.mstream conveyance) is less ExhibitE-2 HEC-RAS Analysis (Proposed Conditions) 3 of26 than 0 .7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION REACH: TRIB A RIVER: S.F. LICK CREEK RS: 6404 INPUT Description: Station Elevation Data nurn- Sta Elev 837 290 1203 281 1470 290 Manning's n Values Sta n Val 837 .1 Sta Elev 1000 288 1210 282 nwn- Sta n Val 1140 . 05 11 Sta 1105 1250 Sta 1270 Elev 286 284 n Val .1 Sta 1140 1270 Bank Sta: Left 1140 Righ t 1270 Lengths: Left Channel Right 0 0 0 CROSS SECTION OUTPUT Profile tlOO Yr E.G. Elev \ft) Vel Head (ft) W.S. Elev (ft) Crit W.S. (ft) E .G. Slope (ft/ft) Q Total (cfs) Top Width (ft) Vel Total (ft/s ) Max Chl Dpth (ft) Conv . Total (cfs) Length Wtd. (ft) Min Ch El (ft) Alpha Frctn Loss (ft) C & E Loss (ft) 281. 51 0.03 287. 47 0 . 000359 917 . 00 279. 27 1. 23 6 . 4 7 48373. 6 361. 00 281 .00 1.41 0 .19 0 . 00 Blement.. Wt. n-Val. Reach Len. (ft) Flow Area (sq ft) Area (sq ft) Flow (cfs) Top Width (ft) Avg . Vel. (ft/s) Hydr. Depth (ft) Conv. (cfs) Wetted Per . (ft) Shear \lb/sq ft) Stream Power (lb/ft s) Cum Volume (acre-ft) Cum SA (acres) CROSS SECTION REACH: TRIB B RIVER : S.F. LICK CREEK RS : 6917 INPUT Description: us2 of potomic dr culvert Station Elevation Data num.- Sta Elev Sta Elev 1000 291 . 5 1130 290 1188 -288 1215 290 Manning's n Values num• Sta n Val Sta n Val 1000 .1 1158 . 05 Bank Sta: Left 1158 Right 1215 Lengths: Sta 1158 1250 3 Elev 288 292 Sta n Val 1215 .1 Left Channel 22 22 Sta 1162 Right 22 CROSS SECTION OUTPU T Profile HOO Yr E.G. Elev (ft) Vel Head (ft) W.S . Elev (ft) Crit W.S. (ft) E.G. Slope (ft/ft) Q Total (cfs) Top Width ( ft) Vel Total (ft/>) Max Chl Dpth (ft) Conv. Total (cfs) Length Wtd. (ft) Min Ch El (ft) Alpha Frctn Loss (ft) c & E Loss (ft) CROSS SECTION REACH : TRIS B INPUT 288.52 0 . 28 288 .24 0 . 008139 292. 00 36. 59 4.23 3.24 3236 . 7 22 .00 285. 00 1. 01 0.22 o. 01 RIVER: S .F. RS : 6895 Element Wt. n-Val. Reach Len. (ft ) Flow Area (sq ft) Area (sq ft) Flow (cfs) Top Width (ft) Avg. Vel. (ft/s) Hydr. Depth (ft) Conv. (cfs) Wetted Per . (ft) Shear (lb/sq ft) Stream Power (lb/ft s) Cum Volume (acre-ft) Cum SA (acres) LICK CREEK Description: us of potomic dr culvert Station Elevation Data nurn= Sta EU.v Sta Elev Sta Elev Sta 1 000 291. 5 1130 290 1158 288 11 62 11 88 288 1215 290 1250 292 Manning'!!: n Values nwn- Sta n Val Sta n Val Sta n Val 1000 . 1 1158 .05 1215 .1 Elev Sta 28 4 1190 286 1320 Coe ff Contr . .1 Left OB Elev 286 Coe ff 0.100 361. 00 143.67 143. 67 47 . 64 112. 41 0.33 1. 28 2513 .1 112. 48 0.03 0. 01 2. 4 6 Sta 1180 Con tr. .1 Left OB 0.100 22 .00 0.40 0. 40 0 .13 3 .36 0 . 33 0 .12 1. 5 3.36 0 . 06 0 . 02 3.60 0. 72 Elev Sta 286 1180 Bank Sta : Left Right Lengths: 1158 1215 Left Channel 65 79 Right 110 Coeff Contr. .1 CROSS SECTION OUTPU T Profile #100 Yr Elev 282 288 Expan . . 3 Channel 0. 050 361. 00 571. 67 571. 67 863 .12 130.00 1.51 4. 40 45531.1 130.30 0.10 0 .15 2 .65 Elev 285 Expan. .3 Channel 0. 050 22 .00 68. 58 68.58 291. 87 33. 24 4.26 2.06 3235 .2 34. 29 1. 02 4.33 3 .33 0. 76 Elev 285 Expan . . 3 Right OB 0 .1 00 361. 00 27 .17 27 .17 6. 2 4 36.86 0 .23 0. 74 329. 3 36.89 0. 02 0. 00 0.15 Right OB 22.00 0. 09 0.11 ExhibitE-2 HEC-RAS Analysis (Proposed Conditi ons) 4 of26 ( E.G . Elev (ft) 288.29 Vel Head (ft) 0.39 w.s . Elev (ft) 287 .90 Crit W.S. (ft) E.G. Slope (ft/ft) 0.012245 '2 Total (cfa) 292. 00 7op Width (ft) 29 .52 "./e l Total !ft/s) 5. 04 Max Chl Dpth (ft) 2.90 ·:onv. Total !cfs) 2638.8 ~ength Wtd. (ft) 79.00 Min Ch El (ft) 285. 00 Alpha 1.00 Fr ctn Loss (ft) o. 38 C & E Loss (ft) o. 09 Element Wt. n-Val. Reach Len. (ftl Flow Area (sq ftl Area (sq ftl Flow (cfa) Top Width (ft) Avg . Vel. (ft/s) Hydr. Depth (ft) Conv. (cfa) Wetted Per. (ft) Shear (lb/sq ftl Stream Power (lb/ ft Cum Volume {acre-ft l Cum SA {acres) ,, Left OB 65. 00 3 .60 0. 72 Channel 0. 05( 79.00 57.9: 57. 9: 292.00 29.52 5. 04 1. 96 2638 .8 30.52 l.E 7.3: 3 .30 0. 74 Right Oe 110. 0( o. o~ 0.1: Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 .7 or greater than 1.4 . This may indicate the need for additional cross sections. CROSS SECTION REACH : TRIB B RIVER: S.F. LICK CREEK RS: 6816 INPU: Descr iption : ds of potom.ic culver: Station Elevation Data num~ Sta Elev Sta Elev Sta Elev 288 Sta 1180 1000 291.5 1120 290 1160 1270 290 1315 29< Manning's n Values 3ta n Val iOOO .1 nwn- Sta n Val 1160 . 05 Bank Sta: Left Right Lengtho: 1160 1210 Sta 1210 Left 20 n Val .1 Channel 22 Right 20 CROSS SECTION OUTPU T Profile #100 Y= E .G. Elev (ft) 287. 82 Element Vel Head (ft) 0 .11 Wt. n-Val. W.S . Elev (ft) 287.72 Reach Len. (ft) Crit W.S. (ft) Flow Area (sq ft) E.G. Slope (ft/ft) 0. 002551 Area (sq ft) Q Total (cfs) 292. 00 Flow (cfs) Top Width (ft) 47 .18 Top Width (ft) Vel Total (ft/s) 2.62 Avg. Vel. (ft/s) Max Chl Dpth (ft) 4. 72 Hydr. Depth (ft) Conv . Total (cfa) 5781. 8 Conv. (cfa) Length Wtd. (ft) 22.00 Wetted Per. (ft) Min Ch El (ft) 283 . 00 Shear (lb/sq ft) Alpha 1.00 Stream Power (lb/ft Frctn Los5 (ft) 0. 06 Cum Volume (acre-ft) C & E Loss (ft) 0.00 Cum SA (acres) CROSS SECTION RIVER: S.F. LICK CREEK REACH: TRIB B RS: 6794 INPUT Description : ds 2 of p otomic culvert Station Elevation Data mun• Sta Elev Sta Elev Sta Elev Sta 1000 291. 5 1120 290 1160 288 1180 1270 290 1315 292 Manning's n Values nwn- Sta n Val Sta n Val Sta n Val 1000 .1 1160 .05 1210 .1 Bank Sta: Left Right Lengths: Left Channel Right 1160 12 1 0 150 208 180 CROSS SECTION OUTPUT Profile uoo Yr E.G. Elev (ft) 287 . 77 Element Ve l Head (ft) 0.11 Wt . n-Val. w.s. Elev (ft) 287. 65 Reach Len . (ft) Crit W.S. (ft) Flow Area (sq ft) E .G. Slope (ft/ft) 0.002746 Area (sq ftl Q Total (cfs) 292 . 00 Flow (cfs) Top Width (ft) 46 .53 Top Width (ft) Vel Total (ft/s) 2. 70 Avg. Vel. (ft/s) Ma.< Chl Dpth (ft) 4. 65 Hydr. Depth (ft) Conv . Total (cfs) 5572 .1 Conv. (cfs) Length Wtd . (ft) 207 . 94 Wetted Per. (ft) Min Ch El (ft) 283. 00 Shear (lb/sq ft) s) Alpha 1. 00 Stream Power (lb/ft s) Fr ctn Loss (ft) 0.22 Cum Volume (acre-ft) C & E Loss (ft) 0. 03 Cum SA (acres) Elev 283 Coe ff Sta 1210 Contr . .1 Left OB 20.00 3 .60 0. 72 Elev Sta 283 121 0 Coe ff Contr. .1 Left 0 8 150.00 3 .60 0 . 72 Expar1. Channel 0.050 22 .00 111.29 111.29 292. 00 47.1& 2. 6-'. 2.30 5781. & 48 .15 0 .37 0.97 3.15 0 . 6 7 Elev 288 Expan. . 3 Channel 0.050 208. 00 1 08.25 108 .25 292.00 4 6. 53 2. 70 2 .33 5572 .1 47. 49 0.39 1. 05 3.09 0 .65 Right OB 20. 00 0.09 0.11 Right OB 180 .00 0. 09 0.11 ExhibitE-2 REC-RAS Analysis (Proposed Conditions) 5 of26 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4 . This may indicate the need for additional cross sections. CROSS SECTION REACH: TRIB B RIVER: S.F. LICK CREEK RS: 6586 INPUT Description: Station Elevation Data num• Sta Elev Sta Elev Sta Elev Sta 1000 29 1 1118 290 1190 288 1220 1280286.4562 1315 290 Manning's n Values num- Sta n Val Sta n Val Sta n Val 1000 .1 119 0 .05 1280 .1 Bank Sta: Left Right Lengths: Left Channel Right 1190 1280 190 259 208 CROSS SECTION OUTPU T Profile #100 Yr E.G. Elev (ft) 281.52 Element Vel Head (ft ) 0 . 03 Wt. n-Val. w.s. Elev (ft) 2B7 . 50 Reach Len. (ft) Crit W.S. (ft) Flow Area (sq ft) E .G. Slope (ft/ft) 0 .0005 4B Area (sq ft) Q Total (cfs) 292.00 Flow (cfs) Top Width (ft) 92.69 Top Width (ft) Vel Total (ft/s) 1. 30 Avg. Vel. (ft /s) Max Chl Dpth (ft) 5 . 60 Hydr. Depth (ft) Conv. Total (cfs) 12473.4 Conv. (cfs) Length Wtd. (ft) 257. 43 Wetted Per. (ft) Min Ch El (ft) 281. 90 Shear (lb/sq ft) Alpha 1. 04 Stream Power (lb/ft Fr ctn Loss (ft) 0.06 Cum Volume (acre-ft) C & E Loss (ft) 0.00 Cum SA (acres) Elev Sta Elev 286 1235 2Bl. 9 Coe ff Contr. Expan. .1 . 3 Left OB Channel Right OB 0 .050 0.100 190. 00 259.00 208. 00 219 .22 5. 33 219 .22 5. 33 290.81 1.19 82. 43 10.26 1. 33 0.22 2 .66 0.52 12422 .4 51. 0 B3 .26 10.31 0 .09 0. 02 s) 0 .12 0. 00 3 .60 2. 31 0 . 08 0.72 0. 34 0. 08 Warning: The conveyance ratio (upstream conveyance divided by down.stream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION REACH: TRIB B RIVER: S.F . LICK CREEK RS: 6327 INPUT Description: Station Elevation Data num- Sta Elev Sta Elev Sta Elev Sta 1070 289 .5 1165 288 1195 286 1211 1295 288 1370 290 Manning 's n Values num• Sta n Val Sta n Val Sta n Val 1070 .1 1211 .05 1295 .1 Bank Sta: Left Right Lengths: Left Channel Right 1211 1295 0 0 0 CROSS SECTION OUTPU T Profile 1100 Yr E.G. Elev (ft) 287. 45 Element Ve l Head (ft) 0. 01 Wt. n-Val. W.S. Elev (ft) 287 . 44 Reach Len. (ft) Crit W.S. (ft) Flow Area (sq ft) E.G. Slope (ft/ft) 0.000143 Area (sq ft) Q Total \cfs) 292 . 00 Flow \cfs) Top Width (ft) 111. 64 Top Width (ft) Vel Total (ft/s) 0. 19 Avg. Vel. (ft/s) Max Chl Dpth (ft) 6.44 Hydr. Depth (ft) Conv. Total (cfs) 24415 .7 Conv. (cfs) Length Wtd . (ft) 28 4. 00 Wetted Per. (ft) Min Ch El (ft) 281. 00 Shear (lb/sq ft) Alpha 1. 21 Stream Power (lb/ft s) Frctn Loss (ft) 0 .13 CUm Volume (acre-ft) C & E Loss (ft) 0 . 00 CUm SA (acres) Elev Sta Elev 284 1245 281 Coe ff Contr. Expan . .1 . 3 Left OB Channel Right OB 0.100 0. 050 284. 00 284 .00 284. 00 54. 65 316.21 54.65 316.21 12.42 279. 58 37.62 BO. 01 0. 23 O.BS 1. 45 3.95 103B.5 23377. 2 37.80 BO. 5~ 0 .0 1 0 . 04 o. 00 0.03 1. 64 1.25 0. 03 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 .7 or greater than 1 .4. This may indicate the need for additional cross sections. CROSS SECTION REACH: MAIN CHANNE L INPUT Description : RIVER: S.F. LICK CREEK RS: 6042 Station Elevation Data num• 12 Sta Elev Sta Elev Sta Elev B64 290 990 28B 1105 287 .1 1410 2B2 1413 281 1420 282 14BO 288 1533 290 Manning's n Values Sta Elev 1210 2B6 1435 2B4 Sta 1230 1441 Elev 2B4 2B6 ExhibitE-2 HEC-RAS Analysis (Proposed Conditions) 6 of26 Sta n Val Sta n Val Sta n Val B64 .OB 1410 .OS 1441 .OB Bank Sta: Left Right Length•: Left Channe l Right 1410 1441 120 l?B l?S CROSS SECTION OUTPU T Profile #100 Yr E.G. Elev (ft) 2B7 . 32 Element Vel Head (ft) 0 . 03 Wt. n-Val. W.S. Elev (ft) 287 . 29 Reach Len . (ft) Crit W.S . (ft) Flow Area (•q ft) E .G. Slope (ft/ft) 0. 000732 Area (sq ft) Q Total (cfs) 1176. 00 Flow (cfa) Top Width (ft) 3BS. 4 B Top Width (ft) Vel Total (ft/•) 1.12 Avg. Ve l. (ft/s) Max Chl Dpth (ft) 6.29 Hydr. Depth (ft) Conv. Total (cfs) 434S3 .0 Conv. (cfs) Length Wtd. (ft) 134. 27 Wetted Per. (ft) Min Ch El (ft) 2Bl. 00 Shear (lb/sq ft) Alpha l. 46 Stream Power (lb/ft s) Fr ctn Loss (ft) 0 .12 Cum Volume (acre-ft) C & E Loss (ft) o. 00 Cum SA (acres) CROSS SECTION RIVER: S.F. LICK CREEK REACH: HAIN CHANNEL RS: SB6S INPUT Desc r iption: Station Elevation Data nwn= Sta Elev Sta Elev Sta Elev Sta 872 290 98S 2BB 1075 287 .2 1250 140S 282.1 1410 282 1415 281 1520 Manning 's n Values num= Sta n Val Sta n Val Sta n Val B72 .08 1470 .OS 1520 .08 Bank Sta: Left Right Lengths: Left Channel Right 1470 1520 90 203 175 CROSS SECTION OU TPUT Profile #100 Yr E.G. Elev (ft) 287.19 Element Ve l Head (ft) 0.03 Wt . n-Val. w.s. Elev (ft) 2B7 .16 Reach Len. (ft) Crit W.S . (ft) Flow Area (sq ft) E.G . Slope (ft/ft) 0.001188 Area (•q ft) Q Total (cfs) 1176.00 Flow (cfs) Top Width (ft) 425. 20 Top Width (ft) Vel Total (ft/s) l.22 Avg. Vel. (ft/s) Max Chl Dpth (ft) 6.16 Hydr. Depth (ft) Conv. Total (cfs) 34125 .7 Conv . (cfs) Length Wtd . (ft) 136. 97 Wetted Per . (ft) Min Ch El (ft) 281.00 Shear (lb/sq ft) Alpha l.43 Stream Power (lb/ft s) Frctn L05S (ft) 0 .16 Cum Volume (acre-ft) C & E Loss (ft) 0. 00 Cum SA (acres) CROSS SECTION RIVER: S. F. LICK CREEK REACH: HAIN CHANNE L RS: 5662 INPUT Description: Station Elevation Data num-11 Sta Elev Sta Elev Sta Elev Sta B97 290 lOSS 288 1210 286 1270 1315 282 1330 281 1335 282 1410 1S40 290 Manning 's n Values num- Sta n Val Sta n Val Sta n Val 897 .08 131S .OS 13 35 .08 Bank Sta: Left Right Lengths : Left Channel Right 1315 1335 13S 171 13S CROSS SECTION OUTPUT Profile #100 Yr E .G. Elev (ft) 287. 03 Element Ve l Head (ft) 0. 06 Wt. n-Val. w.s. Elev (ft) 286.96 Reach Len. (ft) Crit W.S. (ft) Flow Area (sq ft) E.G. Slope (ft/ft) 0. 0012 16 Area (sq ft) Q Total (cfa) 1176 .00 Flow (cfs) Top Width (ft) 32 1. 28 Top Width (ft) Vel Total (ft/•) l.H Avg. Vel. (ft/s) Max Chl Dpth (ft) s. 96 Hydr. Depth (ft) Conv. Total (cfs) 33730 . 6 Conv. (c f s) Length Wtd. (ft) 146 .70 Wetted Per. (ft) Min Ch El (ft) 281.00 Shear (lb/sq ft) Coe ff Cont r. .1 Le ft OB 0 . OBO 120. 00 898 .12 B9B.12 BBL OS 329 . 32 0.98 2 . 73 32SS 4.6 329. 44 0.12 0 .12 24. 86 14.27 Elev Sta 2B6 13SO 290 Coe ff Contr. .1 Left OB 0 .080 90. 00 836.92 836. 92 B92 .11 389. 39 l.07 2.15 2SBB7. s 3B9 .H 0.16 0.17 22 .47 13.2B Elev Sta 284 1288 2B4 1430 Coef f Con tr . .1 Left OB 0.080 13S .OO 3S9. 33 3S9 . 33 369. OS 179. 7S 1.03 2 .00 10585 .2 179. 90 0 . lS Expan . . 3 Channel 0 . oso 178. 00 136.00 136.00 2BB.B6 31. 00 2.12 4. 39 1 0673 . 5 31. 69 0.20 0. 42 29.57 5 .28 Elev 2B4 Ex.pan. .3 Channel 0 . 050 203 .00 123. 22 123 . 22 283 . 89 35.Bl 2. 30 3.H 8238.2 36.S2 0. 2S 0. SB 29. 04 S . lS Elev 282 286 Expan. . 3 Channel 0 . oso 177. 00 109 . 29 109.29 349 . 77 20. 00 3.20 5. 46 10032. 3 20.13 0.41 Righ t OB 0. OBO l?S.00 16.Z:l 16.23 6 . 09 2S.16 0 . 37 o. 6S 224. 9 2S.19 0 .03 0.01 30. 64 13. 87 Right. OB 175.00 30.61 13. B2 Right OB 0 .080 1 3S .OO 349.12 34 9 . 42 457 .18 121. 52 1. 31 2.BB 13113.l 121. 67 0. 22 ExhibitE-2 HEC-RAS Analysis (Proposed Conditions) 7 of 26 Alpha 1. 96 Stream P~er (lb/ft •) 0.16 1.32 0. 29 Frctn Loss (ft) 0.15 Cum Volume (acre-ft) 21. 24 28 . 50 29 .91 C ' E L055 (ft) 0 .01 Cum SA (acre.5) 12.69 5.02 13 .57 CROSS SECTION RIVER: S .F. LICK CREEK REACH: MAIN CllNINEL RS : 5485 INPUT Description: Station Elevation Data Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 911 290 1075 288 1216 286 1235 279.9 1245 282 1415 284 1 520 288 1636 290 Manning 1 s n Values nwn= Sta n Val Sta n Val Sta n Val 911 .08 1216 .05 1245 .08 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 1216 1245 200 298 200 . l .3 CROSS SECTION OUTPUT Profile #100 Yr E.G. Elev (ft) 286 .87 Element Left OB Channel Right OB Vel Head (ft) o. 04 Wt. n-Val. 0. 080 0.050 o. 080 w.s. Elev (ft) 286.84 Reach Len. (ft) 200 . 00 298. 00 200.00 Crit W.S . (ft) Flow Area (sq ft) 24. 69 132. 72 757 . 92 E .G. Slope (ft/ft ) 0.000832 Area (sq ft) 24 -69 132. 72 757.92 Q Total (cfs) 1176 . 00 Flow (cfs) 7.40 305. 42 863 .18 Top Width (ft) 332. 48 Top Width (ft) 59. 01 29.00 244. 47 Vel Total (ft/s) 1.28 Avg. Vel. (ft/s) 0.30 2.30 1.14 Max Chl Dpth {ft) 6. 94 Hydr. Depth {ft) 0.42 L5B 3.10 Conv. Total (cfs) 40771.6 Conv. (cfs) 256.6 105BB.9 29926 . l Length Wtd. (ft) 260 .2B Wetted Per. (ft) 59.01 30.17 244.54 Min Ch El (ft) 279. 90 Shear (lb/sq ft) 0.02 0. 23 O.lG Alpha 1.41 Stream Power (lb/ft s) 0. 01 0. 53 0.18 Frctn Loss (ft) o .12 CWn Volwne (acre-ft) 20. 64 28. 01 28.19 C & E Loss (ft) 0.00 Cum SA (acres) 12.32 4. 92 13 .01 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4 . This may indicate the need for additional cross sections. CROSS SECTION REACH: MAIN CHANNEL RIVER: S . F. LICK CREEK RS : 51B7 INPUT Description: Station Elevation Data nwn-11 Sta Elev Sta Elev Sta Elev Sta 890 290 1090 288 1265 286 1315 1418 280 1430 279 143B 280 1462 1B20 290 Manning's n Values num""' Sta n Val Sta n Val Sta n Val B90 .08 1315 . 04 1462 .OB Bank Sta: Left Right Lengths : Left Channel Right 1315 1462 121 121 121 CROSS SECTION OUTPUT Profile #100 Yr E.G. Elev (ft) 2B6. 75 Element Vel Head (ft) 0.04 Wt. n-Val. w.s. Elev (ft) 2B6. 71 Reach Len. (ft) Crit W.S. (ft) Flow Area (sq ftl E.G. Slope (ft/ft) 0. 0002B4 Area (sq ftl Q Total (cfs) 1176.00 Flow (cfs) Top Width (ft) 293.96 Top Width (ft) Vel Total (ft/s) 1. 49 Avg. Vel. (ft/s) Max Chl Dpth (ft) 7 . 71 Hydr. Depth (ft) Conv . Total (Cf5) 69750.3 Conv . (cfs) Length Wtd . (ft) 121. 00 Wetted Per . (ft) Min Ch El (ft) 279. 00 Shear (lb/sq ft) Alpha 1.27 Stream Power (lb/ft •) Frctn Loss (ft) 0.03 Cum Volume (acre-ft) C ' E Loss (ft) o. 00 Cum SA (acres) CROSS SECTION REACH: MAIN CllNINE L RIVER: S.F. LICK CREEK RS: 4B75 INPUT Description: 65' Up Stream of Alex. A.ve. Box Culvert Station Elevation Data nwn-11 Sta Elev Sta Elev Sta Elev Sta 352 290 552 2BB 761 2B6 811 965 2B5 9BO 2 78 1005 27B 104 2 1435 290 Manning's n Values num~ Elev Sta 2B4 1392 2B6 1560 Coe ff Contr . .1 Left OB 0 . 080 121.00 l 07 -59 107 -59 32. 77 112 .16 0.30 0.96 194 3 -4 112.20 0. 02 0.01 20. 34 11.93. Elev Sta 2B5 919 2B7 1185 Elev 282 2BB Expan. .3 Channel 0. 040 121. 00 667 . 42 667. 4 2 1141. 29 14 7 -00 1. 71 4.54 67691. B 147 -95 0. 08 0.14 25.27 4. 32 Elev 283 2BB Right OB 0. 080 121. 0 0 12.36 12 .36 1. 94 34. Bl 0.16 0.36 115 .1 34. 81 o. 01 0.00 26 . 42 12.37 ExhibitE-2 HEC-RAS Analysis (Proposed Conditions) 8 of26 ( Sta n Val Sta n Val Sta n Val 352 .08 965 .03 1 0 42 .08 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr . Expan. 965 1042 41 41 41 . l .3 CROSS SECTION OUTPUT Profile #100 Yr E.G. Elev (ft) 286. 72 Element Left OB Channel Right OB Vel Head (ft) 0.06 Wt. n-Val. 0. 080 0. 030 w.s. Elev (ft) 286.66 Reach Len . (ft) 41. 00 41.00 41.00 Crit W.S . (ft) Flow Area (•q ft) 490.52 448. 09 E.G. Slope (ft/ft) o. 000 194 Area (sq ft) 490.52 418. 09 Q Total (cfs) 1176 .00 Flow (cfs) 187.28 988. 72 Top Width (ft) 348 . 62 Top Width (ft) 273 . 02 75.60 Vel Total (ft/s) 1.25 Avg. Vel. (ft /s) 0 .38 2.21 Max Chl Dpth (ft) 8.66 Hydr. Depth (ft) l. 80 5.93 Conv. Total (cfs) 84534. 2 Conv. (cfs) 13462.5 71071.7 Length Wtd. (ft) 41. 00 Wetted Per. (ft) 273 .09 78. 20 Min Ch El (ft) 278. 00 Shear (lb/sq ft) 0.02 0. 07 Alpha 2.62 Stream Power (lb/ft s) 0 . 01 0 .15 Frctn Loss (ft) 0.00 Cum Volume (acre-ft} 19 .51 23. 72 26.41 C & E Loss (ft) 0.01 CUm SA (acres) 11. 39 4.01 12. 32 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is le ss than 0 .7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION REACH: MAIN CHANNE L INPUT RIVER: S .F . LICK CREEK RS: 4834 Description: 25 ' Up Stream from Face of Alex . Ave Box culvert Station Elevation Data num-14 Sta Elev Sta Elev Sta Elev Sta 346 290 416 288 616 287 719 917 283 961 285 980.16 278 . 72 980.66 101i. 77 278. 72 1047 287 1077 288 1257 Manning's n Value.s num= Sta n Val Sta n Val Sta n Val 34 6 .08 980 .16 . 014 1011. 77 .08 Bank Sta : Left Right Length.: Left Channel Right 980 .16 1011.17 2 4 24 24 Ineffective Flow num- Sta L Sta R Elev Sta L Sta R Elev 346 980.16 206 1011. 77 1257 286 CROSS SECTION OUTPUT Profile #100 Yr E.G. Elev (ft) 206. 11 Element Vel Head (ft) o.n Wt. n-Val . w.s. Elev (ft) 286 .54 Reach Len . (ft) Crit W.S. (ft) 281. 23 Flow Area (sq ft) E .G . Slope (ft/ft) 0. 000065 Area (sq ft) Q Total (cfs) 1176 .00 Flow (cfs) Top Width (ft) 382 .17 Top Width (ft) Vel Total (ft/s) 1.16 Avg . Vel. (ft/s) Max Chl Dpth (ft) 8.82 Hydr. Depth (ft) Conv . Total (cfs) 146033. 4 Conv. (cfs) Length Wtd. (ft) 2 4.00 Wetted Per. (ft) Min Ch El (ft) 277.72 Shear (lb/sq ft) Elev Sta 286 796 277.72 1011.27 289 Coeff Con tr . .3 Left OB 0. 080 24. 00 605 . 38 605.38 138.99 317.27 0 . 23 l. 91 17259.1 318. 35 0. 01 Alpha 7.9 1 Stream Power (lb/ft s) 0 . 00 Frctn L oss (ft) 0. 00 Cum Volume (acre-ft) 18.99 C & E Loss (ft) 0.10 Cum SA (acres) 11.12 Elev 285 277.72 Expan . .5 Channel 0 . 014 2 4. 00 278.45 278 . 45 989.50 3 1. 61 3.55 8 .81 122874 .0 32.85 0 .03 0.12 23.38 3.96 Right OB 0.080 24. 00 130 .26 130 . 26 47.52 33.29 0 .36 3.91 5900 . 4 34. 20 0.02 0 . 01 26.35 12. 30 Warning: The conveyance ratio (upstream conveyance divided by dO\-mstream conveyance) is less than 0.7 or greater than 1 .4. This may indicate the need for additional cross sections. CROSS SECTION REACH: MAIN CHANNEL RIVER: S.F. LICK CREEK RS: 4812 INPUT Description: Up Stream from Face of Alex. Station Elevation Data num-10 Sta Elev Sta Elev Sta 350 290 4 25 288 625 980 . 66 277.68 1003. 25 277.68 1003.75 Manning's n Values nwn- Sta n Val Sta n Va l Sta 350 . 08 980 .16 . 014 1003. 75 A.ve Box Elev 286 . 5 285 n Val .08 Bank Sta : Left Right Length•: Left Channel 980 .16 1003. 75 64 64 Ineffective Fl°"" Sta L Sta R 350 980 .16 CROSS SECTION OUTPU T num= Elev Sta L Sta R 286 1003 .75 1072 Profile 1100 Yr Elev 286 Culvert Sta 684 1035 Right 64 Elev Sta 286 980 .16 287 1072 Coe ff Contr. .3 Elev 285 288 Expan . .5 ExhibitE-2 HEC-RAS Analysis (Proposed Conditions) 9 of26 E.G . Elev (ft) 286 .6 1 Element Ve l Head (ft) 0 .50 Wt. n-Val. W.S . Elev (ft) 286 .10 Reach Len. (ft) Crit W.S . (ft) 282.03 Flow Area (sq ft) E.G. Slope (ft/ft) 0. 000329 Area (sq ft) Q Total (cfs) 1176 .00 Flow (cfs) Top Width (ft) 348.97 Top Width (ft) Ve l Total (ft/s) 3 .07 Avg. Vel. (ft/s) Max Chl Dpth (ft) 8. 42 Hydr. Depth (ft) Conv. Total (cfs) 64816.6 Conv. (cfs) Length Wtd. (ft) 64.00 Wetted Per. (ft) Min Ch El (ft) 277 .68 Shear (lb/sq ft) Alpha 3 . 45 Stream Power (lb/ft Frctn Loss (ft) CUm Volume (acre-ft) C & E Loss (ft) Cum SA (acres) CULVERT RIVER: S.F . LICK CREEK REACH: MAIN CHANNE L RS: INPUT Description: Prop Al ex . Ave . Distance from Upstream XS = Deck/Roadway Width Weir Coefficient Bridge Deck/Roadway Skew 4780 Culve r t 1 50 2.6 Upstream Deck/Roadway Coordinates num= 7 (3-6x6) Left OB 0.080 64. 00 178 . 82 178. 82 41. 93 308 .17 0 . 23 0 . 58 2310 . 8 308.17 0.01 s) 0.00 18. 77 10 . 94 Sta Hi Cord 391 287.08 988 .5 285 .95 1491.12 288.88 Lo Cord 287 .08 283.72 288 .88 Sta Hi Cord Lo Cord 591 285 .88 285.88 991.12 285.88 283.72 Sta Hi Cord Lo Cord 791.12 287.08 287 .08 1003 285.95 283.72 Upstream Bridge Cro~3 Section Data Station Elevation Data num-10 Sta Elev Sta Elev Sta 350 290 425 28 8 625 980. 66 2 77 .68 1003.25 277. 68 1003 .75 Manning 's n Values num= Sta n Val Sta n Val Sta 350 .OB 980.16 . 0 14 1003 .75 Bank Sta: Left Right Coe ff Contr. 980 .16 1003 .15 .3 Ineffective Flow num= Sta L Sta R Elev Sta L Sta R 350 980.16 286 1003.75 1 072 Downstream Deck/Roadway Coordinates num= 7 Sta Hi Cord Lo Cord Sta Hi Cord 391 287.08 287.08 591 285. 88 988 . 5 285.95 283 . 72 991.12 285. 88 1491.12 288 . 88 288.88 Downstream Bridge Stat i on Elevation Cross Section Data Data num= Sta Elev Sta Elev 621 28 7 718 286 1003.1 277.5 1003.6 285 Manning 's n Values Sta n Val Sta num= n Val . 014 621 .08 980.16 Sta 805 1035 Sta 1003.6 Bank Sta: Left Right Coe ff Contr. 980 .16 1003.6 .3 Ineffective Flow num= 2 Sta L Sta R Elev Sta L Sta R 621 980.16 285 1003 .6 1072 Elev 28 6.5 285 n Val .08 Expan. .5 Elev 286 Lo Co rd 285.88 283. 72 Elev 285 287 n Val .08 Expan. .5 Elev 285 Sta 684 1035 Sta 791.12 1003 Sta 980.16 1072 Elev 286 287 Hi Cord 287.08 285. 95 Elev 285 288 Sta 980.16 1072 Lo Co r d 287. 08 283 . 72 Sta 980 .66 Channel 0. 014 64. 00 195.01 195.01 1131. 93 23 .59 5 .80 8. 27 62387. 7 37.26 0 .11 0.62 23.25 3. 94 Elev 285 288 Elev 277.5 Upstream Embankment side slope Downstream Embankment side slope Maximum allowable submergence for weir Elevation at which weir flow begins Energy head used in spillway design Spillway height used in design horiz. to 1.0 vertical 4 horiz. to 1 .0 vertica l flow -.95 Weir crest shape Nwnber of Culverts CUlvert Name Shape Rise Span Alex . Ave . Box 6 6 FHWA Chart # 8 -flared wingwalls FHWA Scale # 3 -Wingwall flared 0 deg. Solut i on Criteria -Highest U.S. EG CUlvert Upstrm Dist Length n Value .5 64 .014 Number of Barrels = Upstream Elev ation 277.72 Centerline Stations Sta . Sta. Sta. 285. 88 Broad Crested (sides extended straight) Entrance Loss Coef • 4 Exit Loss Coef l Right QB 0 . 080 64. 00 9 . 48 9 . 48 2.14 17 .21 0. 23 0. 55 118 .2 17 .25 0. 01 0. 00 26.31 12. 29 ExhibitE-2 HEC-RAS Analysis (Proposed Conditions) 10 of26 9B3.66 991.93 1000 Downstream Elevation = 277. 54 Centerline Stations Sta . Sta. Sta. 9B3.66 991.B3 1000 CULVERT OUTPUT Profile HOO Yr Culvert ID : Alex. Ave. Culv Q (cfs) 1051.8 1 # Barrels 3 Q Barrel (cfa l 350 . 61 E.G . us. \ft) 286. 61 W.S. us. (ft) 286.10 Delta EG (ft) 2 .41 Delta WS (ft) 3. 48 E .G . IC (ft) 286 .61 E.G. oc (ft) 2B5 . 61 Culvert Control Inlet Culv WS In (ft) 2B3 .19 Culv WS Out (ft) 2B2. 62 Cul v Nm.l Depth (ft) 6 .00 Culv Crt Depth (ft) 1.73 Culv Ful Lngh (ft) Culv Vel In (ft/s) 10.68 Culv Vel Out (ft/s) 11. 51 Culv Inv El Up \ft) 211 .12 Culv Inv El Dn (ft) 211 . 51 Culv Frctn Ls (ft) 0. 29 Culv Ext Lss (ft) 0 .18 CUlv Ent Lss (ft) 1. 61 0 Weir (cf•) 1 2 4 .16 We i r Sta Lft (ft) 610. ll Wei r Sta Rgt (ft) l02B.9 3 We i r Submerg 0. 00 Weir Max Depth (ft) 0. 73 Weir Avg Depth (ft) 0 .31 Wr Flw Area (sq ft) 79.30 Min Top Rd (ft) 2B5. BB Note: The norma l depth exceeds t he height of the culve rt . The program asswnes that the normal depth is equal to the height of the culvert. CROSS SECTION REACH: MAIN CHANNEL RIVER: S.F . LICK CREEK RS: 471B INPUT Description: DC>Wn Stream Face of Alex . Ave Box Culvert Station Elevation Dat a num-9 Sta Elev Sta Elev Sta Elev Sta 621 281 71B 2B6 B05 2B 5 9B0.16 1003 . l 277 .5 1003 .6 2 B5 1035 2B7 1012 Manning 's n Values num= Sta n Val Sta n Val Sta n Val 621 .OB 9B0 .16 . 0 11 1003.6 .OB Bank Sta : Left Right Lengths: Left Channel Right 980 .16 1003. 6 23 23 23 Inef f ective Fl°'"1 num- Sta L Sta R Elev Sta L Sta R Elev 621 9B0.16 2B5 1003. 6 1072 2B5 CROSS SECTION OUTPU T Pr ofile #100 Yr E .G . Elev (ft) 2B I. 20 Element Ve l Head (ft) 1. 5B Wt. n-Val. w.s. Elev (ft) 2B2 . 62 Reach Len . (ft) Crit W.S. (ft) 2Bl . BB Flow Area (sq ft) E .G. Slope (ft/ft) 0. 001659 Area (sq ft) Q Total (c fs) 1176 .0 0 Flow (cfs) Top Width (ft) 23 .12 Top Width (ft) Vel Total (ft/s) 1 0. 09 Avg. Vel. (ft/s) Max Chl Opth (ft) 5.12 Hydr . Depth (ft) Conv. Total (cfs) 2B876.8 Conv. (cfs) Length Wtd. (ft) 2 3 . 00 Wetted Per . (ft) Min Ch El (ft) 277 .50 Shear (lb/sq ft) Alpha 1. 00 Stream Power (lb/ft 5) Frctn Lo s3 (ft) 0. 04 Cum Volume (acre-ft) C & E L0.5.5 (ft) 0. 42 Cum SA (acres) Elev Sta 2B5 9B0 .66 2BB Coe ff Contr . .3 Left OB 23.00 lB.64 1 0 . 72 Elev 217.5 Expan . .5 Channel 0. 011 23.00 116. 5B 116.5B 1176.00 23 .12 10.09 5.04 28876.8 32.70 0 . 37 3 . 72 23 .02 3.91 Right OB 23.00 26 .30 12.27 Warning: The velocity head has changed by more than 0 .5 ft (0.15 m). This may indicate the need for additional cross secti ons. CROSS SECTION REACH : MAIN CHANNEL RIVER : S.F. LICK CREEK RS : 4725 INPUT Description: 25 ' Down Stream of Alex. Ave . Station Elev atio n Data Sta Elev Sta 62 1 2B5 770 9B0.66 277 .5 1011. 3 Manning's n Values Sta n Val Sta 621 .OB 9BO.l6 num2 Elev 2B 5 277 .5 num- n Val .025 10 Sta 933 1011.B Sta 1011. 3 Elev 2B2 27B. 5 n Val .OB Bank Sta : Left Right Lengths : Left Channel 9B0.16 1 01 1. 3 13 13 Ineffective Flow-num- Sta L Sta R El ev Sta L Sta R Elev 62 1 9B0.16 2B5 1 011. 3 10B6 2B5 CROSS SECTION OUTPUT Pro file #100 Yr Sta Elev 977 2B l 104 0 2B4 Right Coe ff 13 Sta 9B0 .16 10B6 Contr . .3 Elev 27B.5 2B 7 Expan. .5 ExhibitE-2 HEC-RAS Anal ysis (Proposed Conditions) 11 of26 ( E.G . Elev (ft) 283. 74 Element Vel Head (ft) o. 73 Wt. n-Val. W.S . Elev (ft) 283 .00 Reach Len. (ft) Crit W.S. (ft) 281 . 03 Flow Area (sq ft) E .G. Slope (ft/ft) 0. 001415 Area (sq ft) Q Total (cfs) 1176.00 Flow (cfs) Top Width (ft) 156 .44 Top Width (ft) Vel Total (ft/s) 6.87 Avg. Vel. (ft/s) Max Chl Dpth (ft) 5.50 Hydr. Depth (ft) Conv . Total (cfs) 31266.5 Conv . (cf•) Length Wtd. (ft) 43 .00 Wetted Pee. (ft) Min Ch El (ft) 277. 50 Shear (lb/sq ft) Alpha 1.00 Stream Power (lb/ft s) Fr ctn Loss (ft) 0.06 Cum Volume (acre-ft) C & E Loss (ft) 0. 23 Cum SA (acres) CROSS SECTION RIVER: S . F. LICK CREEK REACH: MAIN CHANNEL RS: 4682 INPUT Description: Station Elevation Data num-10 Sta Elev Sta Elev Sta Elev Sta 900 286 980 281 1100 283.5 1230 1335 277 1340 277 1 345 280 1356 Manning's n Va lues num- Sta n Val Sta n Val Sta n Val 900 .08 1308 . 03 1356 .08 Bank Sta: Left Right Lengths: Left Channel Right 1308 1356 20 20 20 CROSS SECTION OUTPUT Profile UOO Yr E .G. Elev (ft) 283. 4 5 Element Ve l Head (ft) 0 .28 Wt . n-Val. W.S. Elev (ft ) 283 .17 Reach Len. (ft) Crit W.S. (ft) Flow Area (sq ft) E.G . Slope (ft/ft) 0 . 001423 Area (sq ft) Q Total (cfs) 1290. 00 Flow (cfs) Top Width (ft) 384.97 Top Width (ft) Vel Total (ft /s) 2.17 Avg. Vel. (ft/s) Max Chl Dpth (ft) 6.17 Hydr. Depth (ft) Conv. Total (cfs) 34201. 9 Conv. (cfs) ( Length Wtd. (ft) 20.00 Wetted Per. (ft) Min Ch El (ft) 277 . 00 Shear (lb/sq ft) Alpha 3.80 Stream Power (lb/ft s) Frctn Loss (ft) 0. 04 Cum Volume (acre-ft) C & E Loss (ft) 0.01 Cum SA (acres) Warning; Divided flow computed for this cross-section . CROSS SECTIOll RIVER: S.F. LICK CREEK REACH: MAIN CHANNEL RS: 4 662 INPUT Description: Station Elevation Data num= Sta Elev Sta Elev Sta Elev Sta 900 286 980 281 11 00 283 . 5 1230 1335 278 1345 280 1 356 282 1420 Manning 's n Values num- Sta n Val Sta n \l'al Sta n \l'al 900 .08 1308 . 03 1356 .08 Bank Sta: Left Right Lengths: Left Cha nnel Right 1308 1 356 189 189 189 CROSS SECTION OUTPUT Profile #100 Yr E.G . Elev (ft) 283. 41 Element Vel Head (ft) 0.35 Wt. n-Val. W.S. Elev (ft) 283. 05 Reach Len. (ft) Crit W.S. (ft) Flow Area (sq ft) E.G. Slope (ft/ft) 0. 002275 Area (sq ft) Q Total (cfs) 1290 .00 Flow (cfs) Top Width (ft) 365. 74 Top Width (ft) Vel Total (ft/s) 2 . 46 Avg. Vel. (ft/s) Max Chl Dpth (ft) 5. 05 Hydr . Depth (ft) Conv . Total (cfs) 27047 . 8 Conv. (cfs) Length Wtd. (ft) 189 . 00 Wetted Per. (ft) Min Ch El (ft) 278 . 00 Shear (lb/sq ft) Alpha 3. 75 Stream Power (lb/ft s) Frctn Loss (ft) 0. 45 Cum Volume (acre-ft) C & E Loss (ft) 0. 04 Cum SA (acres) Warning : Divided flow computed for this cross-section. Left OB 43. 00 103.83 101. 71 18.62 10 .69 Elev Sta 282 1308 282 1420 Coe ff Contr. .1 Left OB 0 . 080 20 . 00 379.20 379 . 20 299 . 53 318. 25 0. 79 1.1 9 7 941. 5 3 18.37 0.11 0. 08 18 .38 10 . 4 8 Elev Sta 282 1308 286 Coe ff Contr. .1 Left 08 0. 080 189.00 313.rn 343 .48 333. 73 300. 86 0.97 l.H 6997.5 300.9 8 0 .16 0.16 18.21 10 . 3 4 Channel o. 02 5 0.00 171.14 171. 14 1176.00 31.H 6. 87 5.50 31266.5 31. 76 o. 48 3.27 22. 9 4 3.89 Elev 280 286 Expan. .3 Channel 0 .030 20. 00 204 .15 20 4 . 15 985 .11 48 . 00 4. 83 4. 25 26118.4 49.18 0 .37 1. 78 22. 76 3.85 Elev 280 Expan. .3 Channel 0.030 189.00 172.61 172. 61 951.13 4 8 . 00 5. 51 3.60 19942.6 4 8 . 45 0. 51 2. 79 22 .67 3. 83 Ri ght OB 0.00 54. 51 23.59 26 . 29 12 . 27 Right OB 0. 080 20. 00 10 . 95 10.95 5.36 18 .72 0 . 49 0.58 142 . 0 18. 75 0 . 05 0. 03 26. 25 12. 25 Right OB 0. 080 189.00 8. 89 8.89 5.14 16. 87 0. 58 0 . 53 1 07. 7 16.90 0 . 07 0. 0 4 26.25 12. 24 ExhibitE-2 HEC-RAS Analysis (Proposed Conditions) 12 of26 CROSS SECTION RIVER: S.F . LICK CREEK REACH: MAIN CHANNEL RS : H73 INPUT Description: Station Elevation Data num-11 Sta Elev Sta Elev Sta Elev Sta Elev ·Sta Elev 1030 286 1095 28 4 1150 282 1180 282 1225 282 . 5 13llt 282 1360 280 1374 277 1380 278 1408 278 1420 278 1430 284 1438 285 1510 286 Manning's n Value!! num= Sta n Val Sta n Val Sta n Val 1030 .08 1360 .05 1130 .08 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 1360 1430 157 157 157 .1 .3 CROSS SECTION OUTPUT Profile #100 Yr E.G. Elev (ft) 282 . 91 Element Left OB Channel Right OB Vel Head (ft) 0. 21 Wt. n-Val. 0 . 080 0. 050 W.S . Elev (ft) 282. 70 Reach Len. (ft) 157.00 157 . 00 157.00 Crit W.S . (ft) Flow Area (•q ft) 171. 07 296 .36 E.G . Slope (ft/ft) 0. 002507 Area (sq ft) 171. 07 296.36 Q Total (cfs) 1290.00 Flow (cfs) 130 .87 1159.13 Top Width (ft) 297 . 06 Top Width (ft) 229. 23 67 . 83 Vel Total (ft/s) 2. 76 Avg. VeL (ft/s) 0. 76 3. 91 Max Chl Dpth (ft) 5. 70 Hydr. Depth (ft) 0. 75 4.37 Conv. Total (cfs) 25766. 0 Conv. (cfs) 2613.9 23152.1 Length Wtd. (ft) 157. 00 Wetted Per. (ft) 229. 29 69. 53 Min Ch El I ft) 277 . 00 Shear (lb/sq ft) 0.12 0.67 Alpha 1. 61 Stream PCl'rler llb/ft s) 0.09 2.61 Frctn Loss (ft) 0.16 Cum Volume (acre-ft) 17 .10 21. 66 26.23 C & E Loss (ft) 0. 05 Cum SA (acres) 9 .19 3.58 12. 20 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1 .4. This may indicate the need for additional cross sections. CROSS SECTION REACH : MAIN CHANNEL RIVER: S .F. LICK CREEK RS : 4316 INPUT Description: Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta 1030 286 1090 281 1185 282 1195 1267 277 1280 278 1330 278 1340 1362 282 1480 284 1623 286 Manning 's n Values num- Sta n Val, Sta n Val Sta n Val 1030 .08 1195 .05 1340 .08 Bank Sta: Left Right Lengths: Left Channel Right 1195 1340 91 91 9 1 CROSS SECTION OUTPU T Profile #100 Yr E.G. Elev (ft) 282 . 71 Element Vel Head (ft) 0.05 Wt. n-VaL w.s . Elev (ft) 282. 65 Reach Len. (ft) Crit W.S. (ft) Flow Area (sq ft) E .G. Slope (ft/ft) 0.000542 Area (sq ft) Q Total (cfsl 1290. 00 Flow (cfs) Top Width (ft) 246.53 Top Width (ft) Vel Total (ft/s) 1. 71 Avg. Vel. (ft/s) Max Chl Dpth (ft) 5 . 65 Hydr. Depth (ft) Conv. Total (cfs) 55425.2 Conv. (cfs) Length Wtd. (ft) 91. 00 Wetted Per. (ft) Min Ch El (ft) 277. 00 Shear (lb/sq ft) Alpha 1.19 Stream Power (lb/ft s) Frctn Loss (ft) 0 .06 Cum Volume (acre-ft) C & E Loss (ft) 0.00 Cum SA (acres) CROSS SECTION RIVER : S.F. LICK CREEK REACH: MAIN CHANNEL RS : 4225 INPUT Description: Station Elevation Data num-12 Sta Elev Sta Elev Sta Elev Sta 1020 2 86 1100 284 1130 282 1135 1230 278 1265 277 1310 278 1315 154 7 284 1558 286 Manning 's n Values num= Sta n Val Sta n Val Sta n Val 1020 .08 1230 .05 1310 .08 Bank Sta: Left Right Lengths: Le ft Channel Right Elev Sta 280 1234 278 1350 Coe ff Contr. .1 Left OB 0.080 91. 00 26.65 26.65 8.62 41. 01 0.32 0 . 65 370 .2 41. 22 0.02 0 . 01 16. 74 8. 70 Elev Sta 280 1190 280 1360 Coeff Contr. Elev 278 280 Ex.pan. . 3 Channel o. 050 91. 00 658. 67 658. 67 1249.01 14 5. 00 1. 90 4.51 53664 . 0 145.10 0 .15 0.29 19.93 3.20 Elev 279. 8 282 Expan. Right OB 0 . 080 91. 00 68.94 68. 94 32 . 37 60.52 o.n 1.14 1391. 0 60. 89 0. 01 0 . 02 26 .11 12. 09 ExhibitE-2 HEC-RAS Analysis (Proposed Conditions) 13 of26 1230 1310 1 15 115 115 .1 .3 CROSS SECTION OUTPUT Profile #100 Yr E.G. Elev (ft) 2B2. 65 Element Left OB Channel Right OB Vel Head (ft) 0. 06 Wt. n-Val. O.OBO 0. 050 O. OBO w.s . Elev (ft) 2B2 . 59 Reach Len. (ft) 115.00 115. 00 11 5 .00 Crit W.S. (ft) Flow A.Iea (sq ft) 305. 71 406.90 1 05. 39 E.G. Slope (ft/ft) 0 .000693 Area (sq ft) 305 . 71 106.90 1 05 .39 Q Total (cfa) 1290.00 Flow (cfa) 296 .91 911.50 5 1. 5B Top Width (ftl 293.6 1 Top Width (ftl lOB.79 B0. 00 101 -B2 Vel Total (ft/sl 1. 5B Avg. VeL (ft/s) o . 97 2. 31 0.19 Max Chl Dpth (ft) 5 .59 Hydr. Depth (ft) 2 . Bl 5 .09 1. 01 Conv . Total (cfs) IB992 .3 Conv. (cfs) 11276.2 35756.9 1959 . 1 Length Wtd. (ft) 115 .00 Wetted Per. (ft) 109.21 BO . 03 105. 25 Min Ch El (ft) 277 . 00 Shear (lb/sq ft) 0 .12 0 .22 0. 0 4 Alpha 1. 66 Stream P°"'1er (lb/ft s) 0.12 0. 51 0 .02 Frctn Loss (ft) 0.16 Cum Volume (acr e-ft ) 16.39 1B.B2 25.92 C & E Loss (ft) 0.02 Cum SA (acre.s) B.5 5 2.96 11 . 92 Warning: The conveyance ratio {upstream conveyance divided by downstream conveyance) is less than 0 .7 or gr eater than 1 -~-This may indicate the need for additional cross sections. CROSS SECTION REACH: MAIN CHANNE L RIVER: S. F . LI CK CREEK RS : 1100 INPUT Description: Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta 1055 2B6 1 140 2BI ll 7B 2B2 1191 1228 216 .5 1210 218 1260 280 1315 1 509 2BI 151 7 2B5 1 563 2B6 Mannin g 's n Values num- Sta n Val St a n Va l Sta n Val 1 055 .OB 1191 .05 1 260 .OB Bank Sta : Left Right Lengths : Left Channel Right 1191 1260 1 35 107 lBO CROSS SECTION OUTPUT Profile uoo Yr E .G. Elev (ft) 2B2 .17 Element Vel Head (ft) 0. 30 Wt. n-VaL W.S . Elev (ft) 2B2 .17 Reach Len . (ft) Cr it W. S . (ft) Flow Area (sq ft) E .G. Slope (ft/ft) 0. 003B26 Area (sq ft) Q Total (cfs) 1290 -00 Flow (cfs) Top Width (ft) 157.Bl Top Width (ft) Vel Total (ft/s) 3. 73 Avg. VeL (ft/s) Max Chl Dpth (ft) 5. 67 Hydr. Depth (ft) Conv. Total (cfs) 20B51 . 5 Conv . (cfs) Le n gth Wtd. (ft) 119 . 70 Wetted Per . (ft) Min Ch El (ft) 276 .50 Shear (lb/sq ft) Alpha Lil Stream Power (lb/ft 5) Frctn Loss (ft) 0.31 Cum Volume (acre-ft) C ' E Loss (ft) 0 .01 Cum SA (acres) Elev Sta Elev 2BO 1210 27B 2B2 14 22 283 Coe ff Contr . Expan. .1 . 3 Left OB Channel Right OB 0 . OBO 0.050 o. OBO 135 .00 107. 00 lB0 .00 lB .90 261.10 65.51 lB. 90 261. 40 65. 51 21.11 119B. 29 70 . 27 19.11 66.00 72.67 1.1 3 l.5B 1. 07 0.99 3 .96 0.90 316 . 6 19371. 9 1 1 36 .0 19.27 66 .3B 72 . 71 0 . 23 0. 91 0. 22 0 . 27 I. 31 0 .23 15.96 17.91 25 . 70 B. 3B 2. 77 11. 69 Wa rning : The conveyan ce ratio (upst r eam conveyance divided by downstream conveyance) i s l ess than 0.7 o r greater than 1.4. This may indi cate the need for a dditional cross sections . CROSS SECTION REACH : MAIN CHANNEL RIVER : S.F . L ICK CREEK RS: 3993 INPUT Description: Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev 1 000 2Bl.3 10 1 0 2B4 1030 2BO 1 065 275 1 0 75 275 1 080 276 1 200 2B2 1265 2B3 1351 2B4 Manning 1 s n Values nwn= Sta n Val Sta n Val Sta n Val 1000 .OB 1050 .05 lOBS .OB Bank Sta: Left Right Lengths: Left Channel 1050 10B5 11 0 116 CROSS SECTION OUTPUT Profile #100 Yr E .G. Elev (ft) 282.13 Element Vel Head (ft) 0 .19 Wt . n-Val . W.S. Elev (ft) 2BL91 Reach Len. Crit W.S . (ft) Flow Area Sta 1 0 5 0 1085 Right 95 (ft) (sq ft) E.G. Slope (ft/ft) 0 . 001B61 Area (sq ft) Q Total (cfs) 1290.00 Flow (cfs) Top Width (ft) 17B. 2B Top Width (ft ) Vel Total (ft/s) 2 .16 Avg . Vel. (ft/s) Max Chl Dpth (ft) 6 . 91 Hydr. Depth (ft) Elev Sta 27B 1060 27B 1155 Coe ff Contr. .1 Left OB o. OBO 110 . 00 6B.13 6B.13 91 . 43 29.69 1. 39 2 . 30 Elev 276 2BO Expan. • 3 Channel 0 .050 116. 00 207.Bl 207.Bl B61. I 0 35.00 1.15 5.91 R).ght OB O.OBO 95 .00 217 -B5 217 -B5 33 1.17 113 . 59 1. 35 2.lB E xhibitE-2 HBC-RAS Analysis (Proposed Conditions) 14 of26 Conv. Total (cfs) 29882 .5 Conv . (cfs) Length Wtd . (ft) 111.30 Wetted Per . (ft) Min Ch El (ft) 275 .00 Shear (lb/sq ft) Alpha 1. 99 Stream P°""er (lb/ft s) Frctn Loss (ft) 0.23 Cum Volume (acre-ft) C & E Loss (ft) 0. 01 Cum SA (acres} CROSS SECTION RIVER : S.F . LICK CREEK REACH: HAIN CHANNE L RS: 3811 INPUT Description: Station Elevation Data num~ 13 Sta Elev Sta Elev Sta Elev Sta 1038 284 1105 282 1145 280 1170 1183 275 1195 275 1200 276 1210 1333 282 1380 282.5 1438 284 Manning's n Values num= Sta n Val Sta n Val Sta n Val 1 038 .08 1170 .05 1210 .08 Bank Sta : Left Right Lengths : Left Channel Right 1170 1210 170 211 130 CROSS SECTION OUTP UT Profile #100 Yr E.G . Elev (ft) 281. 89 Element Vel Head (ft) o. 24 Wt. n-Val. W.S . Elev (ft) 281. 64 Reach Len. (ft) Crit W.S. (ft) Flow Area (sq ft) E.G. Slope (ft/ft) 0 . 002359 Area (sq ft) Q Total lcfsl 1290.00 Flow (cfsl Top Width (ft) 205 .70 Top Width (ft) Vel Total (ft/s) 2. 73 Avg . Vel. (ft/s) Max Chl Dpth (ft) 6 . 64 Hydr. Depth (ft) Conv. Total (cfs) 26562 .1 Conv. (cfs) Length Wtd. (ft) 181.78 Wetted Per. (ft) Min Ch El (ft) 275.00 Shear (lb/sq ft) Alpha 2.11 Stream Power (lb/ft s) Fr ctn Loss (ft) 0.34 Cum Volume (a cre-ft) C & E Loss (ft) 0.05 Cum SA (acres) CROSS SECTION RIVER: S .F. LICK CREEK REACH : HAIN CHANNEL RS: 3666 INPUT Description: Station Elevation Data nwn-12 Sta Elev Sta Elev Sta Elev Sta 938 283.6 1000 282 .5 1080 282 1104 1115 275 1125 275 1134 276 1138 1400 280 1430 284 Manning 's n Values Il\lll\'"' Sta n Val Sta n Val Sta n Val 938 .08 11 04 .05 1138 .OB Bank Sta: Left Right Lengths : Left Channel Right 1104 1138 100 296 225 CROSS SECTION OUTPUT Profile #100 Yr E.G . Elev (ft) 281. 50 Element Vel Head (ft) 0 .09 Wt. n-Val. w.s. Elev (ft) 281. 41 Reach Len. (ft) Crit W.S. (ft) Flow Area (sq ft) E.G . Slope (ft/ft) 0.001509 Area (sq ft) Q Total (cfsl 1290.00 Flow (cfs) Top Width (ft) 323.49 Top Width (ft) Vel Total lft/s) 1. 68 Avg. Vel. (ft/s) Max Chl Dpth (ft) 6 . 41 Hydr. Depth (ft) Conv . Total (cfs) 33205.9 Conv. (cfs) Length Wtd. (ft) 237.98 Wetted Per. (ft) Min Ch El (ft) 275.00 Shear (lb/sq ft) Alpha 2 .12 Stream P~er !lb/ft s) Frctn Loss (ft) o. 33 Cum Volume (acre-ft) C & E Loss (ft) 0. 00 Cum SA (acres) CROSS SECTION REACH: HAIN CHANNE L RIVER: S .F. LICK CREEK RS: 3370 INPUT Description: Station Elevation Sta Elev 994 283 .4 1270 276 1415 284 Data Sta 1 037 1 273 num= Elev 282 275 11 Sta 1086 1279 Elev 280 275 Sta 1191 1300 2187 .5 29 .98 0 .26 0.37 15.83 8 . 30 Elev Sta 278 1180 278 1248 Coe ff Contr . .1 Left OE 0 .080 110. 00 93.08 93.08 115 .11 57.86 1. 24 1. 61 2370.1 57.98 0. 24 0.29 15.62 8.19 Elev Sta 280 1113 278 1220 Coe ff Contr. .1 Left OB Elev 278 276 0.080 100 .00 11. 92 11. 92 6.80 16.92 0. 57 0.70 115. 0 16.98 0.07 0. 04 15. 42 8 .05 Sta 1260 1335 19954. 0 35 .78 0 . 68 2.80 17 .36 2 . 64 Elev 276 280 Expan. . 3 Chdllnel o. 050 211.00 221. 73 221. 73 991.48 40.00 4.47 5. 54 20415 . 4 40 .66 0.80 3.59 16.79 2. 54 Elev 276 279.1 Expan. . 3 Channel 0 . 050 296.00 117 . 43 117. 43 597.56 34.00 3.37 5. 22 15381.7 35 .61 0. 41 1. 58 15 . 82 2.37 Elev 278 282 1741. 0 113.66 0.25 0. 34 25.05 11. 30 Right OE 0.080 130 .00 157.81 157.81 183. 41 107.83 1.16 1. 46 3116.1 107 . 90 0.22 0 . 25 2 4.61 11. 06 Right OB 0.080 225 . 00 576. 70 576. 70 685 . 64 212. 57 1.19 2 .12 11649.2 212. 68 0. 20 0 . 24 23 . 51 10. 49 ExhibitE-2 HEC-RAS Analysis (Proposed Conditions) 15 of26 Manning 's n Values Sta n Val. 994 . OB num= Sta n Val 1260 . 05 Bank Sta: Left Right Lengths: 1260 1335 Sta 1335 Left 70 n Val .OB Channel 120 Right lBO CROS S SECTION OUTPUT Profile #100 Yr E.G. Elev (ft) 2B l.17 Element Vel Read (ft) O.OB Wt. n-Val. W.S . Elev (ft) 2Bl. 09 Reach Len. (ft) Crit W.S. (ft) Flow Area (sq ft) E.G. Slope (ft/ft) 0.001290 Area (sq ft) Q Total (cf.s) 1290 .00 Flow (cfs) Top Width (ft) 270 . 37 Top Width (ft) Vel Total Cft/s) 1. 76 Avg. Vel. (ft/s) Max Chl Dpth (ft) 6. 09 Hydr. Depth (ft) Conv. Total (cfs) 35919 .2 Conv. (cfs) Length Wtd. (ft) 102.69 Wetted Per . (ft) Min Ch El (ft) 275.00 Shear (lb/sq ft) Alpha 1.62 Stream Pc.Mer (lb/ft s) Frctn Loss (ft) 0.16 CUm Volume (acre-ft) C & E Loss (ft) 0 .01 Cum SA (acres) CROSS SECTION RIVER: S.F. LICK CREEK REACH: MAIN CHANN EL RS: 3250 INPUT Description: Last Cypress Meadows Section Station Elevation Data nwn• 13 Sta Elev Sta Elev Sta Elev Sta 1016 2B3. 4 1051 2B2 10B5 2BO 1192 1227 274 1230 273 1240 273 1245 1 275 2BO 1 329 2B2 1404 2B3 Manning 's n Values nwn• Sta n Val Sta n Val Sta n Val 1016 .OB 1225 .05 1275 .OB Bank Sta: Left Right Lengtho: Left Channel Right 1225 1275 200 100 150 CROSS SECTION OUTP UT Profile #100 Yr E.G . Elev (ft) 2Bl .OO Element Vel Head (ft) 0.16 Wt. n-Val. W.S . Elev (ft) 2BO. B3 Reach Len. (ft) Crit W.S. (ft) Flow Area (sq ft) E .G. Slope (ft/ ft) 0. 001892 Area (sq ft) Q Total (cfs) 1135.00 Flow (cfs) Top Width (ft) 226 .70 Top Width (ft) Vel Total (ft/s) 2 .40 Avg. Vel. ( ft/s) Max Chl Dpth (ft) 7.B3 Hydr. Depth (ft) Conv. Total (cfs) 32992.0 Conv . (cfs) Length Wtd. (ft) 137. 85 Wetted Per. (ft) Min Ch El (ft) 273. 00 Shear (lb/sq ft) Alpha 1. B3 Stream Power (lb/ft s) Fr ctn Loss (ft) 0 . 51 Cum Volume (acre-ft) C & E Loss (ft) 0. 02 CUm SA (acres} Coe ff Contr . .1 Left OB 0.080 70. 00 H7.05 H7.05 50B. 58 200.68 1.14 2. 23 14161. 0 200. 73 O.lB 0.20 14.B9 7.BO Elev Sta 27B 1225 274 1254 Coe ff Cont r. .1 Left OB 0 . OBO 200 .00 328.68 328 .68 439 . 64 154 .lB 1. 34 2 .13 10107.8 15L2B 0 . 25 0 . 34 H.27 7. 51 Expan . .3 Channel 0.050 120 . 00 2B7 .11 2B7 .11 7Bl. 4 2 69.69 2 . 72 4.12 2175B.3 70.50 0.33 0 .89 14.25 2.01 Elev 276 276 Ex.pan. .3 Channel 0 . 050 100. 00 260. 70 260 .70 99 1.12 50. 00 3.BO 5.21 22786 .B 51. 69 - 0.60 2.26 13 .49 1. 85 Right OB lB 0 .00 22.02 9. 79 Right OB 0. OBO 150. 00 9. 39 9.39 4.23 22.52 0.15 0.42 97.3 22 . 54 0. 05 0.02 22.00 9 . 74 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance} is less than 0.7 or greater than 1.4 . This may indicate the need for additional cross sections. CROSS SECTION REACH: MAIN CHANNEL INPUT Description: RIVER: S.F . LICK CREEK RS: 3100 Station Elevation Data mun~ 13 Sta Elev Sta Elev Sta Elev 382 283 .4 419 2Bl . 03 500 27B.31 533 273. 37 535 27B . 07 560 277. B2 712 2Bl. l 7BO 2B 1. B9 B6B 2B3 Manning 's n Values num~ Sta n Val Sta n Val Sta n Val 3B2 .OB 525 .05 535 .OB Bank Sta: Left Right Lengths: Left Channel 525 535 238 210 CROSS SECTION OUTPUT Profile #100 Yr E.G. Elev (ft) 2B0.47 Element Vel Head (ft) 0.35 Wt. n-Val. w.s . Elev (ft) 2B0.13 Reach Len . Crit W.S. (ft) Flow Area Sta 525 613 Right 130 (ft) (sq ft) E.G . Slope (ft/ft) 0. 00993 1 Area (sq ft) Q Total (cf~) 1435. 00 Flow (cfs) Top Width (ft) 2H. 71 Top Width (ft) Elev Sta 276 .22 527 27B .ll 66B Coe ff Contr. .1 Left OB 0. OBO 23B .OO 120 . 77 120 .77 296 .02 79.13 Elev 273 .B 279 .1 Expan. .3 Channel 0.050 210.00 5B . 31 5B .31 Hl.50 10. 00 Right OB O.OBO 130 . 00 264.56 264.56 697. 4 B 155.61 ExhibitE-2 REC-RAS Analysis (Proposed Conditions) 16 of26 Vel Total (ft/s) 3 .23 Max Chl Dpth (ft) 6 . 76 Conv . Total (cfa) 14399.7 Length Wtd . (ft) 190.80 Min Ch El (ft) 273. 37 Alpha 2 .13 Frctn Loss (ft) 0 . 50 C & E Loss (ft) 0 . 07 Avg. Vel. (ft/s) Hydr. Depth (ft) Conv . (cfa) Wetted Per. (ft) Shear (lb/sq ft) Stream Power (lb/ft s) Cum Volume (acre-ft) Cum SA (acres) 2 . 4 5 1.53 2970.5 79. 25 0. 9 1 2.32 13 .21 6.98 7.57 5. 83 4430. 3 14 .26 2.53 19.19 1 3.13 1. 78 2. 61 1. 70 6999 . 0 155 . 64 1. 0 5 2 .78 2 1. 53 9. 44 Warning: The conveyance ratio (upstream. conveyance divided by down.stream conveyance) is less than 0 .7 o r greater than 1.4. This may indicate the need for additional cross sections . CROSS SECTION RIVER: S .F. LICK CREEK REACH: MAIN CHANNEL RS: 2980 INPUT Description: New Section Added 10-20-99 Station Elevation Data num-12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 282.8 57 280 117 279 190 277.5 22 7 277 228 215 . 91 292 213 . 61 296 213 . 64 300 215. 97 33 1 211.53 375 279 158 282. 81 Manning 's n Value.s nurn= Sta n Val Sta n Val Sta n Val 0 .08 228 .05 300 .08 Bank Sta: Left Right Length.: Left Channel Right Coe ff Contr. Expan. 228 300 150 180 250 .1 . 3 CROSS SECTION OUTPU T Profile #100 Yr E.G. Elev (ft) 219.91 Element Left OB Channel Right OB Vel Head (ft) 0.11 Wt. n-Val. 0 .080 0 . 050 0 . 08 0 w.s. Elev (ft) 279 . 80 Reach Len. (ft) 150 .00 180. 00 250. 00 Crit W.S. (ft) Flow Area (sq ft) 229.57 364.10 168. 80 E.G . Slope (ft/ft) 0 .001178 Area (sq ft) 229.57 364.10 168. 80 0 Total !ch) 1435.00 Flow (cfs) 186.11 1087.19 160. 77 Top Width (ft) 323.20 Top Width (ft) 158.83 72.00 92. 37 Vel Total (ft/s) 1. 88 Avg. Vel. (ft/s) 0.81 2.99 0. 95 Max Chl Dpth (ft) 6.16 Hydr. Depth (ft) 1. 45 5 .06 1. 83 Conv. Total (cfs) 11805.9 Conv. (cfs) 5110.3 3 1681. 8 4 683 . 8 Length Wtd. (ft) 208.08 Wetted Per. (ft) 159 .29 72.67 92.15 Min Ch El (ft) 273 . 64 Shear (lb/sq ft) 0.11 0 .3 7 0 .13 Alpha 1. 96 Stream Power (lb/ft s) 0 .09 1.10 0 .13 Fr ctn Loss (ft) 0.22 Cum Volume (acre-ft) 12.28 12 .11 20.88 C & E Loss (ft) 0. 02 Cum SA (acres) 6 . 33 1. 58 9. 07 CROSS SECTION RIVER: S.F. LICK CREEK REACH : MAIN CHANNEL RS: 2860 INPUT Description: Station Elevation Data num-10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 900 283 1115 280 .78 1221 27 9. 59 1242 271.96 1216 271.81 1251 271. 91 1258 276 . 07 1 3 16 276.05 1466 276 1666 284 Manning 's n Values num= Sta n Val Sta n Val Sta n Val 900 .08 124 2 .05 1258 .08 Bank Sta : Left Right Lengths : Left Channel Right Coef f Contr. Expan. 1242 1258 300 100 200 .1 . 3 CROSS SECTION OUTPUT Profile #100 Yr E.G. Elev (ft) 279 . 67 Element Left OB Channel Right OB Ve l Head (ft) 0. 04 Wt. n-Val. 0.080 0 . 050 0. 080 W.S. Elev (ft) 279 . 62 Reach Len. (ft) 300. 00 100. 00 200 . 00 Cr it W.S . (ft) Flow Area (sq ft) 49.35 103 . 20 910 .48 E.G. Slope (ft/ft) o. 0009 10 Area (sq ft) 19 .35 103 . 20 910.18 Q Total (cfs) 1435.00 Flow (cfs) 15 .93 298.69 1090.38 Top Width (ft) 337. 70 Top Width (ft) 23.12 16.00 298. 58 Vel Total (ft/s) 1. 35 Avg. Vel. (ft/s) 0 . 93 2.89 1.20 Max Chl Dpth (ft) 7.81 Hydr. Depth (ft) 2 .13 6.15 3. 05 Conv. Total (cfsl 46793.8 Conv . (cfs) 14 97 . 8 9739.9 35556.1 Length Wtd. (ft) 197.87 Wetted Per. (ft) 23. 62 18. 24 298 . 65 Min Ch El (ft) 271. Bl Shear (lb/sq ft) 0 .12 0. 33 0 .18 Alpha 1.57 Stream Power (lb/ft s) 0.11 0 . 96 0. 21 Frctn Loss (ft) 0. 30 Cum Volume (acre-ft) 11. 80 11.H 17 . 79 C & E Loss (ft) 0. 01 Cum SA (acres) 6. 01 1.10 7 . 94 Warning: The conveycince ratio (upstream conveyance divided by downstream conveyance) is l ess than 0 .1 or greater than 1.4. This may indicate the need for additional cross sections . CROSS SECTION REACH: MAIN CHANNEL INPUT RIVER: S .F. LICK CREEK RS: 2630 Exllibit E-2 REC-RAS Analysis (Proposed Conditions) 17 of 26 Description: Station Elevation Data mun= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 505 281. 9 555 278 593 277. 9 668 276. 42 735 276 .24 739 271. 5 74 6 271. 5 750 275. 72 830 278 933 280. 2 1013 282.6 Manning 's n Values num= Sta n Val Sta n Val Sta n Va l 505 .08 735 .05 750 .08 Bank Sta : Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 735 750 170 340 270 .1 . 3 CROSS SECTION OUTPU T Profile #100 Yr E.G . Elev (ft) 279.36 Element Left OB Channel Right OB Vel Head (ft) 0.14 Wt . n-Val. 0.080 0. 050 0.080 w.s. Elev (ft) 279. 21 Reach Len. (ft) 170. 00 34 0. 00 270 . 00 Crit W.S . (ft) Flow Area (sq ft) 4 04. 92 97.80 222 . 93 E .G. Slope (ft/ft) 0 .002909 Area (sq ft) 404.92 97. 80 222 .93 Q Total tcfsl 1435 .00 Flow (cfs) 658.81 4 67. 09 309.10 Top Width (ft) 347.45 Top Width (ft) 195. 57 15. 00 136.88 Vel Total (ft/s) 1. 98 Avg. Vel. (ft/s) 1. 63 4.78 l. 39 Max Chl Dpth (ft) 7. 71 Hydr . Depth (ft) 2 .07 6. 52 l. 63 Conv . Total (cfs) 26605.3 Conv. (cfs) 12214. 6 8660. 0 5730 .7 Length Wtd. (ft) 232. 82 Wetted Per. (ft) 195. 64 19.02 1 36. 92 Min Ch El (ft) 27 1. 50 Shear (lb/sq ft) 0.38 0. 93 0 .30 Alpha 2.32 Stream Power (lb/ft s) 0. 61 4. 46 0 . 41 Frctn Loss (ft) 0. 85 Cum Volume (ac re-ft) 10.24 10 . 91 15.1 9 C • E Loss (ft) 0. 00 Cum SA (acres) 5.26 1. 36 6 . 94 CROSS SECTION RIVER : S.F . LICK CREEK REACH: MAIN CHANNEL RS: 2360 INPUT Description: Station Elevation Data num-11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 730 280 .3 1000 277 .9 103 0 275 . 95 1090 274. 97 1153.5 274. 52 1158 . 5 271. 28 1165 274. 54 1174 275.51 1183 277. 51 1198 278. 96 1261 281.16 Manning 's n Values nurn= Sta n Val Sta n Va l Sta n Val 730 .08 1153. 5 .05 1165 .08 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 1153. 5 1165 450 450 450 .1 . 3 CROSS SECTION OUTPU T Profile #100 Yr E.G. Elev (ft) 278.50 Element Left OB Channel Right OB Vel Head (ft) 0.18 Wt. n-Val. 0.080 0.050 0.080 w.s. Elev (ft) 278 .32 Reach Len. (ft) 450.00 4 50 . 00 450 .00 Crit W.S. (ft) Flow Area (sq ft) 451. 26 62. 31 49.45 E.G. Slope (ft/ft) 0.004695 Area (sq ft) 451.26 62.31 4 9. 4 5 Q Total (cfs) 1435. 00 Flow (cfsl 983 . 62 356 .54 94. 64 Top Width (ft) 239 .16 Top Width (ft) 201. 24 11. 50 26. 42 Ve l Total (ft/s) 2.55 Avg. Vel. (ft/s) 2 .18 5. 72 l. 92 Max Chl Dpth (ft) 7. 04 Hydr. Depth (ft) 2. 24 5. 42 1. 87 Conv. Total (cfs) 20943.7 Conv. (cfs) 14355.9 5203. 7 1384 .1 Length Wtd. (ft) 450.00 Wetted Per . (ft) 201. 31 13. 23 26 .74 Min Ch El (ft) 271. 28 Shear (lb/sq ft) 0.66 1. 38 0. 54 Alpha l. 79 Stream PDrier (lb/ft s) 1.13 1.90 1.04 Frctn Loss (ft) 1. 50 Cum Volume (acre-ft) 8 .57 10 .29 14 .34 C • E Loss (ft) 0.00 Cum SA (acres) 4.49 1.26 6.44 Warning : The energy l oss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION REACH : MAIN CHANNEL RIVER : S.F . LICK CREEK RS: 1910 INPUT Description: Station Elevation Data num= 12 Sta Elev St a Elev Sta Elev 600 280.8 1000 276 .85 104 8 275 1120 272.25 1137 268 . 93 1141 268 . 93 1203 275. 75 1275 280 Manning 's n Values num= Sta n Val Sta n Val Sta n Val 600 .08 1120 .05 1145 .08 Bank Sta: Left Right Lengths : Left Channel 1120 1145 110 110 CROSS SECTION OUTPUT Profile #100 Yr Sta Elev Sta Elev 1068 272. 98 1111 273.3 1145 272.98 1175 275 .13 Right Coe ff Contr. Ex.pan. 110 .1 . 3 ExhibitE-2 HEC-RAS Analysis (Proposed Conditions) 18 of 26 E.G. Elev (ft) 277 . 00 Element Left OB Channel Right OB Vel Head (ft) 0.22 Wt. n-Val . 0.080 0 . 050 0. 080 w.s. Elev (ft) 276.79 Reach Len. (ft) llO. 00 llO. 00 llO . 00 Crit W.S. (ft) FlQ\.ol Area (sq ft) 290.44 160 .13 128 . 87 E.G . Slope (ft/ft) 0. 002482 Area (sq ft) 290 . 44 160 .13 128.87 Q Total (cfs) 1435 .00 Flow (cfs) 488.33 776. 63 170 . 04 Top Width (ft) 218.98 Top Width (ft) ll8.4 0 25 .00 75 . 59 Ve l Total (ft/s) 2. 4 8 Avg. Vel. (ft/s) l. 68 4. 85 l. 32 Max Chi Dpth (ft) 7 .86 Hydr. Depth (ft) 2.4 5 6.11 l. 70 Conv. Total (cfs) 28801. 6 Conv. (cfs) 9801. 2 15587.6 3112. 8 Length Wtd. (ft\ ltO. 00 Wetted Per. (ft) 118. 59 21.01 75.70 Min Ch El (ft) 268.93 Shear (lb/sq ft) 0. 38 0. 92 0. 26 Alpha 2.27 Stream Power (lb/ft s) 0. 64 4. 46 0.35 Frctn LO!iS (ft) 0. 27 Cum Volume (acre-ft) 4. 73 9.14 13.42 C & E Loss (ft) 0 .02 Cum SA (acres) 2. 83 1. 07 5 . 91 CROSS SECTION RIVER: s . F. LICK CREEK REACH : MAIN CHANNE L RS : 1715 INPUT Description: Station Elevation Data num• Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 950 279.6 1 000 276 1086 272 .5 1087 268. 1 1100 268. 1 1101 272 1 24 5 276 1300 279. 75 Mann i ng 's n Values num• Sta n Val Sta n Val Sta n Val 950 .08 1086 .05 1101 . 08 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 1086 1101 30 80 55 .1 .3 CROSS SECTION OUTPUT Profile #100 Yr E .G. Elev (ft) 276 . 72 Element Left OB Channel Right OB Ve l Head (ft) 0.14 Wt. n-Val. 0 .080 0 . 050 0. 080 w.s. Elev (ft) 276 .51 Reach Lap. (ft) 30 .00 80 . 00 55.00 Crit W.S. (ft) FlOW' Area (sq ft) 202 .15 111. 56 313. 07 E.G. Slope (ft/ft) 0. 002351 Area (sq ft) 202 .15 111. 56 373. 07 Q Total (cfs) 1435 .00 Flow (cfs) 303.1 6 521. 87 609 . 97 Top Width (ft) 261. 39 Top Width (ft) 93.97 15. 00 152. 42 Ve l Total (ft/s) 2 .08 Avg. Vel. (ft/s) 1. 50 4.56 1. 63 Max Chl Dpth (ft\ 7.87 Hydr . Depth (ft) 2.15 7. 64 2.45 Conv. Total (cfs) 29598. 4 Conv. (cfs) 6253 . 0 10764.1 12581. 3 Length Wtd. (ft) 60.84 Wetted Per. (ft) 94 . 06 20.38 152 .49 Min Ch El (ft) 268 .70 Shear (lb/sq ft) 0.32 0 . 82 0 . 36 Alpha 2 .12 Stream Power (lb/ft s) 0.41 3.76 0.59 Frctn Loss (ft) 0. 02 Cum Volume (acre-ft) 4.11 8. 79 12. 79 C & E Loss (ft) 0 .00 Cum SA (acres) 2. 57 1.02 5 . 62 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) i s less than 0 .7 o r greater than 1 .4. This may indicate the need for additional cross sections. CROSS SECTION REACH : Hl\IN CHANNEL INPUT RIVER: S.F. LICK CREEK RS: 1660 Description: 14 ' us of longmire culvert Station Elevation Data num• 11 Sta Elev Sta Elev Sta Elev 936 279.6 986 276 1 043 274 Sta Elev St a 1076 272 1094 1106 267.97 1 115 268 1144 273 1219 273. 65 1243 1293 219.5 Manning's n Values Sta n Val 936 . 025 num= Sta n Val 1094 . 018 Bank Sta: Left Right Lengths : 1094 11 1 5 Ineffective Flow num~ Sta L Sta R El ev Sta L 936 1076 216 . 92 1144 Sta 1115 Left H Sta R 1293 n Val • 025 Channel H Elev 276. 92 Right H CROSS SECTION OUTPUT Profile #100 Yr E.G . Elev (ft) . Vel Head (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Slope (ft/ft) Q Total (cfs) Top Width (ft) Vel Total (ft/s) Max Chl Dpth (ft) Conv. 'rotal (cfs) Length Wtd. ( ft) Min Ch El (ft.) Alpha Frctn Loss (ft) 276 .69 0.18 216 .51 272. 20 0.000144 1435.00 271. 33 3.05 8 . 54 119440 . 4 14. 00 267 . 97 1.25 0.00 Element Wt . n-Val. Reach Len. (ft) Flow Area (sq ft) Area (sq ft) Flow (cfs) Top Width (ft) Avg . Vel. (ft/s) Hydr. Depth (ft) Conv. (cfs) Wetted Per . (ft) Shear (lb/sq ft) Stream Power (lb/ft s) Cum Volume (acre-ft) Coe ff Contr. . 3 Left OB 0.025 14. 00 111.15 320 . 72 286 .99 115. 06 2. 45 6. 51 23886 .9 18. 44 0.06 0 .14 3.93 Elev 268 276 Expan. . 5 Channel 0. 018 14. 00 119. 00 119. 00 740 .76 21.00 4.14 8. 52 61656.2 21. 00 0 .08 0. 32 8.52 Right OB 0 .025 14 . 00 114. 25 455 .27 401.25 1 35. 27 2 . 34 6 . 01 33897.3 29 .43 0. 05 0 .12 12. 26 ExhibitE-2 REC-RAS Analysis (Proposed Conditions) 19 of 26 C & E Lo5' (ft) 0 .13 Cum SA (acres) 2.49 0. 99 5 .44 Warning: The conveyan ce ratio (upstream conveyance divided by downstream. conveyance) is less than 0.7 o r greater than 1.4. This may indicate the need for additional cros s sections. CROSS SECTION REACH: MAIN CHAN NEL RIVER: S.F. LICK CREEK RS : 1646 INPUT Desc ription: us face of longmire culvert Station Elevation Data num-1 2 Sta Elev Sta Elev Sta Elev Sta 2200 277. 96 2250 277.5 2300 276 2350 2396 267. 6 2 42 7.5 267. 6 2427.5 273. 6 2450 2550 276 .7 2600 277. 86 Manning's n Values nums Sta n Val Sta n Val Sta n Val 2200 .025 2396 .018 2427. 5 . 025 Bank Sta : Left Right Lengths: Left Channel Right 2396 2'27 .5 61 61 61 Ineffective Flow num- 2 Sta L Sta R Elev Sta L Sta R Elev 2200 2396 276.9 2 2427 .5 2600 276.92 CROSS SECTION OUTPUT Profile #100 Yr E.G . Elev (ft) 276.55 Element Vel Head (ft) o. 62 Wt . n-Val. W.S. Elev (ft) 275 . 93 Reach Len. (ft) Crit W.S. (ft) 272 . 00 Flow Area (sq ft) E.G. Slope (ft/ft) 0 . 000532 Area (sq ft) Q Total (cfs) 1659.00 Flow (cfs) To p Width (ft) 231. 8 3 Top Width (ft) Vel Total (ft/s ) 6 . 32 Avg. Vel. (ft/s ) Max Chl Dpth (ft) 8.33 Hydr. Depth (ft) Conv. Total (cfs) 71922.3 Conv . (cf•) Length Wtd. (ft) 61.00 Wetted Pe r. (ft ) Min Ch El (ft) 267 . 60 Shear (lb/sq ft) Alpha l. 00 Stream POW"er (lb/ft Elev Sta 274. 65 2396 273 .5 2 5 00 Coe ff Cont r. .3 Left OB 6 1. 00 115. 90 93 . 50 s) Frctn Loss (ft) Cum Volume (acre-ft) 3.86 2.46 C & E Loss (ft) Cwn SA (acres) CULVERT REACH: MAIN CHANNEL RIVER: S . F. LICK CREEK RS: 1617 INPUT Description: Distance from Ups tream XS -1 Deck/Roadway Width 5 7 Weir Coefficient 3 Bridge Deck/Roadway Skew • Upstream Deck/ Roa dway Coordinates num:z 7 Sta Hi Cord Lo Cord Sta Hi Cord 2200 277 . 96 2300 277 . 4 6 2400 276 .92 2425 276 .99 2600 277. 86 Upst ream Bridge Cross Section Data Stati on Elevation Data nwn= 12 Sta Elev Sta Elev Sta 2200 217 . 96 2250 277 .5 2300 2396 267.6 2427. 5 267. 6 2 4 27 . 5 2550 276.7 2600 277 . 86 Manning's n Values num• Sta n Val Sta n Val Sta 2200 .025 2396 .018 2 427. 5 Bank Sta: Left Right Coe ff Contr. 2396 2 42 7 .5 .3 I neffective Flow nwn~ 2 Sta L Sta R Elev Sta L Sta R 2200 2396 276 .92 2 4 27.5 2600 DO\fflstream Deck/Roadway Coordinates nwn-7 Sta Hi Cord 2200 277 . 96 2400 276.92 2600 277. 86 Downstream Bridge Station Elevation Sta Elev 22 0 0 277. 96 2396 267 .48 2550 276 Lo Cord Sta Hi Cord 2300 277 . 4 6 2425 276.99 Cross Section Data Data num• 1 2 Sta Elev Sta 2250 277.5 230 0 2 427.5 267 .48 2427.5 2600 277. 86 Lo Cord Elev 276 273 .6 n Val .025 E.x.pan . .5 Elev 276.92 Lo Cor d Elev 276.2 273.5 Sta 2375 2500 Sta 2350 2450 Sta 2375 2500 Sta 23 50 2450 Hi Cord 277 277 .36 Elev 214. 65 273 .5 Hi Cord 277 277 . 36 Elev 273 .85 273 Lo Co rd Sta 2396 2500 Lo Co rd Sta 23 96 2500 Elev 273 .5 274. 25 Expan. .5 Channel Right OB 0.018 61.00 61.00 262 .47 262.47 185.36 1659.00 31.50 1 0 6.83 6 .32 8.33 71922.3 43. 40 0 . 20 1.27 8.45 12.16 0.98 5 .40 Elev 273.5 271. 25 Elev 273. 4 273 . 5 ExhibitE-2 HEC-RAS Analysis (Proposed Conditions) 20 of26 Manning '!! n Values nurn- Sta n Val Sta n Val Sta n Val 2200 .025 2396 .018 2427 .5 • 025 Bank Sta: Left Right Coe ff Cont r. Expan . 2396 2427 . 5 .3 .5 Ineffective Flow num= Sta L Sta R Elev Sta L Sta R Elev 2200 2396 276.92 24 27. 5 2600 276. 92 Upstream. Embankment side slope DO\omstream Embankment side slope Maximum allowable submergence for weir Elevation at which weir flow begins Energy head used in spillway design Spillway height used in design 4 hociz. to 1.0 vertical 4 horiz . to 1.0 vertical flow = . 95 276. 92 Weir crest shape -Broad Crested Number of Culverts Culvert Name Shape Rise Span Culvert il Box 7.7 10 FHWA Chart t 8 -flared wingwalls FHWA Scale t 1 -Win gwall flared 30 to 75 deg . Solution Criteria = Hi ghest U.S. EG Culvert Upstrm Dist Length n Value Entrance Loss Coef Exit Loss Coef 1 57 . OH . 5 1 Number of Bar re ls ""' Upstream Elevation= 267.6 Centerline Stations Sta. Sta. Sta. 2401 2411.5 2422 Downstream Elevation= 267.48 Centerline Stations Sta. Sta. Sta. 2101 2111 .5 2122 CULVERT OUTPUT Profile 1100 Yr Culvert ID : Culvert 11 Culv Q (cfs) 1659.00 # Barrels 3 Q Barrel (c fs) 553 . 00 E .G. us . (ft) 276. 55 W.S. US. (ft) 275 .93 Delta EG (ft) 0 . 58 Delta WS (ft) 0 . 67 E.G. IC (ft) 274. 95 E.G. oc (ft) 276.55 culvert Control Outlet Culv WS In (ft) 275 . 30 Culv WS Out (ft) 275.18 Culv Nml Depth (ft) Culv Crt Depth (ft) 4.56 Culv Ful Lngh (ft) 57 .00 CROSS SECTION RIVER: S.F. REACH : MAIN CHANNEL RS: 1588 INPUT Description: ds of l ongmire culvert Station Elevation Da t a num= Sta Elev Sta Elev 2200 277 . 96 2250 277.5 Culv Vel In (ft/s) Culv Vel Out (ft/s) Culv Inv El Up (ft) Culv Inv El Dn (ft) Culv Frctn Ls (ft) Culv Ext Lss (ft) Culv Ent Lss (ft) Q Weir (cfs) Weir Sta Lft (ft) Weir Sta Rgt (ft) Weir Submerg Weir Max Depth (ft) Weir Avg Depth (ft) Wr Flw Area (sq ft) Min Top Rd (ft) LI CK CREEK 12 Sta Elev Sta 2300 276.2 2350 2396 267. 48 2427.5 267 . 48 2427. 5 2n.5 2450 2550 276 2600 277.86 Manning 's n Values num- Sta n Val Sta n Val Sta n Val 2200 .025 2396 . 018 242 7 .5 . 025 Bank Sta: Left Right Lengths: Left Channel Right 2396 24 27 . 5 18 18 18 Ineffective Flow nwn= 2 Sta L Sta R Elev Sta L Sta R Elev 2200 2396 276 .92 2427. 5 2600 276 . 92 CROSS SECTION OUTPUT Profile #100 Yr E.G. Elev (ft) 275. 97 Element Vel Head (ft) 0 . 71 Wt. n-Val. w.s. Elev (ft) 275.26 Reach Len. (ft) Crit W.S. (ft) 271. 90 Flow Area (sq ft) E .G. Slope (ft/ft) 0. 00067 0 Area (sq ft) Q Total (cfs) 1659.00 Flow (cfs) Top Width (ft) 215.15 Top Width (ft) Vel Total (ft/s) 6 . 77 Avg. Vel. (ft/s) MaK Chl Dpth (ft) 7 . 78 Hydr . Depth (ft) Conv. Total (cfs) 64097. 5 Conv . (cfs) Length Wtd. (ft) 18 . 00 Wetted Per. (ft) Min Ch El (ft) 267.18 Shear (lb/sq ft) Alpha l.00 Stream Power (lb/ft 7 .18 7.18 267. 60 267. 4 8 0. 09 0. 09 0.10 276.92 Elev Sta 27 3. 85 2396 213 2500 Coe ff Contr . .3 Left OB 18.00 96.2 7 75.9 8 s) Elev 273. 4 2n .5 Expan . .5 Channel 0. 018 18.00 245 . 03 24 5 . 03 1659.00 31. 50 6. 77 7 . 78 64097.5 43. 44 0 . 24 l. 60 Ri ght OB 18.00 176 . 58 107 . 68 ExhibitE-2 HEC-RAS Analysis (Proposed Conditions) 21 of26 Frctn Loss (ft) C • E Lo ss (ft) 0. 01 0.22 Cum Volume (acre-ft) Cum SA (acres) 3. 71 2 . 3 4 8.09 0 . 94 11. 91 5 .25 Warning : The conveyance ratio (upstream conveyance divided by downstream conveyance) is l ess than 0 .7 o r greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION REACH: MAIN CHANNE L INPUT RIVER: S.F. LICK CREEK RS: 1570 Description : ds of ex longm.ire culvert Station Elevation Data num- Sta Elev 969 277.6 1 075 267 .36 1 266 277. 86 Manning's n Values Sta n Val 969 .025 Sta Elev 1 018 2 73.5 1 083 267 . 36 num= Sta n Val 1063 .018 Bank Sta : Left Right Lengths : 1063 1087 11 Sta 100 1 087 Sta 1087 Left 50 Elev 272.5 268 n Val . 025 Channel 50 Sta 1063 1107 Right 50 CROSS SECTION OU TPUT Profile #100 Yr E.G. Elev (ft) 275 . 75 Element Vel Head (ft) 0. 28 Wt. n-Val. W.S. Elev (ft) 275 . 4 7 Reach Len. (ft) Crit W.S . (ft) Flow Area (sq ft) E .G . Slope (ft/ft) 0.000254 Area (sq ft) Q Total (c fs) 1659.00 Flow (cfs) Top Width (ft) 196.47 Top Width (ft) Vel Total (ft/s ) 2. 84 Avg . Vel. (ft/s) Max Chl Dpth (ft) 8 .11 Hydr. Depth (ft) Conv. Total (c fs) 104035.5 Conv. (cfs) Length Wtd. (ft) 50 .00 Wetted Per. (ft) Min Ch El (ft) 267. 36 Shear (lb/sq ft) Alpha 2 .22 Stream POW'er (lb/ft s) Frctn Loss (ft) 0 . 02 Cum Volume (acre-ft) C & E Los s (ft) 0.08 Cum SA (acres) Elev Sta Elev 268 1067 267.36 273 1209 276 Coef f Contr. Expan. .3 .5 Left OB Channel Right OB 0. 025 0.018 0 . 025 50. 00 50.00 50. 00 189.26 192 . 05 202.99 189.26 192. 05 202.99 35,l. 05 1008.60 299.36 68 .53 24 .00 1 03. 94 l. 85 5 . 25 1. 47 2. 76 8 . 00 1. 95 220 13 .9 63249 .1 18772 .5 69 .13 24 .10 104 .59 0. 0 4 0 .13 0. 03 0.08 0.66 0.05 3.65 8.00 11. 83 2. 31 0.92 5. 21 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION REACH : MAIN CHANNEL RIVER: S.F. LICK CREEK RS : 1517 INPUT Description: Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Sta 957 278 .7 5 1005 275 1038 274 . 5 1 053 1086 267. 03 1095 268 1107 211 1155 1332 278.75 Manning 's n Values nurn= Sta n Val Sta n Val Sta n Val 957 .08 1053 .05 1107 .08 Bank Sta: Left Right Lengths: Left Channel Right 105 3 1107 57 57 57 CROSS SECTION OUTPU T Profile #100 Yr E .G. Elev \ft) 275.6 4 Element Vel Head (ft) 0.12 Wt. n-Val . w.s . Elev (ft) 275 . 52 Reach Len. (ft) Crit W.S . (ft) Flow Area (sq ft) E .G. Slope (ft/ft ) 0 . 001190 Area (sq ft) Q Total (cfs) 1659 .00 Flow (cfs) Top Width (ft) 299.76 Top Width (ft) Vel Total (ft/s) 1.97 Avg. Vel. (ft/s) Max Chl Dpth (ft) 8. 49 Hydr. Depth (ft) Conv . Total (cfs) 48089.7 Conv. (c fs) Length Wtd . (ft) 57 .00 Wetted Per. (ft) Min Ch El (ft) 267. 03 Shear (lb/sq ft) Elev Sta Elev 274 1077. 5 268 272.6 1282 214 Coe ff Cont r. Expan . .1 . 3 Left OB Channel 0 .080 0 . 050 57 .00 57.00 46. 42 323 . 30 46 . 42 323.30 26 . 65 1 0 76.95 54. 71 54.00 o·. 57 3 . 33 0.8 5 5.99 772 .5 31217 . 6 54. 74 55. 20 0. 06 0. 4 4 Alpha 1.98 Stream Power (lb/ft s ) 0 . 04 1. 4 5 Frctn Loss (ft) 0. 09 C & E Loss (ft) . 0. 00 CROSS SECTION RIVER : S. F. REACH: MAIN CHANNEL RS: 1460 INPUT Description : Station Elevat i on Data num= Sta Elev Sta Elev 1375 278 .4 1410 275 1521 266 .68 1525 271. 29 CUm Volume (acre-ft) Cum SJ\ (acres) LICK CREEK 12 Sta Elev Sta 1459 274 1510 154 6 272 1627 Elev 271. 47 273.33 3. 52 7 . 71 2.24 0. 88 Sta Elev 1514 266 .68 1702 272 Right OB 0. 080 57. 00 473.47 4 73. 4 7 555 . 4 0 1 91.04 1.17 2 . 48 16099.5 191.15 0 .1 8 0.22 11. 44 5. 04 ExhibitE-2 HEC-RAS Analysis (Proposed Conditions) 22 of26 1727 274 1757 27B.5 Manning 's n Values num= ·Sta n Val Sta n Val Sta n Val 1375 .OB 1510 .05 1525 .OB Bank Sta: Left Righ t Lengths: Left Channel Right Coe ff Cont r. Expan. 1510 1525 2 1 0 210 210 .1 .3 CROSS SECTION OUTPUT Profile #100 Yr E.G. Elev {ft) 275.55 Element Left OB Channel Right OB Vel Head (ft) 0.11 Wt. n-Val . O.OBO 0. 050 0 . OBO W.S. Elev (ft) 275.14 Reach Len. (ft) 210.00 210.00 210. 00 Crit W.S . (ft) Flow Area (sq ft) 1B5 .36 112. 65 5Bl. 21 E.G. Slope (ft/ft) 0.002007 Area (sq ft) 1B5 . 36 112. 65 5Bl. 21 Q Total (cfs) 1659.00 Flow (cfs) 225. 77 I B5 .15 917. 7 B Top Width {ft) 331.19 Top Width (ft) 1 01 . 56 15.00 211. 62 Vel Total (ft/s) 1. B9 Avg. Vel. (ft/s) 1.22 4. 31 1.63 Max Chl Dpth (ft) B. 76 Hydr. Depth (ft) 1. 77 7. 51 2. 75 Conv. Total (cfs) 37032.1 Conv . (cfs) 5039. 7 10B36 .2 21156. 5 Length Wtd . (ft) 210 . 00 Wetted Per . (ft) 104. 66 19. 31 211. B4 Min Ch El (ft) 266 . 6B Shear (lb/sq ft) 0.22 0 . 73 0. 31 Alpha 2.01 $tream P0\4er (lb/ft s) 0. 27 3 .14 0. 56 Frctn Loss (ft) 0.17 Cum Voltune (acre-ft) 3.37 7 .12 10 . 75 C & E Loss (ft) 0. 02 Ctun SA (acres) 2 .11 0. B3 l.7B CROSS SECTION RIVER: S.F . LICK CREEK REAC H: MAIN CHANNE L RS: 1250 INPUT Description: Station Elevation Data num-10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 500 277 . 72 659 274 . 75 6B5 27 3. Bl 705 273.lB 725 271. 5 715 265.63 756 265. 63 759 271.17 BI O 273.31 107B 2BO .17 Manning 's n Values nums Sta n Val Sta n Val Sta n Val 500 .OB 725 .05 759 .OB Bank Sta: Left Right Lengths: Left Channel Right Coe ff Con t r. Expan . 725 7 5 9 330 330 330 .1 .3 CROSS SECTION OUTPUT Profile #100 Yr E.G . Elev (ft) 275. 07 Element Left OB Channel Right OB Vel Head (ft) 0 . 31 Wt. n-Val. O.OBO 0. 050 O.OBO W.S. Elev (ft) 274.76 Reach Len. (ft) 330.00 330.00 330.00 Cr i t W.S . (ft) Flow Area (sq ft) B5 . 71 243. 52 23B.46 E.G . Slope (ft/ ft) 0.002 1 67 Area (sq ft) B5 . 71 213. 52 23B . 46 Q Total (cfs) 1659 .00 Flow (cfs) 93.3 6 1237.07 32B.57 Top Width (ft) 231. 30 Top Width (ft) 66 . 71 34. 00 1 30.59 Vel Total (ft/s) 2. 92 Avg. Vel. (ft/s) 1. 09 5.0B 1. 3B Max Chl Dpth (ft ) 9 .13 Hydr. Depth (ft) l.2B 7 .16 1. B3 Conv . Total (cfs) 33400 .6 Conv . (cfs) 1B79 .6 24905. B 6615.1 Length Wtd. (ft) 330 .00 Wetted Per. (ft) 66.Bl 3B.14 1 30 . 64 Min Ch El (ft) 265 . 63 Shear (lb/sq ft) 0.20 0.9B 0.2B Alpha 2.31 Stream Power (lb/ft s) 0 . 22 5.00 0. 39 Fr ctn Loss (ft) 1. 00 Cum Volume (acre-ft) 2. 71 6. 56 B. 77 C & E Loss (ft) 0 .03 Cum SA (acres) 1. 72 0. 72 3 .95 Warning; The energy loss was greater than 1 .0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION REACH: MAIN CHANNEL RIVER : S .F. LICK CREEK RS: 930 INPUT Descr iption: Stat i on Elevation Da ta mun= 12 Sta Elev Sta Elev Sta Elev 1000 276. B 11 00 276.3 1200 275. 5 1 332 265 . 44 1 336 264. 95 1310 265. 51 1627 274.2 17B4 27B .7 Manning 's n Values num= St a n Val Sta n Val Sta n Val 1 000 .OB 1330 .05 1 343 .OB Bank Sta: Left Right Lengths : Left Channel 1330 1343 350 350 CROSS SECTION OUTPUT Profile #100 Yr E.G . Elev (ft) 274 . 01 Element Vel Head (ft) 0 .20 Wt. n-Val . W.S . Elev (ft) 273 . Bl Reach Len . Crit W.S. (ft) Flow Area St a 1300 1343 Right 350 (ft) (3q ft) E .G. Slope (ft/ft ) 0 .003690 Area (sq ft) Q Total (cf.5) 1B34.00 Flow (cfs) Elev St a Elev 272 . 75 1330 269 .35 269.56 1527 272. 4 6 Coe ff Con tr . Expan . .1 .3 Left OB Channel Righ t OB 0. OB O 0. 050 O.OBO 350 .00 350.00 350 . 00 105. 26 100 .B2 575. 2B 105 .26 l00.B2 5 75 .2B 156.15 5B4.90 1092. 95 ExhibitE-2 HEC-RAS Analysis (Proposed Conditions) 23 of26 ( Top Width (ft) 315.69 Top Width (ft) 69. 6 1 13 .00 263 . 27 Vel Tota.l (ft/s) 2 . 35 Avg. Vel. (ft/s) 1. I B 5.BO 1. 90 Ma x Chl Dpth (ft) B.69 Hydr. Depth (ft) 1. 5 1 7 .76 2 .19 Conv . Total (cfs ) 30190 .0 Conv. (cfs) 2570.5 962B .l . 17 991. I Length Wtd. (ft) 350 .00 Wetted Per . (ft) 69. 62 17.50 263 .31 Min Ch El (ft) 264. 95 Shear Clb/sq ft) 0 . 35 1. 33 0 .50 Alpha 2.3 7 Stream Powe r (lb/ft s) 0 . 5 2 7 . 70 0 .96 Frctn Loss (ft) O.B 6 Cum Volume (acre-f t ) 1. 99 5 .26 5 .69 C & E Loss (ft) 0 .02 Cum SA (acr es) 1. 21 0. 51 2. 46 War n ing : The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1 .4. This may indicate the need for additional cross sections . CROSS SECTION REACH : MAIN CHANNEL RIVER : S.F. LI CK CREEK RS : 610 INPUT Desc r iption: Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Sta 1000 277.12 1 206 271.15 1390 272 .16 1469 HSI 2B.1S 1193 26S.91 1 560 269 . IS 1660 1 B21 276 Manning 's n Values numz Sta n Val Sta n Va l Sta n Val 1000 .OB 14 69 .05 14 93 .OB Bank Sta: Left Right Lengths : Left Channel Right 1469 1493 50 50 50 CROSS SECTION OUTPU T Profile #100 Yr E.G. Elev (ft) 213 .16 El ement Ve l Head (ft) 0.1 5 Wt. n-Val. w.s . Elev (ft) 273 .02 Reach Len. (ft) Gr it W.S. (ft) Flow Area (sq ft ) E.G. Slope (ft/ft) 0 .001757 Area (sq ft) 0 Total Ccfs) 1B31. 00 Flow Ccfs) Top Width (ft) 396 . 6B Top Width (ft) Vel Total (ft/s) 1. 90 Avg. Vel. (ft/s) Max Chl Dpth (ft) 9 . 21 Hydr. Depth (ft) Conv. Total (cfs) 4375B.1 Conv. (cfs) Length Wtd. (ft) 50.00 Wetted Per. (ft) Min Ch El (ft) 263 . 7B Shear (lb/sq ft) Elev Sta 26B. B7 1475 211. 3S 1110 Coe ff Contr. .3 Left OB 0 .060 50 .00 231. 60 231. 60 232.35 15B . 23 1. 00 1. 46 5513. B 158 .3 1 0.16 Alpha 2.63 Stream Power (l b /ft s) 0.16 Fr ctn Loss (ft) 0 .02 Cum Volume (acre-ft) o. 61 C & E Loss (ft) 0 . 07 Cum SA (acre5) 0.29 Elev 261.15 214.H Expan. .5 Channel Righ t OB 0. 050 O.OBO 50.00 50.00 lB0 .29 551. 59 lBO. 29 551. 59 795. 67 605 .9B 21 . 00 211 .15 1.11 1.16 7 . 51 2 .57 18981.1 19230.1 27.03 214 . 50 0. 73 0 .2B 3.23 0.11 1.13 1.17 0.39 0.54 War ning: The conveyance ratio (upstream conveyance div ided by downstr e am conveyance ) is l ess than 0 .7 or gr eater than 1.4 . This may i ndi cate the need for additional cros s s ections . CROSS SECTION REACH: MAIN CHANNEL RIVER: S .F . LICK CREEK RS : 590 INPU T Descri ption : This is a REPEATED section. U.S . OF SH 6 CULVER T Station Elevation Data num- Sta Elev Sta Elev Sta Elev Sta Elev Sta 1000 275.11 1 210 275 .11 124 0 260 . 64 1 250 260 . 91 1272 1272 275.11 1500 275 .11 Manning 's n Value!5 num- Sta n Val Sta n Val Sta n Val 1000 .08 1 210 . 013 1 272 .08 Bank Sta: Left Right Lengths: Left Channel Right 1240 1272 302 302 302 Ineffective Flow num-2 Sta L Sta R Elev Sta L Sta R Elev 1 000 1210 27 5 . 41 1272 1 500 275 .11 CROSS SECTION OUTPU T Profile #100 Yr E.G. Elev (ft) Ve l Head (ft) W.S . Elev (ft) Crit W.S. (ft) E.G. Slope (ft/ft) 0 Total (cfs) Top Width (ft) Vel Total (ft/ s) Max Chl Dpth (ft) Conv. Total (cf!5) Length Wtd . (ft) Min Ch El (ft) Alpha Frctn Loss (ft) C & E Loss (ft) 273.08 0 .36 272. 72 265.55 0.000140 1831 .00 32 .00 I. B5 12.08 151B27.l 302 . 00 260 . 61 1. 00 Element Wt. n-Val. Reach Len. (ft) Flow Area (sq ft) Area (sq ft) Flow (cfs) Top Width (ft) Avg . Vel. (ft/s) Hydr . Depth C ft) Conv . (cfs) Wetted Per. (ft) Shear (lb/sq ft) Stream Power (lb/ft s) Cum Volume (acre-ft) Cum SA (ac r es) Coe ff Cont r . . 3 Left OB 302.0 0 0 . 51 0.20 Elev 260. 91 Expan . . 5 Channel 0.013 302. 00 37S . 37 37B .37 1631. 00 32 .00 I. B5 11. B2 151827 .1 55.86 0.06 0. 29 3.81 0 .36 Right OB 302. 00 0.85 0 .42 ExhibitE-2 HEC-RAS Analysis (Proposed Conditions) 24 of26 CULVERT RIVER: S.F. LICK CREEK REACH : Ml\IN CHANNEL RS: 425 INPUT Description: SH 6 CULVERT Distance f rorn Upstr eam XS -0 Deck/Roadway Width 302 Weir Coefficient 3 Bridge Deck/Roadway Skew - Upstream Deck/Roadway Coordinates num-2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 124 0 275.41 271. 7 1272 275. 41 271. 7 Upstream Bridge Cross Section Data Station Elevation Data num= Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 275 . 41 1 240 275. 41 1 2 4 0 260. 6 4 1250 260. 94 1272 260.94 1272 275 . 41 1500 275. 41 Manning 's n Values num= Sta n Val Sta n Val Sta n Val 1000 .08 1240 .013 1272 .08 Bank Sta: Left Right Coe ff Contr. Expan. 1240 1272 . 3 . 5 Ineffective Flow nurn= Sta L Sta R Elev Sta L Sta R Elev 1000 124 0 275. 41 1272 1500 275. 41 Downstream Deck/Roadway Coordinates num= 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 1240 275. 41 271. 7 1272 275. 41 271. 7 Downstream Bridge Cr oss Section Data Station Elevation Data nurn- Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 275.41 1240 275. 41 1240 260. 64 1250 260. 94 1272 260.91 1272 275.41 1500 275 . 41 Manning 's n Values num= Sta n Val Sta n Val Sta n Val 1000 .08 1240 .013 1212 .oa Bank Sta: Left Right Coe ff Contr . Expan. 1240 1272 . 3 .5 Ineffective Flow num- Sta L Sta R El ev Sta L Sta R Elev 1000 1240 2 75 . 41 1272 1500 275. 41 Upstream Embankment side slope Downstream Embankment side slope Maximwn allowable submergence for weir Elevation at which weir flow begin~ Energy head used in spillway design Spillway height used in design 0 horiz. to 1.0 vertical 0 horiz. to 1.0 vertical flow -. 95 275.H Weir crest shape • Broad Crested Number of CUlverts CUlvert Name Shape Rise Span CUlvert #1 Box 10 10 FHWA Chart t 8 -flared wingwalls FHWA Scale t 1 -Wingwall flared 30 to 75 deg . Solution Criteria = Highest U.S . EG Culvert Upstrm Di~t Length n Value Entrance Lo~~ Coef Exit Lo~~ Coef l 1 324 .014 .5 Number of Barrels :::1 Upstream Elevation -260.94 Centerline Stations Sta . Sta. Sta. 1245 1255.5 1 266 Downstream Elevation= 260 .94 Centerline Stations Sta. Sta. Sta. 1245 1255.5 1 266 CULVERT OUTPUT Profile #100 Yr culvert ID : culvert #1 Culv Q (cfs) 1834. 00 # Barrels 3 Q Barrel (cfs) 611 . 33 E.G. US. (ft) 273 .09 w.s. us . (ft) 272. 72 Delta EG (ft) 0 . 77 Delta WS (ft) 0 . 82 E.G . IC (ft) 268.76 E .G . oc (ft) 273.09 Cu l vert Control outlet Culv Vel In (ft/s) Culv Vel Out (ft/s) Cu lv Inv El Up (ft) Culv Inv El Dn (ft) Cu lv Frctn Ls (ft) Culv Ext Lss (ft) Culv Ent Lss (ft) Q Weir (cfs) Weir Sta Lft (ft) Weir Sta Rgt (ft) 6.11 6.11 260 . 94 260. 94 0.32 0.16 0. 29 Exhibit E-2 HEC-RAS Analysis (Proposed Conditions) 25 of26 Culv WS In (ft) 270. 94 Weir Submerg Culv WS OUt (ft) 270.94 Weir Max Depth (ft) Cul v Nml Depth (ft) Weir Avg Depth (ft) Culv Crt Depth (ft) 4-BB Wr Flw Area (sq ft) Culv Ful Lngh (ft) 324. 00 Min Top Rd (ft) CROSS SECTION RIVER: S. F. LICK CREEK REACH : MAIN CHANN EL RS: 260 INPUT Description : Station Elevation Data n\lll\= 7 Sta Elev Sta Elev Sta Elev Sta 1000 275 .41 124 0 275. 41 1240 260 . 64 1250 1272 275.41 1500 275. 41 Manning 's n Value" mun• Sta n Val Sta n Val Sta n Val 1000 .OB 1240 .013 1272 .OB Bank Sta: Left Right Lengths : Left Channel Right 1240 1272 1 60 160 160 Ineffective Flow nurn= 2 Sta L Sta R Elev Sta L Sta R Elev 1000 1240 275.41 1272 1500 275. 41 CROSS SECTION OUTPU T Profile #100 Yr E.G . Elev (ft) 272 . 32 Element Vel Head (ft) 0. 42 Wt. n-Val. W.S. Elev (ft) 271. 90 Reach Len. (ft) Crit W.S . (ft) 265. 56 Flow Area (sq ft) E.G. Slope (ft/ft) 0.000171 Area (sq ft) Q Total (cfs) 1834.00 Fl""' (cfs) Top Width (ft) 32 .oo Top Width (ft) Vel Total (ft/s) 5. 2 1 Avg. Vel. (ft/s) Max Chl Dpth (ft) 11.26 Hydr. Depth (ft) Conv . Total (cfs) 140167.1 Conv. (cfs) Length Wtd. (ft) 160.00 Wetted Per. (ft) Min Ch El (ft) 260 . 64 Shear (lb/sq ft) Alpha 1.00 Str.eam Powe r (lb/ft Frctn Loss (ft) 0 . 05 Cum Volume (acre-ft) C & E Loss (ft) 0 .15 Cum SA (acres) 275. 41 Elev Sta 260. 94 1272 Coe ff Contr. .3 Left OB s) 160. 00 0 . 5 1 0.20 Elev 260. 94 Expan. . 5 Channel 0.013 160.00 352 . 24 352.24 1834 .00 32.00 5.21 11. 01 140167.1 54.23 0. 07 0.36 1.2B 0.14 Right OB 160.00 0.B5 0.42 Warning: The conveyan ce ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or gr eater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION REACH: MAIN CHANNE L RIVER: S.F. LICK CREEK RS: 100 INPUT Description : Station Elevation Data nurn= Sta Elev Sta Elev Sta Elev Sta B50 274 1000 272 1110 267 lllB 1152 267 .09 1188 268.55 1258 210 1500 Manning 's n Values nwn- Sta n Val Sta n Val Sta n Val B50 .OB 11 10 .05 1152 .OB Bank Sta: Left Right Lengths: Left Channel Right 1110 1 152 0 0 0 CROSS SECTION OUTPU T Profile #100 Yr E.G. Elev (ft) 212 .12 Element Ve l Head (ft) 0.12 Wt. n-Val. W.S. Elev (ft) 272 . 00 Reach Len . (ft) Cr i t W.S. (ft) 267. 95 Flow Area (sq ft) E .G. Slope (ft/ft) 0 .000B34 Area (sq ft) Q Total (cfs) 1B34 . 00 Flow (cfs) Top Width (ft) 379 .00 Top Width (ft) Vel Total (ft/s) 1. 70 Avg . Vel. (ft/s) Max Chl Dpth (ft) 9 . 35 Hydr. Depth (ft) Conv . Total (cfs) 63504. 2 Conv . (cfs) Length Wtd . (ft) Wetted Per . (ft) Min Ch El (ft) 262 . 65 Shear (lb/sq ft) Elev Sta 263 .13 1141 214 Coe ff Contr. .1 Left OB O.OBO 275.00 275.00 271.54 110.00 0. 99 2.50 94 02 . 3 110 .11 0 .13 Al p h a 2 . 64 Stream Power (lb/f t s) 0 .13 Fr ctn Loss (ft) Cum Volume (acre-ft) C & E Loss (ft) Cum SA (acres) Elev 262 .65 Expan. • 3 Channel 0.050 343. 44 34 3. 41 1164. 20 42 .00 3. 39 B.18 4 0311. 6 43. 75 0.41 1. 39 Right OB 0. OBO 4 62 . 23 4 62 . 23 39B .26 227. 00 o .. B6 2 . 04 1 3790 . 3 227. 06 0.11 0. 09 ExhibitE-2 HEC-RAS Analysi s (Proposed Conditions) 26 of 26 100 Yr. Profile -Standard Table 1 Reach ' River Sta Profile , Plan Q Total Min Ch El W.S. Elev CritW.S. E.G. Elev E.q. Slope VelCtm l Flow Area Top Width Froude #Chi (cfs) (ft) . • (ft) (ft) (ft) (ft/ft) (ft/s). (sq ft) (ft) MAIN CHANNEL 6043 Ex . 100 Ex . Cond . 1242 281 286.77 286 .81 0 .001225 2.52 867 .23 319 .26 0.23 MAIN CHANNEL 6043 100 Yr Prop (4-6x6) 1205 281 286 .71 286 .75 0 .001205 2 .48 849 .61 312 .85 0 .22 MAIN CHANNEL 6043 100Yr Prop (3-6x6) 1176 281 287 .29 287 .32 0 .000732 2 .12 1050.35 385 .48 0 .18 MAIN CHANNEL 6043 100 Yr Full Dev . 1611 281 287.71 287 .75 0.000999 2.64 1225.18 447 .32 0 .21 MAIN CHANNEL 5865 Ex . 100 Ex . Cond . 1242 281 286.52 286.58 0 .002466 3 .1 717.68 328 .1 0 .31 MAIN CHANNEL 5865 100Yr Prop (4-6x6) 1205 281 286.47 286 .53 0 .002435 3 .06 700.67 320 .19 0.31 MAIN CHANNEL 5865 100 Yr Prop (3-6x6) 1176 281 287 .16 287 .19 0 .001188 2 .3 960 .14 425.2 0.22 MAIN CHANNEL 5865 100Yr Full Dev. 1611 281 287 .55 287 .59 0 .001494 2 .68 1132.44 471 .57 0 .25 MAIN CHANNEL 5662 Ex. 100 Ex . Cond . 1242 281 286 .08 286 .21 0 .002834 4 .35 575 .67 228 .74 0.36 MAIN CHANNEL 5662 100 Yr Prop (4-6x6) 1205 281 286 .04 286.16 0.002755 4 .26 566 .29 224.39 0.35 MAIN CHANNEL 5662 100Yr Prop (3-6x6) 1176 281 286 .96 287.03 0 .001216 3 .2 818 .04 321 .28 0 .24 MAIN CHANNEL 5662 100 Yr . Full Dev . 1611 281 287.27 287 .37 0 .001754 3.99 921 .52 353 .48 0 .29 ; MAIN CHANNEL 5485 Ex . 100 Ex . Cond . 1242 279 .9 285 .67 285 .77 0 .003053 3 .72 589 .02 241 .74 0 .35 MAIN CHANNEL 5485 100 Yr Prop ( 4-6x6) 1205 279.9 285 .64 285.73 0 .002979 3 .66 581.5 240.83 0 .34 MAIN CHANNEL 5485 100 Yr Prop (3-6x6) 1176 279 .9 286 .84 286.87 0 .000832 2 .3 9 15 .34 332 .48 0 .1 9 MAIN CHANNEL 5485 100 Yr Full Dev . 1611 279 .9 287.08 287.14 0 .001254 2.93 999 .44 356 .11 0 .23 .; MAIN CHANNEL 5187 Ex . 100 Ex . Cond . 1242 279 284.82 284.97 0 .002936 3 .15 400 .65 162.77 0 .33 MAIN CHANNEL 5187 100 Yr Prop ( 4-6x6) 1205 279 285 .13 285.25 0 .001248 2 .74 452 .43 171 .74 0 .28 MAIN CHANNEL 5187 100 Yr Prop (3-6x6) 1176 279 286 .71 286.75 0 .000284 1.7 1 787 .38 293 .96 0 .14 MAIN CHANNE L 5187 100 Yr Full Dev . 1611 279 286.87 286.95 0 .000469 2.25 837 .11 316 .21 0 .18 : MAIN CHANNEL 4875 100 Yr Prop (4-6x6) 1205 278 284.95 285 .13 0 .000654 3 .5 471 .89 218 .88 0.28 MAIN CHANNEL 4875 100Yr Prop (3-6x6) 1176 278 286.66 -286.72 0 .000194 2.21 938 .61 348 .62 0 .16 MAIN CHANNEL 4875 100 Yr Full Dev . 1611 278 286.79 286 .9 0 .000336 2 .93 983.18 362.24 0 .21 MAIN CHANNEL 4834 100 Yr Prop (4-6x6) 1205 277.72 284.74 285 .1 0.000175 5 .02 479 .03 219 .29 0 .33 MAIN CHANNEL 4834 100 Yr Prop (3-6x6) 1176 277.72 286.54 281 .23 286 .71 0 .000065 3.55 1014.08 382 .17 0 .21 MAIN CHANNEL 4834 100 Yr Full Dev. 1611 277.72 286.56 282 .04 286 .87 0.000121 4 .85 1021 .08 384.13 0 .29 MAIN CHANNEL 4812 100Yr Prop (4-6x6) 1205 277.68 284.56 281 .3 285 .06 0.000347 5.64 2 13.78 31 .53 0 .38 MAIN CHANNEL 4812 100Yr Prop (3-6x6) 1176 277.68 286 .1 282 .03 286 .61 0 .000329 5.8 383 .32 348 .97 0 .36 MAIN CHANNEL 4812 100 Yr Full Dev . 1611 277.68 285.24 283 .05 286 .56 0.000963 9.22 174.67 98.32 0 .6 MAIN CHANNEL 4748 100 Yr Prop ( 4-6x6) 1205 277 .5 283.09 283 .85 0.000654 7 172.25 31 .19 0.52 MAIN CHANNEL 4748 100Yr Prop (3-6x6) 1176 277.5 282 .62 281 .88 284 .2 0.001659 10 .09 116.58 23 .12 0 .79 MAIN CHANNEL 4748 100 Yr Full Dev . 1611 277.5 282 .9 282 .9 285 .56 0 .002649 13 .08 123.2 23.16 1 11 /9/99 Exhibit E-3 1 of 7 Ex hi 100 Yr. Profile -Standard Table 1 Reach River Sta Profile Plan Q Total Min Ch El W.S. Elev CritW.S. E.G. Elev (cfs) (ft) (ft) (ft) • (ft) MAIN CHANNEL 4725 100 Yr Prop (4-6x6) 1205 277.5 283.2 283.7 MAIN CHANNEL 4725 100Yr Prop (3-6x6) 1176 277.5 283 281.03 283.74 MAIN CHANNEL 4725 100Yr Full Dev. 1611 277.5 283.43 281.86 284.62 MAIN CHANNEL 4682 Ex. 100 Ex. Cond. 1382 278 283.52 283.67 MAIN CHANNEL 4682 100Yr Prop ( 4-6x6) 1338 277 283.26 283.54 MAIN CHANNEL 4682 100 Yr Prop (3-6x6) 1290 277 283.17 283.45 MAIN CHANNEL 4682 100 Yr Full Dev. 1765 277 283.82 284.09 MAIN CHANNEL 4662 Ex. 100 Ex. Cond. 1382 278 283.45 283.61 MAIN CHANNEL 4662 100 Yr Prop (4-6x6) 1338 278 283.16 283.5 MAIN CHANNEL 4662 100Yr Prop (3-6x6) 1290 278 283.05 283.41 MAIN CHANNEL 4662 100 Yr Full Dev. 1765 278 283.75 284.06 MAIN CHANNEL 4473 Ex. 100 Ex. Cond. 1382 277 282.9 283.11 MAIN CHANNEL 4473 100Yr Prop (4-6x6) 1338 277 282.83 283.03 MAIN CHANNEL 4473 100 Yr Prop (3-6x6) 1290 277 282.7 282.91 MAIN CHANNEL 4473 100Yr Full Dev. 1765 277 283.46 283.66 MAIN CHANNEL 4316 Ex. 100 Ex. Cond. 1382 277 282.85 282.91 MAIN CHANNEL 4316 100 Yr Prop ( 4-6x6) 1338 277 282.78 282.84 MAIN CHANNEL 4316 100Yr Prop (3-6x6) 1290 277 282.65 282.71 MAIN CHANNEL 4316 100 Yr Full Dev. 1765 277 283.39 283.46 MAIN CHANNEL 4225 Ex. 100 Ex. Cond. 1382 277 282.79 282.85 MAIN CHANNEL 4225 100Yr Prop (4-6x6) 1338 277 282.72 282.78 MAIN CHANNEL 4225 100 Yr Prop (3-6x6) 1290 277 282.59 282.65 MAIN CHANNEL 4225 100Yr Full Dev. 1765 277 283.32 283.4 MAIN CHANNEL 4100 Ex. 100 Ex. Cond. 1382 276.5 282.37 282.68 MAIN CHANNEL 4100 100 Yr Prop (4-6x6) 1338 276.5 282.31 282.61 MAIN CHANNEL 4100 100Yr Prop (3-6x6) 1290 276.5 282.17 282.47 MAIN CHANNEL 4100 100 Yr Full Dev. 1765 276.5 282.85 283.21 MAIN CHANNEL 3993 Ex. 100 Ex. Cond, 1382 275 282.15 282.34 MAIN CHANNEL 3993 100Yr Prop (4-6x6) 1338 275 282.09 282.28 MAIN CHANNEL 3993 100 Yr Prop (3-6x6) 1290 275 281.94 282.13 MAIN CHANNEL 3993 100 Yr Full Dev. 1765 275 282.58 282.83 E.G. Slope Vel Chnl Flow Area· . (tuft) '(ft/s) ~.;, : ' (sq ft) 0.001027 6 362.09 0.001415 6.87 171.14 0.002067 8.73 184.48 0.002746 3.94 714.44 0.00138 4.82 630.91 0.001423 4.83 594.3 0.001276 5.03 874.04 0.003036 4.09 682.53 0.002143 5.45 564.11 0.002275 5.51 524.99 0.001767 5.47 817.25 0.002307 3.85 528.95 0.00234 3.84 506.69 0.002507 3.91 467.43 0.002132 3.96 702.9 0.000533 1.94 805.73 0.000528 1.91 786.94 0.000542 1.9 754.26 0.000584 2.18 965.84 0.000679 2.35 879.53 0.000672 2.32 857.49 0.000693 2.31 818 0.000736 2.61 1064.32 0.003638 4.62 380.94 0.003614 4.56 369.58 0.003826 4.58 345.84 0.003815 5.09 484.01 0.001846 4.22 562.44 0.001798 4.14 551.58 0.001864 4.15 523.79 0.002254 4.88 650.71 Top Width (ft) 168.38 156.44 181.91 440.72 400.51 384.97 450.32 431.6 383.15 365.74 448.13 303.04 300.89 297.06 319.35 267.85 260.27 246.53 325.34 315.53 307.86 293.61 373.71 183.71 175.74 157.81 244.38 190.37 186.34 178.28 220.45 Froude #Chi 0.44 0.52 0.63 0.34 0.41 0.41 0.4 0.36 0.5 0.51 0.46 0.32 0.32 0.33 0.31 0.16 0.16 0.16 0.17 0.18 0.18 0.18 0.19 0.4 0.4 0.41 0.42 0.3 0.3 0.3 0.34 11/9/99 Exhibit E-3 2 of 7 Reach. · River Sta Profile Plan Q Total (cfs) MAIN CHANNEL 3877 Ex. 100 Ex. Cond. 1382 MAIN CHANNEL 3877 100 Yr Prop (4-6x6) 1338 MAIN CHANNEL 3877 100Yr Prop (3-6x6) 1290 MAIN CHANNEL 3877 100 Yr Full Dev. 1765 MAIN CHANNEL 3666 Ex. 100 Ex. Cond. 1382 MAIN CHANNEL 3666 100Yr Prop (4-6x6) 1338 MAIN CHANNEL 3666 100 Yr Prop (3-6x6) 1290 MAIN CHANNEL 3666 100Yr Full Dev. 1765 MAIN CHANNEL 3370 Ex. 100 Ex. Cond. 1382 MAIN CHANNEL 3370 100 Yr Prop (4-6x6) 1338 MAIN CHANNEL 3370 100Yr Prop (3-6x6) 1290 MAIN CHANNEL 3370 100 Yr Full Dev. 1765 MAIN CHANNEL 3250 Ex. 100 Springbrook 1266 MAIN CHANNEL 3250 Ex. 100 Ex. Cond. 1540 MAIN CHANNEL 3250 100 Yr Prop (4-6x6) 1501 MAIN CHANNEL 3250 100Yr Prop (3-6x6) 1435 MAIN CHANNEL 3250 100 Yr Full Dev. 1937 MAIN CHANNEL 3100 Ex. 100 Springbrook 1266 MAIN CHANNEL 3100 Ex. 100 Ex. Cond. 1540 MAIN CHANNEL 3100 100 Yr Prop ( 4-6x6) 1501 MAIN CHANNEL 3100 100Yr Prop (3-6x6) 1435 MAIN CHANNEL 3100 100 Yr Full Dev. 1937 MAIN CHANNEL 2980 Ex. 100 Springbrook 1266 MAIN CHANNEL 2980 Ex. 100 Ex. Cond. 1540 MAIN CHANNEL 2980 100 Yr Prop (4-6x6) 1501 MAIN CHANNEL 2980 100Yr Prop (3-6x6) 1435 MAIN CHANNEL 2980 100 Yr Full Dev. 1937 MAIN CHANNEL 2860 Ex. 100 Springbrook. 1436 MAIN CHANNEL 2860 Ex. 100 Ex. Cond. 1540 MAIN CHANNEL 2860 100 Yr Prop (4-6x6) 1501 MAIN CHANNEL 2860 100Yr Prop (3-6x6) 1435 MAIN CHANNEL 2860 100Yr Full Dev. 1937 MAIN CHANNEL 2630 Ex. 100 Springbrook 1436 --3 100 Yr. Profile -Standard Table 1 Min Ch El W.S. Elev CritW.S. E.G. Elev i;.q. Slope . (ft) (ft) (ft) (ft) (fUft) 275 281.87 282.11 0.002226 275 281.82 282.05 0.002182 275 281.64 281.89 0.002359 275 282.24 282.55 0.002749 275 281.68 281.77 0.001284 275 281.63 281.71 0.001273 275 281.41 281.5 0.001509 275 282.04 282.13 0.001475 275 281.42 281.48 0.001098 275 281.37 281.43 0.001076 275 281.09 281.17 0.00129 275 281.71 281.8 0.001393 273 280.9 281.02 0.001388 273 281.2 281.34 0.001592 273 281.15 281.29 0.001573 273 280.83 281 0.001892 273 281.42 281.62 0.002097 273.37 280.54 280.7 0.004519 273.37 280.8 280.97 0.004882 273.37 280.75 280.93 0.004896 273.37 280.13 280.47 0.009931 273.37 280.83 281.1 0.007413 273.64 279.92 280.02 0.002713 273.64 280.06 280.19 0.003365 273.64 280 280.14 0.003443 273.64 279.8 279.91 0.001178 273.64 280.49 280.6 0.001167 271.81 279.67 279.71 0.000911 271.81 279.79 279.83 0.000948 271.81 279.73 279.78 0.000945 271.81 279.62 279.67 0.00094 271.81 280.31 280.36 0.000988 271.5 279.28 279.41 0.00269 • Vel Chnl Flow Area; (ft/s) ' (sq fl) ' 4.46 521.86 4.39 510.24 4.47 472.61 5.17 608.29 3.21 855.62 3.18 838.12 3.37 766.06 3.59 972.44 2.6 823.88 2.56 810.09 2.72 734.16 3.01 907.44 3.28 613.87 3.65 683.85 3.6 672.63 3.8 598.78 4.3 738.89 5.34 548.2 5.71 619.55 5.69 606.71 7.57 443.64 7.06 629.5 4.51 700.92 5.12 750.44 5.14 730.47 2.99 762.46 3.24 999.86 2.86 1077.43 2.96 1119.89 2.93 1099.59 2.89 1063.03 3.17 1315.1 4.62 748.86 Top Width (ft) 220.15 216.83 205.7 258.55 328.84 327.8 323.49 340.97 280.26 278.76 270.37 289.16 229.61 242.65 240.61 226.7 252.43 265.94 279.49 277.1 244.74 281.33 332.98 342.45 339.98 323.2 360.27 341.47 352.34 347.18 337.7 398.55 351.41 Froude #Chi ~: 0.33 0.32 0.33 0.37 0.24 0.24 0.26 0.26 0.22 0.22 0.24 0.25 0.25 0.27 0.27 0.29 0.31 0.38. 0.39 0.39 0.55 0.49 0.34 0.38 0.38 0.23 0.24 0.2 0.2 0.2 0.2 0.21 0.32 11/9/99 Exhibit E-3 3 of 7 Reach River Sta Profile . Plan Q Total (cfs) MAIN CHANNEL 2630 Ex . 100 Ex . Cond. 1540 MAIN CHANNEL 2630 100 Yr Prop (4-6x6) 1501 MAIN CHANNEL 2630 100Yr.'. Prop (3-6x6) 1435 MAIN CHANNEL 2630 100 Yr Full Dev . 1937 MAIN CHANNEL 2360 Ex . 100 Springbrook 1436 MAIN CHANNEL 2360 Ex . 100 Ex . Cond . 1540 MAIN CHANNEL 2360 100 Yr Prop (4-6x6) 1501 MAIN CHANNEL 2360 100Yr Prop (3-6x6) 1435 MAIN CHANNEL 2360 100Yr Full Dev. 1937 MAIN CHANNEL 1910 Ex . 100 Springbrook 1580 MAIN CHANNEL 1910 Ex . 100 Ex. Cond . 1540 MAIN CHANNEL 1910 100 Yr Prop ( 4-6x6) · 1501 MAIN CHANNEL 1910 100Yr Prop (3-6x6) 1435 MAIN CHANNEL ' 1910 100Yr Full Dev . 1937 MAIN CHANNEL 1715 Ex . 100 Springbrook 1580 MAIN CHANNEL 1715 Ex . 100 Ex. Cond. 1540 MAIN CHANNEL 1715 100 Yr Prop (4-6x6) 1501 MAIN CHANNEL 1715 100Yr Prop (3-6x6) 1435 MAIN CHANNEL 1715 100 Yr Full Dev. 1937 MAIN CHANNEL 1660 Ex. 100 Springbrook 1580 MAIN CHANNEL 1660 Ex . 100 · Ex. Cond . 1540 MAIN CHANNEL 1660 100 Yr Prop (4-6x6) 1501 MAIN CHANNEL 1660 100 Yr Prop (3-6x6) 1435 MAIN CHANNEL 1660 100 Yr Full Dev . 1937 MAIN CHANNEL 1646 Ex. 100 Springbrook 1580 MAIN CHANNEL 1646 Ex . 100 Ex. Cond. 1765 MAIN CHANNEL 1646 100 Yr Prop ( 4-6x6) 1738 MAIN CHANNEL 1646 100Yr Prop (3-6x6) 1659 MAIN CHANNEL 1646 100 Yr Full Dev . 2188 MAIN CHANNEL 1617 Culvert MAIN CHANNEL 1588 Ex . 100 Springbrook 1580 MAIN CHANNEL 1588 Ex . 100 Ex. Cond. 1765 MAIN CHANNEL 1588 100 Yr Prop (4-6x6) 1738 100 Yr. Profile -Standard Table 1 Min Ch El W .S. Elev CritW.S. E.G . Elev E.G. Slope (ft) (ft) (ft) (ft) (ft/ft) 271 .5 279.4 279 .53 0 .002705 271 .5 279 .33 279.47 0 .002763 271 .5 279 .21 279.36 0.002909 271 .5 279 .94 280.06 0 .002376 271 .28 278.48 278.64 0 .004185 271 .28 278 .55 278.73 0.004543 271.28 278.47 278.65 0.00458 271 .28 278.32 278.5 0 .004695 271 .28 279 .17 279.35 0.004214 268 .93 276.58 276.88 0.003608 268 .93 277.06 277.27 0 .002399 268.93 276 .99 277.2 0 .002373 268.93 276 .79 277 0 .002482 268 .93 277.7 277.93 0 .002417 268 .7 276 .18 276 .44 0 .00423 268.7 276 .88 277 0 .002033 268 .7 276 .81 276 .94 0 .002056 268.7 276.57 276.72 0.002351 268.7 277 .55 277 .67 0 .001813 267.97 276 .16 272.41 276.4 0 .000207 267.97 276.78 272.36 276 .97 0.000147 267 .97 276.72 272.3 276.91 0 .000143 267.97 276.51 272.2 276 .69 0 .000144 267 .97 277.58 272.91 277.64 0 .000072 267.6 275.7 271 .86 276.29 0 .000531 267 .6 276.16 272 .19 276.83 0 .00055 267.6 276 .11 272 .14 276 .76 0 .000544 267.6 275.93 272 276 .55 0 .000532 267 .6 277.45 272 .89 277.61 0 .000178 267.48 275 .12 271 .75 275.79 0 .000645 267.48 275 .36 272 .07 276.15 0 .000725 267.48 275.34 272.02 276.11 0 .000709 Vel .Chnl Flow Area (fUs) (sq ft) 4 .69 789.59 4 .71 767.33 4.78 725.65 4 .63 992.56 5 .5 600.51 5 .78 619.32 5 .75 599.97 5 .72 563.03 5 .97 810.62 5 .72 533.83 4.9 641 .78 4.84 626.13 4 .85 579.44 5.23 825.42 5 .9 589 .95 4.35 770 .92 4 .35 752.59 4 .56 689.79 4 .34 959 .72 4 .81 446.51 4 .26 489.09 4 .19 485.03 4.14 470.4 3 .17 1260.71 6 .2 255 6 .54 269.75 6.48 268.11 6.32 262.47 4.08 984.55 6 .56 240.7 7 .11 248 .34 7 .02 247 .71 Top Width · (ft) 358.26 354.53 347.45 390 .59 257 .7 266 .52 257 .44 239.16 347 .3 209.86 246.25 238 .62 218 .98 322 .57 250.25 270 .11 268 .16 261.39 289 .38 261.43 279.08 277.39 271 .33 301.41 218.2 244.5 241 .71 231 .83 330.74 209.47 219 .48 218 .67 Froude# Chi 0 .32 0 .32 0 .33 0 .3 0 .41 0 .43 0 .43 0 .43 0.42 0.4 0.33 0 .33 0.34 0 .34 0 .39 0 .27 -0 .27 0 .29 0 .26 0 .3 0 .25 0.25 0 .25 0 .18 0 .38 0 .39 0 .39 0.39 0 .23 0.42 0 .45 0 .44 11 /9/99 Exhibit E-3 4 of 7 Reach River Sta Profile · Plan Q Total (cfs) MAIN CHANNEL 1588 100Yr Prop (3-6x6) 1659 MAIN CHANNEL 1588 100 Yr Full Dev. 2188 MAIN CHANNEL ' 1570 Ex. 100 Springbrook. 1580 MAIN CHANNEL 1570 Ex. 100 Ex. Cond. 1765 MAIN CHANNEL 1570 100 Yr Prop (4-6x6) 1738 MAIN CHANNEL 1570 100Yr Prop (3-6x6) 1659 MAIN CHANNEL 1570 100 Yr Full Dev. 2188 : MAIN CHANNEL 1517 Ex. 100 Springbrook 1580 MAIN CHANNEL 1517 Ex. 100 Ex. Cond. 1765 MAIN CHANNEL 1517 100 Yr Prop ( 4-6x6) 1738 MAIN CHANNEL 1517 100 Yr Prop (3-6x6) 1659 MAIN CHANNEL 1-517 100Yr Full Dev. 2188 MAIN CHANNEL 1460 Ex. 100 Springbrook 1580 MAIN CHANNEL 1460 Ex. 100 Ex. Cond. 1765 MAIN CHANNEL 1460 100 Yr Prop ( 4-6x6) 1738 MAIN CHANNEL 1460 100Yr Prop (3-6x6) 1659 MAIN CHANNEL 1460 100 Yr Full Dev. 2188 MAIN CHANNEL 1250 Ex. 100 Springbrook 1580 MAIN CHANNEL 1250 Ex. 100 Ex. Cond. 1765 MAIN CHANNEL 1250 100Yr Prop (4-6x6) 1738 MAIN CHANNEL 1250 100Yr Prop (3-6x6) 1659 MAIN CHANNEL 1250 100 Yr Full Dev. 2188 MAIN CHANNEL 930 Ex. 100 Springbrook 1580 MAIN CHANNEL 930 Ex. 100 Ex. Cond. 1936 MAIN CHANNEL 930 100 Yr Prop (4-6x6) 1923 MAIN CHANNEL 930 100 Yr Prop (3-6x6) 1834 MAIN CHANNEL 930 100Yr Full Dev. 2391 : MAIN CHANNEL 610 Ex. 100 Springbrook 1773 MAIN CHANNEL 610 Ex. 100 Ex. Cond. 1936 MAIN CHANNEL 610 100 Yr Prop (4-6x6) 1923 MAIN CHANNEL 610 100 Yr Prop (3-6x6) 1834 MAIN CHANNEL 610 100 Yr Full Dev. 2391 MAIN CHANNEL . 590 Ex. 100 Springbrook 1773 100 Yr. Profile -Standard Table 1 Min Ch El W.S. Elev CritW.S. E.G. Elev E.G. Slope (ft) (ft) (ft) (ft) (ft/ft) 267.48 275.26 271.9 275.97 0.00067 267.48 275.74 272.8 276.84 0.000954 267.36 275.31 275.59 0.000258 267.36 275.6 275.89 0.000262 267.36 275.58 275.86 0.000259 267.36 275.47 275.75 0.000254 267.36 276.12 276.44 0.000285 267.03 275.36 275.49 0.001239 267.03 275.66 275.79 0.0012 267.03 275.63 275.76 0.001191 267.03 275.52 275.64 0.00119 267.03 276.19 276.32 0.00122 266.68 275.27 275.39 0.002181 266.68 275.59 275.7 0.001965 266.68 275.56 275.67 0.001962 266.68 275.44 275.55 0.002007 266.68 276.12 276.23 0.001828 265.63 274.55 274.87 0.002628 265.63 274.89 275.21 0.002554 265.63 274.87 275.18 0.00251 265.63 274.76 275.07 0.002467 265.63 275.39 275.74 0.002723 264.95 273.71 273.88 0.003113 264.95 273.97 274.17 0.003626 264.95 273.95 274.15 0.003635 264.95 273.84 274.04 0.00369 264.95 274.56 274.73 0.00309 263.78 272.94 273.09 0.001756 263.78 273.15 273.3 0.001739 263.78 273.14 273.28 0.001743 263.78 273.02 273.16 0.001757 263.78 273.88 274 0.001443 260.64 272.67 265.44 273.01 0.000133 Vel Chnl .Flow Area (ft/s) (sq ft) 6.77 245.03 8.41 260.19 5.22 553.58 5.39 611.31 5.35 605.72 5.25 584.3 5.85 721.87 3.34 795.33 3.4 885.01 3.37 876.31 3.33 843.19 3.62 1047.39 4.42 823.04 4.32 926.47 4.3 916.83 4.31 879.21 4.36 1107.9 5.14 519.86 5.23 596.9 5.17 592.39 5.08 567.69 5.64 730.15 5.27 738.2 5.81 825.94 5.81 820.17 5.8 781.36 5.63 1052.47 4.38 933.33 4.44 1018.54 4.44 1011.17 4.41 963.48 4.3 1349.5 4.71 376.79 Top Width (ft) 215.15 235.02 189.15 202.69 201.42 196.47 225.97 296.01 302.99 302.32 299.76 315.25 328.3 333.6 333.11 331.19 342.7 217.45 242.21 240.56 231.3 286.74 333.98 357.78 356.26 345.89 405.19 387.34 413.2 411.02 396.68 501.12 32 Froude #Chi 0.43 0.52 0.33 0.33 0.33 0.33 0.35 0.24 0.24 0.24 0.24 0.25 0.29 0.28 0.27 0.28 0.27 0.34 0.34 0.34 0.33 0.36 0.34 0.36 0.37 0.37 0.34 0.28 0.28 0.28 0.28 0.26 0.24 11/9/99 Exhibit E-3 5 of7 Reach· River Sta Profile Plan Q Total (cfs) MAIN CHANNEL 590 Ex. 100 Ex. Cond. 1936 MAIN CHANNEL 590 100 Yr · Prop (4-6x6) 1923 MAIN CHANNEL '• .. 590 100 Yr. Prop (3-6x6) 1834 MAIN CHANNEL . 590 100 Yr Full Dev. 2391 MAIN CHANNEL 425 Culvert MAIN CHANNEL 260 EX. 100 Springbrook 1773 MAIN CHANNEL 260 Ex. 100 Ex. Cond. 1936 MAIN CHANNEL 260 100Yr Prop (4-6x6) 1923 MAIN CHANNEL 260 100Yr Prop (3-6x6) 1834 MAIN CHANNEL 260 100 Yr FUii Dev. 2391 MAIN CHANNEL 100 Ex. 100 Springbrook• 1773 MAIN CHANNEL 100 Ex. 100 Ex. Cond. 1936 MAIN CHANNEL 100 100 Yr Prop ( 4-6x6) 1923 MAIN CHANNEL 100 100 Yr Prop (3-6x6) 1834 MAIN CHANNEL 100 100Yr Full Dev. 2391 TRIBA 9300 Ex. 100 Ex. Cond. , 559 TRIBA 9300 100Yr Prop ( 4-6x6) 560 TRIBA 9300 100 Yr Prop (3-6x6) 555 TRIBA 9300 100 Yr Full Dev. 727 TRIBA • 8544 Ex. 100 Ex. Cond . ·• 559 TRIBA 8544 100 Yr Prop (4-6x6) 560 TRIBA 8544 100 Yr Prop (3-6x6) 555 TRIBA 8544 100 Yr Full Dev. 727 TRIBA' .. •'· 7757 Ex. 100 Ex. Cond. 916 TRIBA 7757 100 Yr Prop ( 4-6x6) 918 TRIBA 7757 100 Yr Prop (3-6x6) 917 TRIBA 7757 100 Yr Full Dev. 1220 . TRIBA 6800 Ex. 100 Ex. Cond. 916 TRIBA · 6800 100 Yr Prop ( 4-6x6) 918 TRIBA. ··. 6800 100 Yr . Prop (3-6x6) 917 TRIBA 6800 100 Yr Full Dev. 1220 TRIBA · 6404 Ex. 100 Ex. Cond. 916 -3 100 Yr. Profile -Standard Table 1 Min Ch El w.s: EJev Ci'itW.S. E.G. Elev .E:.G:S!ope (ft) (ft) (ft) ; . (ft) ' (ft/ft) 260.64 272.8 265.72 273.2 0.000153 260.64 272.79 265.7 273.19 0.000152 260.64 272.72 265.55 2no0 0.00014 260.64 273.28 266.45 273.84 0.00021 260.64 271.91 265.46 272.3 0.00016 260.64 271.89 265.74 272.36 0.000191 260.64 271.89 265.71 272.35 0.000189 260.64 271.9 265.56 272.32 0.000171 260.64 271.83 266.47 272.55 0.000296 262.65 272 267.82 272.11 0.000779 262.65 272 268.15 272.13 0.000929 262.65 272 268.13 272.13 0.000917 262.65 272 267.95 272.12 0.000834 262.65 272 268.86 272.2 0.001418 292 295.56 295.97 0.010607 292 295.56 295.97 0.01058 292 295.53 295.95 0.010932 292 295.91 296.34 0.010146 285 292.2 292.42 0.002616 285 292.2 292.43 0.00262 285 292.21 292.43 0.002544 285 292.88 293.1 0.002343 283 289.65 290 0.003807 283 289.66 290.01 0.003774 283 289.58 289.95 0.004035 283 290.27 290.68 0.00419 281 287.34 287.5 0.002083 281 287.3 287.46 0.00217 281 287.67 287.79 0.001537 281 288.18 288.32 0.001753 281 287.06 287.1 0.000515 VelChnl >,Flow Area: ' >r(ftls) (sq ft) 5.08 381.15 5.05 380.78 4.85 378.37 6.03 396.38 5.03 352.45 5.5 351.87 5.46 351.91 5.21 352.24 6.83 349.89 3.28 1080.67 3.58 1080.67 3.55 1080.67 3.39 1080.67 4.42 1080.67 5.69 154.41 5.69 154.86 5.74 151.12 6.06 202.65 4.15 217.01 4.15 217.24 4.1 218.63 4.27 305.79 6.15 312.81 6.13 314.61 6.29 305.26 6.87 386.53 4.09 479.33 4.16 471.27 3.66 551.9 4.14 678.22 1.69 633.48 T?pWidlh ' . (ft) 32 32 32 32 32 32 32 32 32 379 379 379 379 379 127.53 127.75 125.92 149.15 116.68 116.76 117.21 143 112.68 112.96 111.47 126.14 211.23 209.02 230.13 267.3 247.16 Froude# Chi 0.26 0.26 0.25 0.3 0.27 0.29 0.29 0.28 0.36 0.2 0.22 0.22 0.21 0.27 0.63 0.63 0.64 0.63 0.32 0.32 0.32 0.31 0.43 0.43 0.44 0.46 0.31 0.32 0.27 0.29 0.15 11/9/99 Exhibit E-3 6 of 7 Reach River Sta Profile · Plan QTotal (cfs) TRIBA 6404 100 Yr Prop (4-6x6) 918 TRIBA · 6404 100Yr Prop (3-6x6) 917 TRIBA · 6404 100 Yr Full Dev . · 1220 ;f TRIB B 6917 Ex . 100 Ex . Cond . 307 TRIB B 6917 100 Yr Prop (4-6x6) 305 TRIB B · 6917 100 Yr Prop (3-6x6) 292 TRIB B 6917 100 Yr Full Dev" 411 i TRIB B ·6895 Ex . 100 Ex. Cond . 307 TRIB B ' 6895 100Yr Prop (4-6x6) 305 TRIB B 6895 100 Yf Prop (3-6x6) 292 TRIB B .. 6895 100Yr Full Dev , 411 ,. • ... : TRIB B 6816 Ex . 100 : Ex . Cond. 307 TRIB B 6816 100 Yr Prop (4-6x6) 305 TRIB B 6816 100 Yr Prop (3 -6x6) 292 TRIB B 6816 100 Yr Full Dev . 41 1 TRIBB · -6794 Ex . 100 Ex . Cond. 307 TRIB 8 .. 6794 100Yr Prop (4-6x6) 305 TRIB B : 6794 100 Yr Prop (3-6x6) 292 TRIB B 6794 100Yr Full Dev . 411 TRIB B 6586 Ex . 100 · ~x . Cond. 307 TRIB B 6586 100 Yr Prop ( 4-6x6)' 305 TRIB B 6586 100Yr Prop (3-6x6) 292 TRIB B 6586 100 Yr Full Dev . 411 TRIB B • 6327 Ex. 100 Ex . Cond . 307 TRIB B 6327 100 Yr Prop ( 4-6x6) 305 TRIB B 6327 100 Yr Prop (3-6x6) 292 TRIB B 6327 100Yr Full Dev . 411 100 Yr. Profile -Standard Table 1 Min Ch Ei W .S. Elev CritW:S . E.G . Elev E.G . Slope (ft),, (ft/ . ' (ft) : (ft) ,,, (ft/ft) '.< 281 287.01 287 .05 0.000543 281 287.47 287.51 0 .000359 281 287 .95 287.99 0.000433 285 288 .24 288 .55 0 .00901 285 288 .22 288 .54 0 .009032 285 288 .24 288 .52 0 .008139 285 288 .81 289.13 0 .008457 285 287 .77 288 .27 0 .016383 285 287 .75 288 .25 0 .016764 285 287.9 288.29 0 .012245 285 288.42 288 .89 0 .013222 283 287.48 287 .62 0.003733 283 287 .44 287.59 0 .003849 283 287 .72 -287 .82 0 .002551 283 288.24 288.38 0 .00273 283 287.37 287.53 0 .004227 283 287 .33 287 .5 0 .004384 283 287.65 -287 .77 0.002746 283 288 .17 288 .32 0 .002983 281 .9 287 .1 287 .14 0 .000925 281 .9 287 .04 287 .09 0.000971 281 .9 287 .5 287 .52 0 .000548 281.9 287 .99 288.03 0 .000667 281 287 .01 287.03 0 .000222 281 286 .95 286 .97 0 .00023 281 287 .44 287.45 0 .000143 281 287 .92 287 .94 0 .000199 ·VelChnl · FlowArea , (ftJs) . (sq ft) 1.72 620.33 1.51 742.51 1.78 883 .69 4.48 68.93 4 .48 68.42 4 .26 68.98 4.53 94.51 5 .66 54.24 5 .69 53 .57 5 .04 57 .92 5 .49 75.96 3.06 100.17 3 .1 98 .54 2 .62 111 .29 3 138.39 3 .21 95 .61 3 .25 93 .85 2.7 108.25 3 .08 134.1 1.63 189.78 1.66 185.26 1 .33 224.55 1.56 273.4 1.05 322.51 1.06 316 .21 0 .88 370 .87 1 .1 429 .36 Top Width ! (ft) 243 279 .27 316 .02 36 .56 36 .17 36 .59 52 .38 28 .93 28 .82 29 .52 41 .51 44 .76 44.39 47.18 61.96 43.73 43.32 46.53 58.4 82 .84 81.47 92 .69 104.99 108.1 5 106 .85 117 .64 128 .17 Froude #Chi 0.15 0 .13 0 .14 0 .55 0 .55 0 .52 0 .54 0 .73 0.74 0 .63 0 .67 0 .36 0.37 0 .3 0 .32 0.38 0 .39 0 .31 0 .33 0.18 0 .19 0 .14 0 .16 0 .1 0 .1 0 .08 0.09 11/9/99 Exhibit E-3 7 of7 Reach River Sta : Profile • Plan a Total (cfs) MAIN CHANNEL 6043 Ex.25 Ex. Cond. 906 MAIN CHANNEL 6043 25 Yr Prop ( 4-6x6) 905 MAIN CHANNEL 6043 25 Yr Prop (3-6x6) 862 MAIN CHANNEL 6043 25 Yr . Full Dev. 1233 MAIN CHANNEL 5865 Ex. 25 Ex. Cond. 906 MAIN CHANNEL 5865 25 Yr Prop ( 4-6x6) 905 MAIN CHANNEL 5865 25 Yr Prop (3-6x6) 862 MAIN CHANNEL ·5865 25 Yr Full Dev. 1233 MAIN CHANNEL . 5662 Ex. 25 Ex .. Cond. 906 MAIN CHANNEL ' 5662 25Yr Prop (4-6x6) 905 MAIN CHANNEL 5662 25 Yr Prop (3-6x6) 862 MAIN CHANNEL 5662 25 Yr Full Dev. 1233 MAIN CHANNEL 5485 Ex. 25 Ex. Cond. 906 MAIN CHANNEL 5485 25 Yr Prop (4-6x6) 905 MAIN CHANNEL 5485 25 Yr Prop (3·6x6) 862 MAIN CHANNEL 5485 25Yr Full Dev. 1233 » MAIN CHANNEL 5187 Ex.25 Ex. Cond. 906 MAIN CHAN/\JEL 5187 25 Yr Prop ( 4-6x6) 905 MAIN CHAN,NEL 5187 25 Yr Prop (3-6x6) 862 MAIN CHANNEL 5187 25Yr Full Dev. 1233 ,. ,;• ,,, .. , ' MAIN CHANNEL ,. 4875 25 Yr ,. Prop (4-6x6) 905 MAIN CHANNEL 4875 25 Yr Prop (3-6x6) 862 MAIN CHANNEL 4875 25 Yr Full Dev. 1233 MAIN CHANNEL. 4834 25 Yr . Prop (4-6x6) 905 MAIN CHANNEL ' 4834 25 Yr Prop (3-6x6) 862 MAIN CHANNEL 4834 25 Yr Full Dev. 1233 MAIN CHANNEL . 4812 25Yr Prop ( 4-6x6) 905 MAIN CHANNEL 4812 25 Yr Prop (3-6x6) 862 MAIN CHANNEL 4812 25Yr Full Dev. 1233 MAIN CHANNEL 4748 25 Yr Prop (4-6x6) 905 MAIN CHANNEL 4748 25 Yr • Prop (3-6x6) 862 MAIN CHANNEL ". 4748 25 Yr Full Dev. 1233 25 Yr. Profile -Standard Table 1 Min Ch El w.s. Elev CritW.S: E.G. Elev E.G. Slope ~. (rt) i • (rt)' (rt) • (rt) . (rt!rt} 281 286.17 286.2 0.00103 281 286.12 286.15 0.001064 281 286.13 286.16 0.000956 281 287.4 287.42 0.000745 281 285.95 286.01 0.002134 281 285.89 285.95 0.002289 281 285.93 285.98 0.001977 281 287.27 287.3 0.001169 281 285.58 285.68 0.002544 281 285.48 285.59 0.002849 281 285.59 285.68 0.002257 281 287.07 287.13 0.00122 279.9 285.18 285.26 0.002979 279.9 284.98 285.09 0.003868 279.9 285.26 285.33 0.002419 279.9 286.94 286.98 0.00083 279 284.4 284.51 0.002674 279 284.05 284.21 0.002878 279 284.92 284.99 0.00081 279 286.82 286.86 0.000288 278 283.84 284.03 0.000816 278 284.82 284.92 0.000368 278 286.76 286.83 0.000199 277.72 283.7 284.01 0.000181 277.72 284.66 280.57 284.9 0.00011 277.72 286.64 281.34 286.82 0.000068 277.68 283.6 280.67 283.98 0.000306 277.68 284.32 281.22 284.82 0.000407 277.68 286.17 282.17 286.7 0.000348 277.5 282.66 283.16 0.000471 277.5 282.34 281.05 283.29 0.001049 277.5 282.63 282.02 284.36 0.001811 VeJ Chnl. fFlow Area (ft/s) '<•·(sq rt) 2.07 696.57 2.08 684.23 1.98 687.73 2.18 1091.71 2.7 556.51 2.77 541.33 2.59 551.6 2.31 1006.03 3.81 467.35 3.96 447.2 3.6 470.98 3.25 852.82 3.46 473.54 3.85 430.49 3.15 492.48 2.33 951.34 2.72 334.85 3.19 283.57 2.12 416.47 1.75 818.98 3.55 279.65 2.59 443.28 2.26 975.27 4.57 299.08 3.94 218.73 3.66 1051.19 4.93 183.63 5.63 153.12 6 407.19 5.7 158.79 7.82 110.25 10.55 116.84 Top Width • (rt) 250.38 244.65 246:28 400.97 247.46 244.06 246.37 438.95 203.05 199.04 203.76 332.45 227.29 221.65 229.72 342.79 150.59 140.36 165.56 308.29 126.09 207.71 359.86 125.56 211.56 392.45 31.4 23.5 358 31.13 23.09 23.12 Froude #Chi 0.2 0.2 0.19 0.18 0.28 0.29 0.27 0.22 0.33 0.35 0.31 0.24 0.34 0.38 0.31 0.19 0.31 0.39 0.22 0.14 0.31 0.21 0.16 0.33 0.26 0.22 0.36 0.39 0.37 0.44 0.63 0.83 11/9/99 Exhibit E-3 1 of 7 25 Yr. Profile -Standard Table 1 Reach· River Sta Profile Plan Q Total Min Ch El W.S. Elev CritW.S. E.G. Elev (cfs) (ft) (ft) (ft) (ft) MAIN CHANNEL 4725 25 Yr Prop (4-6x6) 905 277.5 282.71 283.08 MAIN CHANNEL 4725 25 Yr Prop (3-6x6) 862 277.5 282.56 280.37 283.03 MAIN CHANNEL 4725 25 Yr Full Dev. 1233 277.5 283.06 281.15 283.85 MAIN CHANNEL 4682 Ex.25 Ex .. Cond. 1008 278 282.9 283.07 MAIN CHANNEL 4682 25 Yr Prop ( 4-6x6) 1006 277 282.72 282.98 MAIN CHANNEL 4682 25Yr Prop (3-6><6) 955 277 282.61 282.87 MAIN CHANNEL 4682 25Yr Full Dev. 1345 277 283.25 283.53 MAIN CHANNEL 4662 Ex. 25 Ex. Cond. 1008 278 282.8 282.99 MAIN CHANNEL 4662 25 Yr Prop (4-6x6) 1006 278 282.57 282.93 MAIN CHANNEL 4662 25 Yr Prop (3-6x6) 955 278 282.45 282.82 MAIN CHANNEL 4662 25 Yr Full Dev. 1345 278 283.14 283.49 MAIN CHANNEL 4473 Ex. 25 Ex. Cond. 1008 277 282.21 282.4 MAIN CHANNEL 4473 25 Yr Prop (4-6x6) 1006 277 282.2 282.4 MAIN CHANNEL 4473 25 Yr Prop (3-6x6) 955 277 282.08 282.27 MAIN CHANNEL 4473 25Yr Full Dev. 1345 277 282.79 283.01 . MAIN CHANNEL 4316 Ex.25 Ex. Cond. 1008 277 282.17 282.21 MAIN CHANNEL 4316 25Yr Prop (4-6x6) 1006 277 282.16 282.2 MAIN CHANNEL 4316 25Yr Prop (3-6x6) 955 277 282.03 282.07 MAIN CHANNEL 4316 25 Yr Full Dev. 1345 277 282.74 282.8 . MAIN CHANNEL 4225 Ex.25 Ex. Cond. 1008 277 282.1 282.16 MAIN CHANNEL 4225 25 Yr Prop ( 4-6x6) 1006 277 282.1 282.15 MAIN CHANNEL 4225 25Yr Prop (3-6x6) 955 277 281.97 282.02 MAIN CHANNEL 4225 25 Yr Full Dev. 1345 277 282.68 282.74 MAIN CHANNEL 4100 Ex.25 Ex. Cond. 1008 276.5 281.75 282 MAIN CHANNEL 4100 25 Yr Prop ( 4-6x6) 1006 276.5 281.75 281.99 MAIN CHANNEL 4100 25 Yr Prop (3-6x6) 955 276.5 281.62 281.86 MAIN CHANNEL 4100 25 Yr Full Dev. 1345 276.5 282.24 282.56 MAIN CHANNEL 3993 Ex.25 Ex. Cond. 1008 275 281.55 281.7 MAIN CHANNEL 3993 25 Yr Prop ( 4-6x6) 1006 275 281.55 281.7 MAIN CHANNEL 3993 25 Yr Prop (3-6x6) 955 275 281.41 281.56 MAIN CHANNEL 3993 25 Yr Full Dev. 1345 275 282.01 282.21 E.G. Slope Vel Chnl Flow Area (ft/ft) (ft/s) (sq ft) 0.000836 5.09 286.38 0.001006 5.48 157.35 0.001506 7.13 172.81 0.003482 3.97 471.26 0.001451 4.52 437.4 0.001485 4.49 405.03 0.001415 4.87 625.47 0.004037 4.2 437.9 0.002641 5.39 367.03 0.002817 5.42 333.79 0.002218 5.53 556.85 0.002494 3.64 335.52 0.002491 3.63 334.92 0.002504 3.57 311.33 0.002459 3.92 495.75 0.000487 1.67 646.76 0.000486 1.66 646.19 0.000485 1.63 622.01 0.000549 1.93 777.26 0.000625 2.06 689.16 0.000624 2.05 688.49 0.000627 2.02 658.14 0.000701 2.35 845.15 0.003501 4.07 288.44 0.003495 4.07 288.18 0.003624 4.04 271.68 0.003868 4.67 358.82 0.001558 3.62 457.23 0.001554 3.62 456.97 0.001573 3.58 434.4 0.001912 4.23 537.32 Top Width (ft) 139.09 130.11 159.63 340.37 309.67 291.74 398.23 323.63 284.8 264.63 379.98 206.01 205.17 168.68 299.83 194.63 194.32 180.58 256.28 241.35 241.05 229.31 303.48 128.15 128.08 123.42 167.85 167.7 167.66 163.91 180.9 Froude. # Chi 0.39 0.43 0.53 0.38 0.41 0.41 0.41 0.4 0.54 0.55 0.51 0.32 0.32 0.32 0.33 0.15 0.15 0.14 0.16 0.17 0.17 0.17 0.18 0.38 0.38 0.39 0.41 0.27 0.27 0.27 0.3 11/9/99 Exhibit E-3 2 of 7 Ex hi 25 Yr. Profile -Standard Table 1 Reach River Sta Profile Plan Q Total Min Ch El W .S . Elev CritW.S . E .G. Elev (cfs) ; (ft) (ft) (ft) ? (ft) MAIN CHANNEL 3877 Ex .25 Ex . Cond . 1008 275 281.32 281 .5 MAIN CHANNEL 3877 25 Yr Prop (4-6x6) 1006 275 281 .32 281 .5 MAIN CHANNEL 3877 25 Yr Prop (3-6x6) 955 275 281 .17 281 .36 MAIN CHANNEL 3877 25Yr Full Dev. 1345 275 281 .71 281 .96 MAIN CHANNEL 3666 Ex. 25 Ex . Cond . 1008 275 281 .1 281 .18 MAIN CHANNEL 3666 25 Yr Prop (4-6x6) 1006 275 281.1 281.18 MAIN CHANNEL 3666 25 Yr Prop (3-6x6) 955 275 280 .93 281.02 MAIN CHANNEL ·3666 25 Yr Full Dev . 1345 275 281 .48 281 .57 MAIN CHANNEL 3370 Ex .25 Ex . Cond . 1008 275 280.84 280 .9 MAIN CHANNEL 3370 25Yr Prop (4-6x6) 1006 275 280 .84 280.9 MAIN CHANNEL 3370 25 Yr Prop (3-6x6) 955 275 280.64 280 .7 MAIN CHANNEL 3370 25 Yr Full Dev. 1345 275 281 .15 281 .23 MAIN CHANNEL 3250 Ex . 25 . Springbrook 935 273 280 .39 280.49 MAIN CHANNEL 3250 Ex .25 Ex . Cond . 1125 273 280.65 280.77 MAIN CHANNEL 3250 25 Yr Prop (4-6x6) 1126 273 280 .65 280 .77 MAIN CHANNEL 3250 25 Yr Prop (3-6x6)' 1080 273 280.43 280.55 MAIN CHANNEL 3250 25 Yr Full Dev. 1484 273 280.89 281 .06 MAIN CHANNEL 3100 Ex . 25 Springbrook 935 273.37 280 .02 280 .19 MAIN CHANNEL 3100 Ex .25 Ex . Cond . 1125 273.37 280 .26 280.43 MAIN CHANNEL 3100 25 Yr Prop (4-6x6) 1126 273.37 280 .26 280 .44 MAIN CHANNEL 3100 25 Yr prop (3-6x6) 1080 273 .37 279.42 279.42 280.02 MAIN CHANNEL . 3100 25 Yr Full Dev . 1484 273.37 280 .21 280.54 MAIN CHANNEL 2980 Ex . 25 Springbrook 935 273 .64 279.3 279.41 MAIN CHANNEL 2980 Ex . 25 Ex. Cond. 1125 273 .64 279.41 279.55 MAIN CHANNEL 2980 25 Yr Prop (4-6x6) 1126 273 .64 279 .41 279.55 MAIN CHANNEL 2980 25 Yr Prop (3-6x6) 1080 273 .64 279 .24 279.33 MAIN CHANNEL 2980 25 Yr Full Dev. 1484 273 .64 279 .87 279.98 MAIN CHANNEL 2860 Ex . 25 Springbrook 1057 271.81 279 .05 279.09 MAIN CHANNEL 2860 Ex . 25 Ex . Cond . 1125 271.81 279.14 279.18 MAIN CHANNEL 2860 25 Yr Prop ( 4-6x6) 1126 271 .81 279.14 279.18 MAIN CHANNEL 2860 25 Yr Prop (3-6x6) 1080 271.81 279.07 279.11 MAIN CHANNEL 2860 25 Yr Full Dev . 1484 271 .81 279 .69 279.74 MAIN CHANNEL 2630 Ex. 25 Springbrook 1057 271.5 278 .61 278 .78 E .G . Slope Ve! Chnl (ft/ft) (ft/s) 0 .001913 3 .87 0 .001907 3 .86 0 .001946 3.83 0 .00242 4 .57 0 .00133 3 .04 0 .001324 3 .03 0.001483 3 .13 0 .001519 3.41 0 .001007 2 .34 0 .001001 2 .33 0 .001111 2.4 0 .00132 2 .77 0 .001213 2 .87 0 .00137 3 .16 0 .001371 3 .16 0 .001563 3 .27 0 .001918 3 .86 0 .004916 5 .26 0 .005133 5.52 0 .005133 5 .52 0 .016733 9 .01 0 .009542 7.49 0 .003203 4 .53 0 .004025 5 .15 0 .004024 5 .1 5 0 .001126 2 .7 0 .00118 3 .02 0 .000876 2 .63 0 .00091 2 .7 0 .000911 2.7 0.000897 2 .66 0 .00095 2.93 0 .003463 4.88 Flow Area (sq ft) 408 .64 408 .51 383 .08 486 .73 667 667 .06 613 .29 788 .39 667 .08 667.49 614.8 751 .56 502 .96 558 .53 558 .85 510.37 612 .52 417 .19 475 .2 475 .55 282 .89 462.95 510.42 541 .3 541.73 595.39 786 .26 876 .35 903.57 904 882.43 1087.49 527.41 Top Width (ft) 185.24 185 .2 176.4 209.94 317.46 317.47 314.15 324.83 262 .74 262 .79 256.63 272 .32 207 .27 218 .75 218 .81 208.84 229 .35 239 .08 251 .33 251.4 207 .97 248 .79 282.34 291.15 29 1.27 277.72 329.16 318 .89 321.4 321 .44 319.45 344.07 311 .57 Froude. # Chi 0 .3 0 .3 0 .3 0 .34 0 .24 0 .24 0 .25 0 .26 0 .21 0 .21 0 .22 0 .24 0 .23 0 .25 0 .25 0 .26 0.3 0 .39 0 .4 0.4 0 .7 0 .54 0 .36 0.41 0 .41 0 .22 0 .23 0 .1 9 0 .2 0 .2 0 .19 0 .2 0 .35 11/9/99 Exhibit E-3 3 of 7 Reach River Sta Profile Plan Q Total '" (cfs) MAIN CHANNEL 2630 Ex. 25 Ex. Cond. 1125 MAIN CHANNEL 2630 25Yr Prop (4-6x6) 1126 MAIN CHANNEL 2630 25Yr Prop (3-6x6) 1080 MAIN CHANNEL 2630 25Yr Full Dev. 1484 MAIN CHANNEL 2360 Ex. 25 Springbrook 1057 MAIN CHANNEL 2360 Ex.25 Ex. Cond. 1125 MAIN CHANNEL 2360 25 Yr Prop ( 4-6x6) 1126 MAIN CHANNEL 2360 25Yr Prop (3-6x6) 1080 MAIN CHANNEL 2360 25Yr Full Dev. 1484 MAIN CHANNEL 1910 Ex. 25 Springbrook 1159 MAIN CHANNEL 1910 Ex. 25 Ex. Cond. 1125 MAIN CHANNEL 1910 25 Yr Prop (4-6x6) 1126 MAIN CHANNEL 1910 25Yr Prop (3-6x6) 1080 MAIN CHANNEL 1910 25Yr Full Dev. 1484 MAIN CHANNEL 1715 Ex.25 Springbrook 1159 MAIN CHANNEL 1715 Ex.25 Ex. Cond. 1125 MAIN CHANNEL 1715 25Yr Prop (4-6x6) 1126 MAIN CHANNEL 1715 25 Yr Prop (3-6x6) 1080 MAIN CHANNEL 1715 25 Yr Full Dev. 1484 MAIN CHANNEL 1660 Ex.25 Springbrook 1159 MAIN CHANNEL 1660 Ex.25 Ex. Cond. 1125 MAIN CHANNEL 1660 25 Yr Prop (4-6x6) 1126 MAIN CHANNEL 1660 25Yr Prop (3-6x6) 1080 MAIN CHANNEL 1660 25Yr Full Dev. 1484 MAIN CHANNEL 1646 Ex.25 Springbrook 1159 MAIN CHANNEL 1646 Ex. 25 Ex. Cond. 1295 MAIN CHANNEL 1646 25Yr Prop (4-6x6) 1305 MAIN CHANNEL 1646 25Yr Prop (3-6x6) 1260 MAIN CHANNEL 1646 25 Yr Full Dev. 1685 MAIN CHANNEL 1617 Culvert MAIN CHANNEL 1588 Ex. 25 Springbrook 1159 MAIN CHANNEL 1588 Ex. 25 Ex. Cond. 1295 MAIN CHANNEL 1588 25 Yr Prop (4-6x6) 1305 25 Yr. Profile -Standard Table 1 Min Ch El W.S. Elev CritW.S. E.G. Elev ·,.." (ft) . (ft) (ft) (ft) 271.5 278.68 278.86 271.5 278.69 278.86 271.5 278.62 278.79 271.5 279.29 279.43 271.28 277.75 277.89 271.28 277.75 277.91 271.28 277.75 277.91 271.28 277.67 277.83 271.28 278.41 278.59 268.93 275.8 276.11 268.93 275.96 276.22 268.93 275.98 276.24 268.93 275.89 276.14 268.93 276.85 277.07 268.7 275.03 275.5 268.7 275.58 275.82 268.7 275.61 275.85 268.7 275.5 275.74 268.7 276.63 276.78 267.97 275.2 271.7 275.38 267.97 275.62 271.64 275.77 267.97 275.65 271.65 275.8 267.97 275.55 271.56 275.69 267.97 276.56 272.27 276.75 267.6 274.92 271.07 275.32 267.6 275.22 271.33 275.67 267.6 275.24 271.35 275.7 267.6 275.16 271.27 275.6 267.6 275.98 272.05 276.61 267.48 274.58 270.95 275 267.48 274.82 271.21 275.31 267.48 274.84 271.23 275.33 E.G. Slope Vel.Chnl (ft/ft) (ftJs) 0.003552 4.99 0.003552 4.99 0.003591 4.98 0.00284 4.76 0.003941 4.87 0.004476 5.18 0.004478 5.19 0.004532 5.16 0.00472 5.79 0.003937 5.46 0.00318 5.01 0.003123 4.97 0.003147 4.93 0.002521 4.92 0.007742 7.11 0.004038 5.44 0.003901 5.36 0.004036 5.4 0.002371 4.6 0.000183 4.17 0.000138 3.75 0.000136 3.74 0.000132 3.65 0.000151 4.25 0.000399 5.02 0.000436 5.39 0.000439 5.42 0.000424 5.29 0.000539 6.38 0.000442 5.18 0.000496 5.6 0.000499 5.63 Flow Area (sq ft) : 549.7 550.11 528.91 752.3 445.06 444.65 444.87 429.71 582.85 383.68 412.96 416.91 399.19 593.09 336.03 446.24 453.83 429.58 705.77 381.22 409.85 411.91 405.05 473.89 230.71 240.08 240.78 238.23 263.97 223.8 231.18 231.74 Top Width (ft) 315.81 315.88 311.86 351.99 183.21 183.15 183.18 181.04 249.14 176.53 183.5 184.43 180.26 221.65 186.48 219.38 221.46 214.73 263.13 225.92 242.22 243.39 239.49 272.78 173.91 191 192.28 187.63 234.56 187.33 197.01 197.73 Froude# Chi 0.36 0.36 0.36 0.33 0.39 0.42 0.42 0.42 0.44 0.41 0.37 0.37 0.37 0.34 0.51 0.37 0.37 0.37 0.29 0.27 0.24 0.24 0.23 0.26 0.33 0.34 0.35 0.34 0.39 0.34 0.36 0.37 11/9/99 Exhibit E-3 4 of 7 25 Yr. Profile -Standard Table 1 Reach• River Sta Profile Plan QTotal Min Ch El W.S. Elev CritW.S. E.G. Elev (cfs) (ft) (ft) (ft) • (ft) MAIN CHANNEL 1588 25 Yr Prop (3-6x6) 1260 267.48 274.78 271.14 275.25 MAIN CHANNEL 1588 25 Yr Full Dev. 1685 267.48 275.28 271.93 276.01 MAIN CHANNEL 1570 Ex. 25 Springbrook 1159 267.36 274.68 274.9 MAIN CHANNEL 1570 Ex. 25 Ex. Cond. 1295 267.36 274.94 275.18 MAIN CHANNEL 1570 25 Yr Prop (4-6x6) 1305 267.36 274.96 275.2 MAIN CHANNEL 1570 25 Yr Prop (3-6x6) 1260 267.36 274.89 275.12 MAIN CHANNEL 1570 25 Yr Full Dev. 1685 267.36 275.5 275.78 MAIN CHANNEL 1517 Ex.25 Springbrook 1159 267.03 274.71 274.82 MAIN CHANNEL 1517 Ex.25 Ex. Cond. 1295 267.03 274.98 275.09 MAIN CHANNEL 1517 25 Yr Prop (4-6x6) 1305 267.03 275 275.11 MAIN CHANNEL 1517 25Yr Prop (3-6x6) 1260 267.03 274.93 275.04 MAIN CHANNEL 1517 25 Yr Full Dev. 1685 267.03 275.55 275.67 MAIN CHANNEL 1460 Ex. 25 Springbrook· 1159 266.68 274.58 274.72 MAIN CHANNEL 1460 Ex.25 Ex. Cond. 1295 266.68 274.87 275 MAIN CHANNEL 1460 25 Yr Prop (4-6x6) 1305 266.68 274.89 275.02 MAIN CHANNEL 1460 25Yr Prop (3-6x6) 1260 266.68 274.82 274.95 MAIN CHANNEL 1460 25Yr Full Dev. 1685 266.68 275.47 275.58 MAIN CHANNEL 1250 Ex. 25 Springbrook 1159 265.63 273.93 274.2 MAIN CHANNEL 1250 Ex. 25 Ex. Cond. 1295 265.63 274.24 274.51 MAIN CHANNEL 1250 25 Yr Prop (4-6x6) 1305 265.63 274.26 274.53 MAIN CHANNEL 1250 25 Yr Prop (3-6x6) 1260 265.63 274.2 274.46 MAIN CHANNEL 1250 25 Yr Full Dev. 1685 265.63 274.78 275.09 MAIN CHANNEL 930 Ex. 25 Springbrook 1159 264.95 273.12 273.29 MAIN CHANNEL 930 Ex. 25 Ex. Cond. 1423 264.95 273.32 273.53 MAIN CHANNEL 930 25 Yr Prop ( 4-6x6) 1442 264.95 273.35 273.56 MAIN CHANNEL 930 25 Yr Prop (3-6x6) 1401 264.95 273.3 273.51 MAIN CHANNEL 930 25Yr Full Dev. 1844 264.95 273.85 274.05 MAIN CHANNEL 610 Ex.25 Springbrook 1300 263.78 272.46 272.58 MAIN CHANNEL 610 Ex.25 Ex. Cond. 1423 263.78 272.56 272.7 MAIN CHANNEL 610 25 Yr Prop (4-6x6) 1442 263.78 272.58 272.71 MAIN CHANNEL 610 25 Yr Prop (3-6x6) 1401 263.78 272.54 272.67 MAIN CHANNEL 610 25 Yr Full Dev. 1844 263.78 273.03 273.18 MAIN CHANNEL 590 Ex.25 Springbrook 1300 260.64 272.35 264.6 272.55 E.G. Slope Vel Chnl Flow Area . '(ft/ft) (ft/s) (sq ft) 0.000478 5.48 229.94 0.000685 6.86 245.63 0.000217 4.53 442.84 0.000225 4.71 486.55 0.000225 4.73 489.98 0.00022 4.64 478.51 0.000258 5.3 589.5 0.001215 3.05 609.34 0.001176 3.11 683.53 0.001172 3. 11 689.32 0.001165 3.07 669.69 0.0012 3.35 851.44 0.00262 4.54 601.74 0.002305 4.38 692.88 0.002282 4.37 699.86 0.002313 4.37 676.9 0.002012 4.33 888.37 0.002279 4.5 397.26 0.00224 4.6 455.26 0.002233 4.61 460.04 0.00218 4.52 448.22 0.002515 5.14 571.44 0.003107 4.99 557.07 0.003778 5.61 615.4 0.003781 5.62 622.65 0.003772 5.59 607.06 0.003685 5.8 785.65 0.001444 3.8 761.13 0.001576 4.01 796.44 0.001593 4.04 802.42 0.001555 3.98 789.67 0.001756 4.42 968.62 0.000077 3.55 366.64 Top Width. (ft) 195.37 215.94 160 172.1 173.01 169.93 197.68 265.41 286 287.53 282.27 300.4 300.05 316.5 317.73 313.68 331.65 178.14 197.71 199.24 195.44 232.73 278.47 297.48 299.76 294.84 347.05 328.95 341.74 343.86 339.32 398.25 32 Froude# Chi 0.36 0.43 0.3 0.3 0.3 0.3 0.33 0.24 0.23 0.23 0.23 0.24 0.31 0.29 0.29 0.29 0.28 0.31 0.31 0.31 0.31 0.34 0.33 0.37 0.37 0.37 0.37 0.25 0.27 0.27 0.26 0.28 0.18 11/9/99 Exhibit E-3 5 of 7 25 Yr. Profile -Standard Table 1 Reach River Sta Profile Plan a.Total Min Ch El W.S. Elev CritW.S: E.G. Elev (cfs) (ft) (ft) (ft) (ft) MAIN CHANNEL 590 Ex.25 Ex. Cond. 1423 260.64 272.42 264.83 272.65 MAIN CHANNEL 590 25 Yr Prop (4-6x6) 1442 260.64 272.43 264.86 272.67 MAIN CHANNEL 590 25 Yr Prop (3-6x6) 1401 260.64 272.41 264.79 272.63 MAIN CHANNEL 590 25Yr Full Dev. 1844 260.64 272.73 265.57 273.09 MAIN CHANNEL 425 Culvert MAIN CHANNEL 260 Ex.25 Springbrook· 1300 260.64 271.95 264.59 272.16 MAIN CHANNEL 260 Ex.25 Ex. Cond. 1423 260.64 271.94 264.82 272.19 MAIN CHANNEL 260 25 Yr Prop (4-6x6) 1442 260.64 271.94 264.86 272.2 MAIN CHANNEL 260 25 Yr Prop (3-6x6) 1401 260.64 271.94 264.78 272.19 MAIN CHANNEL 260 25Yr Full Dev. 1844 260.64 271.9 265.58 272.33 MAIN CHANNEL 100 Ex. 25 Springbrook 1300 262.65 272 266.89 272.06 MAIN CHANNEL 100 Ex.25 Ex. Cond. 1423 262.65 272 267.1 272.07 MAIN CHANNEL 100 25 Yr Prop (4-6x6) 1442 262.65 272 267.13 272.07 MAIN CHANNEL 100 25 Yr Prop (3-6x6) 1401 262.65 272 267.06 272.07 MAIN CHANNEL 100 25 Yr Full Dev. 1844 262.65 272 267.96 272.12 TRIBA · 9300 Ex.25 Ex. Cond. 408 292 295.14 295.54 TRIBA 9300 25 Yr Prop (4-6x6) 409 292 295.15 295.54 TRIBA 9300 25 Yr Prop (3-6x6) 409 292 295.15 295.55 TRIBA 9300 25 Yr Full Dev. 578 292 295.58 296 TRIBA 8544 Ex.25 Ex. Cond. 408 285 291.51 291.72 TRIBA 8544 25 Yr Prop (4-6x6) 409 285 291.51 291.73 TRIBA 8544 25 Yr Prop (3-6x6) 409 285 291.51 291.72 TRIBA 8544 25Yr Full Dev. 578 285 292.33 292.54 TRIBA .. 7757 Ex.25 Ex. Cond. 669 283 288.99 289.3 TRIBA 7757 25 Yr Prop ( 4-6x6) 670 283 289 289.31 TRIBA 7757 25 Yr Prop (3-6x6) 669 283 289 289.31 TRIBA 7757 25Yr Full Dev. 969 283 289.7 290.08 TRIBA 6800 Ex. 25 Ex. Cond. 669 281 286.71 286.85 TRIBA 6800 25Yr Prop ( 4-6x6) 670 281 286.69 286.83 TRIBA 6800 25 Yr Prop (3-6x6) 669 281 286.68 286.83 TRIBA 6800 25 Yr Full Dev. 969 281 287.78 287.9 TRIBA 6404 Ex.25 Ex. Cond. 669 281 286.43 286.47 E.G. Sl9pe .·Vel Chnl Flow Area' (ft/ft) (ft/s) (sq ft) 0.000091 3.86 368.94 0.000093 3.9 369.31 0.000088 3.8 368.51 0.000142 4.87 378.63 0.000085 3.67 353.84 0.000102 4.03 353.53 0.000105 4.08 353.47 0.000099 3.96 353.58 0.000173 5.24 352.2 0.000419 2.4 1080.67 0.000502 2.63 1080.67 0.000516 2.67 1080.67 0.000487 2.59 1080.67 0.000843 3.41 1080.67 0.011998 5.38 107 0.011932 5.37 107.55 0.011906 5.37 107.67 0.010989 5.82 156.77 0.002733 3.85 146.55 0.002743 3.86 146.65 0.002749 3.86 146.47 0.002474 4.1 232.29 0.003594 5.56 242.83 0.003568 5.55 243.96 0.003566 5.54 243.68 0.00407 6.4 319.1 0.00207 3.76 357.6 0.002135 3.8 352.85 0.002137 3.8 352.23 0.001552 3.72 577.96 0.000503 1.49 493.69 Top Width (ft) 32 32 32 32 32 32 32 32 32 379 379 379 379 379 101.91 102.24 102.31 128.67 87.8 87.85 87.76 121.62 100.88 101.08 101.03 113.68 174.98 173.41 173.2 236.56 198.55 Froude #Chi 0.2 0.2 0.2 0.25 0.19 0.21 0.22 0.21 0.28 0.15 0.16 0.16 0.16 0.21 0.65 0.65 0.65 0.64 0.32 0.32 0.32 0.32 0.41 0.41 0.41 0.44 0.3 0.31 0.31 0.27 0.14 11/9/99 Exhibit E-3 6 of 7 Reach River Sta Profile Plan Q Total (cfs) TRIBA. 6404 25 Yr Prop (4-6x6) 670 TRIBA .· 6404 25 Yr Prop (3-6x6) 669 TRIBA · 6404 25 Yr Full Dev. 969 TRIB B ' 6917 Ex. 25 Ex. Cond. 226 TRIB B 6917 25 Yr Prop (4-6x6) 227 TRIB B 6917 25 Yr Prop (3-6x6) 220 TRIB B • 6917 25Yr Full Dev. 314 TRIB B. 6895 Ex.25 Ex. Cond. 226 TRIB B 6895 25 Yr Prop (4-6x6) 227 TRIB B 6895 25 Yr Prop (3-6x6) 220 TRIB B 6695 25 Yr Full Dev. 314 TRIB B 6816 Ex.25 Ex. Cond. 226 TRIB B 6816 25 Yr Prop (4-6x6) 227 TRIB B · 6816 25 Yr Prop (3-6x6) 220 TRIB B 6816 25Yr Full Dev. 314 TRIB B 6794 Ex.25 Ex. Cond. 226 TRIB B 6794 25 Yr Prop (4-6x6) 227 TRIB B 6794 25 Yr Prop (3-6x6) 220 TRIB B 6794 25 Yr Full Dev. 314 TRIB B 6586 Ex. 25 Ex. Cond. 226 TRIB B · 6586 25 Yr Prop (4-6x6) 227 TRIB B 6586 25 Yr Prop (3-6x6) 220 TRIB B 6586 25 Yr Full Dev. 314 TRIB B • 6327 Ex.25 Ex. Cond. 226 TRIB B 6327 25Yr Prop (4-6x6) 227 TRIB B 6327 25Yr Prop (3-6x6) 220 TRIB B 6327 25 Yr Full Dev. 314 25 Yr. Profile -Standard Table 1 Min Ch El W.S. Elev CritW.S. E.G. i:lev (ft) (ft) (ft) (ft) 281 286.39 286.43 281 286.39 286.42 281 287.58 287.62 285 287.8 288.06 285 287.81 288.07 285 287.77 288.02 285 288.36 288.65 285 287.3 287.77 285 . 287.3 287.77 285 287.26 287.73 285 288.01 288.42 283 286.91 287.05 283 286.9 287.04 283 286.87 287 283 287.83 287.95 283 286.8 286.95 283 286.78 286.93 283 286.75 286.9 283 287.77 287.89 281.9 286.46 286.5 281.9 286.43 286.47 281.9 286.41 286.45 281.9 287.61 287.64 281 286.38 286.39 281 286.34 286.35 281 286.33 286.34 281 287.55 287.56 E.G. Slope Vel Chnl Flow Area (tuft) (fUs) •(SQ ft) 0.000526 1.51 485.89 0.000526 1.51 485.12 0.000367 1.55 773.11 0.008467 4.1 55.13 0.008483 4.11 55.26 0.008441 4.06 54.17 0.008265 4.32 73.47 0.020037 5.5 41.08 0.020275 5.53 41.04 0.020415 5.49 40.09 0.012064 5.12 61.3 0.00414 2.95 76.58 0.004266 2.99 75.97 0.004176 2.94 74.81 0.002592 2.69 116.82 0.004875 3.14 72.03 0.005061 3.19 71.26 0.004938 3.13 70.25 0.002789 2.76 113.65 0.001065 1.59 142.18 0.001121 1.63 139.64 0.001066 1.58 136.91 0.000566 1.37 235.04 0.00021 0.94 258.27 0.00022 0.96 254.29 0.000208 0.93 253.72 0.000152 0.92 383.76 Top Width (ft) 195.48 195.17 287.63 29.07 29.09 28.92 39.82 26.72 26.72 26.55 30.27 39.14 38.98 38.68 48.34 37.95 37.75 37.48 47.68 67.03 66.08 65.81 95.46 94.08 93.14 93.01 120.04 Froude #Chi 0.15 0.15 0.13 0.52 0.53 0.52 0.53 0.78 0.79 0.79 0.63 0.37 0.38 0.37 0.3 0.4 0.41 0.4 0.32 0.19 0.2 0.19 0.15 0.09 0.09 0.09 0.08 11/9/99 Exhibit E-3 7 of 7 Reach River sta MAIN CHANNEL 6043 MAIN CHANNEL 6043 MAIN CHANNEL 6043 MAIN CHANNEL 6043 MAIN CHANNEL 5865 MAIN CHANNEL 5865 MAIN CHANNEL · 5865 MAIN CHANNEL 5865 MAIN CHANNEL 5662 MAIN CHANNEL 5662 MAIN CHANNEL 5662 MAIN CHANNEL 5662 MAIN CHANNEL .. 5485 MAIN CHANNEL 5485 MAIN CHANNEL 5485 MAIN CHANNEL 5485 MAIN CHANNEL 5187 MAIN CHANNEL 5187 MAIN CHANNEL 5187 MAIN CHANNEL 5187 MAIN CHANNEL 4875 MAIN CHANNEL 4875 MAIN CHANNEL 4875 MAIN CHANNEL 4834 MAIN CHANNEL 4834 MAIN CHANNEL 4834 MAIN CHANNEL .4812 MAIN CHANNEL 4812 MAIN CHANNEL 4812 MAIN CHANNEL 4748 MAIN CHANNEL 4748 MAIN CHANNEL ,. 4748 MAIN CHANNEL 4725 MAIN CHANNEL 4725 MAIN CHANNEL 4725 MAIN CHAN NEL 4682 MAIN CHANNEL 4682 MAIN CHANNEL 4682 MAIN CHANNEL 4682 MAIN CHANNEL 4662 MAIN CHANNEL 4662 MAIN CHANNEL 4662 MAIN CHANNEL 4662 MAI N CHANNEL 4473 MAIN CHANNEL 4473 MAIN CHANNEL 4473 MAIN CHAN NEL 4473 MAIN CHANNEL 4316 MAIN CHANNEL . 4316 MAIN CHANNEL 4316 MAIN CHANNEL 4316 Note: Bold text represents proposed Exhibit E-3 Comparison of Finish Floor Elevations to 100 Yr. Flood Elevations Profile Plan QTotal Min Ch El (cfs) (ft) Ex. 100 Ex. Cond. 1242 281 100 Yr Prop (4-6x6) 1205 281 100 Yr Prop (3-0x6) 11 76 281 100Yr Full Dev. 1611 281 Ex. 100 Ex. Cond . 1242 281 100 Yr Prop ( 4-6x6) 1205 281 100Yr Prop (3-0x6) 1176 281 100 Yr Full Dev. 1611 281 Ex. 100 Ex. Cond. 1242 281 100Yr Prop ( 4-6x6) 1205 281 100Yr Prop (3-0x6) 11 76 281 100 Yr Full Dev. 1611 281 Ex. 100 Ex. Cond 1242 279.9 100Yr Prop (4-6x6) 1205 279 .9 100Yr Prop (3-0><6) 11 76 279.9 100 Yr Full Dev. 1611 279 .9 Ex. 100 Ex. Cond . 1242 279 100 Yr Prop (4-6x6) 1205 279 100Yr Prop (3-0x6) 11 76 279 100Yr Full Dev. 1611 279 100 Yr Prop (4-6x6) 1205 278 100Yr Prop (3-0x6) 1176 278 100Yr Full Dev. 1611 278 100Yr Prop ( 4-6x6) 1205 277 .72 100 Yr Prop (3-6x6) 11 76 277 .72 100Yr Full Dev. 1611 277 .72 100Yr Prop ( 4-6x6) 1205 277.68 100 Yr Prop (3-0x6) 11 76 277 .68 100 Yr Full Dev. 1611 277.68 100Yr Prop ( 4-6x6) 1205 277.5 100 Yr Prop (3-6x6) 1176 277 .5 100 Yr Full Dev. 1611 277.5 100Yr Prop (4-6x6) 1205 277.5 100 Yr Prop (3-0><6) 1176 277.5 100 Yr . Full Dev. 1611 277.5 Ex. 100 Ex. Cond : 1382 278 100 Yr Prop (4 -6x6) 1338 277 100 Yr Prop (3-0x6) 1290 277 100Yr Full Dev. 1765 277 Ex. 100 Ex. Cond. 1382 278 100Yr Prop (4-0><6) 1338 278 100 Yr Prop (3-6x6) 1290 278 100 Yr Full Dev. 1765 278 Ex. 100 Ex. Cond. 1382 277 100Yr Prop ( 4-6x6) 1338 277 100 Yr Prop (3-0><6) 1290 277 100 Yr Fu ll Dev. 1765 277 Ex. 100 Ex. Cond . 1382 277 100 .Yr Prop ( 4-6x6) 1338 277 100 Yr Prop (3-6x6) 1290 277 100 Yr Full Dev. 1765 277 Finished Floor elevations for the Alexandria Subdivision . Prop. & Ex. House W .S. Elev F.F. Elev. (ft) (ft) 286.77 290.3 286.71 290.3 287 .29 290.3 287 .71 290.3 286 .52 290.2 286 .47 290.2 287 .16 290.2 287 .55 290.2 286 .08 290.0 286.04 290.0 286.96 290.0 287 .27 290.0 285 .67 289.8 285 .64 289.8 286 .84 289.8 287 .08 289.8 284.82 289.7 285 .13 289.7 286.71 289.7 286 .87 289.7 284.95 289.7 286.66 289.7 286 .79 289.7 284.74 289.7 286.54 289.7 286 .56 289.7 284 .56 289.7 286.1 289.7 285.24 289.7 283 .09 286.2 282 .62 286.2 282.9 286.2 283 .2 286.2 283 286.2 283 .43 286.2 283 .52 286.2 283 .26 286.2 283 .17 286.2 283 .82 286.2 283.45 286.1 283 .16 286.1 283 .05 286.1 283 .75 286.1 282.9 285.7 282 .83 285.7 282.7 285.7 283.46 285.7 282 .85 285.7 282 .78 285.7 282 .65 285.7 283 .39 285.7 Height FF is above ·100 Yr (ft) 3.5 3.6 3.0 2.6 3.6 3.7 3 .0 2.6 3.9 3.9 3 .0 2.7 4.2 4.2 3.0 2 .8 4.9 4.6 3.0 2.8 4.7 3.0 2.9 " 4.9 3.1 3.1 5 .1 3.6 4.4 3.1 3.6 3.3 3.0 3.2 )!.8 2.7 2.9 3.0 2.4 2.6 2.9 3.0 2.3 2.8 2.9 3.0 2.2 2.8 2.9 3.0 2.3 11/9/99 Exhibit E-3 1of5 Reach River Sta MAIN CHANNEL 4225 MAIN CHANNEL 4225 MAIN CHANNEL 4225 MAIN CHANNEL 4225 MAIN CHANNEL 4100 MAIN CHANNEL 4100 MAIN CHANNEL .. 4100 MAIN CHANNEL 4100 MAIN CHANNEL 3993 MAIN CHANNEL 3993 MAIN CHANNEL 3993 MAIN CHANNEL 3993 MAIN CHANNEL 3877 MAIN CHANNEL 3877 MAIN CHANNEL 3877 MAIN CHANNEL 3877 MAIN CHANNEL 3666 MAIN CHANNEL 3666 MAIN CHANNEL 3666 MAIN CHANNEL 3666 MAIN CHANNEL 3370 MAIN CHANNEL 3370 MAIN CHANNEL 3370 MAIN CHANNEL 3370 MAIN CHANNEL 3250 MAIN CHANNEL 3250 MAIN CHANNEL 3250 MAIN CHANNEL 3250 MAIN CHANNEL 3250 MAIN CHANNEL 3100 MAIN CHANNEL 3100 MAIN CHANNEL 3100 MAIN CHANNEL 3100 MAIN CHANNEL 3100 MAIN CHANNEL .2980 MAIN CHANNEL 2980 MAIN CHANNEL 2980 MAIN CHANNEL 2980 MAIN CHANNEL 2980 MAIN CHANNEL 2860 MAIN CHANNEL 2860 MAIN CHANNEL 2860 MAIN CHANNEL 2860 MAIN CHANNEL 2860 MAIN CHANNEL 2630 MAIN CHANNEL 2630 MAIN CHANNEL 2630 MAIN CHANNEL 2630 MAIN CHANNEL 2630 MAIN CHANNEL 2360 MAIN CHANNEL 2360 MAIN CHANNEL 2360 MAIN CHANNEL 2360 Note: Bold text represents proposed Exhibit E-3 Comparison of Finish Floor Elevations to 100 Yr. Flood Elevations Profile Plan QTotal Min Ch El (cfs) (ft) Ex. 100 Ex. Cond. 1382 277 100 Yr Prop (4-6x6) 1338 277 100 Yr Prop (3-6x6) 1290 277 100Yr Full Dev. . 1765 277 Ex. 100 Ex. Cond. 1382 276.5 100 Yr .. Prop ( 4-6x6) 1338 276 .5 100 Yr Prop (3-6x6) 1290 276 .5 100Yr Full Dev. 1765 276.5 Ex. 100 Ex. Cond. 1382 275 100 Yr Prop ( 4-6x6) · 1338 275 100Yr Prop (3-6x6) 1290 275 100Yr Full Dev. 1765 275 Ex. 100 Ex. Cond. 1382 275 100 Yr Prop ( 4-6x6) 1338 275 100Yr Prop (3-6xfi) 1290 275 100 Yr Full Dev. 1765 275 .... Ex. 100 Ex. Cond. 1382 275 100 Yr Prop ( 4-6x6) 1338 275 100 Yr Prop (3-6>ctl) 1290 275 100Yr· Full Dev. 1765 275 Ex. 100 Ex. Cond 1382 275 100 Yr Prop (4-6x6) 1338 275 100 Yr Prop (3-6x6) 1290 275 100Yr F ull Dev. 1765 275 ,.. Ex. 100 Springbrook 1266 273 Ex. 100· Ex. Corid. 1540 273 1.00 Yr Prop ( 4-6x6) 1501 273 100 Yr Prop (3-6xfi) 1435 273 100 Yr ·Full Dev. 1937 273 Ex. 100 Springbrook 1266 273.37 Ex. 100 Ex. Cond. 1540 273.37 100 Yr Prop (4-6xfi) 1501 273.37 100Yr Prop (3-6x6) 1435 273.37 100 Yr Full Dev. 1937 273.37 Ex. 100 Springbrook 1266 273.64 Ex. 100 Ex. Cond. 1540 273.64 100 Yr Prop ( 4-6xfi) 1501 273.64 100Yr Prop (3-6xfi) 1435 273.64 100Yr Full Dev. 1937 273 .64 Ex. 100 Springbrook 1436 271 .81 Ex. 100 Ex. Cond. 1540 271 .81 100 Yr Prop (4-6x6) 1501 27 1.8 1 100Yr Prop (3-6x6) 1435 271.81 100 Yr · Full Dev. 1937 271.81 Ex. 100 Springbrook 1436 271 .5 Ex. 100 Ex. Cond. 1540 271 .5 100Yr Prop ( 4-6x6) 1501 271 .5 100Yr Prop (3-6xfi) 1435 27 1 .5 100 Yr Full Dev. 1937 271.5 Ex. 100 Springbrook 1436 271.28 Ex. 100 Ex. Cond. 1540 271 .28 100 Yr Prop (4-6x6) 1501 271 .28 100Yr Prop (3-6x6) 1435 271 .28 Finished Floor elevations for the Alexandria Subdivision . Prop. & Ex. House W .S . Elev F.F. Elev. (ft) (ft) 282.79 285.6 282.72 285.6 282.59 285.6 283.32 285.6 282.37 285.2 282.31 285.2 282.17 285.2 282.85 285.2 282.15 284.9 282.09 284.9 281 .94 284.9 282.58 284.9 28 1.87 284.6 281 .82 284.6 281 .64 284.6 282.24 284.6 281 .68 285.1 281 .63 285.1 281.41 285.1 282.04 285.1 281.42 284.5 281 .37 284.5 281 .09 284.5 281 .71 284.5 280 .9 284.5 281.2 284.5 2 81 .15 2 84.5 280.83 284 .5 281.42 284.5 280 .54 283.4 280.8 283.4 280.75 2 83.4 280 .13 283.4 280 .83 283.4 279 .92 2 82.8 280 .06 2 82.8 280 2 82.8 279 .8 2 82.8 280.49 282.8 279.67 282.7 279.79 282.7 279 .7 3 282.7 279.62 282.7 280.31 282.7 279 .28 282.2 279.4 282 .2 279.33 282.2 279.21 282.2 279 .94 2 82 .2 278.48 2 81 .9 278.55 281 .9 278.47 281 .9 27 8.32 281 .9 Height FF fsabove 100 Yr (ft) 2.8 2.9 3.0 2.3 2.8 2.9 3.0 2.3 2.8 2.9 3.0 2.4 2.8 2.8 3.0 2.4 3.4 3 .5 3 .7 3 .1 3 .1 3 .1 3.4 2 .8 3 .6 3 .3 3 .4 3 .7 3 .1 2 .9 2 .6 2 .6 3 .3 2 .6 2 .9 2 .8 2 .8 3 .0 2 .3 3 .0 2 .9 3 .0 3 .1 2 .4 2 .9 2 .8 2 .9 3 .0 2 .3 3 .4 3.3 3 .4 3 .6 11/9/99 Exhibit E-3 2 of5 Reach River Sta MAIN CHANN EL 2360 MA IN CHANN EL 1910 MAIN CHANNEL 191 0 MA IN CHANNEL 1910 MA IN CHANNEL 1910 MA IN CHANN EL 1910 MAIN CHANN EL 1715 MA IN CHANNEL 171 5 MAI N CHANNEL 171 5 MAIN CHANN EL 171 5 MA IN CHANNEL 1715 MAIN CHANN EL 1660 MA IN CHANN EL 1660 MAIN CHANNEL 1660 MAIN CHANNEL 1660 MA IN CHANN EL 1660 MAIN CHANN EL 1646 MAIN CHANNEL 1646 MA IN CHANN EL 1646 MA IN CHANN EL 1646 MAIN CHANNEL 1646 MA IN CHANNEL 1617 . ,. , . MA IN CHANNEL 1588 MAI N CHANNEL 1588 MA IN CHANNEL 1588 MA IN CHANNEL 1588 MAI N CHANNEL 1588 MAIN CHANNEL 1570 MAIN CHANNEL ·· 1570 MA IN CHANNEL 1570 MAIN CHANNEL 1570 MA IN CHANNEL 1570 MAIN CHANNEL 1517 MA IN CHANNEL 151 7 MA IN CHANNEL 151 7 MAIN CHANNEL 1517 MA IN CHANNEL 1517 MA IN CHANNEL 1460 MA IN CHANNEL 1460 MA IN CHANNEL 1460 MA IN CHANNEL 1460 MA IN CHANNEL 1460 MA IN CHANNEL 1250 MAIN CHANN EL 1250 MAIN CHANNEL 1250 MA IN CHANNEL 1250 MAIN CHANNEL 1250 MAIN CHANNEL 930 MA IN CHANNEL 930 MAIN CHAN NEL 930 MAIN CHAN NEL 9 30 MA IN CHANNEL 930 MA IN CHANN EL 6 10 Note: Bold text represents proposed Exhibit E-3 Comparison of Fin ish Floor Elevations to 100 Yr. Flood Elevations Profi le Plan QTotal Min Ch El (cfs) (ft) 100Yr Full Dev. 1937 271 .28 Ex. 100 Spring brook 1580 268.93 Ex. 100 Ex. Cond. 1540 268 .93 100 Yr .. P rop (4-6x6) 1501 268 .93 100 Y r Prop (3-0x6) 1435 268 .93 100 Yr Full Dev. 1937 268 .93 Ex. 100 Springbrook 1580 268 .7 Ex. 100 Ex.'Cond. 1540 268 .7 100 Yr Prop ( 4-0x6) 1501 268 .7 100 Yr P rop (3 -0x6 ) 1435 268 .7 100 Yr Full Dev. 1937 268 .7 Ex. 100 Springbrook 1580 267 .97 Ex. 100 Ex. Cond. 1540 267 .97 100 Yr Prop (4-6x6) 1501 267 .97 100Yr Prop (3-0x6 ) 1435 267 .97 100 Yr Full Dev. 1937 267 .97 Ex. 100 Springbroo k 1580 267.6 Ex. 100 Ex. Cond . 176 5 267.6 100 Yr Prop ( 4-0x6 ) 1738 267 .6 100 Yr Prop (3-0x6) 1659 267 .6 100 Yr Full Dev. 2188 267 .6 Culvert Ex. 100 Springb rook 1580 267 .48 Ex. 100 Ex. Cond . 176 5 267 .48 100 Yr Prop ( 4-0x6) 1738 267 .48 100 Yr Prop (3-0x6) 1659 267 .48 100Yr Full Dev. 2188 267 .48 Ex. 100 Spri ngbroo k 1580 267 .36 Ex. 100 Ex. Cond . 1765 267 .36 100 Yr Prop (4-0x6) 1738 267.36 100 Yr Prop (3-0x6) 1659 267 .36 100 Yr Full Dev. 2188 267 .36 Ex. 100 Springbrook 1580 267 .03 Ex. 100 Ex. Cond . 1765 267 .0 3 100 Yr Prop ( 4-0x6) 1738 267 .03 100 Yr Prop (3-0x6) 1659 267.0 3 100 Yr Full Dev. 2188 267.03 Ex. 100 Springbrook 1580 266 .68 Ex. 100 Ex. Cond . 1765 266.68 100Yr Prop ( 4-6x6) 1738 266 .68 100 Yr Prop (3-0x6) 1659 266 .68 100 Yr Full Dev.' 2188 266 .68 Ex. 100 Springbrook 1580 265 .63 Ex. 100 . Ex. Cond. 1765 265 .63 100Yr Prop (4-0x6) 1738 265 .63 100 Yr Prop (3 -0x6) 1659 265 .63 100 Yr Full Dev. 2188 265 .63 Ex. 100 Springbroo k 1580 264.95 Ex. 100 Ex. Co nd. 1936 264.95 100 Yr Prop ( 4-0x6) 1923 264.95 1.00Yr Prop (3 -0x6) 1834 26 4.95 100 Yr Full Dev. 239 1 264.95 Ex. 100 Spring brook 1773 263 .78 Finished Floor elevations for the Alexandria Subdivision . Prop. & Ex. House W .S. Elev F.F. Elev. (ft) (ft) 279 .17 281 .9 276 .58 280.0 277.06 280.0 276.99 280 .0 276.79 280.0 277 .7 280 .0 276.18 279 .8 276.88 279.8 276.81 279 .8 276.57 279.8 277.55 279.8 276.16 279.5 276.78 279.5 276.72 279.5 276.51 279.5 277.58 279.5 275 .7 279 .5 276.16 279.5 276.11 279 .5 275.93 279 .5 277.45 279.5 275.12 278 .8 275.36 278 .8 275.34 278.8 275.26 278 .8 275.74 278.8 275.3 1 278 .8 275.6 278 .8 275.58 278.8 275.47 278 .8 276.12 278 .8 275.36 278.8 275 .66 278.8 275.63 278.8 275.52 278.8 276.19 278.8 275 .27 278.4 275.59 278.4 275.56 278.4 275.44 278.4 276.12 278.4 274.55 278.1 274.89 278 .1 274.87 278.1 274.76 278.1 275.39 278.1 273.71 276.9 273.97 276.9 273 .9 5 276.9 273.84 276 .9 274.56 276 .9 272 .94 276 .9 Height FF is above 100 Yr (ft) 2.7 3.4 2.9 3 .0 3 .2 2.3 3 .6 2.9 2.9 3 .2 2.2 3 .3 2.7 2.8 3 .0 1.9 3.8 3 .3 3.4 3 .6 2.1 3.6 3.4 3.4 3.5 3.0 3.4 3.1 3 .2 3.3 2.6 3.4 3.1 3.1 3.2 2.6 3.2 2.8 2.9 3.0 2.3 3.6 3.2 3.2 3.3 2.7 3.2 2.9 2.9 3.1 2.3 4.0 11/9/99 Exh ibit E-3 3 of 5 Reach River Sta MAIN CHANNEL 610 MAIN CHANNEL 610 MAIN CHANNEL 610 MAIN CHANNEL 610 MAIN CHANNEL ;. 590 MAIN CHANNEL 590 MAIN CHANNEL 590 MAIN CHANNEL 590 MAIN CHANNEL 590 MAIN CHANNEL 425 ... :;· ·: . .~~ MAIN CHANNEL 260 MAIN CHANNEL .. 260 MAIN CHANNEL 260 MAIN CHANNEL 260 MAIN CHANNEL 260 MAIN CHANNEL 100 MAIN CHANNEL 100 MAIN CHANNEL 100 MAIN CHANNEL ;-100 MAIN CHANNEL 100 TRIBA 9300 TRIBA 9300 TRIBA 9300 TRIBA 9300 TRIBA 8544 TRIBA 8544 TRIBA 8544 TRIBA 8544 TRIBA .. .:7757 TRIBA 7757 TRIBA 7757 TRIBA 7757 TRIBA 6800 TRIBA 6800 TR IBA 6800 TRIBA ... 6800 TRIB A 6404 TRIBA 6404 TRIBA 6404 TRIBA 6404 TRIBB 6917 TRIBB 6917 TRIBB 6917 TRIBB 6917 TRIBB . 6895 TRIBB 6895 TRIB B 6895 TRIBB 6895 TRIBB 6816 TRIBB 6816 TRIBB 6816 TRIBB 6816 Note: Bold text represents proposed Exhibit E-3 Comparison of Finish Floor Elevations to 100 Yr. Flood Elevations Profile Plan QTotal Min Ch El (cfs) (ft) . Ex. 100 Ex. Cond. 1936 263 .78 100Yr Prop (4-6x6) 1923 263 .78 100 Yr Prop (3-6x6) 1834 263 .78 100 Yr Full Dev. 2391 263 .78 Ex. 100 Springbrook 1773 26 0.64 Ex. 100 Ex. Cond . 1936 260.64 100Yr Prop ( 4-6x6) 1923 260.64 100 Yr Prop (3-6x6) 1834 260.64 100Yr Full Dev .. , 2391 260.64 Culvert Ex. 100 Springbrook 1773 260.64 Ex. 100 Ex. Cond . 1936 260.64 .100 Yr Prop ( 4-6x6) 1923 260.64 100 Yr Prop (3-6x6) 1834 260.64 100 Yr Full Dev. 2391 260 .64 Ex. 100 Springbrook 1773 262 .65 Ex. 100 . Ex. Cond. 1936 262 .65 100Yr Prop ( 4-6x6) 1923 262.65 100 Yr Prop (3-6x6) 1834 262 .65 100 Yr Full Dev. 2391 262 .65 Ex. 100 Ex. Cond. 559 292 100Yr Prop (4-6x6) 560 292 100 Yr Prop (3-6x6) 555 292 100Yr Full Dev. 727 292 Ex. 100 Ex. Cond. 559 285 100 Yr Prop ( 4-6x6) 560 285 100 Yr Prop (3-6x6) 555 285 100 Yr Full Dev. 727 285 Ex. 100 Ex. Cond : · 916 283 100 Yr Prop (4-6x6) 918 283 100Yr Prop (3-6x6) 917 283 100 Yr Full Dev. 1220 283 Ex. 100 Ex. Cond. 916 281 100Yr . Prop (4-6x6) 918 281 100Yr Prop (3-6x6) 917 281 100 Yr Full Dev. 1220 281 Ex. 100 Ex. Cond. 916 281 100Yr Prop ( 4-6x6) 918 28 1 100 Yr Prop (3-6x6) 917 281 100 Yr Full Dev. 1220 281 Ex. 100 Ex. Cond . 307 285 100 Yr Prop ( 4-6x6) 305 285 100 Yr Prop (3-6x6) 292 285 100Yr Full Dev. 411 285 Ex. 100 Ex. Cond . 307 285 100 Yr Prop ( 4-6x6) 305 285 100Yr Prop (3-6x6) 292 285 100 Yr Full Dev. 411 285 Ex. 100 Ex. Cond. 307 283 100 Yr . Prop (4-6x6) 305 283 100 Yr Prop (3-6x6) 292 283 100Yr Full Dev. 411 283 Finished Floor elevations for the Alexandria Subdivision . W .S. Elev (ft) 273.15 273 .14 273.02 273 .88 272.67 272 .8 272.79 272.72 273.28 27 1.91 271 .89 271.89 271 .9 271 .83 272 272 272 272 272 295.56 295 .56 295.53 295 .91 292.2 292.2 292.21 292.88 289 .65 289 .66 289 .58 290.27 287 .34 287 .3 287 .67 288 .18 287.06 287.01 287.47 287.95 288 .24 288 .22 288 .24 288 .81 287 .77 287 .75 287 .9 288 .42 287 .48 287 .44 287 .72 288 .24 Prop. & Ex. House F.F. Elev. (ft) 276 .9 276 .9 276.9 276 .9 291.2 291.2 291.2 291 .2 290.9 290 .9 290 .9 290.9 290.7 290.7 290.7 290.7 Height FF is above 100Yr (ft) 3.8 3.8 3.9 3.0 3.0 3.0 3.0 2.4 3.1 3.1 3.0 2.5 3.2 3.3 3.0 2.5 11/9/99 Exhibit E-3 4 of 5 Reach River sta TRIBB 6794 TRIBB 6794 TRIBB 6794 TRIBB 6794 TR IBB 6586 TRIBB 6586 TRIBB "' 6586 TRIBB 6586 TRIBB 6327 TRIBB 6327 TRIBB · 6327 TRIBB 6327 Note: Bold text represents proposed Exhibit E-3 Comparison of Finish Floor Elevations to 100 Yr. Flood Elevations Profile Plan QTotal Min Ch El {cfs) {ft) Ex. 100 Ex. Cond. 307 283 100 Yr Prop (4-Qx6) 305 283 100 Yr Prop (3-Qx6)" 292 283 100 Yr Full Dev. 411 283 Ex. 100 Ex. Cond . 307 28 1.9 100Yr Prop ( 4-Qx6) 305 281 .9 100 Yr Prop (3-Qx6) 292 281 .9 100 Yr Full Dev. 411 281.9 Ex. 100 Ex. COnd . 307 281 100 Yr Prop ( 4-Qx6) 305 281 100Yr Prop (3-Qx6 ) 292 281 100 Yr Full Dev. 411 28 1 Finished Floor elevations for the Alexandria Subdivision. Prop. & Ex. House W .S. Elev FF. Elev. {ft) (ft) 287 .37 290.7 287.33 290.7 287.65 290.7 288 .17 290.7 287.1 290.5 287 .04 290.5 287 .5 290.5 287 .99 290.5 287 .01 290.4 286.95 290.4 287.44 290.4 287 .92 290.4 Height FF1saboVe 100 Yr (ft) 3.3 3.3 3.0 2.5 3.4 3.5 3.0 2.5 3.4 3.5 3.0 2.5 11/9/99 Exhibit E-3 5 of 5 288 g 286 c 0 :; > QI jjJ 284 282 Al..EXNCIR IA 8UlOMllON 1 )~ 11/8198 2)&Cond. 1118.fi 3)Prop (+all8) 111M19 4)Prop(:J-e.e) 11N99 O)FIA OtY. 11/MllJ RS = 6043 Exhibit E-4 WS 100 Yr -Full Dev. WS 100 Yr -Prop (3-0x6) WS Ex. 100 -Ex. Cond . WS 100 Yr -Prop (4-0x6) Ground • Bank Sta 280-1----.-~~..--.....---.---.-~..--.....---.---.---,,..--...--.--.---.---1 800 288 g 286 c .!2 ca > QI jjJ 284 282 900 1000 1100 1200 1300 1400 1500 1600 Station (ft) M..EJW.ORIA 8U!OtmKlN 1)~ 11MRI 2)&0Dnd. 1 1 ...... 3)Prop {~ 11 ...... 4)Ptop(:Mle) 11MIOll 5)F-.-O.W. 11N89 RS = 5662 Exhibit E-4 WS 100 Yr -Fu ll Dev. WS 100 Yr -Prop (3-0xS) WS Ex. 100 -Ex. Cond . WS 100 Yr-Prop (4-0x6) Ground • Bank Sta 280-l---.----.~..--.....---.---.---,,.--...--.--.---.~~-.----.-----r----I 800 900 1000 1100 1200 1300 1400 1500 1600 Station (ft} 288 g 286 c .!2 ca > QI jjJ 284 282 RS = 5865 Exhibit E-4 280-t--r---r~-.--.---.-~.--...,---.---.~...---.-----r~...-...,---.----1 800 900 1000 1100 1200 1300 1400 1500 1600 Station (ft) WS 100 Yr -Full De v. WS 100 Yr -Prop (3-0"6) WS Ex. 100 -Ex. Cond. WS 100 Yr -Prop (4-0x6 ) Ground • Bank Sta M.EXNOM SUDMS04 1)apmgbraok 11.IWI 2)EJt cond. 1119199 3)Prop{<l-N) 11N89 4)Prop(3--ele) 11N89 5)F-.-DIY. 1118199 RS = 5485 Exh ibit E-4 290 288 286 g c 0 284 ~ > QI jjJ 282 280 275-1---.---.~-.--.---.-~..--.....--.---.~-.--.---.-~..--.....--.---' 900 1000 1100 1200 1300 1400 1500 1600 1700 Station (ft) Legend WS 100 Yr -Fu ll Dev. WS 100 Yr-Prop (3 -0x6) WS Ex. 100 -Ex. Cond. WS 100Yr -Prop (4-0"6) Ground • Bank Sta g c 0 ~ > Cl> w g c .2 n; > Cl> w 290 288 286 284 282 280 ~IASU!OMSION 1)&pn-¢rooll 11a-w 2)&.Cond. 11N98 3}Ptop(4-&e) 11/M9 4)Ptop(3-&8) 11699 5)Fult>e¥. 111918t RS= 5187 Exhibit E-4 Legend WS 100 Yr -Full Dev. WS 100 Yr -Prop (3~x6) WS 100 Yr -Prop (4.0x6) WS Ex. 100 -Ex. Cond . Ground • Bank Sta 278-+-.-.--.-,.-,..-.-......... -.-.......... -..-"T"""i .......... ..,....,_..,.-.-..-..-.-"T"""'T-..-"T"""i......,..."'T"-1 800 290 288 286 284 282 280 278 276 200 1000 1200 1400 Station (ft) 1600 1800 2000 M..EW.atlAIUICMSION 1)9pmgb'oolt 11N99 2)&.c.ond. 11/Ml9 3)Prop(4-N) 11191911 4)Propfl-(lllG) 1119.W 5)Ful0.V. 11""98 25' Up Stream from Face of Alex. Ave Box RS = 4834 Exhibit E-4 400 600 800 Station (ft) 1000 1200 1400 Legend WS 100 Yr -Full Dev. WS 100 Yr -Prop (3.0x6) WS 100 Yr -Prop (4~x6 ) Ground lneff • Bank Sta g c .2 n; > Cl> w g c 0 ~ > Cl> w 2 290 288 286 284 282 280 ~IAs.llOMSCH 1)~ 11...,. 2)&.Cond. 11....slll 3)Prop(4-a>d) 11N99 4)Ptop(3-UIJ 11...-5)Fl.t0.., 11/Mllil 65 ' Up Stream of Alex. Ave . Box Culvert RS = 4875 Exhibit E-4 Legend WS 100 Yr -Full Dev. WS 100 Yr -Prop (3~x6) WS 100 Yr -Prop (4-6"6) Ground • Bank Sta 278+-r-,-,-.--,...,_.,.........,....,-.-,...,_.,.....,......,....,...,...., ... .,.....,....,.........,....,-,-,...,_.,.....,......,....,-.--1 200 400 600 800 1000 1200 1400 1600 Station (ft) Up Stream from Face of Alex. Ave Box Cul RS= 4812 Exhibit E-4 290 288 286 284 282 280 278 276-+--..---.~.,....--.--.-~.--...--.---.~-.--.----.~.--...--..---< 300 400 500 600 700 800 900 1000 1100 Station (ft) Legend WS 100 Yr-Prop (3~x6) WS 100 Yr -Full Dev. WS 100 Yr -Prop (4.0x6) Ground lneff • Bapk Sta g c: 0 ~ > Q) w 288 286 284 282 280 278 Al..ElCAHJR"'aa:>MSk.'.lN 1)8pmgbrook 11NH 2)&.Concl. t118t91t 3)Pf0914-&CI) 11~ •JProp(UJ«I) 111'&"99 O)FulOitv. 11feR9 Prop Alex . Ave . Culvert (3-6x6) RS = 4780 Exhibit E-4 WS 100 Yr -Prop (3-<ix6)· WS 100 Yr -Fu ll Dev. WS 100 Yr -Prop (4-<ix6) Ground Inell • Bank Sta 276+--.----.~...---.---.-~..---.---.----,,..-....--.----.~..---.---.-~ 300 288 286 284 282 280 278 276 600 400 500 600 700 800 900 1000 1100 Station (ft) N...£1WOt~8l.llOMSIC.N 1)8pmgbrooll 11NH 2)&.Cond. ttlMI 3)Pl'op(4-allll) t1/M9 •JPl'Oflp..ei.e) 11NSl9 5}Full0.... 1118Ml Down Stream Face of Alex . Ave Box Culver RS= 4748 Exhibit E-4 700 800 900 1000 1100 Station (ft) Legend WS 100 Yr -Prop (4-<ix6) WS 100 Yr -Full Dev. WS 100 Yr -Prop (3-<ix6) Ground Inell • Bank Sta g c: .Q 1ii > Q) w g c: 0 ~ > Q) w 3 Prop Alex . Ave . Culvert (3-6x6) RS = 4780 Exhibit E-4 288 286 284 282 280 278 276-+-.--.-.--.-.,......,r--r-.--.-..-.-...-.--.-...--.--.--.--.--.......... -.--.-"!"""-I 600 700 800 900 1000 1100 Station (ft) Legend WS 100 Yr -Prop (3-<ix6) WS 100 Yr -Full Dev. WS 100 Yr -Prop (4-<ix6) Ground Inell • Bank Sta M.BW<lR"'$.8)1YB()N t)Spmglx"oolr 1111W8 2)&.Cond. 1111111111 3)Prop(4-eliG) 11N99 4)Prop{~) 11Nl8 5)FulDI¥. 25 ' Down Stream of Alex . Ave . RS = 4725 Exhibit E-4 288 286 284 282 280 278 276 600 700 800 900 1000 1100 Station (ft) Legend WS 100 Yr -Full Dev. WS 100 Yr -Prop (4-<ix6) WS 100 Yr -Prop (3-<ix6) Ground Inell • Bank Sta 284 g 282 c: 0 ~ ~ iii 280 278 ALEIWCIR\4el.&JMSIOH 1)~ 11.18.911 2)Elc.c:ond. 11699 :J)PrOfl(~IC!) 11181119 ")Pl"op(U>ie) 1118.w ')Ful OW. 1111198 RS = 4682 Exhibit E-4 WS 100 Yr -Full Dev. WS Ex. 100-Ex. Cond. WS 100 Yr -Prop (~x6 ) WS 100 Yr -Prop (3-6x6) Ground • Bank Sta 275-i-,,.....,...~..--.--.--..--.--.--.-........--.-,,.....,...~..--.--.--..--.--.--.-.-......,-,,.....,.........-1 900 284 g 282 c: .!2 iii ~ iii 280 278 1000 1100 1200 Station (ft) 1300 1400 1500 M..DNCJR1"Sl.SOMSCIN 1)8pt'Qb'DDll; 11N99 2)&c:ond. 11NOll 3)Aop(4-41.e) 1111.98 ")A119(3-¥) 11/MIO 'lFulO.V. 11N98 RS = 4473 Exhibit E-4 WS 100 Yr -Full Dev. WS Ex. 100-Ex. Cond. WS 100 Yr -Prop (4-6x6) WS 100 Yr -Prop (3-6x6) Ground • Bank Sta 275+-i.--.--,-,.--.--,-,-,-..,.-,-,-..,......,-,-........,.-,-.,.....,.-.,..-'T"'"'T-.,..-'T"'"'T,..-r-r--r--i 1000 1100 1200 1300 Station (ft) 1400 1500 1600 4 .tUXNO'l1A al.8JMSION 1)8ptlngbrooll 11/IW!il 2)&0Dnd. 1118.W 3)A op(4-W) 11NlMI 4)Ptop{U.S) 11.&99 5)Fi.t OW. 11mi'89 g c: .!2 iii > _gi w RS = 4662 Exhibit E-4 284 282 280 278-i-,,.....,...-,-,,...........,._,.......-............ .......--.-.-....-.-.-.--.-.......-....... ......-.......... -.--.......... .......-1 900 1000 1100 284 1200 Station (ft) 1300 1400 RS= 4316 Exhibit E-4 1500 g 282 c: .!2 iii ~ iii 280 278 276-1--T-r-r-r-rr-i-,....,-.,-,-....-.-..,....,.,--,-.,..-r-r-,....,-.,-,-..,....,...,....,.,...,-.,..-r-r-.,....,.-\ 1000 1100 1200 1300 1400 1500 1600 1700 Station (ft) WS 100 Yr -Fu ll Dev. WS Ex. 1 oo -Ex. Cond . WS 100 Yr -Prop (4-6x6) WS 100 Yr -Prop (3-6x6) Ground • Bank Sta WS 100 Yr -Full Dev. WS Ex. 100 - Ex. Cond . WS 100 Yr -Prop (4-6x6 ) WS 100 Yr-Prop (3-6x6) Ground • Bank Sta € c 0 :; > Q) iJ] € c 0 ~ > Q) iJ] AUXAHJRIAs..aJIVllSOH 1)~ 1,19.'99 2)&.cond. 11.&'IKI 3)Prop (4-&Je) 11AW8 <l)Prop{Ule) 111U19 ll)FulOn. 11N98 RS = 4225 Exhibit E-4 284 282 280 278 2764-.--r-r-.--.-.....-.--.--...-......... -.-.....-,.......,.....,....-.--.--.-.--.--...-.,.....,.....,.... ......... .....,......,-1 1000 1100 1200 1300 1400 1500 1600 Station (ft) WS 100Yr-Full Dev. WS Ex. 100 -Ex. Cond. WS 100 Yr -Prop (4-6x6) WS 100 Yr -Prop (3-6x6 ) Ground • Bank Sta A&.EXNLlAIASU30MSIJN 1)1lpflngb'ooll 11Nt9 2)&Cond. 111M1t 3JP\'op(4-W) 11/WO 4)Prop~) 11IMll ll)Ful09¥. 11llM RS = 3993 Exhibit E-4 286 284 282 280 278 276 274+--.---.---ir--r--r--,...--.-.-,...--.-.....,....__,.-.-,.....-....--.--,---\ 1000 1050 1100 1150 1200 1250 1300 1350 1400 Station (ft) Legend WS 100 Yr -Full Dev. WS Ex. 100 -Ex. Cond . WS 100 Yr-Prop (4-6x6) WS 100 Yr -Prop (3-6x6) Ground • Bank Sta 5 ALEXAK.fU.'91..eDMSPN 1)$prtngbroolc 11/WO 2)E:lc-1, 11/IWi 3)Prop(4-elC5) 1118198 4')Pl"op~IC5) 11AWSI ll)Full °"". 11/W9 284 € 282 c .!2 iii > Q) iJ] 280 278 RS= 4100 Exhibit E-4 276+... ........ .....-,..-,-...,.....,............,-,........_,.....,.....,-.-..,....,.....,......,....-,.......,......,_.,........-..,-.,.....,_,......,.-1 1000 282 € 280 c .!2 iii > Q) iJ] 278 276 1100 1200 1300 Station (ft) 1400 1500 RS = 3877 Exhibit E-4 1600 2744-~~-.--.-.....-~~-.-...,....-~~-.--...-...,....--.-~-.--.-.....-.......4 1000 1100 1200 1300 1400 1500 Station (ft) WS 100 Yr -Fu ll Dev. WS Ex. 100 -Ex. Cond . WS 100 Yr-Prop (4-6x6) WS 100 Yr -Prop (3-6x6) Ground • Bank Sta WS 100 Yr -Fu ll Dev. WS Ex. 100 -Ex. Cond . WS 100 Yr -Prop (4-6x6) WS 100 Yr -Prop (3-6x6) Ground • Bank Sta M..ElWCIRl'-Sll!OIVISION 1)~ 11.&'99 2)Ell.Cond. 11IMMI 3)Prop(~ 11""911 4)Prop(Wle) 11N99 IS)FulOw. 11&118 RS = 3666 Exhibit E-4 284 -r-~~~~~~~~~~~~~~~~~~~~....-~~~~~~~~L-eg_e_n_d~~~~ 282 WS 100 Yr -Full Dev. WS Ex. 100 -Ex. Cond. ··--ws 100 Yr -Prop (4-6x6) WS 100 Yr -Prop (3-6x6) g 280 Ground • Bank Sta c: .Q c;; a; Li] g c: 0 :; > Q) Li] 278 276 274-r-.-.--.-........ -.-...-.-.-......... ,....,......-.-.--.-........ -..-.,....,.-.--,--,,....,.....,..-,-,-...,.-1 900 284 282 280 278 276 274 272 1000 1000 1100 1200 Station (ft) 1300 1400 1500 Al.EW()RIA.&lDV'ISION 1)8prlngbnlok 11191" 2J&Con:I. 1118199 l)Prop('-M) 11/IWV 4)Prop(3-&IS) 11/W8 D)Fultle'w, Last Cypress Meadows Section RS = 3250 Exhibit E-4 1100 1200 1300 1400 1500 Station (ft) Legend WS 100 Yr -Fu ll Dev. WS Ex. 100 -Ex. Cond . WS 100 Yr -Prop (4-6x6) WS Ex. 100 -Springbrook WS 100 Yr -Prop (3-6x6) Ground • Bank Sta 6 RS = 3370 Exhibit E-4 282 g 280 c: 0 :; > ~ UJ g c: .Q c;; > Q) Li] 278 276 274..+-,,.-,--.--,...-,--..-........ -..-...-.-.-........ ,_,.......-,......,.-.--........ -..-.,....,.-.-...-.-.--.--1 900 1000 1100 284 282 280 278 276 274 1200 Station (ft) 1300 1400 RS= 3100 Exhibit E-4 1500 272+-r-.--.--.-.--.--.-.--.--r-.-..--r-..-..--r-..-,..-,--..-........ -.-.-.-....-..-r~ 300 400 500 600 Stat ion (ft) 700 800 900 WS 100 Yr -Full Dev. WS Ex. 100 -Ex. Cond . WS 100 Yr -Prop (4-6x6) WS 100 Yr -Prop (3-6x6) Ground • Bank Sta Legend WS 100 Yr -Fu ll Dev. WS Ex. 100 -Ex. Cond . WS 100 Yr-Prop (4-6x6) WS Ex. 100 -Springbrook WS 100 Yr -Prop (3-6x6) Ground • Bank Sta 282 280 278 276 274 ~a..eoMSCN 1)8prlngbrooll 11MM 7)&.Cond. 111U19 3)Prop(;f.-M) 11N9ll 4)Propp..&8) 11.e/19 5)Ful0.V. New Section Added 10-20-99 RS = 2980 Exhibit E-4 WS 100 Yr -Full Dev. WS Ex. 100 -Ex. Cond. WS 100 Yr-Prop (4 -6x6 ) WS Ex. 100 -Springbrook WS 100 Yr -Prop (3-6x6) Ground • Bank Sta 212+-~~~~~~~~~~...,.-~~-........-~~-.-...,......\ 0 282 280 278 276 274 272 100 200 300 400 500 Station (ft) M..ElCN..oRIASu!olYllSON 1)Spflngbrooll; 1118199 7)El.Con4 11/ltfi 3)P1"09(4-&el 111111111 4)Pfop(3-eli0) 1119.'!K1 5)Ful0..... 11...W RS = 2630 Exhibit E-4 WS 100 Yr -Fu ll Dev. WS Ex. 100 -Ex. Cond . WS 100 Yr-Prop (4-6x6) WS Ex. 100 -Springbrook WS 100 Yr -Prop (3-6x6) Ground • Bank Sta 270+-r-r-....-......... -.-........ ..,......,....,.,_,....,....,.-.-.,....,.-,.....,.....,,.....,......,.-,........-.-T""'T..,......,...-t 500 600 700 800 Station (ft) 900 1000 1100 7 g c: 0 ~ > Q) w g c: 0 ~ > Q) w M.DNDRIASl8DMSOH 1J&pmgbrooll 1111199 2)&Cond. 11.eM 3)Prop(44llll) 11Nllt 4)flrop~) 11Ml98 5)Ful0w. 11NU9 RS = 2860 Exhibit E-4 282 280 278 276 274 272 210+-~~"""T'"-.-~~~-........-~~,.....,...-.-~~~"""T'"-.-~.....-4 800 1000 1200 1400 1600 1800 Station (ft) WS 100 Yr -Full Dev. WS Ex. 100 -Ex. Cond. WS 100 Yr -Prop (4-6x6) WS Ex. 100 -Sprin gbrook WS 100 Yr -Prop (3-6x6) Ground • Bank Sta M..EXNaflA&l!OMSCN 1)Spmgbraok 11"'99 2)&.Cord. 11IMlll 3}Rop{'"8111S) 11111P9 4)Prop(l-&ll) 111111111 5)Ful0.., 11.v» RS = 2360 Exhibit E-4 282 280 278 276 274 272 270+--r....-r-r-....-......... -.-.,....,...,......,....,.,_,....,....,.-.-...,......,,.....,......,...-.--,...-.-,_..,....,......,...-t 700 800 900 1000 Station (ft) 1100 1200 1300 Legend WS 100 Yr-Full Dev. WS Ex. 100 -Ex. Cond . WS Ex. 100 -Spri ngbrook WS 100 Yr-Prop (4-6x6 ) WS 100 Yr-Prop (3-6x6) Ground • Bank Sta g c 0 1; > Q) LiJ g c .Q iii > Q) LiJ .Al.ElW{)R~SlDVISION 1)Spmgbrook 1118m 2)Ex.Cond. 11N99 3)Pl'op(4-6.e) 11ia'9lil -4 )Pl'op~ 11/!iW &)FulOIY. 11Mm RS = 1910 Exhibit E-4 282 280 278 276 274 272 270 268+-r-r-,....,....T"""T"..,...,.-,-,....,....,....,...-r-r...,.....,,....,....,....,...-r-r...,.....,-r-,....,....T"""T"..,...,.-r-r-rl 600 700 800 900 1000 1100 1200 1300 Station (ft) 14' us of longmire culvert RS= 1660 Exhibit E-4 280 278 276 274 272 270 268 2664---.-~,....,...~-r-~,....,...~~--.-~,....,...~-.-~,....,...~~--.---i 900 950 1000 1050 1100 1150 1200 1250 1300 Station (ft) Legend WS 100Yr-Full Dev. WS Ex. 100 -Ex. Cond . WS 100 Yr-Prop (4-6x6) WS 100 Yr -Prop (3-6x6 ) WS Ex. 100 -Springbrook Ground • Bank Sta Legend WS 100Yr -Full Dev. WS Ex. 100 -Ex. Cond. WS 100 Yr -Prop (4-6x6) WS 100 Yr-Prop (3-6x6) WS Ex. 100 -Springbrook Ground lneff • Bank Sta g c 0 ~ > Q) LiJ g c .Q iii > Q) LiJ 8 ~i-.9l.l!OM!llCIN 1)Sptngbnlok 11fl/f1Q 2)Ex.Cond. 11"8llll 3)Prop(~ 11/W9 4}Prop(3-~llCI) 111&99 51FIAIO.V, 111&1811 RS= 1715 Exhib it E-4 280 278 276 274 272 270 268-!-....,.....,-.-,-,-~...,.....,-.-,....,...~~-r-,....,...~~...,.....,,....,...,....,...~~ ........ 950 1000 278 276 274 272 270 268 266 2200 1050 1100 1150 1200 1250 1300 Station (ft) us face of longmire culvert RS= 1646 Exhibit E-4 2300 2400 Station (ft) 2500 2600 Legend WS 100 Yr -Full Dev. WS Ex. 100 -Ex. Cond . WS 100 Yr -Prop (4-6x6) WS 100 Yr -Prop (3-6x6) WS Ex. 100 -Springbrook Ground • Bank Sta Legend WS 100 Yr -Full Dev. WS Ex. 100 - Ex. Cond . WS 100 Yr -Prop (4-6x6) WS 100 Yr -Prop (3-6x6) WS Ex. 100 -Springbrook Ground lneff • Bank Sta g c: 0 ~ > Q) ii] g c: 0 ~ > Q) ii] RS= 1617 Exhibit E-4 278 276 274 272 270 268 266+-.....--...--.---.---,--,---.---r--.--.---r--r-..,.---.---i---,---,~.----r--\ 2200 2300 2400 Station (ft) 2500 2600 Legend WS 100 Yr -Full Dev. WS Ex. 100 -Ex. Cond. WS 100 Yr -Prop (4-6"6) WS 100 Yr-Prop (3-6"6) WS Ex. 100 -Springbrook Ground lneff • Bank Ste Al.E>WCJRIA.8LBOMSCN 1)~ 11""99 2)EllCond. 11AWI 3JPrvp(A.e.e) 11 ..... <l)F'ropC3-41115) 11111911 StFUIO.W, 11N98 ds of longmire culvert RS= 1588 Exhibit E-4 278 276 274 272 270 268 2664--r--r--r-......-......-......-...-.,...-.,...-.,...-.,--.,--.,--.--.--.--.--.--r--1 2200 2300 2400 Station (ft) 2500 2600 Legend WS 100 Yr -Fu ll Dev. WS Ex. 100 -Ex. Cond. WS 100 Yr -Prop (4-6"6) WS 100 Yr -Prop (3-6"6) WS Ex. 100 -Springbrook Ground I naff • Bank Sta g c: .Q iii > ..!!! w g c: .Q iii > Q) ii] 9 Al.DAN)Rl4~ 1)~ 111&19'1 2)&Cond. 11Ml'I l )Prop(~) 11.tm 4)F'rop[U~ 1111/911 5)Fu11Dh. 11/&W RS= 1617 Exhibit E-4 278 276 274 272 270 268 266-t--r--r--r--r--r--r--r--r-......-......-......-..--..--.--..--.--.--.--r--\ 2200 2300 2400 Station (ft) 2500 2600 Legend WS 100 Yr -Fu ll Dev. WS Ex. 100 -Ex. Cond . WS 100 Yr -Prop (4-6"6) WS 100 Yr -Prop (3-6"6) WS Ex. 100 -Springbrook Ground In ell • Bank Sta M..EXNC.IFtlA.~ 1)Sprtngtlrook 11Nll9 2)&.COnd. 11191" 3)Prvp(4-tlle) 11/e.99 4JPrvpl3-elll) 1111198 5)Ful0.V. 11NIKI ds of ex longmire culvert RS= 1570 Exhibit E-4 278 276 274 272 270 268 266+.-.--.-..-..,....,....,...., ................ -......-,-.,....... ........ -.--,.....,....,....,....-......... ..,....,. ........ -,-.,.......~ 950 1000 1050 1100 1150 1200 1250 1300 Station (ft) Legend WS 100 Yr -Fu ll Dev. WS Ex. 100-Ex. Cond. WS 100 Yr-Prop (4-6"6) WS 100 Yr -Prop (3-6"6) WS Ex. 100 -Springbrook Ground • Bank Sta 280 278 276 g 274 c: .Q (ii > 272 ~ UJ 270 268 266 900 282 280 278 276 g 274 c: .Q (ii > 272 QI w 270 268 266 264 500 RS= 1517 Exhibit E-4 1000 1100 1200 1300 1400 Station (ft) Legend WS 100 Yr-Fu ll Dev. WS Ex. 100 -Ex. Cond. WS 100 Yr -Prop (4~x6) WS 100 Yr -Prop (3~x6) WS Ex. 100 -Sprin gbrook Ground • Bank Sta .trlEIWa:t1J.8Ul)M5CJN 11Sp1ngbrooll 11....W 2)Elt0ond. 11....W 3)Prop! .... ) 11&98 •JProp{l-&111) 11...W 5)Ful09¥. 11AWll RS= 1250 Exhibit E-4 .....,._____,./ 600 700 800 Stat ion (ft) 900 1000 1100 Legend WS 100 Yr -Full Dev. WS Ex. 100 -Ex. Cond. WS 100 Yr-Prop (4~x6) WS 100 Yr-Prop (3~x6) WS Ex. 100 -Springbrook Ground • Bank Sta g c: 0 :; ~ UJ g c: .Q (ii > QI w 10 278 276 274 272 270 268 ~~9l.eOMBkJN 1)8pltrogbrGm 11/Mlll 2)Ex.Cond. 11.uKI 3)Prop(~) 11.191111 .f)Ptop~ 11....W 5)Ful0..... 11NllO RS = 1460 Exhibit E-4 WS 100 Yr -Full Dev. WS Ex. 100 -Ex. Cond . WS 100 Yr -Prop (4~x6) WS 100 Yr -Prop (3~x6) WS Ex. 100 -Springbrook Ground • Bank Sta 266-+-.,.....-,,...-.-.--.--.-.,.....-,,...-.-.--.--.-,........,-,..-..--.--.-r--r-.--.--r-r-1 1300 280 278 276 274 272 270 268 266 264 1000 1400 1500 1600 1700 1800 Station (ft) M.E)'NOM!l..llOMSJCH 1)8rp1ngbroolc 11JMl9 2)&.0n1 11'8198 3)Ptop(4-«le) 11111'19 '4)Ptop(:Mie) 11NMI 5JFul °"'. 11~ 1200 RS = 930 Exhibit E-4 1400 Station (ft) 1600 1800 Legend WS 100 Yr -Full Dev . WS Ex. 100 -Ex. Cond. WS 100 Yr -Prop (4~x6) WS 100 Yr -Prop (3~x6) WS Ex. 100 -Springbrook Ground • Bank Sta """"""" 8Ll!CMSDN 1)Spmgbtook 11191911 2)&.Cotw:I. 11'"9 J)Prop(~J 11AWll •JPtopCJ~) 11'9i09 &)Fi.IDev. 11111198 """"'"""'"""'61QN 1)Spmgbraok 11..,. 2)&Cond. 11AW9 l)Pl'OJll~l 1,/8.99 •)Prop(Ui«lj 11""89 &)FIAIDtY. "''"' RS= 610 Exhibit E-4 This is a REPEATED section . RS = 590 Exhibit E-4 278 Legend 276 Legend ~ WS 100 Yr -Full Dev. WS 100 Yr-Full Dev. 276 274 WS Ex. 100 -Ex. Cond. ..._ WS Ex. 1 DO -Ex. Cond . WS 100 Yr -Prop {4-6x6} lomm WS 1DO Yr -Prop {4-6x6} 274 272 "-..... I WS 100 Yr -Prop (3-6x6) WS 1 DO Yr -Prop (3-6x6) 272 \ .. / WS Ex. 100 -Springbrook 270 WS Ex. 1 DO -Springbrook §: Gro-;,nd §: Groj.lnd c: • c: 0 270 Bank Sta 0 268 lneff ~ +:I I'll • > > Bank Sta QJ QJ iiJ 268 iiJ 266 266 264 264 262 ,~ 262 I I I I 260 1000 1200 1400 1600 1800 2000 1000 1100 1200 1300 1400 1500 Station (ft) Station (ft) """"""".....,.,...,.. 1)SpfrGbl'ook 11/MISI 2)&.Cond. 11/llH l}Prop('-M) 111MN 4)Ptop~ 11111911 SJFIAIOw. 11&9D """"""".....,..,,..,. 1)~ook11 ... 2)&Cond.11Mo911 l)Ptop(~) 11/Mlll 4)Prop(:Mill8) ,, .... !i)FulOw. 11MM SH 6CULVERT RS = 425 Exhibit E-4 SH 6CULVERT RS = 425 Exhibit E-4 276 Legend 276 Legend 274 WS Ex. 100 -Springbrook 274 WS Ex. 1 DO -Springbrook WS Ex. 100 -Ex. Cond . WS Ex. 100 - Ex. Cond. 272 WS 1 DO Yr -Prop (4-6x6) 272 WS 100 Yr -Prop {4-6x6) --WS 1 DO Yr -Prop {3-6x6) .. ,.. WS 100 Yr -Prop (3-6x6) 270 WS 100 Yr -Full Dev. 270 WS 100 Y~ -Fu ll Dev. §: Ground §: Ground c: ~ff c: 0 268 .Q 268 lneff :; • iii • > Bank Sta > Bank Sta QJ QJ iiJ 266 iiJ 266 264 264 262 262 ~ ~. ~ • 260 260 I I 1000 1100 1200 1300 1400 1500 1000 1100 1200 1300 1400 1500 Station (ft) Station (ft) 11 M..EXN<IAl4 8l.90M!ll(JN 1)Sprrtgbrooll ,,....,. 2)Elc.Cond. 1111199 3)Aop(4-&llS) 1119R9 4)Aop(Uie) 11.e.99 e)FIADeY. 1119R9 ........,. . .....,,.,..,.. 1)Sptn;brook 11""98 2)Ell.Cond. 11N98 3)Aop(~) 11'9199 4)PtQJl(3-W) 111M19 tl)FIADIY. 1111.W RS = 260 Exhibit E-4 RS= 100 Exhibit E-4 276 Legend 274 ~ / legend 274 WS Ex. 100 -Springbrook WS Ex. 100 -Springbrook WS 100 Yr -Prop (3-faS) 272 WS Ex. 100 -Ex. Cond . 272 WS 100 Yr -Prop (4-6Jd3 ) WS 100 Yr-Prop (4-6Jd3 ) -WS Ex. 100 -Ex. Cond . WS 100 Yr -Prop (3-6Jd3 ) WS 100 Yr -Full Dev. 270 WS 100 Y~ -Full Dev. 270 g Gro:und g Ground c 1n811 c • 0 268 0 268 Bank Sta ~ • ~ > Bank Sta > Q) Q) ~ u w 266 w 266 264 264 262 _,,_,. " 260 I I I 262 I I I I I I 1000 1100 1200 1300 1400 1500 800 900 1000 1100 1200 1300 1400 1500 Station (ft) Station (ft) 12 Inlets FL FL Begin From To Upper Lower WSElev 010 89 HW 288 .51 284 .92 288 .05 18.3 I I I I Inlets FL FL Beg in From To Upper Lower WS Elev 010 75 HW 287.28 286.07 288.05 9 .5 I I I I Inlets FL FL Beg in From To Upper Lower WSElev 010 76 HW 286 .94 284.01 287 .51 56 .1 74 76 288.62 287 .04 289 .33 52.2 70 74 291 .21 288 .87 290.85 44 .5 69 70 291 .75 291.46 293.58 41 .6 86 89 296 .08 292 .92 293.96 30.3 62 86 302 .98 296 .58 297.57 19 .4 I I I I Inlets FL FL Begin From To Upper Lower WSElev 010 68 69 293.09 292 293 .96 14.9 87 68 293 .6 293 .34 294.58 13 .6 I I I I Inlets FL FL Bea in From To Uooer Lower WSElev 010 65 86 297 .28 297 .08 297 .57 2 .6 I I I I Inlets FL FL Begin From To Upper Lower WSElev 010 84 66 297 .89 296.8 297 .57 16.7 63 84 298 .44 297 .99 . 299.32 12 I I I I Inlets FL FL Bea in From To Uoo er Lower WSElev 010 61 62 304.06 303.08 303.60 17 .3 60 61 304 .75 304.31 304 .92 11.8 I I I I Inlets FL FL Bea In From To Upper Lower WSElev 010 73 74 289.25 289.04 290 .85 3 I I I I Inlets FL FL Begin From To Upper Lower WSElev 010 72 74 289.79 289 .42 290 .85 10.1 71 72 290.19 289 .89 291.27 9.4 McClure Engineering, Inc. 10 year Alexandr~ .... , H d r G d I~' rau IC ra Normal Starting Pipe Dia Length Sf Pipes Depth WSElev 27 387 0 .405% 0.928% 286 .21 288 .05 I I Normal Starting Pipe Dia Length Sf Pipe S Depth WSElev 18 12 .06 0.951 % 10.033% 286.63 288.05 I I Normal Starting Pipe Dia Length Sf Pipe S Depth WSElev 36 38 .41 0 .816% 7.628% 265.14 287 .51 36 207 .5 0.709% 0 .761% 269.37 269.37 33 285.51 0.820% 0 .820% 29 1.07 291 .07 30 23.87 1.191% 1.215% 293.46 293.58 27 258.34 1.110% 1.223% 294.61 294 .61 21 285 .01 1.741 % 2.246% 297 .81 297.81 I I Normal Starting Pipe Dia Length Sf Pipe S Depth WSElev 27 198.5 0.268% 0.549% 293 .35 293.96 24 30 0.419% 0 .867% 294 .54 294.58 I I Normal Starting Pioe Dia Length Sf Pipe S Depth WSElev 15 41 0.189% 0.488% 297 .80 297.80 I I Normal Starting Pipe Dia Lena th Sf PloeS Depth WSElev 18 37 .36 2.938% 2 .938% 298.00 298.00 18 30 1.517% 1.517% 299 .19 299.32 I I Normal Starting Pi pe Dia Length Sf Pipe S Depth WS Elev 21 37 .56 1.364% 2 .609% 304 .1 7 304.17 18 30 1.467% 1.467% 305 .51 305.51 I I Normal Starting Pioe Dia Length Sf Pioe S Depth W S Elev 15 41 0.251 % 0 .512% 289 .79 290 .85 I I Normal Starting Pipe Dia Length Sf Pipe S Depth WSElev 18 36.53 1.075% 1.075% 290.62 290.85 18 30 0.931% 1.000% 291 .05 291 .27 hase5 e If L" C I 1ne a cu a ions WS<l!I Velocity Velocity Ending Upper Hf In Out Hj WSElev 289 .80 1.57 0.00 7 .42 0 .00 289.62 I I I I WS@ Velocltv Velocitv Ending Upper Hf In Out HJ WSElev 287 .84 0.1 1 0 .00 15.30 1.82 289.98 I I I I WS® Vel ocity Velocity Ending Upper Hf In Out HJ WS Elev 288.07 0.31 8 .71 21.55 1.51 289.33 290 .95 1.47 8 .54 8.71 0 .01 290 .85 293.41 2.34 9 .75 8.54 0 .17 293.58 293 .75 0 .28 9 .11 9 .75 0 .09 293.96 297 .77 2.87 10.34 9 .11 0 .09 297.57 304 .21 4 .96 0 .00 10.34 0 .83 303.60 I I I I WS® Velocity Velocity Ending Upper Hf In Out HJ WSElev 294 .44 0.53 6.72 5.78 0 .09 294.58 294 .80 0 .13 0.00 6.72 0 .35 295.06 I I I I WSC!ll Veiocltv Velocitv Ending Uooer Hf In Out Hi WSElev 298.00 0.08 0.00 3 .58 0.10 297 .98 I I I I WS<!ll Velocity Velocity Ending Upper Hf In Out HI WSElev 299 .09 1.10 7 .75 10.79 0.22 299.32 299 .64 0.46 0.00 7 .75 0 .2 3 300.00 I I I I WS@ Velocitv Velocltv Ending Upper Hf In Out Hi W S Eiev 305.15 0.52 7.62 10 .76 0 .22 304.92 305.95 0 .44 0.00 7 .62 0 .23 306.18 I I I I WS<!ll Velocity Velocity Ending Uooer Hf In Out HJ WS Elev 290.00 0 .1 0 0.00 3 .7 8 0.1 1 291 .06 I I I I WS® Velocity Velocity Ending Upper Hf In Out HJ WSElev 290 .99 0.39 8 .29 6.52 0 .02 291.27 291 .35 0.28 0 .00 6 .29 0.15 291.70 Too Delta Inlet Check Delta 292 .07 OK 2.4537 I I Too Delta Inlet Check Delta 292.07 OK 2.0882 I I Top Delta In let . Check Delta 292 .07 OK 2.7380 293 .82 OK 2.9731 297.01 OK 3.4273 296.98 OK 3 .0189 300.58 OK 3 .0135 306.9 OK 3.3045 I I Too Delta Inlet Check Delta 297 .6 OK 3.0168 297.6 OK 2 .5406 I I Too Delta Inl et Check Delta 300.58 OK 2.6042 I I Top Delta Inlet Check Delta 301 .96 OK 2 .8440 301 .96 OK 1.9556 I I Too Delta Inlet Check Delta 308.27 OK 3.3525 308.27 OK 2.0944 I I Top Delta Inlet Check Delta 292.55 OK 1.4864 I I Too Delta Inlet Check Delta 293 .71 OK 2 .4438 293.71 OK 2.0112 o Main Full Inlet In 27 .8 0 o Main Full Inl et In 31 .0 0 o Main Full Inlet In 171 .5 74 54.2 70 44.6 69 42 .1 66 31.9 62 22 .1 0 o Main Full In let In 21 .4 67 19.6 0 o Main Full Inlet In 4 .2 0 o Main Full Inlet In 16.8 63 12 .0 0 o Main Full Inlet In 23.8 60 11 .8 0 o Main Full inlet In 4 .3 0 o Main Full Inlet In 10.1 71 9.8 0 4/3/02 0023-hgline.xls 100 year Inlets FL FL Begin From To Upper Lower WS Elev 0100 StreetO Pipe Dia 89 HW 288.51 284.92 288 .05 26 .9 0.00 27 I I I I Inlets FL FL Bea in From To Upper Lower WS Elev 0100 Street 0 Pipe Dia 75 HW 287 .28 286 .07 288 .05 13 .8 0.00 18 I I I I Inlets FL FL Bea in From To Upper Lower WS Elev 0100 StreetO Pipe Dia 76 HW 286 .94 284 .01 287 .51 81 .6 0 .00 36 74 76 288.62 287.04 291 .57 75 .7 21 .51 36 70 74 291 .21 288 .87 293 .71 65 .1 20 .52 33 69 70 291.75 291.46 296 .88 60.9 18 .81 30 66 69 296.08 292 .92 296.84 44 12.11 27 62 66 302.98 296 .58 300 .38 28 5 .89 21 I I I I Inlets FL FL Bea in From To Upper Lower WS Elev 0100 StreetO Pipe Dia 68 69 293.09 292 296.84 21.4 0 .03 27 67 68 293 .6 293 .34 ' 297 .13 19.5 0 .00 24 I I I I inlets FL FL Bea in From To Upper Lower WS Elev 0100 Street 0 Pipe Dia 65 66 297 .28 297 .08 300.38 3.7 0 .00 15 I I I I Inlets FL FL Begin From To Upper Lower WS Elev 0100 StreetO Pipe Dia 64 66 297.89 296 .8 300 .38 24.3 7.59 18 63 64 298 .44 297.99 301 .95 17.4 5.42 18 I I I I Inlets FL FL Bea in From To Upper Lower WS Elev 0100 Street 0 Pipe Dia 61 62 304.06 303 .08 306.60 24 .9 1.07 21 60 61 304 .75 304 .31 307 .87 17 5.16 18 I I I I Inlets FL FL Begin From To Upper Lower WSElev 0100 StreetO Pipe Dia 73 74 289 .25 289 .04 293 .71 4 .3 0 .00 15 I I I I Inlets FL FL Beg in From To Upper Lower WS Elev 0100 Street 0 Pipe Dia 72 74 289 .79 289 .42 293 .7 1 14.5 4 .66 18 71 72 290 .19 289 .89 293 .71 13 .5 3.72 18 McClure Eng ineering , Inc. Alexandr-. .... _, Phase 5 H d r G d L" C I If IV rau IC ra e 1ne a cu a ions Normal Starting WS«?l Length ROW Sf Pipe S Street S Depth WS Elev Upper 387 60 0 .874% 0 .928 % 0.700 % 286 .66 288.05 290.25 I I I I Normal Starting WS@ Length ROW Sf Pipe S Street S Depth WS Elev Upper 12.06 60 2.006% 10 .033% 0 .700% 286 .75 288 .05 287 .96 I I I I Normal Starting WS«ll Length ROW Sf Pipe S Street S Depth WS Elev Upper 38 .41 60 1.732 % 7.628% 1.000% 285 .44 287 .51 288 .37 207 .5 60 1.490% 0.761 % 1.000% 290 .04 291 .57 291.62 285 .51 60 1.754% 0.820% 1.070% 291 .62 293 .71 293.96 23 .87 60 2.554% 1.215% 1.230% 293 .96 296 .88 294 .25 258 .34 60 2.340% 1.223% 1.230% 295.17 296 .84 298 .33 285 .01 60 3.626% 2.246% 2.250% 298 .33 300.38 304.73 I I I I Normal Starting WS«ll Length ROW Sf Pipe S Street S Depth WS Elev Upper 198.5 50 0.553% 0.549% 0 .600% 293 .80 296.84 294.89 30 50 0.862% 0.867% 0.600% 294.94 297.13 295.20 I I I I Normal Starting WS@ Length ROW Sf Pipe S Street S Depth WS Elev Upper 41 60 0 .382% 0.488 % 1.230% 297.96 300 .38 298 .16 I I I I Normal Starting ws !:al Length ROW Sf Pipe S Street S Depth WS Elev Upper 37 .36 50 6 .220% 2.918% 0 .034% 298 .30 300.38 299 .39 30 50 3.1 89 % 1.500% 0 .017% 299 .49 301 .95 299 .94 I I I I Normal Starting WS@ Length ROW Sf Pipe S Street S Depth WSElev Upper 37 .56 50 2.867 % 2.609% 2.250% 304 .52 306 .60 305 .50 30 50 3 .044% 1.467 % 2.250% 305 .81 307 .87 306.25 I I I I Normal Starting WS@ Length ROW Sf Pipe S Street S Depth WS Elev Upper 41 60 0 .516% 0.512 % 1.070% 290 .04 293.71 290 .25 I I I I Normal Starting WS@ Length ROW Sf Pipe S Street S Depth WS Elev Upper 36.53 50 2.215% 1.013% 1.070% 290.92 293.71 291 .29 30 50 1.920% 1.000% 1.070% 291.39 293 .7 1 291 .69 Velocltv Velocltv Hf In Out 3.38 0.00 7.93 Veloclty Velocity Hf In Out 0 .24 0 .00 16.95 Velocity Veloclty Hf In Out 0 .67 8.72 23 .83 3 .09 8.54 8.72 5.01 9.75 8.54 0 .61 9.12 9.75 6 .04 10 .45 9 .12 10.33 0.00 10.45 Veioclty Velocity Hf In Out 1.10 7.10 6.11 0 .26 0.00 7.10 Veloclty Velocity Hf In Out 0 .16 0.00 3.85 Velocltv Veloclty Hf In Out 2 .32 7.7 1 10.75 0.96 0.00 7.71 Velocity Veloclty Hf In Out 1.08 7.62 11 .27 0 .91 0.00 7.62 Veloclty Velocitv Hf In Out 0 .21 0.00 3 .99 Veloclty Velocity Hf In Out 0 .8 1 6.29 6 .33 0 .58 0.00 6.29 Hj 0 .49 I I HJ 2.23 I I HJ 3 .82 0 .01 0 .17 0.09 0 .10 0.85 I I Hj 0 .10 0 .20 I I HJ 0 .12 I I HJ 0 .44 0.23 I I HJ 0 .53 0.23 I I HJ 0 .12 I I Hj 0 .00 0.15 Ending Top WSEiev inlet 291 .57 292 .07 I I Ending Top WS Elev Inlet 290 .52 292.07 I I Ending Top WS Elev Inlet 291.57 292 .07 293.71 293.82 296.88 297.01 296.84 296.98 300.38 300.58 306.60 306.9 I I Ending Top WS Elev Inlet 297 .13 297 .6 297.10 297 .6 I I Ending Top WS Elev Inlet 300.08 300.58 I I Ending Top WS Elev Inlet 301 .95 301 .96 301.95 301 .96 I I Ending Top WS Elev Inlet 307.87 308 .27 307 .96 308.27 I I Ending Top WS Elev Inlet 293.71 293 .82 I I Ending Too WS Elev Inlet 293 .71 293 .71 293 .71 293 .71 4/3/02 0023-hgline .xls March 11, 2002 Mr. Spencer Thompson Graduate Engineer CITY OF COLLEGE STATION P.O. Box 9960 College Station, Texas 77842 RE: Alexandria Phase 5 Drainage Analysis Dear Mr. Thompson: Detention requirements and storm sewer design for Alexandria Phase 5 were analyzed during the development of Alexandria Phases 1 · and 2. The report titled Drainage Report for Alexandria Subdivision dated November, 1999 developed the preliminary storm sewer design parameters for this phase of construction. Detailed design of Phase 5 matches the original design assumptions for this drainage report. Please contact me should you have any questions. Sincerely, Je:ffRobertson, E.l.T. WATER SYSTEM DISTRIBUTION ANALYSIS FOR ALEXANDRIA SUBDIVISION PHASES ONE THROUGH FIVE COLLE GE STATION, BRAZOS COUNTY, TE XAS PREPARED BY: McCLURE ENGINEERING, INC. 1008 Woodcreek Drive, Suite 103 College Station, Texas 77845 (409) 693-3838 NOVEMBER , 1999 WATER SYSTEM DISTRIBUTION ANALYSIS FQR ALEXANDRIA SUBDIVISION INTRODUCTION The Alexandria Subdivision is located on the north side of Barron Road, approximately 0.5 miles west of SH 6. The development is currently planned to have a total of 261 lots. This report provides an analysis of the water distribution for the fully developed subdivision. The computer model used for this analysis was the Kentucky Pipe Network Analysis Program (KYPIPES). MODELING DATA Exhibit A is a schematic drawing of the proposed water system for the subdivision. It includes two connections to the existing 18" line on Barron Road and one connection to an 8" line in the Springbrook-Oakgrove subdivision. Two of t4ese connections were built during the construction of Phase 1. To calibrate the mode~ flow test data was requested from an existing fire hydrant in Phase 1 of Alexandria Subdivision. An additional test was requested on the 18" water line along Barron Road near SH 6. Those test reports are shown in Exhibit B and C respectively. Their results are summarized below. Hydrant Q-127 (Alexandria) Static= 100 psi Hydrant Q-76 (Barron Rd.) Static= 108 psi Residual = 100 psi Residual = 108 psi With this information, the water system in Phase 1 could be accurately modeled to recreate the existing conditions and reproduce the fire hydrant test results. Printouts from the calibration models for the static and fire flow tests are shown in Exhibits D and E. The computed pressure at Hydrant Q-127 is 100 psi for the static test and 99.43 for the fire flow test. These pressures compare very well with the fire hydrant test data from Exhibit B. WATER SYSTEM DISTRIBUTION ANALYSIS ALEXANDRIA SUBDIVISION, PHASES ONE THROUGH FIVE In order to simulate a worst-case scenario of anticipated development in the remainder of Alexandria Subdivision, the entire water system was modeled under fully developed conditions without the second connection to the 18" line on Barron Road. Fire flows were taken at the two most hydraulically remote points located near the southwest comer of the development in Phase 5 (Nodes 502 and 503). The follmving system information was used as input for the computer model: Demands Residential = 3 gpm per residence all flpwing at once * Fire Flow = 2 adjacent hydrants flowing at 750 gpm each Existing Conditions Static Pressure = 108 psi at Barron Rd./SH 6 intersection (Elev. = 282 ft.) Static Pressure = 100 psi at the connection with Springbrook-Oakgrove Subdivision on Cardinal Lane (Elev. = 298 ft.) *Note: The TNRCC requirement is 1.5 gpm. RESULTS The printout from the subdivision model is shown in Exhibit F. The lowest pressure in the system under this worst case scenario is 63.61 psi. This occurs at the end of Mallory Court in Phase 5 near the location of one of the flowing fire hydrants. This pressure is well above the required pressures for both static domestic demand (35 psi) and the combined domestic and fire flow demand (20 psi). CONCLUSION The proposed water system in the Alexandria Subdivision calls for two connections to the existing 18 " water line on Barron Road. Therefore , the worst case scenario described in the computer model will never occur because the second connection will be built before lots in Phase 5 are developed. However, this scenario demonstrates that the subdivision can be developed in any sequence of phases and still provide adequate water supply for both domestic and fire flow demands. WATER SYSTEM DISTRIBUTION ANALYSIS 2 ALEXANDRIA SUBDIVISION, PHASES ONE THROUGH FIVE ( 11/16/99 14: 15 'a409 764 3452 COLL STA PUB UTL Exhibit B Fire Hydrant Flow Test Alexandria Subdivision, Phase 1 Flow Test Report Date ~I I_-·..;.....;{ b"--_C/_._C/_.___·· Time _9___i__:_::..0-..:/ __ @· P .M. Test made by : -r.B Arf'<nowsk , Location: tOu iLY\s CT 1--oi 18 Purpose of test : r /ou; ~s.-t Representative : e,·.+v p{ C. s I Witness: .. B. S/evJz. Flow hydrant number: ~-Id-~ Nozzle si~e : 'd..50 Pltot reading : 75 G.P.M.: l ld..D Static hydrant number: Q -· I d..."J Static: I 0 0 . P.S.I. Residual: I 0 0 P.S.I. Fixed Grade Node Calculations Connect!ng to Junction Node 14 Assume: Elevation = 298 ft. Static Pressure = 100 psi HGL = 298 ft.+ (100 psi I .433) = 529 ft. ~003 11 /1 6 /99 14: 16 Dale Test made by":· Location: Purpose of test : Representative : Witness: '&409 764 3452 COLL STA Pl~ UTL Exhibit C Fire Hydrant Flow Test Barron Road @ SH 6 Flow Test Report q; /j ~-P .M . ------- C .i y o{ C.s . B s i~n-t z. Flow hydrant number. _-=O..__-· L\-_Y ____ Nozzle size:....::.......::.J~,'--S.;;;.....;;D'--- Pitot read ing : q Q G .P.M.: ----'-=-----1i7 .S Static hydrant number : Q -] b Static: l 0 8 P.S.I. Residual : I 0 8 P .S .I. Remarks: __________________________ _ Assume: Fixed Grade Node Calculations Connecting to Junction Node 1 Elevation = 282 ft. Static Pressure = l 08 psi HGL = 282 ft. + (108 psi I .433) = 531 ft . 141005 0 0 D EXHIBIT D Alexandria Subdivision Phase 1 Calibration Test -Static 0 * * * * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * * * University of Kentucky Hydraulic Analysis Program * * for the Distribution of Pressure and Flows in Pipe Network Systems * * * FORTRAN VERSION -3 .40 (01/02/91) * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DATE: 11/1 6/1999 TIME: 14 :3 7 :18 INPUT DATA FILENAME --------------ALEXl .DAT TABULATED OUTPUT FILENAME --------ALEXl .OUT ************************************************ S U M M A R Y 0 F 0 R I G I N A L DAT A ************************************************ U N I T S S P E C I F I E D FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG p I P E L I N E AN D p u M p DAT A PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K (FEET) (INCHES) 1 0 1 1300. 0 18.0 120 .0 1. 80 2 1 2 250.0 12.0 150.0 2.80 3 2 3 290 .0 12.0 150.0 .80 4 12 13 35 .0 6.0 150 .0 1. 80 5 13 14 180.0 8 .0 150.0 .80 6 3 127 15.0 6 .0 150.0 .80 7 128 129 585.0 6 .0 150.0 1.10 8 127 12 590 .0 6 .0 150 .0 .50 9 129 13 130 . 0 6.0 150.0 .30 10 2 128 15 .0 6.0 150.0 .80 11 0 14 100.0 8 .0 150.0 1.80 A SUCCESSFUL GEOMETRIC VERIFICATION HAS BEEN COMPLETED FIXED GRADE 531. 00 529.00 J U N C T I 0 N N 0 D E DAT A JUN CT ION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 .00 1 2 2 .00 .00 2 3 10 3 .00 .00 3 6 12 .00 293 .00 4 8 13 .00 .00 4 5 9 14 .00 .00 5 11 127 .00 300.00 6 8 128 .00 307.00 7 1 0 129 .00 298.00 7 9 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION : ALL RESULTS ARE OUTPUT EACH PERIOD S Y S T E M C 0 N F I G U R A T I 0 N THIS SYSTEM HAS 11 PIPES WITH 9 JUNCTIONS , 1 LOOPS AND 2 FGNS ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY .00407 s I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) Alexandria Sub. Ph 1 FLOW TEST VERIFICATION Res.Demand =O GPM (UNDEVELOPED) Fire F1ow = 0 Static Test November , 1999 McCLURE ENGINEERING p I p E L I N E R E s U L T S PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 1 0 1 299. 72 .06 .00 .00 .38 .04 2 1 2 .299 . 72 .05 .00 .03 .85 .21 3 2 3 152 .76 .02 .00 .00 . 43 .06 4 12 13 152 .76 .06 .00 .08 1. 73 1. 75 5 13 14 299. 72 .27 .00 .05 1. 91 1.50 6 3 127 152 .7 6 .03 .00 .04 1. 73 1. 75 7 128 129 146.96 .95 .00 .05 1. 67 1. 63 8 127 12 152.76 1.03 .00 .02 1. 73 1. 75 9 129 13 146 .96 .21 .00 .01 1. 67 1. 63 10 2 128 146.96 .02 .00 .03 1. 67 1. 63 11 0 14 -299 . 72 -.15 .00 -.10 -1. 91 -1.50 J U N C T I 0 N N 0 D E R E S U L T S JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 530.94 2 .00 530.86 3 .00 530.84 12 .00 529.71 293 .00 102.58 13 .00 529.57 14 .00 529.25 127 .00 530.77 300.00 100.00 128 .00 530.80 307.00 96.98 129 .00 529.79 29 8.00 100. 44 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE NUMBER 1 11 FLOWRATE 299.72 -299. 72 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND D A T A C H A N G E S 299. 72 -299.72 .00 FOR NEXT D E M A N D C H A N G E S S I M U L A T I 0 N DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR 1.00 0 0 0 EXHIBIT E Alexandria Subdivision Phas~ 1 Calibration Test w/ Fire Flow * * * * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * * * University of Kentucky Hydraulic Analysis Program * * for the Distribution of Pressure and Flows in Pipe Network Systems * * FORTRAN VERSION -3.40 (01/02/91) * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DATE: 11/16/1999 TIME: 14 : 2 6: 2 3 INPUT DATA FILENAME --------------ALEXl.DAT TABULATED OUTPUT FILENAME --------ALEXl .OUT ************************************************ S U M M A R Y 0 F 0 R I G I N A L DAT A ************************************************ U N I T S S P E C I F I E D FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG p I P E L I N E AN D p u M p DA TA PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS (FEET) (INCHES) 1 0 1 1300. 0 18.0 1 2 0.0 1. 80 2 1 2 250.0 12.0 150 .0 2 .80 3 2 3 290.0 12.0 150.0 .80 4 12 13 35 .0 6.0 150 .0 1.80 5 13 14 180.0 8.0 150.0 .80 6 3 127 15.0 6.0 150 .0 .80 7 1 2 8 129 585.0 6.0 150.0 1.10 8 127 12 590.0 6 .0 150.0 .50 9 129 13 130. 0 6.0 150 .0 .30 10 2 128 15.0 6.0 150.0 .80 11 0 14 100 .0 8.0 150 .0 1. 80 K FIXED GRADE 531. 00 529 .00 A SUCCESSFUL GEOMETRIC VERIFICATION HAS BEEN COMPLETED J U N C T I 0 N N 0 D E DAT A JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 .00 1 2 2 .00 .00 2 3 10 3 .00 .00 3 6 12 .00 293.00 4 8 13 .00 .00 4 5 9 14 .00 .00 5 11 127 .00 300 .00 6 8 128 1120.00 307.00 7 10 129 .00 298 .00 7 9 0 U T P U T 0 P T I 0 N DAT A OUTPUT SE LE CTION : ALL RESULTS ARE OUTPUT EACH PERIOD S Y S T E M C 0 N F I G U R A T I 0 N THIS SYST EM HAS 11 PIPES WITH 9 JUNCTIONS , 1 LOOPS AND 2 FGNS ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESUL TS ARE OBTAINED AFTER 5 TRIALS WITH AN AC CURACY .00010 s I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) Alexandria Sub . Ph 1 FLOW TEST VERIFICATION Res .Demand=O GPM (UNDEVELOPED) Fire Flow = 1 @ 1120 GPM (Node 128) November, 1 999 McCLURE ENGINEERING p I p E L I N E R E S U L T S PIPE NO . NODE NOS . FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 1 0 1 104 0.6 5 .57 .00 .05 1. 31 .44 2 1 2 1040.65 .52 .00 .38 2.95 2 .09 3 2 3 94.50 .01 .00 .00 .27 .02 4 12 13 94 .5 0 .03 .00 .03 1. 07 .72 5 13 14 -79 .35 -.02 .00 .00 -.51 -.13 6 3 127 94.50 .01 .00 .0 1 1. 07 . 72 7 128 129 -173.85 -1. 30 .00 -.07 -1. 97 -2.23 8 127 12 94.50 .4 2 .00 .01 1.07 . 72 9 129 13 -17 3 .8 5 -.29 .00 -.0 2 -1. 97 -2.23 10 2 128 946.15 .77 .00 1. 43 10 .7 4 51.35 11 0 14 79.35 .01 .0 0 .01 .51 .13 J U N C T I 0 N N 0 D E R E S U L T S JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 ;00 530.38 2 .00 529.48 3 .00 529.47 12 .00 529.01 293.00 102.27 13 .00 528.95 14 .00 528.98 12 7 .00 529 .44 300,.00 99.43 128 1120.00 527 .28 307.00 95.45 129 .00 528.65 298.0 0 99.95 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE NUMBER 1 11 FLOWRATE 1040.65 79.35 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND D A T A C H A N G E S 1120. 00 .00 1120. 00 F 0 R N E X T D E M A N D C H A N G E S S I M U L A T I 0 N DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR 1.00 D D EXHIBIT F Alexandria Subdivision, All Phases Water System Model Under Full Demand and Fire Flow Conditions 0 * * * * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * * * University of Kentucky Hydraulic Analysis Program * * for the Distribution of Pressure and Flows in Pipe Network Systems * * FORTRAN VERSION -3 .40 (01 /0 2/91) * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DATE : 11/16/1999 TIME: 15: 0: 9 INPUT DATA FILENAME --------------ALEXALL .DAT TABULATED OUTP UT FILENAME --------ALEXALL.OUT ************************************************ S U M M A R Y 0 F 0 R I G I N A L D A T A ************************************************ U N I T S s P E C I F I E D FLOWRATE IS EXPRESSE D IN GPM AND PRESSURE IN PSIG p I P E L I N E AN D p u M p D A T A PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS (FEET) (INCHES) 1 0 1 1300 .0 18 .0 120.0 1. 80 2 1 2 250.0 12.0 150.0 2 .80 3 2 3 290 .0 12 .0 150.0 .80 4 3 4 250 .0 12 .0 150.0 .80 5 4 5 290.0 12 .0 150 .0 .80 6 5 6 290.0 12.0 150.0 .80 7 6 7 290.0 12.0 150.0 .80 8 7 8 500 .0 12.0 150 .0 .70 9 7 204 150.0 6.0 150.0 .80 10 6 402 400.0 6 .0 150.0 .80 11 16 406 330.0 8 .0 150.0 .80 12 406 18 230 .0 6.0 150.0 .50 13 406 405 250 .0 8.0 150.0 .80 14 7 403 250 .0 6.0 150.0 .90 15 405 20 230 .0 8.0 150.0 1. 00 16 20 21 1060 .0 8 .0 150.0 .80 17 20 501 290.0 8.0 150.0 2 .50 18 501 23 440 .0 6.0 150 .0 .80 19 501 502 29 0.0 8 .0 150 .0 2.30 20 502 25 440 .0 6.0 150.0 .80 21 502 503 290.0 8.0 150.0 2.30 22 503 27 440 .0 6 .0 150.0 .80 23 503 28 215 .0 8 .0 150.0 2 .00 LINE 23 IS CLOSED 24 28 1 1310. 0 18.0 130 . 0 1. 80 25 6 203 140.0 6.0 150.0 .80 26 5 202 225 .0 6.0 150.0 .80 K FIXED GRADE 531. 00 p I P E L I N E AN D p u M p D A T A (co nt. ) PIPE NO. NODE NOS . LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE (FEET) (INCHES) 30 3 127 2BO .O 6.0 150.0 .BO 31 12B 129 5B5.0 6.0 150.0 1.10 32 3 301 2BO.O 6.0 150.0 .BO 33 4 302 2BO.O 6.0 150.0 .BO 34 5 401 lBO.O B.O 150.0 .BO 35 204 9 400.0 6.0 150.0 .00 36 203 10 3BO.O 6.0 150.0 .00 37 202 11 3BO .O 6.0 150.0 .00 3B 201 12 595.0 6.0 150.0 3.10 39 127 12 330.0 6.0 150.0 .50 40 129 13 130.0 6.0 150.0 .30 41 403 404 490.0 6.0 150.0 .30 42 404 405 650.0 6.0 150.0 .50 43 401 16 260.0 B.O 150.0 1.BO 44 402 16 300.0 6.0 150.0 .50 45 301 29 390 .0 6.0 150.0 .00 46 302 30 390.0 6.0 150.0 .00 47 0 14 100.0 B.O 150.0 1.BO 529 .00 4B 2 12B 15 .0 6.0 150.0 .BO A SUCCESSFUL GEOME TRIC VERIFICATION HAS BEEN COMPLE TED J U N C T I 0 N N 0 D E DAT A JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 308.00 1 2 24 2 .00 .00 2 3 48 3 .00 .00 3 4 30 32 4 .00 .00 4 5 27 33 5 .00 .00 5 6 26 34 6 .00 .00 6 7 10 25 7 .00 .00 7 8 9 14 8 .00 .00 8 9 21. 00 282.00 35 10 42.00 284.00 36 11 42.00 285.00 37 12 66.00 293.00 28 38 39 13 .00 .00 28 29 40 14 .00 .00 29 47 16 45.00 293.00 11 43 44 18 24.00 293.00 12 20 6.00 294.00 15 16 17 21 9.00 288.00 16 23 42.00 299.00 18 25 42.00 305.00 20 27 42.00 312.00 22 28 .00 315.00 23 24 29 42.00 303.00 45 30 42.00 298.00 46 127 24.00 300.00 30 39 128 .00 307.00 31 48 129 66.00 298.00 31 40 201 24.00 292.00 27 38 202 24.00 288.00 26 37 203 12.00 286.00 25 36 204 6.00 280.00 9 35 301 12.00 300.00 32 45 302 12.00 295.00 33 46 401 12.00 291.00 34 43 402 30.00 291.00 10 44 403 9.00 288.00 14 41 404 21.00 290.00 41 42 405 33.00 295.00 13 15 42 406 33.00 295.00 11 12 13 501 .00 299.00 17 18 19 502 750.00 303.00 19 20 21 503 750.00 309.00 21 22 23 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD S Y S T E M C 0 N F I G U R A T I 0 N THIS SYSTEM HAS 48 PIPES WITH 42 JUNCTIONS , 5 LOOPS AND 2 FGNS ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 6 TRIALS WITH AN ACCURACY .00015 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) Alexandria Sub. Ph 1,2,3,4,5 Closed line @ Barron and Newport (worst case) Res.Demand=3 GPM/Residence Fire Flow= 2 @ 750 GPM (Node 502,503) November, 1999 McCLURE ENGINEERING P I P E L I N E R E S U L T S PIPE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 LINE 24 25 26 27 28 29 30 31 32 33 34 35 NO. NODE NOS. 0 1 1 2 3 4 5 6 7 7 6 16 406 406 7 405 20 20 501 501 502 502 503 23 IS 28 6 5 4 12 13 3 128 3 4 5 204 2 3 4 5 6 7 8 204 402 406 18 405 403 20 21 501 23 502 25 503 27 CLOSED 1 203 io2 201 13 14 127 129 301 302 401 9 FLOWRATE 1736.05 1736.05 1779.20 1860.59 1995.00 953.57 515.00 .00 27.00 384.57 1273.00 24.00 1216.00 488.00 1641.00 9.00 1626.00 42.00 1584.00 42.00 792.00 42.00 .00 54.00 66.00 -188.41 -437.80 -546.95 -135.39 -43.15 54.00 54.00 975.43 21. 00 HEAD LOSS 1. 47 1. 35 1. 64 1. 54 2.03 .52 .17 .00 .01 3.88 7.23 .01 5.03 3.77 8.07 .00 10.00 .07 9.53 .07 2.64 .07 .00 .04 .08 -.70 -.43 -.83 -.39 -.10 .07 .07 2.41 .02 PUMP HEAD .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 MINOR LOSS .13 1. 05 .32 .35 .40 .09 .03 .00 .00 .24 .82 .00 .75 .43 1. 70 .00 4.18 .00 3.65 .00 .91 .00 .00 .00 .01 -.06 -.69 -.15 -.03 .00 .00 .00 .48 .00 VELOCITY 2.19 4.92 5.05 5.28 5.66 2.70 1. 46 .00 .31 4.36 8.12 .27 7.76 5.54 10.47 .06 10.38 .48 10 .11 .48 5.05 .48 .00 .61 . 75 -2.14 -4.97 -3. 49 -1. 54 -• 4 9 . 61 .61 6.23 .24 HL/1000 1.13 5. 40 5.66 6.14 6.99 1. 78 .57 .00 .07 9.69 21. 91 .06 20.13 15.07 35.07 .00 34.48 .16 32.85 .16 9.10 .16 .00 .26 . 37 -2.59 -12.32 -4.58 -1. 40 -.17 .26 .26 13.38 .04 P I P E L I N E RESULTS (cont.) PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 36 203 10 42.00 .06 .00 .00 .48 .16 37 202 11 42.00 .06 .00 .00 .48 .16 38 201 12 -212.41 -1. 92 .00 -.28 -2.41 -3.23 39 127 12 -159.39 -.63 .00 -.03 -1. 81 -1. 90 40 129 13 -109.15 -.12 .00 -.01 -1. 24 -.94 41 403 404 479.00 7 .13 .00 .14 5.43 14.56 42 404 405 458.00 8. 71 .00 .21 5.20 13. 40 43 401 16 963. 4 3 3.40 .00 1.06 6.15 13.08 44 402 16 354.57 2.50 .00 .13 4.02 8.34 45 301 29 42.00 .06 .00 .00 .48 .16 46 302 30 42.00 .06 .00 .00 .48 .16 47 0 14 546.95 .46 .00 .34 3.49 4.58 48 2 128 -43.15 .00 .00 .00 -.49 -.17 ( JUN C T I 0 N N 0 D E R E S U L T S JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 529 .39 308 .00 95 .94 2 .00 526.99 3 .00 525 .03 4 .00 523.15 5 .00 520.72 6 .00 520.12 7 .00 519.92 8 .00 519 .92 9 21. 00 519 .89 282 .00 103 .09 10 42 .00 520.01 284 .00 102 .27 11 42.00 520.57 285 .00 102 .08 12 66 .0 0 526 .10 293 .00 101. 01 13 .00 527.22 14 .00 528.20 16 45.00 513.38 293 .00 95 .50 18 24.00 505 .31 293.00 92.00 20 6.00 489.77 294 .00 84.83 21 9.00 489.77 288 .00 87 .43 23 42 .00 475.52 299 .00 76 .49 25 42 .00 4 62. 34 305.00 6 8.1 8 27 42.00 458.79 312.00 63.61 28 .00 529 .39 315.00 92.90 29 42 .00 524 .89 303 .00 96 .15 30 42.00 523.01 298 .00 97 .50 127 24 .00 525 .45 300 .00 97 .70 128 .00 526.99 307.0 0 95 .33 1 29 66 .0 0 527.09 298 .00 99 .27 201 24 .00 523 .90 292 .00 100 .4 9 202 24 .00 520 .63 288 .00 100 .81 203 12.00 520 .08 286 .00 101.43 204 6.00 519 .91 280 .00 103.96 301 12 .00 524 .95 300 .00 97.48 302 12 .00 523.07 295 .00 98.83 401 12 .00 517 .83 291. 00 98 .29 402 30 .00 516.00 291.00 97.50 403 9.00 515.73 288 .00 98 .68 404 21.00 5 0 8 .46 290 .00 9 4.67 405 33.00 499 .54 295 .00 88.63 406 33.00 505 .32 295 .00 91.14 501 .00 475.59 299 .00 76 .52 502 750.00 462.4 2 303 .00 69 .08 503 750.00 458.86 309.00 64 .94 SUMMARY 0 F INFLOWS A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SY8.TEM INTO FIXED GRADE NODES PIPE NUMBER 1 47 FLOWRATE 1736.05 546.95 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND 2283 .00 .00 2283.00 D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N D E M A N D C H A N G E S DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR 1 .00 SEWER SYSTEM ANALYSIS FOR ALEXANDRIA SUBDIVISION PHASES ONE THROUGH FIVE COLLEGE STATION , BRAZOS COUNTY, TEXAS PREPARED BY: McCLURE ENGINEERING, INC. 1008 Woodcreek Drive, Suite 103 College Station, Texas 77845 (409) 693-3838 NOVEMBER, 1999 SEWER SYSTEM ANALYSIS FOR ALEXANDRIA SUBDIVISION, PHASES 2, 3B, 4, & 5 INTRODUCTION The Alexandria Subdivision is located on the north side of Barron Road, approximately 0.5 miles west of SH 6. Currently, the subdivision is divided into 6 phases with a total of 261 lots. Construction of Phase 1 of the development was recently completed and Phase 3A is currently under construct ion. The subdivision lies on the crest between two sewer basins. Sewage from Phases 1 and 3A flows southward under Barron Road to the system that serves the Shenandoah Subdivision. Sewage from Phases 2, 3B , 4, and 5 flows northward into the system that serves the Springbrook-Oakgrove Subdivision. This report analyzes the proposed sewer system in Phases 2, 3B , 4 and 5 of the subdivision. The purpose is to determine the appropriate line sizes based on anticipated demands. DATA Exhibit A shows the proposed sewer system for the four phases. Exhibit B is a spreadsheet designed to compute the pipe slopes needed to carry the anticipated flows. The first set of computations provides an analysis of the sewer system under the current masterplan for the subdivision. Wastewater flows are calculated assuming 300 gpd from all lots shown in the masterplan. The second set of computations analyzes the sewer system assuming that future phases of the development will have a higher housing density than shown on the current masterplan. The wastewater flows from phases 3B , 4 and 5 are computed assuming 6 lots per acre , which is the maximum housing density recommended for this area in the Comprehensive Plan for College Station. While this change in housing density is not anticipated, these computations are provided to show that the sewer system can effectively serve the area under a worst case scenario. SEWER SYSTEM ANALYSIS ALEXANDRIA SUBDIVISION, PHASES ONE THROUGH FIVE RESULTS AND CONCLUSTIONS The calculated slopes for Peak Flows and Average Daily Flows (ADF) are shown in red. These figures are the slopes at which the pipe section must be laid to achieve a flow velocity of at least 2 fps. Any slope greater than this figure will produce a higher velocity and greater capacity. The red text indicates that the computed slope is lower than the minimum slopes required by TNRCC. Therefore when the pipes are laid on the minimum TNRCC slope or greater, they will easily carry the wastewater loads passing through them. All of the pipe sections have adequate capacity to carry wastewater flows from anticipated development if they are laid at the minimum slopes required by TNRCC. This same wastewater system can provide adequate service to the remaining phases of the Alexandria Subdivision and the area to its west if it is developed at the maximum housing density recommended by the Comprehensive Plan for College Station. SEWER SYSTEM ANALYSIS 2 ALEXANDRIA SUBDMSION, PHASES ONE THROUGH FIVE Item No. l 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 ALEXANDRIA SUBDIVISION, PHASE 1 ENGINEER'S ESTIMATE March 12, 1999 Description Unit Quantity Unit Price Paving Construction Mobilization Lump Sum l 2 ,000 .00 Prepare Work Area Lump Sum l 3 ,000 .00 Earthwork C .Y . 5,292 3.50 1.5" HMAC Surface Course S.Y . 6,566 4.00 6" Lime Stabilized Subgrade S.Y. 8,092 3 .00 Extra Lime Ton 70 80.00 6" Crushed Limestone Base S.Y . 4,277 6 .00 7" Crushed Limestone Base S.Y . 2,289 6.80 Type l Curb and Gutter L.F. 949 7 .00 Layback Curb and Gutter L.F. 2,963 7.00 Concrete Apron, Type A S.F. 5,789 3 .30 4" Sidewalk S.F 14 ,429 2.40 Sidewalk Ramps S.F 526 7 .25 Signs, barricades, and tranic control Lump Sum l 1,000.00 End of road markers EACH 8 125 .00 Paving Subtotal Drainage System Construction 18" Reinf. Concrete Pipe, Str. Backfill L.F. 109 29 .00 21" Reinf. Concrete Pipe, Str. Backfill L.F. 8 36.00 24" Reinf. Concrete Pipe, Str. Backfill L.F. 208 43.00 24" Reinf. Concrete Pipe, Noo-Str. Backfill L.F. 8 38.00 27" Reinf. Concrete Pipe, Str. Backfill L.F. 34 50 .00 27" Reinf. Concrete Pipe, Noo-Str. Backfill L.F. 411 45 .00 30" Reinf. Concrete Pipe, Str. Backfill L.F. 212 68.00 33" Reinf. Concrete Pipe, Str. Backfill L.F. 250 74 .00 42" Reinf. Concrete Pipe, Str. Backfill L.F. 351 79 .00 42" Reinf. Concrete Pipe, Non-Str. Backfill L.F. 60 67.35 48" Reinf. Concrete Pipe, Str. Backfill L.F. 49 95 .00 48" Reinf. Concrete Pipe, Non-Str. Backfill L.F. 49 86 .00 54" Reinf. Concrete Pipe, Str. Backfill L.F. 88 110.00 54" Reinf. Concrete Pipe, Non-Str. Backfill L.F. 433 100 .00 l O' Curb inlet EACH 8 2,800 .00 5' Curb inlet EACH 4 2 ,100 .00 Grate inlet EACH l 2 ,400.00 Standard Junction Box EACH 4 2,400 .00 Sloped Headwall for 54 " RCP EACH l 2,900.00 Sloped Headwall for 18" RCP EACH 2 500 .00 Dry Concrete Rip-Rap S.Y . 194 18 .50 Concrete Rip-Rap S.Y . 85 22 .50 Plug for 18 " RCP EACH 1 75.00 Plug for 21 " RCP EACH I 100 .00 Plug for 24" RCP EACH 1 115.00 Plug for 30" RCP EACH 1 125 .00 Straw Bale Barrier EACH l 27.00 Inlet Protection EACH 11 50 .00 Silt Fence L.F . 600 l.65 Construction Exit for Silt Control S.Y. 50 7.30 Fibennulch Seeding S.Y . 9,800 0 .27 Trench Safety (storm drain) L.F . 1,299 0 .50 Drainage System Subtotal Page 1 of2 Total 2 ,000 .00 3 ,000 .00 18,522 .00 26,264 .00 24,276.00 5,600 .00 25 ,662 .00 15,565 .20 6 ,643 .00 20,741.00 19,103 .70 34,629 .60 3,813 .50 1,000 .00 1,000 .00 207,820 .00 3 ,161.00 288.00 8,944.00 304 .00 1,700.00 18 ,495 .00 14,416.00 18 ,500.00 27 ,729 .00 4 ,041.00 4 ,655 .00 4,214 .00 9 ,680.00 43,300.00 22,400 .00 8,400 .00 2,400 .00 9,600 .00 2,900.00 1,000 .00 3,589 .00 1,912.50 75 .00 100 .00 115 .00 125 .00 27 .00 550.00 990 .00 365 .00 2 ,646 .00 649.50 217,271.00 Item No. 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 ALEXANDRIA SUBDIVISI O N, PHASE 1 ENGINEER'S ESTIMATE Mar ch 12, 1999 Description Unit Quantity Unit Price .Total Water System Construction 12" PVC Water Line, Str. Backfill L.F. 130 31.50 4 ,095 .00 12" PVC Water Line, Non-Str. Back.fill L.F. 498 23 .50 11,703 .00 12" PVC Water Line , w/24" steel casing, bored L.F. 60 90 .00 5,400.00 8" PVC Water Line, Str. Back.fill L.F. 45 22 .00 990.00 8" PVC Water Line, N on-Str. Back.fill L.F. 150 14 .00 2,100 .00 6" PVC Water Line, Str. Back.fill L .F . 188 19.50 3,666.00 6" PVC Water Line, Non-Str. Back.fill L.F. 1,462 12.20 17 ,836.40 6" PVC Water Line, N on-Str. Back.fill , restrainedjoii L.F. 59 20.00 1,180 .00 18 "x 12" Tapping Sleeve & Valve EACH 1 2 ,000.00 2 ,000 .00 Fire Hydrant Assembly, Type II , 4' barrel EACH 2 1,800.00 3 ,600 .00 Fire Hydrant Assembly, Type II, 5' barrel EACH 1 2,000.00 2 ,000 .00 12" Gate Valve EACH 2 1,000 .00 2 ,000 .00 12"x 13" Anchor Cou pling EACH 2 350.00 700 .00 12"x 6 " Cross EACH 2 700 .00 1,400.00 12"x 45 degree Bend EACH 2 500 .00 1,000 .00 8" Gate Valve EACH 1 540 .00 540.00 8"x 8" Tee EACH l 175 .00 175.00 8"x 6" Reducer EACH 2 120 .00 240 .00 8 "x 90 degree Bend EACH 2 400.00 800.00 8"x 45 degree Bend EACH 4 350.00 1,400.00 Connect to Existing 8" Line EACH l 500.00 500.00 6" Gate Valve EACH 6 375.00 2,250.00 6"x 13" Anchor Coupling EACH 6 110.00 660.00 6"x6" Tee EACH 1 135.00 135 .00 6 "x 45 degree Bend EACH 6 175.00 1,050.00 6"x 11.25 degree Bend EACH 2 100 .00 200 .00 2 " Blow-Off Assembly EACH 3 360.00 1,080.00 1.5" Type K Copper Water Ser. ( 53 ft . avg. length) EACH 12 1,300.00 15 ,600 .00 l" Type K Copper Water Ser. ( 30 ft . avg. length) EACH 2 600 .00 1,200 .00 Trench Safety (water line) L.F. 1,140 1.00 1,140.00 Water System Subtotal 86,640 .40 Sewer System Con struction 6 " PVC, D-3034, Str. Back.fill L.F. 195 18 .50 3 ,607 .50 6 " PVC, D-3034, Non-Str. Back.fill L.F. 1,069 13.50 14 ,431.50 Standard Manhole, 8-10 ft . deep EACH 4 1,720.00 6 ,880 .00 Adjust Existing Manhole EACH 1 500.00 500 .00 4 " Sewer Service ~ 15 ft. (7 ft . avg. length) EACH 15 300.00 4 ,500.00 4" Sewer Service > 15 ft . ( 49 ft. avg. length) EACH 10 900 .00 9 ,000.00 Special Sewer Service (#3 1) EACH 1 1,000.00 1,000.00 6" Cap EACH l 50 .00 50 .00 6" Clean-Out EACH l 100 .00 100 .00 Connect to Existing Manhole EACH 1 500.00 500 .00 T reach Safety ( sewerline) L.F. 1,254 1.00 1,254 .00 Sewer System Subtotal $41,823.00 Total Construction Cost $553,554.40 A .,j~~ ,, ~IE:,{_ 3 v*~\~·- Page 2 of2 KEN"(~t~.-J ·'-6592 3 ,J.i! ~ ~ ~,·~~ April 20, 1999 McClure Engineering, Inc . 1722 Broadmoor, Ste . 210 Bryan, TX 77802 Mr. JeffTondre City of College Station P .O . Box 9960 College Station, TX 77840 Re : Development Permit for Alexandria Phase I Dear Jeff: Per your instruction we have modified the drawings for the above referenced subdivision. The drawings are in final fonn. The drainage report for this subdivision has also been corrected to address the concerns you noted, but is not yet in final form. In order the meet the schedule of the developer, I request that the City of College Station issue a conditional development permit that will allow the developer to begin construction while we finalize the details of the drainage report. We agree to making any necessary revisions to comply with the City of College Station Storm water Management Ordinance . DEVELOPMENT PERMIT PERMIT NO. 647 Alexandria Subdivision Phase I FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: OWNER: Edward Froehling 3887 High Lonesome College Station, Texas 77845 776-8266 DRAINAGE BASIN: Lick Creek SITE ADDRESS: TYPE OF DEVELOPMENT: SUBDIVISION CONSTRUCTION AS PER APPROVED PLANS The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and o dinances o the City of College Station that apply. ~ Date t Date Contractor Date FOR OFFICE USE ONLY CASE NO.: DATE SUBMITTED:·----- DEVELOPMENT PERMIT MINIMUM SUBMIITAL REQUillEMENTS v $100.00 Development Permit Application Fee. ~Drainage and erosion control plan, with supporting Drainage Report two (2) copies each. --~ifotice oflntent (N.O.I.) if disturbed area is greater than 5 acres. LEGAL DESCRIPTION ALEXANDRIA SUB.D IVIS ION , PHASE ONE APPLICANT (Primary Contact for the Project): Name EDWARD FROEHLING Street Address _ __.(_..s=arn=e-'a...,s...._.be=l=aw<..:.!..L) _________ City --------------- State Zip Code ______ E-Mail Address -------------- Phone Number Fax Number ------------------- PROPER1Y OWNER'S INFORMATION: Name EDWARD FROEHLING Street Address 3887 High Lonesane City College Station State TX Zip Code 77845 E-Mail Address ------------- Phone Number 776-8266 Fax Number 774-0565 --"-'--"-::.=.:=--------------- ARCHITECT OR ENGINEER'S INFORMATION: Name Mi chael R. McClure, P.E., R.P.L.S., McCLURE ENGINEERING, INC. Street Address 1722 Broadmoor, Suite 210 State TX Zip Code _7_7_8_0_2___ E-Mail Address McClure@myriad.net Phone Number 776-6700 Fax Number 776-6699 ---'-'--=----"-'-~------ Application is hereby ma de for the following development specific site/waterway alterations : Subdivision construction in the drainage basin of the South Fork of Lick Creek ACKNOWLEDGMENTS: I, _Ed_w_a_r _d_Fr_oeh __ l_i_n_g ___ ~ ~owner, hereby acknowledge or affirm that The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of Coll ege Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards . As a condition of approval of this permit application , I agree to construct the improvements proposed in this application .,;;:rjfg to these df uments a nd th e re ~ui 7 ents, of Chapter 13 of the College Station City Code. ?~d[~IJ!----~~~~~ Property Owner(s) Contractor DE VE LOPMENT PERMIT DPERMIT.DOC 3/24199 1 of2 CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.) A. I, certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm. · Engineer Date B. L certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended. Engineer Date C . I, Michael R. McClure, P .;:certify that the alterations or development covered by this p~~~~t diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and ~;cf &~~f development are consistent with requirements of the City of College Station City Code, Chapter 1 ~'re"" · ··•·• \5\ fa hm f . '* . .. •'• encroac ents o ways and of floodway fringes. t * : ~ * ~ Date ~ .. M.IC°HAEi:.Fi.'M"~ci:ufiE 0 1 l··································'- l."1l.. 32740 : t:r:"it l~\~ Ql//JI t ~ ··f G n_~ •• ~ II l'.t~" •• ISTE~·· r:::-"" " ve •••••••• ~v., \\ 10NAL € --'°" ~-D. I, do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engineer Date Conditions or comments as part of approval: ~~~~~~~~~~~~~~~~~~~~~~~~~~~ In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. DEVELOPMENT PERMIT DPERMIT.DOC 3/24/99 2 of2 ... I CITY OF COLLEGE STATION *** CUSTO"ER RECEIPT *** OPER: "RODGERS CT DRAWER: 1 DATE: 4/20/99 00 RECEIPT: 0020284 DESCRIPTION QTY A"OUNT TP T" FILING FEE/DS/BI 1 $300.00 •B7 CK INFRASTRURE INSPECTIONS ED FROEHLING INFRASTRUCTURE INSPECTIONS ALEXANDRIA SUBDIVISION CK. 36445 LH TENDER DETAIL CK 36445 $300.00 1 DATE: 4/28/99 TllfE: 14:49:27 TOTAL PERSONAL CHECK $388.00 AlfOUNT TENDERED $300. 08 THANK YOU . . '. . ~ ·.: ' . noA )INtlHl 00 "88 U (13ll3(1N31 lNOOWtl 00"00l$ )133H3 ltlNOSll3d ltl!Ol 0£=Lt=tl :3wI1 661ea1• :31tia 00"00l$ tt9£ )13 1Itll3(1 ll3«N31 1N3Wd013~3a tlillUNtlX3ltl 9NI1H30ll3 (13 tt9£ II )13 333 9NI1I3 lIWll3d 1N3Wd013~3(1 11Wll3d 1N3Wd01~3(1 )13 LS• 00'00l$ l 18/S(l/333 9NI1I3 Ml dl lNOOWtl AlD NOlldlll3S3(1 9Laea0e :1dI333ll 00 6610a1t :31tia l =ll3fttlll(I 13 Sll39QOllW =ll3d0 *** ldl333ll ll3WO!S03 *** 1 N I ll d 3 ll NOl!tl!S 3931103 30 A113 ' l .... • -... 1.-:. ., THIS FORM REPLACES PREVIOUS FORM 3510-6 (8-98) Form Al?proved. · See Reverse for lnstructi9ns · United States Environmental Protection Agency OMB No. 2040-0188 NP DES &EPA Wa shington, DC 20460 FORM Notice of Intent (NOi) for Storm Water Discharges Associated with CONSTRUCTION ACTIVITY Under a NPDES General Permit Submission of thi s Notice of .Intent constitutes notice that the party identified in Section I of this form intends to be authorized by a NPDES perm it issued for storm water dischar.ges a·ssocialed with con struction activity in the State/Indian Country Lan.d identified in Section II of this form . Submission of thi s Notice of Int en t also constitutes notice that the party identified iri Section I of this form meets the eligibility requirements in Part l.B. of .the general permit (including those related to · protection .of. endangered species determined through the procedutes in Addendum A of I.he general permit), understands that continued authorization to discharge is contingent on .maintaining permit eligibility, and." that implementation ·of the Storm Water Polluti~m Prevention Plan required under Part IV of the general permit will begin ·at the time the .permittee commences work on . the construction project .Identified In Secion 11 below. IN ORDER TO OBTAIN AUTHORIZATION, ALL INFORMATION REQUESTED MUST BE INCLU.DED ON THIS FORM. SEE .INSTRUCTIONS ON BACK OF FORM'. L Owner/Operator {Applic;ant) Information Name : IE1D1W1A1~1 D1 1F1"101€1H-1~111N161 I I I I I I I I I I I I I Phone : l4101'il7171'-l~1~'-1<-i Address : I~ 1 '61 % I 1 I 1'1-1t161H1 1L1c1N1E1-s;10 1ft'.1e1 I I I I I I I I I I I I I I Status of · [eJ Owner/Operator : City : 1C101L.1L1£1616i 1Sil1A(fj ' I 01N1 I I I I I I I State: II.LfJ Zip Code: 11171gl4151 -1 I I I I II. Project/Site Information Is the facility located on Indian Country Lands? Project Name : 1a1L.1E"1X.1Pt1>J1Q1R1•1A1 1S1u 161D 1 L 1ll 1 I 1511 IO 1J/1 I I I I I I I I Yes 0 No flJ Project Address/Location : I &1 A I 1SJ RI 0 IN I 1R.J 01 ~I t>1 I I I I I I I I I I I I I I I I I I I I I City: l<!.101L.1L1r161E"1 1SrTit\(fj I I 01N1 I I I I I I I I State : LLJ . ZipCode: I I I I I 1-1 I I I I Latitucfe{ 1310 I-? I~ I 0 M I · Longitude ; 16141 (:,I · I 1 b l.J-1 i I Co~nty: IB1i.1A1Z101S1 .. I I I I I I I I I I I I I Has the Storm Water Poliution Prevention Plan (SWPPP) been prepared? Yes lXl NoO Optional: Address of location of . SWPPP for viewing . ~ Address in Section I above 0 Address in Seetion II above 0 Other address (if known) below : SW PPP Phone : Address : I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I City : I I I I I · I I I I I I I I I I I I I I I I I j State : LLJ ZipCode : I I I I I 1-1 I I I I Name of Receiving Water :· 1S101urr1H-1 1F101R.1K1 1Lt l I C.1 K1 I~ £.1e:'1 el Kl I I I 101S101 l I L1~1~.1~I 111~ i"151,2.10101~ Bas ed on instruction provided in Addendum A of the permit, are Month Day Year Month Day Year there any listed endangered or threatened species, or designated Estimated Construction Start Date Estimated Completion Date critical habitat in the project area? Estimate of area to be disturbed (to nearest acre): I I I I 1'11 'ti Yes 0 No~ Estimate of Likelihood of Discharge \choose only on e): I have satisfied permit eligibility with regard to protect ion of 1. D '3. ~ Once per week 5 . 0 Continual endangered species through the indicated section of Part l.B .3 .e .(2) Unlikely of the permit (check one or more boxes): 2 .0 On ce per month 4. 0 Once per day (a)~ (b)Q (c>O Cdl0 Ill. Certification I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and. evaluate the information submitte.d . ·Based cin my inquiry of the person 0< persons who manage this sys tem , or those persons directly responsible for gathering the information, the i.riformation submitted is, to the best of my knowledge and belief , true , accurate, and complete . I am aware that there are significant penalties for l>Ubmitting false .Information, including the possibility of fin e and imprisonment for knowing violations . . ::::.~:.::~&:~_:'.-~·~···~·~-' _'. I I I I I I Date : I0141Z10lq1~ I -·--·----··--- EPA Form 3510 ·9 replaced 3510 ·6 (6 -98) 1 ... : ~·· .· Instructions-EPA Form 3510-9 · Form Appro~ed. OMB No. 2040-0188 a EPA · Notice of Intent (NOi) for Storm Water Discharges Associated with Construction Activity to be Covered Under a NPDES Permit . . . . . . .., .. ~~ . : ~Who Must File a Notice of Intent Form . , ;· j'Under the provisions of lhe Clear:i Water Act, as amended, (3.3 u.s.c: 12Si : · ~ et.seq.; the.Act), except as provided by Part 1.6 .3 the permit, .Feder~l .l!iw l:,s,,• prohlbitS discharges of pollutants in ·storm. water from construcUon act1v1t1es wilhout a National Pollutant Discharge Elimination System PenniL Operator(s) . · . of construction sites where 5 or more acres are disturbed, smaller sites. that ¥.:, are part of a larger common plan of dC'>'.elopmen.t or sale where there is a . ~ .. cumutative"disturbance of at least 5. acres, or any site designated by the ~ . · Director; must submit an NOi to obtain coverage unde~ an NPDES _S.torm '-f. Water Co(lStruction General Permit. If you have quesUons about whether ff:• you need a permit under the NP DES· Storm Water program·, or H you need I\:, information as to whether a particular program is administered by EPA or ~ a State agency, write to or telephone the Notice of Intent Processing Center · F at (703) 931.3230. · · Where to File NOi form NOls must be sent to the followi_ng address: Storm Water Notice of lntent.(4203) USEPA . 401 M. Street, SW Washington, D.C . 20460 Do not send Storm Water Pollution Prevention Plans (SWPPPs) to the above address. For overnighVexpress delivery of NOls, please include the room-number 2104 Northeast Mall and phone number (202) 260-9541 in the address. When to File Thls form must be filed at least 48 hours before 'construction begins. Completing the Form OBTAIN AND READ A COPY OF THE APPROPRIATtEPA STORM WATER CONSTRUCTIOr;.I GENERAL PERMIT FOR YoUR AREA: To complete this form, type or print, using uppercase letters, in the appropriate areas only. Please place each cnaracter between the marks (abbreviate if nec~ssary to stay within the number of characters allowed for eactdtem) .. Use one space for .breaks between words, but not'lor punctu'ation marks unless they are needed to clarity your response . If you have any questions on this lorm, call the Notice of Intent Processing Center at (703) 931-3230. Sectio!l I. Facility _Owner/Operator (Appli<;ant) Information Provide ttie legal riame, mailing address, and telephone number of the person, .firm, public organization, or any other entity that meet either of the following two criteria: (1) they have. operational control over construction plans and specifications, including the ability t9 make modifications to those plans and .specifications ; or (2). they have the day-to-day operational control . of those activities at the project necessary to ensure compliance with SWPPP requirer')"ients or other permit conditions. E~ch person that meets either of these criteria must file this. form . Do not use a colloquial name. ·Correspon- dence for the permit will be sent to this a.ddress . · Enter the appropriate 18tter to indicate the legal .status of the owner/operator of the project: F = Federal; S = State; M = Public (other than federal or state); P = Private. . · Section II. Project/Site Information Enter the official 0r legal riame arid complete street address, including ciiy, county, state, zip code, and phone number of the project or site. It it lacks a street address, indicate with a general statement the location of the ·site (e .g:, Intersection of State Highways 61 and 34). Complete site information must be provided for permit coverage to be granted. The applicant must ·also provide the latitude and longitude ol the faci.lity in degrees, minutes, and seconds to the nearest 15 .seconds. The latitude and longitude of your facility can :be located on USGS qua.drangle maps. Quadrangle maps can be obtained by calling t-800 USA MAPS . Longitude . and latitude may also be obtained at the ·census Bureau Internet-site: http-J/www.census.gov/cgi-bin/gazetteer. Latitude ;i.nd longilude for a f!lcility in decimal form must be converted to degrees, minutes and seconds for proper entry on the NOi form . To convert decimal latitude or longitude to degrees, minutes, and seconds, follow the steps in the following example. Convert decimal latitude 45 . 1234567 to degrees, minutes, and seeonds. l) The numbers to the left of the decimal point are _degrees. 2) To obtain minutes, multiply the first four numbers to the .right of the decimal point .by 0.006. 1234 x .006 = 7 .404 : . · 3) The numbers to. th e left of the decimal point in the result obtai ned in step 2 are the minutes: 7'. . · · · . 4) To .obta in seconds, multiply the remaining three nu_mbers to th~ right of the decimal from the result in step 2 by 0.06 : 404 x 0.06 = 24 .. 44. Since the numbers to the right of the decimal point are not used, the result is 24". . . . 5) The conversion for 45.123_4 = 45° 7' 24". Indicate whether the project is on Indian Country Lands. Indicate if the Storm Water Pollution Prevention Pl an (SWPPP) h as h " developed . Refer to Part JV of the general pennit for information on SW PPs To be eligible for coverage, a SWPPP must have been prepared. Optional: Provide the address and phone number where the SWPPP can be viewed. ii different from addresses previously given. Check appropriate box. Enter the name of the closest water body which receives the project's construction storm water discharge. Enter the estimated. construction start and completion dates using four digits for the year (i.e. 05127/1998). · · Enter the estimated area to be disturbed including but not limited to: grubbing, excavation, grading, and utilities and infrastructure installation. Indicate to the nearest acre; if less than 1 acre, enter ·1: Note: 1 acre = 43,560 SQ . It . Indicate your best estimate of the likelihood of storm water discharges from the project. EPA recognizes that actual discharges may differ from this estimate due to unforeseen or chance circumstances. · Indicate if there are any listed endangered or threatened species, or . designated critical habitat In the project area. · Indicate which Part of the permit thai the appiicant is eligible with re gard , . to protection of endangered or threatened species, or designated critica habitat. . Section Ill. Certification Federal Statutes provide for severe penalties for submitting false information on _this application form . Federal regulations require this application to be signed as follows: For a corporation: · by ·a responsible corporate officer, which means: .(i) president, secretary, treasurer, or vice president of the corporation in charge of a principal business function , or any other person W!)o performs ·similar policy or decision making !unctions, or (ii) the manager of one or more manufacturing; production , or operating faci.li\ies employing more than 250 person s or having gross annual sales or expenditures· exceeding $25 million (in second-quarter 1980 dollars), if authority to sign documents has been ~igned or delegated to the manager. in accordane~ with corporate procedures; · · · For a partne rsh ip or sole proprietorship : by a general partner of the proprietor, or For a municipa lity, state, federal, or other public facility: by either a principal executive or ranking elected official. An unsigned or undated NOi form will not be granted permit coverage . Paperwork Reduction Act Notice Public reporting burden for this application is estimated to average 3 .7 · hours . This estimate includes time for reviewing instructions, searching existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of information. An agency may not Conduct or sponsor, and a person is not required to respond to, a collection of information unless it displays a currently valid OMB control number. Send comme~ts regarding the burden estimate, any other aspec t of the collection of information, or-suggestions for Improving this lorm, including any suggeslions which may increase or reduce this burden to : Director, OPPE Regulatory lnfo.-mation Division (2137), U.S . Environmental Protection Agency, 401 M Street, SW, Washington , D.C . 20460. Include the OMS control number on any correspondence . Do not.send the completed form to this address . " -.. Ite m No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 ALEXANDRIA SUBDIVISION, PHASE 1 ENGINEER'S ESTIMATE March 12, 1999 Descripti on Unit Quantity Unit Price Paving Construction Mobilization Lump Sum 1 2 ,000 .00 Prepare Work Area Lump Sum 1 3 ,000 .00 Earthwork C .Y. 5,292 3 .50 1.5" HMAC Surface Course S.Y . 6,566 4.00 6" Lime Stabilized Subgrade S.Y . 8,092 3.00 Extra Lime Ton 70 80.00 6 " Crushed Limestone Base S.Y . 4,277 6 .00 7" Crushed Limestone Base S.Y . 2,289 6 .80 Type 1 Curb and Gutter L.F. 949 7 .00 Layback Curb and Gutter L.F . 2,963 7.00 Concrete Apron, Type A S.F. 5,789 3 .30 4" Sidewalk S.F 14,429 2 .40 Sidewalk Ramps S.F 526 125 Signs, barricades, and traffic control Lump Sum 1 1,000 .00 End of road markers EACH 8 125 .00 Paving Subtotal Drainage System Construction 18 " Reinf. Concrete Pipe, Str. Backfill L.F. 109 29.00 21" Reinf. Concrete Pipe, Str. Backfill L.F. 8 36.00 24" Reinf. Concrete Pipe, Str. Backfill L.F. 208 43 .00 24" Reinf. Concrete Pipe, Non-Str. Backfill L.F. 8 38.00 27" Reinf. Concrete Pipe, Str. Backfill L.F. 34 50 .00 27" Reinf. Concrete Pipe, Non-Str. Backfill L.F . 411 45.00 30" Reinf. Concrete Pipe, Str. Backfill L.F . 212 68.00 33 " Reinf. Concrete Pipe, Str. Backfill L.F. 250 74 .00 42" Reinf. Concrete Pipe, Str. Backfill L.F. 351 79 .00 42" Reinf. Concrete Pipe, Non-Str. Backfill L.F. 60 67 .35 48" Reinf. Concrete Pipe, Str. Backfill L.F. 49 95 .00 48" Reinf. Concrete Pipe, Non-Str. Backfill L.F. 49 86 .00 54 " Reinf. Concrete Pipe, Str. Backfill L.F. 88 110.00 54" Reinf. Concrete Pipe, Non-Str. Backfill L.F. 433 100.00 10' Curb inlet EACH 8 2 ,800 .00 5' Curb inlet EACH 4 2 ,100 .00 Grate inlet EACH 1 2,400 .00 Standard Juncti on Box EACH 4 2,400 .00 Sloped Headwall for 54" RCP EACH 1 2 ,900.00 Sloped Headwall for 18" RCP EACH 2 500.00 Dry Concrete Rip-Rap S.Y. 194 18 .50 Concrete Rip-Rap S.Y. 85 22.50 Plug for 18 " RCP EACH l 75 .00 Plug for 21 " RCP EACH 1 100.00 Plug for 24 " RCP EACH 1 115.00 Plug for 30 " RCP EACH 1 125 .00 Straw Bale Barrier EACH l 27.00 Inlet Protecti on EACH 11 50 .00 Silt Fence L.F. 600 1.65 Construction Exit for Silt Control S.Y . 50 7 .30 Fibermulch Seeding S.Y . 9,800 0 .27 Trench Safety (storm drain) L.F. 1,299 0 .50 Drainage System Subtotal Page 1 of2 Total 2 ,000.00 3 ,000.00 18,522.00 26,264 .00 24,276 .00 5,600.00 25 ,662 .00 15 ,565 .20 6 ,643.00 20,741.00 19 ,103 .70 34 ,629 .60 3 ,813.50 1,000 .00 1,000 .00 207,820 .00 3 ,161.00 288.00 8,944.00 304.00 1,700.00 18,495.00 14,416 .00 18 ,500.00 27,729 .00 4 ,041.00 4 ,655 .00 4,214 .00 9 ,680.00 43 ,300.00 22 ,400.00 8,400.00 2 ,400.00 9,600.00 2,900.00 1,000 .00 3,589 .00 1,912 .50 75 .00 100.00 115 .00 125 .00 27.00 550 .00 990 .00 365.00 2,646.00 649 .50 217,271.00 Item No. 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 ALEXANDRIA SUBDIVISION, PHASE 1 ENGINEER'S ESTIMATE March 12, 1999 Deseription Unit Quantity Unit Price .Total Water System Construction 12 " PVC Water Line, Str. Backfill L.F . 130 31.50 4 ,095 .00 12 " PVC Water Line, Non-Str. Backfill L.F . 498 23 .50 11 ,703 .00 12" PVC Water Line, w/24" steel casing, bored L.F . 60 90 .00 5,400 .00 8" PVC Water Line, Str. Backfill L.F. 45 22 .00 990 .00 8" PVC Water Line, Non-Str. Back.fill L.F. 150 14 .00 2 ,100 .00 6 " PVC Water Line, Str. Back.fill L.F . 188 19 .50 3 ,666.00 6" PVC Water Line, Non-Str. Backfill L.F . 1,462 12.20 17 ,836.40 6 " PVC Water Line, Non-Str . Backfill, restrained joii L.F . 59 20.00 1,180 .00 18"x 12" Tapping Sleeve & Valve EACH l 2 ,000 .00 2 ,000 .00 Fire Hydrant Assembly, Type II , 4' barrel EACH 2 1,800 .00 3,600.00 Fire Hydrant Assembly, Type II , 5' barrel EACH l 2 ,000 .00 2,000 .00 12" Gate Valve EACH 2 1,000 .00 2 ,000 .00 12"x 13" Anchor Coupling EACH 2 350 .00 700 .00 12"x 6" Cross EACH 2 700.00 1,400 .00 12 "x 45 degree Bend EACH 2 500 .00 1,000 .00 8" Gate Valve EACH 1 540.00 540 .00 8"x 8" Tee EACH l 175.00 175 .00 8"x 6" Reducer EACH 2 120 .00 240.00 8 "x 90 degree Bend EACH 2 400.00 800 .00 8"x 45 degree Bend EACH 4 350.00 1,400.00 Connect to Existing 8" Line EACH l 500.00 500 .00 6" Gate Valve EACH 6 37 5 .00 2,250.00 6"x 13" Anchor Coupling EACH 6 110.00 660.00 6"x6" Tee EACH 1 135.00 135 .00 6"x 45 degree Bend EACH 6 175 .00 1,050 .00 6"x 11.25 degree Bend EACH 2 100.00 200.00 2 " Blow-Off Assembly EACH 3 360 .00 1,080.00 1.5" Type K Copper Water Ser. ( 53 ft . avg. length) EACH 12 1,300 .00 15 ,600.00 l " Type K Copper Water Ser. ( 30 ft. avg . length) EACH 2 600 .00 1,200 .00 Trench Safety (water line) L.F . 1,140 l.00 1,140 .00 Water System Subtotal 86 ,640 .40 Sewer System Con struction 6" PVC , D-3034, Str. Backfill L.F . 195 18 .50 3,607 .50 6" PVC , D-3034, Non-Str. Backfill L.F . 1,069 13 .50 14 ,431.50 Standard Manhole, 8-10 ft. deep EACH 4 1,720 .00 6,880.00 Adjust Existing Manhole EACH 1 500 .00 500 .00 4" Sewer Service :S 15 ft. (7 ft. avg. length) EACH 15 300 .00 4 ,500.00 4" Sewer Service > 15 ft . (49 ft. avg . length) EACH 10 900 .00 9 ,000 .00 Special Sewer Service (#31) EACH l 1,000 .00 1,000.00 6" Cap EACH l 50.00 50 .00 6" Clean-Out EACH l 100 .00 100 .00 Connect to Existing Manhole EACH l 500 .00 500 .00 Trench Safety (sewer line) L.F . 1,254 l.00 1,254 .00 Sewer System Subtotal $41,823.00 Total Co nstruction Cost $553,554.40 Arr~3 : ·~~ ••••• lAZA ... i KEN1.~;·····:--z ··""z _1' 65923 ~i! Page 2 of2 ' ~ ~,·~~ TO: Mrs. Veronica Morgan, P.E. Assistant City Engineer City of College Station McCLURE ENGINEERING, INC. 1722 Broadmoor, Suite 210 Bryan, Texas 77802 (409) 776-6700, Fax: (409) 776-6699 TRANSMITTAL LETTER Date: 4/20/99 Attn: Proj. # RE: Alexandria, Phase One Revised Construction Plans We are sending you the following : r8J Attached D U nder Separate Cover Via: D Invoice D Prints r8J Plans D Contractor Invoice D Bid Books D Specifications D Change Order D Contracts r8J Other Copies Date No. Description 6 3/99 Sets of Construction Plans (see below for distribution of sets) 2 3/12/99 Copies of Engineer Construction Cost Estimate 1 3/99 Staff Redlined Set of Construction Plans These are transmitted as follows !ZI For Approval D Approved as Submitted 2 ---Sets to be approved and returned to me D For your use D Approved except as noted Copies for your files ---4 D As Requested r8J Resubmitted after Revisions Corrected Prints --- D For Review Comments D Other REMARKS: Please call when our 2 sets of plans are stamped and ready to be picked up. THANX! COPY TO: SIGNED:¢; Michael R. McClure , P .E ., R.P.L.S. President I I Drainage Report FOR ALEXANDRIA SUBDIVJS'ION PHASE 01VE "' ,.. u ;. '6. I-===¢=~==~~~;:==:=::'...'.:======~~ ~------,,.,/ VICINI TY MAP NTS MARCH, 1999 Prepared By: McClure Engineering, Inc. 1722 Broadmoor Drive, Suite 210 Bryan, Texas 77802 ( 409) 776 -6700 I Drainage Report FOR ALEXANDRIA SUBDIVISION PHASE ONE / VICINITY MAP NTS MARCH, 1999 Prepared By: McClure Engineering, Inc. 1722 Broadmoor Drive , Suite 210 Bryan , Texas 77802 ( 409 ) 776 -6 7 00 CERTIFICATION I , Joel J. Mitchell, Registered Professional Engineer No. 80649, State of Texas , certify that this report for the drainage design for ALEXANDRIA SUBDIVISION, PHASE ONE, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof 12M AR.9 I DRAINAGE REPORT ALEXANDRIA SUBDIVISION, PHASE ONE TABLE OF CONTENTS ALEXANDRIA SUBDIVISION, PHASE ONE INTRODUCTION 1 LOCATION DESCRIPTION 1 DRAINAGE BASIN 2 DRAINAGE DESIGN CRITERIA 2 STORM DRAIN FACILITY DESIGN 2 TECHNIQUE OF ANALYSIS 3 SUMMARY AND CONCLUSION 4 TABLE OF EXHIBITS EXCERPT FROM FLOOD INSURANCE RATE MAP "A" DRAINAGE AREA MAP "B" RATIONAL FORMULA DRAINAGE AREA CALCULATIONS "C-1" INLET COMPUTATIONS "C-2" PIPE SIZE CALCULATIONS "C-3" CUL VERT ANALYSIS "C-4" OVERALL DRAINAGE AREA MAP "D-1" HEC-1 ANALYSIS "D-2" DRAINAGE REPORT II ALEXANDRIA SUBDIVISION, PHASE ONE DRAINAGE REPORT ALEXANDRIA SUBDIVISION, PHASE ONE INTRODUCTION: The purpose of this report is to study potential drainage effects from the first phase of the proposed Alexandria Subdivision. Results from the analysis of existing conditions and proposed improvements are provided to show that the final design accomplishes the objectives of the City of College Station Drainage Policy and Design Standards (DPDS) by controlling runoff from this site. LOCATION: The site is located in southern College Station, north of Barron Road. Bordering the site on the east are Springbrook-Oakgrove and Springbrook-Cypress Meadow Subdivisions and property owned by Peyton Waller. Shenandoah Phase Six and property owned by Lance Leschper are located to the south. Property owned by Little Creek Farm and Ranch, Inc borders to the west, and properties owned by Lisa Neelley and the College Station Independent School District are located to the north. The site drains to the South Fork of Lick Creek. DESCRIPTION: The entire site area is 93.5 acres. The site is generally open with small clusters of trees throughout the site. The area along the stream which will be used for the detention area and public park is heavily wooded. The entire site drains in a north direction. The terrain is gentle with average slopes between 0.5% and 2%. The south fork of Lick Creek meanders along the northern property line. DRAINAGE REPORT ALEXANDRIA SUBDIVISION , PHASE ONE DRAINAGE BASIN: The primary drainage basin for the site is Lick Creek, which is a tributary of Carters Creek. This property is not located in a 100-Year Flood Hazard Area according to the Flood Insurance Rate Maps for Brazos County, Texas and Incorporated Areas , Map No. 48041 C205 C effective July 2 , 1992 as prepared by the Federal Emergency Management Agency (See Exhibit "A"). The limits of the 100-year flood plain will be shown on the final plat for Phases Two and Three, and are taken from the College Station Stormwater Management Plan. Our calculations substantially concur with the Stormwater Management Plan. The creek that the proposed subdivision drains into was not included in the detailed FEMA analysis . As part of this Phase Two of this project, a HEC-RAS analysis will be performed to delineate the 100-Year Flood Hazard Area for this tributary. DRAINAGE DESIGN CRITERIA: The proposed drainage system is designed in accordance with the City of College Station DPDS. The design storm is a 10-year event and flow calculations are based on the Rational Method. Pipe sizes were determined from Manning's Equation using an ''n" of 0.014 .. The primary channel analysis was completed using HEC-1 with SCS methodologies (Type II, 24-hour storm, Curve number losses , SCS Unit hydrograph for distribution, and SCS lag ). The analysis shows that discharging the storm water from Phase One does not adversely affect the peak flows in the creek. Exhibit ''B " shows the drainage areas (existing and proposed). STORM DRAIN FACILITY DESIGN: Storm water from the proposed development will be captured in the curbs. The curbs will DRAINAGE REPORT 2 ALEXANDRIA SUBDIVISION , PHASE ONE " . convey the storm to the inlets and into the storm drainage system. The storm drain system will convey the water by reinforced concrete pip e . The storm water from Phase One and Two will be discharged directly into the South Fork of Lick Creek. Phases Three , Four and Five will discharg e storm water directly into the detention pond . The Detention Facility will be designed to over-detain storm water to account for the Phase One and Two storm drainage systems. The Detention Facility will be built as part of Phase One. Exhibit "C-1" provides the calculations for the drainage areas shown in Exhibit "B." TECHNIQUE OF ANALYSIS: Exhibit "C" shows the rational formula calculations for the storm drain system. Exhibit "C-1" shows the drainage area calculations for the drainage areas shown in Exlnbit ''B." Exhibit "C-2" shows the inlet computations for the respective drainage areas. Exhibit "C-3" shows the pipe size computations for the storm drain system. Note that in all cases the computations use the parameters provided in the DPDS. Exhibit "D-1" is the drainage area map showing the drainage areas and relief. Exhibit "D-2" is the HEC-1 routings for the various design storms. Note that four plans and six ratios were studied as follows: Plan 1: Existing Conditions Plan 2 : Plan 3 : Entire drainage shed developed without detention Plan 4 : Entire Drainage Shed Developed with detention Ratio l : 100 Year Storm Ratio 2 : 50 Year Storm DRAINAGE REPORT 3 ALEXANDRIA SUBDIVISION , PHASE ONE Ratio 3: 25 Year Storm Ratio 4: 10 Year Storm Ratio 5: 5 Year Storm Ratio 6: 2 Year Storm (*The developed "with detention" plan [#4] is generated using anyn_;!evelop~urve N~and a developed Lag time . This approximation for a developed watershed where detention is required for each development by and large generates Q 's roughly 75% higher than undeveloped and 25% lower than a watershed developed with no detention.) Note that the peak flows shown on the summaries indicate a slight decrease in the flow rate. Table 1 below shows the pre-development and post-development flows at the study point ("E"), the Triple 1 O' X 10' Box Culvert at S.H. 6. Table 1 ~..,. ~ Sh.idy Point E (Culvert at S.H. No. 6) Design Event Pre-Development Post-Development 828 cfs 842 cfs 1095 cfs 1091 cfs 1409 cfs 1418 cfs SUMMARY AND CONCLUSION: Per the above table , the post-development runoff rates from all design storms (5 , 10 , 25 , 50 and 100-year) are all roughly equal to the corresponding pre-development runoff rates . DRAINAGE REPORT 4 ALEXANDRIA SUBDIVISION, PHASE ONE Runoff from the site is controlled in public easements, rights of ways, and the primary channel. The drainage design for this subdivision meets the requirements as stated in the City of College Station Drainage Policy and Design Standards. DRAINAGE REPORT 5 ALEXANDRJA SUBDIVISION , PHASE ON E ZONE X 0 n 0 I I .· ~ \ .... of College Station 480083 EXHIBIT A Flood Insurance Rate Map Excerpt Brazos County, Texas and Incorporated Areas Map Numbers: 48041 C0205C Effective Date: July 2, 1992 I I; 11 / ~ :: c 0 Ct: w ...J ...J <( <( ll. <( LL w w 0 ~ I-c (!) Ct: ...J z <( z <( <( w z w (.) 5 J: ...J > w :1! ..J z <( w <( c w <( Ct: I-~ en w (!) I-cw > I-0 z Ct: w <( 0 >z c I-:::> <( Ct: ll. I-o~ NO. AC. 0.4 0.55 0.9 ft. 1A 2.34 0.00 2.34 0.00 1.29 90.0 18 0.54 0.00 0.54 0.00 0.30 154.0 2A 1.88 0.00 1.88 0.00 1.03 122.0 28 0.37 0.00 0.37 0.00 0.20 77.0 3 0.93 0.00 0.93 0.00 0.51 88.0 4 0.63 0.00 0.63 0.00 0.35 71.0 5 1.16 0.00 1.16 0.00 0.64 61.0 6 0.94 0.00 0.94 0.00 0.52 59.0 7 1.13 0.00 1.13 0.00 0.62 331.0 8 0.86 0.00 0.86 0.00 0.47 347.0 9 2.14 0.00 2.14 0.00 1.18 435.0 10 1.13 0.00 1.13 0.00 0.62 52.0 11 1.62 0.00 1.62 0.00 0.89 474.0 12 0.00 0.00 0.00 0.00 0.00 1.0 13 0.85 0.00 0.85 0.00 0.47 195.0 14 1.16 0.00 1.16 0.00 0.64 195.0 15 0.87 0.00 0.87 0.00 0.48 197.0 16 1.08 0.00 1.08 0.00 0.59 66.0 17 1.37 0.00 1.37 0.00 0.75 87.0 18 0.83 0.00 0.83 0.00 0.46 73.0 19 0.00 0.00 0.00 0.00 0.00 1.0 20 1.34 0.00 1.34 0.00 0.74 195.0 21A 1.16 0.00 1.16 0.00 0.64 195.0 218 0.35 0.00 0.35 0.00 0.19 92.0 22A 1.12 0.00 1.12 0.00 0.62 71.0 228 0.72 0.00 0.72 0.00 0.40 79.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Alexandria Subdivision :: 0 :: :: ...J LL 0 0 c ..J ..J z LL LL ~ 5 Ct: J: Ct: u w I-w (.) . I-u Ct: ...J ~ (!) ~ ...J 0 I-0 w ..J ...J w > <( :::> z :::> ..J w ii (/) N I() Q LL (!) ~ (!) ~ > (,) :::> £:! a !!? a ft. ft. ft. ft/s min min In/Hr cfs In/Hr cf s 0.9 750.0 15.0 2.1 6.6 6.6 7.49 9.6 9.0 11.6 3.0 75.0 1.0 1.2 3.1 5.0 8.22 2.4 9.9 2.9 1.2 743.0 14.0 1.9 7.5 7.5 7.15 7.4 8.6 8.9 0.8 125.0 1.0 1.1 3.0 5.0 8.22 1. 7 9.9 2.0 2.0 252.0 1.5 1.4 4.1 5.0 8.22 4.2 9.9 5.0 0.7 281.0 1.7 1.2 4.7 5.0 8.22 2.8 9.9 3.4 2.0 497.0 6.0 2.0 4.6 5.0 8.22 5.2 9.9 6.3 0.6 513.0 6.0 1.8 5.4 5.4 8.03 4.2 9.6 5.0 11.0 47.0 1.0 1.4 4.6 5.0 8.22 5.1 9.9 6.1 14.0 43.0 0.4 1.5 4.4 5.0 8.22 3.9 9.9 4.7 16.0 114.0 0.7 1.4 6.6 6.6 7.49 8.8 9.0 10.6 0.5 475.0 3.0 1.4 6.3 6.3 7.63 4.7 9.2 5.7 16.0 139.0 1.1 1.4 7.4 7.4 7.17 6.4 8.7 7.7 1.0 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 4.0 53.0 0.6 1.1 3.6 5.0 8.22 3.8 9.9 4.6 4.0 217.0 2.5 1.4 4.9 5.0 8.22 5.2 9.9 6.3 4.0 159.0 1.0 1.2 5.0 5.0 8.22 3.9 9.9 4.7 0.7 504.0 4.3 1.6 6.1 6.1 7.69 4.6 9.3 5.5 2.0 628.0 9.0 2.1 5.8 5.8 7.85 5.9 9.4 7.1 0.7 547.0 8.0 1.9 5.5 5.5 7.96 3.6 9.6 4.4 1.0 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 4.0 225.0 1.8 1.3 5.4 5.4 8.05 5.9 9.7 7.1 4.0 206.0 1.6 1.3 5.2 5.2 8.13 5.2 9.8 6.2 0.9 160.0 1.6 1.2 3.5 5.0 8.22 1.6 9.9 1.9 0.7 516.0 5.0 1.6 6.1 6.1 7.71 4.7 9.3 5.7 0.8 278.0 4.0 1.6 3.8 5.0 8.22 3.3 9.9 3.9 0 I() 0 ...... I() N !: a £:! a In/Hr cfs In/Hr cfs 10.1 13.0 11.5 14.8 11.0 3.3 12.5 3.7 9.7 10.0 11.0 11.4 11.0 2.2 12.5 2.5 11.0 5.6 12.5 6.4 11.0 3.8 12.5 4.3 11.0 7.0 12.5 8.0 10.7 5.6 12.2 6.3 11.0 6.8 12.5 7.8 11.0 5.2 12.5 5.9 10.1 11.9 11.5 13.5 10.3 6.4 11. 7 7.3 9.7 8.6 11.0 9.8 11.0 0.0 12.5 0.0 11.0 5.1 12.5 5.8 11.0 7.0 12.5 8.0 11.0 5.3 12.5 6.0 10.3 6.1 11.8 7.0 10.5 7.9 12.0 9.0 10.7 4.9 12.1 5.5 11.0 0.0 12.5 0.0 10.8 7.9 12.3 9.0 10.9 6.9 12.4 7.9 11.0 2.1 12.5 2.4 10.4 6.4 11.8 7.3 11.0 4.3 12.5 5.0 0 0 I() !!? a In/Hr cfs 13.0 16.7 14.1 4.2 12.4 12.9 14.1 2.9 14.1 7.2 14.1 4.9 14.1 9.0 13.8 7.1 14.1 8.8 14.1 6.7 13.0 15.3 13.2 8.2 12.5 11.1 14.1 0.0 14.1 6.6 14.1 9.0 14.1 6.7 13.3 7.9 13.5 10.2 13.7 6.2 14.1 0.0 13.8 10.2 14.0 8.9 14.1 2.7 13.3 8.2 14.1 5.6 0 0 0 0 ...... !: a In/Hr cfs 14.5 18.7 15.8 4.7 14.0 14.4 15.8 3.2 15.8 8.1 15.8 5.5 15.8 10.1 15.5 8.0 15.8 9.8 15.8 7.5 14.5 17.1 14.8 9.2 14.0 12.5 15.8 0.0 15.8 7.4 15.8 10.1 15.8 7.6 14.9 8.8 15.2 11.4 15.3 7.0 15.8 0.0 15.5 11.4 15.6 10.0 15.8 3.0 14.9 9.2 15.8 6.2 2/23/99 9737-dra.xls Exhibit C-1 ~ s:: 0 0 a::: w ...J ...J < < ll. < LL w w 0 i== I-0 (!) a::: ...J z < z < < w z w (..) :3 J: ...J > w ::IE ...J z ~ w < 0 w < a::: I-~ Ci5 w (!) ow > I-0 z a::: w < 0 >z 0 I-::::> < a::: ll. I-o~ NO. AC. 0.4 0.55 0.9 ft. 23 1.36 0.00 1.36 0.00 0.75 191.0 24 0.00 0.00 0.00 0.00 0.00 1.0 25A 1.23 0.00 1.23 0.00 0.68 70.0 258 1.81 0.00 1.81 0.00 1.00 195.0 CU1 1.04 0.00 1.04 0.00 0.57 104.0 30 1.25 0.00 1.25 0.00 0.69 200.0 31 1.15 0.00 1.15 0.00 0.63 200.0 32 1.05 0.00 1.05 0.00 0.58 50.0 33 0.46 0.00 0.46 0.00 0.25 50.0 34 0.47 0.00 0.47 0.00 0.26 50.0 35 1.78 0.00 1.78 0.00 0.98 210.0 36 5.48 0.00 5.48 0.00 3.01 1100.0 37 1.99 0.00 1.99 0.00 1.09 190.0 38 0.67 0.00 0.67 0.00 0.37 60.0 39 0.46 0.00 0.46 0.00 0.25 50.0 40 0.40 0.00 0.40 0.00 0.22 50.0 41 1.87 0.00 1.87 0.00 1.03 200.0 42 1.73 0.00 1.73 0.00 0.95 130.0 43 0.39 0.00 0.39 0.00 0.21 50.0 44 1.13 0.00 1.13 0.00 0.62 200.0 45 0.00 0.00 0.00 0.00 0.00 1.0 46 0.55 0.00 0.55 0.00 0.30 60.0 50 1.69 0.00 1.69 0.00 0.93 200.0 51A 1.17 0.00 1.17 0.00 0.64 200.0 518 1.10 0.00 1.10 0.00 0.61 70.0 52A 0.95 0.00 0.95 0.00 0.52 200.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Alexandria Subdivision s:: 0 s:: s:: ...J LL 0 0 0 ...J ...J z LL LL ~ :3 a::: J: a::: 0 w I-w u I-0 a::: ...J ~ (!) ~ ...J 0 I-u w ...J ...J w >ct :::> z ::::> ...J w ii "' N It') 0 LL (!) ~ (!) ~ > (..) ::::> £:! 0 !!2 0 ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 3.0 229.0 1.5 1.2 6.0 6.0 7.75 5.8 9.3 7.0 1.0 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 0.7 540.0 3.5 1.4 7.3 7.3 7.21 4.9 8.7 5.9 2.0 330.0 2.2 1.1 7.9 7.9 6.98 6.9 8.4 8.4 1.0 402.0 12.0 1.9 4.5 5.0 8.22 4.7 9.9 5.6 4.0 150.0 1.3 1.2 4.7 5.0 8.22 5.7 9.9 6.8 4.0 200.0 1.7 1.3 5.1 5.1 8.15 5.2 9.8 6.2 0.5 480.0 4.2 1.6 5.5 5.5 7.98 4.6 9.6 5.5 0.5 250.0 5.0 1.9 2.7 5.0 8.22 2.1 9.9 2.5 0.5 250.0 5.0 1.9 2.7 5.0 8.22 2.1 9.9 2.5 2.1 100.0 0.6 0.9 6.0 6.0 7.73 7.6 9.3 9.1 25.0 150.0 0.9 1.1 18.8 18.8 4.58 13.8 5.7 17.1 3.0 400.0 2.4 1.2 7.9 7.9 6.99 7.6 8.5 9.2 0.6 300.0 1.8 1.3 4.7 5.0 8.22 3.0 9.9 3.6 0.5 25.0.0 2.5 1.5 3.3 5.0 8.22 2.1 9.9 2.5 0.5 250.0 2.5 1.5 3.3 5.0 8.22 1.8 9.9 2.2 2.0 300.0 1.8 1.0 8.0 8.0 6.96 7.2 8.4 8.7 1.3 650.0 3.9 1.3 10.1 10.1 6.29 6.0 7.7 7.3 0.5 250.0 1.5 1.3 3.9 5.0 8.22 1.8 9.9 2.1 2.0 200.0 1.2 1.0 6.9 6.9 7.37 4.6 8.9 5.5 1.0 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 0.6 250.0 1.5 1.3 4.1 5.0 8.22 2.5 9.9 3.0 2.0 270.0 2.0 1.1 7.4 7.4 7.19 6.7 8.7 8.1 2.0 200.0 1.5 1.0 6.7 6.7 7.46 4.8 9.0 5.8 0.7 450.0 3.4 1.4 6.0 6.0 7.74 4.7 9.3 5.6 2.0 100.0 1.0 0.9 5.6 5.6 7.95 4.2 9.5 5.0 0 It') 0 ... It') N 0 !: 0 £:! 0 !!2 In/Hr cf s In/Hr cfs In/Hr 10.4 7.8 11.9 8.9 13.4 11.0 0.0 12.5 0.0 14.1 9.7 6.6 11.1 7.5 12.5 9.4 9.4 10.8 10.7 12.2 11.0 6.3 12.5 7.2 14.1 11.0 7.5 12.5 8.6 14.1 10.9 6.9 12.4 7.8 14.0 10.7 6.2 12.2 7.0 13.7 11.0 2.8 12.5 3.2 14.1 11.0 2.8 12.5 3.2 14.1 10.4 10.2 11.8 11.6 13.3 6.4 19.3 7.3 22.1 8.3 9.5 10.4 10.8 11.8 12.2 11.0 4.0 12.5 4.6 14.1 11.0 2.8 12.5 3.2 14.1 11.0 2.4 12.5 2.8 14.1 9.4 9.7 10.8 11.1 12.2 8.6 8.2 9.8 9.3 11.1 11.0 2.4 12.5 2.7 14.1 9.9 6.2 11.3 7.0 12.8 11.0 0.0 12.5 0.0 14.1 11.0 3.3 12.5 3.8 14.1 9.7 9.0 11.1 10.3 12.5 10.1 6.5 11.5 7.4 12.9 10.4 6.3 11.8 7.2 13.4 10.6 5.6 12.1 6.3 13.7 0 It') 0 cfs 10.0 0.0 8.5 12.1 8.1 9.7 8.8 7.9 3.6 3.6 13.1 25.1 13.3 5.2 3.6 3.1 12.5 10.6 3.0 7.9 0.0 4.3 11.6 8.3 8.1 7.1 0 0 0 0 ... !: 0 In/Hr cfs 15.0 11.2 15.8 0.0 14.1 9.5 13.7 13.6 15.8 9.0 15.8 10.8 15.7 9.9 15.4 8.9 15.8 4.0 15.8 4.1 14.9 14.6 9.4 28.4 13.7 15.0 15.8 5.8 15.8 4.0 15.8 3.5 13.6 14.0 12.5 11.9 15.8 3.4 14.3 8.9 15.8 0.0 15.8 4.8 14.0 13.0 14.5 9.3 15.0 9.1 15.3 8.0 2/23/99 9737-dra.xls Exhibit C-1 ~ :: c 0 0::: w ...J ...J <( ~ a. <( u.. w 0 .... c (!) 0::: ...J j:: z <( z <( <( w z w (.) :s ::c z ...J > w :::E ...J ~ ~ ~~ c w <( 0::: .... u; w (!) > .... >z 0 z 0::: w <( 0 c .... ::::> <( 0::: a. .... o~ NO. AC. 0.4 0.55 0.9 ft. S28 0.4S 0.00 0.4S 0.00 0.2S 200.0 S3A 0.09 0.00 0.09 0.00 O.OS 2S.O S38 O.OS 0.00 O.OS 0.00 0.03 2S.O S4A 1.47 0.00 1.47 0.00 0.81 200.0 S48 0.26 0.00 0.26 0.00 0.14 2S.O SSA 0.44 0.00 0.44 0.00 0.24 200.0 SS8 0.16 0.00 0.16 0.00 0.09 2S.O S6A 0.18 0.00 0.18 0.00 0.10 2S.O S68 0.1S 0.00 0.1S 0.00 0.08 2S.0 60 1.6S 0.00 1.6S 0.00 0.91 1SO.O 61 0.77 0.00 0.77 0.00 0.42 70.0 62 0.31 0.00 0.31 0.00 0.17 SO.O 63A 1.92 0.00 1.92 0.00 1.06 300.0 638 0.3S 0.00 0.3S 0.00 0.19 SO.O 64 0.77 0.00 0.77 0.00 0.42 90.0 6S 0.34 0.00 0.34 0.00 0.19 2S.O 66 . 0.00 . 0.00 0.00 0.00 0.00 1.0 67A 1.94 0.00 1.94 0.00 1.07 200.0 678 0.37 0.00 0.37 0.00 0.20 SO.O 68 0.76 0.00 0.76 0.00 0.42 60.0 69 0.00 0.00 0.00 0.00 0.00 1.0 70A 1.36 0.00 1.36 0.00 0.7S 180.0 708 0.38 0.00 0.38 0.00 0.21 SO.O 71 0.11 0.00 0.11 0.00 0.06 2S.O 72 0.40 0.00 0.40 0.00 0.22 2S.O 73 0.00 0.00 0.00 0.00 0.00 1.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Alexandria Subdivision :: 0 ...J :: ~ u.. 0 c ...J ...J z u.. u.. ~ :s 0::: ::c 0::: u w .... w u .... u 0::: ...J I= (!) I= ...J 0 .... u w ...J ::::> z ::::> ...J ...J w > <( w ii en a II) 0 u.. (!) ~ (!) ~ > (.) ::::> N II) 0 ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 2.0 100.0 1.0 0.9 S.6 S.6 7.9S 2.0 9.S 2.4 0.3 100.0 1.0 1.S 1.4 S.O 8.22 0.4 9.9 O.S 0.3 100.0 1.0 1.S 1.4 s.o 8.22 0.2 9.9 0.3 2.0 300.0 1.8 1.0 8.0 8.0 6.96 S.6 8.4 6.8 0.3 300.0 1.8 1.4 3.8 S.O 8.22 1.2 9.9 1.4 4.0 SO.O O.S 1.1 3.8 S.O 8.22 2.0 9.9 2.4 0.3 1SO.O 1.S 1.6 1.9 S.O 8.22 0.7 9.9 0.9 0.3 1SO.O 1.S 1.6 1.9 S.O 8.22 0.8 9.9 1.0 0.3 1SO.O 1.S 1.6 1.9 S.O 8.22 0.7 9.9 0.8 4.0 3SO.O 2.1 1.4 6.0 6.0 7.76 7.0 9.3 8.S 0.7 3SO.O 2.1 1.3 S.S S.S 8.00 3.4 9.6 4.1 O.S 1SO.O 2.0 1.S 2.3 S.O 8.22 1.4 9.9 1.7 6.0 3SO.O 2.1 1.2 8.8 8.8 6.69 7.1 8.1 8.6 o.s 200.0 3.0 1.6 2.6 S.O 8.22 1.6 9.9 1.9 0.9 350.0 2.1 1.2 5.9 5.9 7.78 3.3 9.4 4.0 0.3 4SO.O 10.0 2.S 3.1 S.O 8.22 1.S 9.9 1.8 1.0 1.0 1.0 10.4 0.0 S.O 8.22 0.0 9.9 0.0 3.0 3SO.O 2.1 1.2 7.7 7.7 7.08 7.6 8.6 9.1 o.s 200.0 2.0 1.S 2.9 S.O 8.22 1.7 9.9 2.0 0.6 3SO.O 2.1 1.3 S.2 5.2 8.11 3.4 9.7 4.1 1.0 1.0 1.0 10.4 0.0 S.O 8.22 0.0 9.9 0.0 2.0 2SO.O 1.S 1.1 6.7 6.7 7.43 S.6 9.0 6.7 o.s 200.0 2.0 1.S 2.9 5.0 8.22 1.7 9.9 2.1 0.3 2S.O 0.3 1.0 0.8 S.O 8.22 O.S 9.9 0.6 0.3 sso.o 8.0 2.2 4.4 S.O 8.22 1.8 9.9 2.2 1.0 1.0 1.0 10.4 0.0 S.O 8.22 0.0 9.9 0.0 0 II) 0 .... II) N 0 .... 0 N 0 II) In/Hr cfs In/Hr cfs In/Hr 10.6 2.6 12.1 3.0 13.7 11.0 O.S 12.S 0.6 14.1 11.0 0.3 12.S 0.3 14.1 9.4 7.6 10.8 8.7 12.2 11.0 1.6 12.S 1.8 14.1 11.0 2.7 12.S 3.0 14.1 11.0 1.0 12.S 1.1 14.1 11.0 1.1 12.S 1.2 14.1 11.0 0.9 12.S 1.0 14.1 10.4 9.S 11.9 10.8 13.4 10.7 4.S 12.2 S.2 13.8 11.0 1.9 12.S 2.1 14.1 9.1 9.6 10.4 11.0 11.7 11.0 2.1 12.S 2.4 14.1 10.4 4.4 11.9 S.O 13.4 11.0 2.1 12.S 2.3 14.1 11.0 0.0 12.S 0.0 14.1 9.6 10.2 10.9 11.7 12.3 11.0 2.2 12.S 2.S 14.1 10.8 4.5 12.4 S.2 13.9 11.0 0.0 12.S 0.0 14.1 10.0 7.S 11.4 8.S 12.9 11.0 2.3 12.S 2.6 14.1 11.0 0.7 12.S 0.8 14.1 11.0 2.4 12.S 2.8 14.1 11.0 0.0 12.S 0.0 14.1 0 II) 0 cfs 3.4 0.7 0.4 9.8 2.0 3.4 1.2 1.4 1.2 12.1 S.8 2.4 12.4 2.7 S.7 2.6 0.0 13.2 2.9 S.8 0.0 9.6 2.9 0.9 3.1 0.0 0 0 0 0 .... ..... 0 In/Hr cfs 1S.3 3.8 1S.8 0.8 1S.8 0.4 13.6 11.0 1S.8 2.3 1S.8 3.8 1S.8 1.4 1S.8 1.6 1S.8 1.3 1S.O 13.6 1S.4 6.S 1S.8 2.7 13.2 13.9 1S.8 3.0 1S.O 6.4 1S.8 3.0 1S.8 0.0 13.8 14.8 1S.8 3.2 1S.6 6.S 1S.8 0.0 14.4 10.8 1S.8 3.3 1S.8 1.0 1S.8 3.S 1S.8 0.0 2/23/99 9737-dra.xls Exhibit C-1 ~ !: c 0 0:: w ..J ..J <I: <I: a.. <I: u. w w 0 i= I-c (!) 0:: ..J z <I: z <I: <I: w z w u 5 i= z ..J > w ~ ..J ~ ~~ c w <I: 0:: (!) ~ en > I-Wz 0 z 0:: w <I: 0 >w c I-::::><I: 0:: a.. I-0 ..J NO. AC. 0.4 0.55 0.9 ft. 74A 0.17 0.00 0.17 0.00 0.09 25.0 748 2.20 2.07 0.00 0.13 0.95 522.0 75A 0.54 0.00 0.54 0.00 0.30 70.0 758 0.20 0.00 0.20 0.00 0.11 25.0 80A . 2.71 0.00 2.71 0.00 1.49 390.0 808 1.67 0.00 1.67 0.00 0.92 200.0 81A 0.75 0.00 0.75 0.00 0.41 75.0 818 0.20 0.00 0.20 0.00 0.11 25.0 82 5.16 0.00 5.16 0.00 2.84 920.0 83 0.36 0.00 0.36 0.00 0.20 25.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Alexandria Subdivision !: 0 !: !: ..J u. 0 0 c ..J. ..J z u. u. ~ 5 0:: ::c 0:: u w I-w u I-u 0:: ..J ~ (!) ~ ..J 0 I-u w ..J ..J w ><I: ::::> z ::::> ..J w Ci en a &() 0 u. (!) ~ (!) ~ > (.) ::::> N &() 0 ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 0.3 220.0 2.2 1.7 2.4 5.0 8.22 0.8 9.9 0.9 4.0 65.0 0.7 0.7 14.6 14.6 5.26 5.0 6.5 6.1 0.7 200.0 2.0 1.3 3.3 5.0 8.22 2.4 9.9 2.9 0.3 300.0 1.8 1.4 3.8 5.0 8.22 0.9 9.9 1.1 3.9 250.0 1.5 0.9 11.9 11.9 5.83 8.7 7.1 10.6 2.0 300.0 1.8 1.0 8.0 8.0 6.96 6.4 8.4 7.7 0.8 600.0 3.6 1.4 8.3 8.3 6.86 2.8 8.3 3.4 0.3 300.0 1.8 1.4 3.8 5.0 8.22 0.9 9.9 1.1 10.0 30.0 0.3 0.8 21.1 21.1 4.30 12.2 5.3 15.1 0.3 400.0 2.4 1.4 4.9 5.0 8.22 1.6 9.9 2.0 0 &() 0 .... &() N .... 0 N 0 In/Hr cfs In/Hr cfs 11.0 1.0 12.5 1.2 7.3 6.9 8.3 7.9 11.0 3.3 12.5 3.7 11.0 1.2 12.5 1.4 8.0 11.9 9.2 13.6 9.4 8.7 10.8 9.9 9.3 3.8 10.6 4.4 11.0 1.2 12.5 1.4 6.0 17.1 6.9 19.7 11.0 2.2 12.5 2.5 0 0 &() &() 0 In/Hr cf s 14.1 1.3 9.4 8.9 14.1 4.2 14.1 1.6 10.4 15.4 12.2 11.2 12.0 4.9 14.1 1.6 7.9 22.3 14.1 2.8 0 0 0 0 .... ..... 0 In/Hr cfs 15.8 1.5 10.6 10.1 15.8 4.7 15.8 1. 7 11. 7 17.4 13.6 12.5 13.4 5.5 15.8 1.7 8.9 25.2 15.8 3.1 2/23/99 9737-dra.xls Exhibit C-1 ~ . C-' 0 ~z ~~ ~< IA lB 2A 28 3 4 5 6 7 8 9 JO 11 12 13 14 15 16 17 18 19 20 21A 21B 0: 4,) t... < ~ 4,) 0 ~ 'E ·= 4,) 0: > t... o~ 0 0: 4,) t... 0: 4,) C.ll 0: = .... 0: t... ~ cfs NA I 13.0 NA I 3.3 NA I 10.0 NA I 2.2 15 I 5.6 16 I 3.8 7 I 7.0 7 I 5.6 8 I 6.8 34 I 5.2 11 I 11.9 34 I 6.4 34 I 8.6 NA I 0.0 14 I 5.1 15 I 7.0 18 I 5.3 18 I 6.1 228 I 7.9 21B I 4.9 NA I 0.0 21A I 7.9 NA I 6.9 NA I 2.1 t... 4,) 0 t' t... 0: u 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .... 4,) c ~ .... 0: 0 -0: .... 0 E-< .c .... "O ~ .... 4,) 4,) t... .... 00. 13.0 I 56 3.3 I 56 10.0 I 56 2.2 I 56 5.6 I 27 3.8 I 27 7.0 I 27 5.6 I 27 7.7 I 38 6.7 I 38 11.9 I 27 6.4 I 27 8.6 I 27 0.0 I 27 5.1 I 27 7.0 I 27 6.1 I 27 6.1 I 27 7.9 I 27 4.9 I 27 0.0 I 27 7.9 I 27 6.9 I 27 2.1 I 27 .... 4,) 4,) !: 00. "O ~ 4.l e" i...-·s 4,) C"' c. 4,) 0 ~Ci) 2.7% 0.2% 1.6% 0.1% 0.5% 0.2% 0.8% 0.5% 2.1% 1.6% 2.3% 0.7% 1.2% 0.0% 0.4% 0.8% 0.6% 0.6% 1.0% 0.4% 0.0% 1.0% 0.8% 0.1% 22A I NA 6.4 I o.o I 6.4 I 271 0.7% 228 I NA 4.3 I 1.8 I 6.1 I 271 0.6% EXHIBIT C-2 INLET COMPUTATIONS Alexandria Subdivision Q z .... 4,) c ~ NIA ~ c ~ .... 0: 0 '; .... ~ 1 I 16.2 2 112.2 3 I 5.6 4 I 3.8 5 I 7.0 6 I 5.6 7 I 7.7 8 I 6.7 9 111.9 10 I 6.4 11 I 8.6 12 I o.o 13 I 5.1 14 I 7.0 15 I 6.1 16 I 6.1 17 I 7.9 18 I 4.9 19 I 0.0 20 I 7.9 21 I 9.0 22 112.5 DESCRIPTION Recessed Low Point Inlet Proposed Grate Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Junction Box Recessed Inlet on Grade Recessed Inlet on Grade Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Recessed Inlet on Grade Junction Box Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet ~ ~ t... 4,) ~ ~ (j -0 C"' ~ ~ "O 4,) "O ·;: 0 t... ~ ~ Curb Inlet cfs I ft I ft 2.33 I 6.96 I 10 2.33 I 2.41 I 5 2.33 I 1.63 I 5 0.62111.341 10 0.621 8.99 I 10 0.621 12.38 I 10 0.621 10.791 10 2.33 I 5.09 I 10 2.33 I 2.73 I 5 2.33 I 3.70 I 5 0.621 8.31 I 10 0.621 11.34 I 10 2.33 I 2.60 I 5 2.33 I 2.63 I 5 0.621 12.84 I 10 0.621 7.87 I 10 2.33 I 3.40 I 5 2.33 I 3.88 I 5 2.33 I 5.35 I 10 t... .c . 4,) .... ~ > c. . 0 4,) 00. >. ~ ~ ""' "O ~ t... 4,) • 0: "O ~ u § < 0 ~ u "O 4,) .:: = C"' ~ 0: 4,) t... < Grate Inlet "O 4,) "O ·;;:: 0 t... ~ e"lS 4,) t... < ft I cfs I sq-ft I sq-ft 0 0 0 01 21 413.081 8.4 0 0 0.8 0 1.5 0.5 0 0 0 0 0 0.8 0 0 1.8 0 0 0 0 0 0 0 2/23/99 9737-dra.xls Exhibit C-2 ~ . ~o ~z ~~ ~< 23 24 2SA 2SB CUl 30 31 32 33 34 3S 36 37 38 39 40 41 42 43 44 4S 46 so = ~ i.. < ~ ~ Q I:).() = 'E .5 ~ = > i.. o~ 0 = ~ i.. = ~ I:).() = = ·-= i.. ~ cfs 2SB I 7.8 NA I 0.0 NA I 6.6 NA I 9.4 NA I 6.3 31 I 7.S 34 I 6.9 34 I 6.2 37 I 2.8 38 I 2.8 38 I 10.2 37 I 19.3 40 I 10.4 40 I 4.0 so I 2.8 43 I 2.4 43 I 9.7 43 I 8.2 46 I 2.4 46 I 6.2 NA I 0.0 NA I 3.3 SIA I 9.0 i.. ~ 0 t' i.. = u 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .... ~ = ~ .... = 0 ~ .... ~ -= .... "O ~ .... ~ ~ i.. .... 00 7.8 I 27 0.0 I 27 6.6 I 27 9.4 I 27 6.3 I S6 7.S I 27 6.9 I 27 6.2 I 27 2.8 I 38 2.8 I 38 10.2 I 27 19.3 I 27 10.4 I 27 4.0 I 27 2.8 I 38 2.4 I 38 9.7 I 27 8.2 I 27 2.4 I 38 6.2 I 27 0.0 I 27 3.3 I 38 9.0 I 27 .... ~ ~ i.. .... 00 -"O ,o ~ o' --·s ~ O"' Q. ~ Q ~ (;.i 1.0% 0.0% 0.7% 1.4% 0.6% 0.9% 0.8% 0.6% 0.3% 0.3% 1.7% 6.1% 1.8% 0.3% 0.3% 0.2% 1.5% 1.1% 0.2% 0.6% 0.0% 0.4% 1.3% SIA I NA 6.S I 0.0 I 6.S I 271 0.7% SIB I NA 6.3 I 0.0 I 6.3 I 271 0.6% S2A I NA S.6 I 0.0 I S.6 I 271 O.S% EXHIBIT C-2 INLET COMPUTATIONS Alexandria Subdivision ~ z .... ~ = ~ .... ~ ~ .... = 0 ca .... ~ 23 I 7.8 24 I 0.0 2S I 16.0 lcml 6.3 30 I 7.S 31 I 6.9 32 I 6.2 33 I 2.8 34 I 2.8 3S I 10.2 36 I 19.3 37 110.4 38 I 4.0 39 I 2.8 40 I 2.4 41 I 9.7 421 8.2 43 I 2.4 441 6.2 4S I 0.0 46 I 3.3 so I 9.0 Sl 112.8 DESCRIPTION Recessed Low Point Inlet Junction Box Recessed Low Point Inlet Culvert Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Recessed Inlet on Grade Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Recessed Inlet on Grade Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Junction Box Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet ~ ,J i.. ~ ~ ~ -0 O"' ~ ~ ,J "O ~ "O ·~ i.. ~ ,J Curb Inlet cfs I ft I ft 2.33 I 3.33 I s 2.33 / 6.8S I 10 2.33 I 3.23 I s 2.33 I 2.9S I s 2.33 I 2.64 I S 0.62 I 4.SO I S 0.62 I 4.S9 I S 2.33 I 4.3S I S 2.33 I 8.28 I 10 2.33 / 4.44 I S 2.33 I 1. 73 I s 0.62 I 4.SO I S 0.62/ 3.91 I s 2.33/ 4.16 I s 2.33 I 3.SO I s 2.33 I 1.01 I s 2.33 I 2.6S I s 2.33 I 1.42 I s 2.33 I 3.87 I S 2.33 I S.46 I IO ~ .... ~ --= I . > Q. • 0 ~ 00 t' ~ i.. ~ ~ i.. ~ ~ -gl~ 0 ~ u "O ~ i.. ·s O"' ~ = ~ i.. < Grate Inlet "O ~ "O ·> Q i.. ~ ·= ~ i.. < ft I cfs I sq-ft I sq-ft 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2123199 9737-dra.xls Exhibit C-2 ~ . ~o <z z< ~~ 52B 53A 53B 54A 54B 55A 55B 56A 56B 60 61 62 63A 63B 64 65 66 67A 678 68 69 70A 708 71 72 73 = ~ J.. < ~ ~ 0 ': 'E .s ~ = > J.. o~ 0 = ~ J.. = ~ bi) = = ·; J.. ~ cfs NA I 2.6 NA I 0.5 NA I 0.3 NA I 7.6 NA I 1.6 NA I 2.7 NA I 1.0 NA I 1.1 NA I 0.9 62 I 9.5 62 I 4.5 63B I 1.9 NA I 9.6 NA I 2.1 NA I 4.4 72 I 2.1 NA I 0.0 NA I 10.2 NA I 2.2 NA I 4.5 NA I 0.0 NA I 7.5 NA I 2.3 NA I 0.7 74A I 2.4 NA I 0.0 J.. ~ 0 t' J.. = u 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -~ = """' -= 0 '; -0 ~ -= -"O ~ -~ ~ J.. -00 2.6 I 27 0.5 I 27 0.3 I 27 7.6 I 27 1.6 I 27 2.7 I 27 1.0 I 27 1.1 I 27 0.9 I 27 9.5 I 27 4.5 I 27 1.9 I 38 9.6 I 27 2.1 I 38 4.4 I 27 2.1 I 38 o.o I 38 10.2 I 27 2.2 I 27 4.5 I 27 o.o I 38 7.5 I 27 2.3 I 38 0.7 I 27 2.4 I 38 0.0 I 38 ~ ~ J.. -00 -0 ~ .b e..., = ~ C" Q. ~~ 0.1% 0.0% 0.0% 1.0% 0.0% 0.1% 0.0% 0.0% 0.0% 1.5% 0.3% 0.1% 1.5% 0.2% 0.3% 0.2% 0.0% 1.7% 0.1% 0.3% 0.0% 0.9% 0.2% 0.0% 0.2% 0.0% EXHIBIT C-2 INLET COMPUTATIONS Alexandria Subdivision 0 z ~ = """' t = """' -CIS 0 '3 ~ 52 I 8.2 53 I 0.8 54 I 9.2 55 I 3.6 56 I 2.0 60 I 9.5 61 I 4.5 62 I 1.9 63111.7 64 I 4.4 65 I 2.1 66 I o.o 67 112.5 68 I 4.5 69 I 0.0 70 I 9.8 71 I 0.7 72 I 2.4 73 I 0.0 DESCRIPTION Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Junction Box Recessed Low Point Inlet Recessed Low Point Inlet Junction Box Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Junction Box ~ ~ J.. ~ ~ ~ u -0 C" ~ ~ "O ~ "O ·~ J.. ~ ~ Curb Inlet cfs I ft I ft 2.331 3.51 I 5 2.33 I 0.36 I 5 2.33 I 3.94 I 5 2.33 I 1.55 I 5 2.33 I 0.85 I 5 2.33 I 4.05 I 5 2.33 I 1.94 I 5 0.621 3.03 ·1 5 2.33 I 5.02 I 10 2.33 I 1.89 I 5 0.62 I 3.32 I 5 2.33 I 5.33 I 10 2.33 I 1.94 I 5 2.33 I 4.19 I 5 2.33 I 0.28 I 5 0.621 3.91 I 5 J.. -= . ~ -~ > Q. • 0 ~ 00 ~ ~ ~ I. -0 ~ J.. ~ • = -0 ~ u = 0 0 ~ u -0 ~ .!::: = C" ~ ~ = ~ J.. < Grate Inlet -0 ~ -0 ·s: 0 J.. ~ = ~ J.. < ft I cfs I sq-ft I sq-ft 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2/23/99 9737-dra.xls Exhibit C-2 ~ . ~o ~~ ~~ 74A 74B 75A 75B 80A 80B 81A 81B 82 83 ~ i.. < ~ ~ Q Oil ~ 'E .5 ~ ~ ;> i.. o~ NA NA NA NA NA NA NA NA NA NA 0 ~ ~ i.. ~ ~ Oil ~ = ·-~ i.. ~ cfs i.. ~ ;> 0 t' i.. ~ u 0 l.O I 0.0 6.9 I o.o 3.3 I o.o l.2 I 0.0 11.9 I 0.0 8.7 I o.o 3.8 I 0.0 1.2 I 0.0 17.I I o.o 2.2 I 0.0 ti = 1-i ..... ~ 0 -~ ..... Q ~ -= ..... :E ~ ..... ~ ~ i.. ..... 00 ..... ~ ~ i.. ..... 00 -"O ,e ~ e' i..-·s ~ O" Q.. ~ Q ~ Ci3 l.O I 381 0.0% 6.9 I 381 l.7% 3.3 I 381 0.4% 1.2 I 381 0.1% 11.9 I 271 2.3% 8.7 I 271 1.2% 3.8 I 271 0.2% l.2 I 27 I 0.0% 17.1 I 381 10.6% 2.2 I 38 I 0.2% EXHIBIT C-2 INLET COMPUTATIONS Alexandria Subdivision 0 z ..... ~ -= 1-i ..... ~ -= 1-i ..... ~ 0 ";! ..... Q ~ 74 I 7.9 75 I 4.5 80 120.6 81 I 5.0 82 117.1 83 I 2.2 DESCRIPTION Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet ~ ~ i.. ~ ~ ~ ~ -0 O" ~ ~ ~ "O ~ "O » Q i.. ~ ~ Curb Inlet cfsl ft I ft 2.33 I 3.39 5 2.331 1.91 5 2.33 I 8.83 10 2.331 2.16 5 2.331 7.34 10 2.331 0.93 5 i.. -= . ~ ..... ~ ;> Q.. • 0 ~ 00 >. ~ ~ I.. "O ~ i.. ~ • ~ "O ~ u § < 0 ~ u "O ~ .:: = O" ~ ~ ~ ~ i.. < Grate Inlet "O ~ "O ·;; Q i.. ~ .~ ~ i.. < ft I cfs I sq-ft I sq-ft 0 0 0 0 0 0 0 0 0 0 2/23/99 9737-dra.xls Exhibit C-2 e < 0 i.. ~ u 0 z ~ -00 ~ ~ ~ ~ < c ~ ~ bl> g ·-0 0 {I} C.J G.I ~ ~ ~ ~ EXHIBIT C-3 PIPE SIZE CALCULATIONS Alexandria Subdivision c bl> •r;j c « G.I bl> « ~ ·-G.I G.I {I} c. c. G.I "O ~ {I} ·-0 G.I G.I ~ --"O c. i.. 00 {I} ·-G.I ~ G.I c = -~ 0 . ...., {I} « -·-"O it: .:.. it: 0 it: -C.J ~ 0 "O 0 0 0 ·-c -<~ -i.. ~~ z ~ ~ # # Ac. min yr cfs cfs # cfs O/o 18 28 1.6 6 .6 10 16 .0 20.0 1 20 .0 0 .90 28 3 2 .8 7 .5 100 39.4 39.4 1 39.4 1.86 3 4 3 .3 7.7 10 31.8 31.8 1 31 .8 1.21 4 14 3 .7 7 .8 10 35 .0 35 .0 1 35 .0 1.47 5 6 0 .6 5 .0 10 7 .0 8 .8 1 8 .8 0 .80 6 7 1.2 5.4 10 12.4 15 .5 1 15 .5 0 .54 7 8 1.8 5 .5 10 19 .0 23 .7 1 23 .7 1.26 8 12 2 .2 5 .9 10 23 .5 29.4 1 29.4 1.94 9 11 1.2 6 .6 10 11 .9 14 .8 1 14.8 1.01 10 11 0 .6 6 .3 10 6.4 8.0 1 8 .0 0 .66 11 12 2 .7 7.4 10 26 .1 26 .1 1 26 .1 0.46 12 13 4 .9 7 .5 10 47.7 47.7 1 47.7 1.56 13 14 5.4 7.8 10 51.4 51 .4 1 51.4 1.09 14 15 9 .7 8.3 10 90.4 90.4 1 90.4 0.93 15 16 10.2 8 .6 10 93.5 93.5 1 93 .5 1.00 16 18 10.8 8 .7 10 98.7 98.7 1 98.7 1.11 17 18 0 .8 5 .8 10 7 .9 9.9 1 9 .9 1.03 18 19 12.0 8.8 10 109.3 109.3 1 109.3 1.36 19 218 12 .0 9.0 10 108.3 108.3 1 108.3 0 .65 20 218 0 .7 5.4 10 7 .9 9 .9 1 9 .9 0.45 218 228 13 .6 9 .0 100 176.7 176.7 1 176.7 1.74 228 24 14.6 9 .1 100 189.5 189.5 1 189.5 1.07 23 24 0 .7 6 .0 10 7 .8 9 .7 1 9.7 0 .99 24 258 15 .3 9.4 100 196.4 196.4 1 196.4 1.15 258 HW1 17 .0 9 .5 100 217 .2 217 .2 1 217 .2 1.41 CU1 Out 0 .6 5 .0 10 6 .3 7 .9 1 7 .9 0 .64 30 31 0 .7 5 .0 10 7.5 9.4 1 9.4 0.41 31 32 1.3 6 .0 10 13 .7 17.2 1 17 .2 0 .66 32 34 1.9 6 .1 10 19 .7 24 .6 1 24 .6 1.36 33 34 0 .3 5 .0 10 2 .8 3 .5 1 3 .5 0 .13 34 38 2.4 6 .2 10 24 .8 24 .8 1 24 .8 0 .74 35 36 1.0 6 .0 10 10 .2 12 .7 1 12 .7 0.74 36 37 4.0 18 .8 10 25 .6 25 .6 1 25 .6 0 .79 37 38 5.1 19.9 10 31 .7 31 .7 1 31 .7 0 .69 38 40 7 .9 20.0 10 48 .8 48 .8 1 48 .8 1.63 39 40 0.3 5.0 10 2.8 3.5 1 3.5 0 .13 40 4 3 8 .3 20 .1 10 5 1.7 51 .7 1 51 .7 0 .69 41 42 1.0 8 .0 10 9 .7 12 .1 1 12 .1 ·0 .68 *Includes 25% Flow Increase for pipe sizes <2T' dia . **See Plan & Profile for pipe slope used (Pipe slope >or-Friction slope) ~ ~ ~ ~ z ~ ~ ~ 00 ~ " fps ' 24 6.4 57 27 9 .9 162 27 8 .0 35 27 8 .8 255 18 5 .0 30 24 4 .9 41 24 7 .5 180 24 9 .3 25 21 6 .2 240 18 4 .5 30 30 5.3 24 30 9.7 178 33 8 .7 263 42 9.4 173 42 9.7 30 42 10 .3 61 18 5 .6 30 42 11 .4 149 48 8 .6 36 21 4 .1 241 48 14 .1 48 54 11 .9 240 18 5 .5 267 54 12 .3 58 54 13 .6 250 18 4.4 64 21 3 .9 230 24 5 .5 30 24 7 .8 40 18 2 .0 41 27 6.2 280 21 5 .3 30 27 6.4 420 30 6.4 30 30 9 .9 35 18 2 .0 41 36 7 .3 270 21 5 .0 30 G.I e ~ "O c ~ -~ G.I > @ 9 ~ i.. C.J ~ ~ ~ min min ' 0.15 6.75 0 .27 7.75 0 .07 7.82 0.48 8.30 0.10 5.10 0.14 5.52 0.40 5.92 0 .04 5.97 0 .65 7 .24 0 .11 6.37 0.08 7.49 0.31 7.79 0 .51 8.30 0.31 8.61 0 .05 8.66 0 .10 8.76 0 .09 5 .86 0 .22 8.98 0 .07 9 .05 0 .97 6.33 0 .06 9.11 0.34 9.44 0.81 6 .79 0 .08 9.52 0 .31 9 .83 0 .24 5 .24 0 .98 5 .98 0 .09 6.07 0 .09 6 .15 0 .35 5.35 0 .75 6 .90 0 .09 6 .13 1.09 19 .93 0 .08 20 .00 0 .06 20 .06 0 .35 5 .35 0 .62 20.68 0 .10 8.08 2/23/99 9737-dra .xls Exhibit C-3 ~ ; ' e 0 < '"' E--0 u z r.-:i -g ~ 00 E--c: ~ r.-:i t)lJ g .... 0 0 "' c.I Q) E--E--E--~ # # Ac. min yr 42 43 2 .0 10.1 10 43 45 10.5 20.7 10 44 45 0 .6 6 .9 10 45 46 11.2 21.1 10 46 HW2 11.5 21.2 10 50 518 0 .9 7.4 10 518 HW3 2 .2 8.0 100 528 538 0 .8 5.6 100 538 HW4 0 .8 5.7 100 548 HW5 1.0 8 .0 100 60 61 0 .9 6 .0 10 61 62 1.3 6 .1 10 62 66 1.5 6 .2 10 638 64 1.2 8.8 10 64 66 1.7 8.9 10 65 66 0 .2 5.0 10 66 69 3.4 9 .0 10 678 68 1.3 7 .7 10 68 69 1.7 7.7 10 69 73 5.0 . 9.7 10 708 71 1.0 6 .8 10 71 73 1.0 6 .9 10 72 7 3 0 .2 5 .0 10 73 HW7 6 .3 10.3 10 808 8 1 8 2 .4 11 .9 100 818 HW8 2 .9 12.0 100 82 83 2 .8 21 .1 100 83 HW9 3 .0 21 .2 100 *Includes 25% Flow Increase f or pipe sizes <27" dia. EXHIBIT C-3 PIPE SIZE CALCULATIONS Alexandria Subdivision c: t)lJ .... c: « "' Q) t)lJ « ~ ·;;; Q) Q) Q) Q. Q. "O ~ "' ii: 0 Q) 00 Q) Q. -"O .... '"' "' Q) ~ Q) c: = -~ 0 . ..., "' « ,,,.. .... "O it: .::, it: 0 it: -co:= 0 c.I "O 0 Q 0 .... c: -'"' ~~ <~ z ~ ~ cfs cfs # cfs O/o 17.0 21 .3 1 21 .3 1.02 64.2 64.2 1 64 .2 1.07 6 .2 7.7 1 7.7 0 .62 67.3 67.3 1 67.3 0 .52 68.9 68.9 1 68.9 0 .54 9 .0 11 .3 1 11.3 0 .58 29.7 29.7 1 29.7 0.60 11 .8 14.7 1 14 .7 0.49 12.9 16.1 1 16.1 0.58 13.0 16.2 1 16.2 0 .59 9 .5 11.8 1 11 .8 0 .64 13.8 17.2 1 17.2 0 .67 15.5 15.5 1 15.5 0 .29 11 .3 14.2 1 14.2 0 .92 15.1 18.9 1 18.9 0 .80 2 .1 2 .6 1 2 .6 0.18 30.3 30.3 1 30.3 0.63 12.2 15.2 1 15.2 1.06 16.1 20.1 1 20 .1 0 .91 44.1 44 .1 1 44.1 0 .80 9 .6 12.0 1 12 .0 0 .66 10.1 12 .7 1 12.7 0 .73 2.4 3.0 1 3.0 0.25 53.5 53 .5 1 53 .5 0.74 28.1 28 .1 1 28.1 0.95 34.1 34 .1 1 34 .1 0.80 25 .2 25.2 1 25 .2 0 .76 26.9 26.9 1 26 .9 0 .8 7 **See Plan & Profi le for p ipe slope used (Pipe slope >or= Friction slope) == E-- C!l r.-:i ~ z ~ ~ r.-:i 00 ~ " fp s ' 24 6 .8 35 36 9.1 225 18 4.4 25 42 7.0 50 42 7.2 160 21 4 .7 180 30 6 .0 150 24 4 .7 30 24 5.1 50 24 5.2 120 21 4 .9 30 24 5 .5 35 27 3 .9 250 21 5.9 30 24 6 .0 25 15 2 .1 41 30 6 .2 275 21 6 .3 30 24 6.4 25 33 . 7.4 280 21 5.0 30 21 5.3 25 15 2 .5 41 36 7.6 250 27 7.1 30 30 6 .9 45 27 6 .3 4 1 27 6 .8 250 Q) e "O ~ c: e: Q:S r.-:i ~ @ 8 co:= '"' c.I ~ E--E-- min min ' 0 .09 10.22 0.41 21 .09 0.10 6 .99 0 .12 21 .2 1 0.37 21 .58 0 .64 8.00 0.41 8.4 1 0.11 5 .69 0.16 5.85 0.39 8.38 0 .10 6 .07 0 .11 6 .18 1.07 7 .25 0.08 8.91 0.07 8.98 0.33 5 .33 0.74 9.72 0 .08 7.75 0 .07 7.81 0 .63 10.35 0 .10 6 .87 0.08 6 .95 0 .28 5.28 0 .55 10.90 0.07 11 .99 0 .11 12 .10 0 .11 2 1.17 0 .62 21 .79 2123 /99 9737-dra.xls Exhib it C-3 E-- ~ ~ ' Culvert #1 Culvert Description 18" RCP at Intersection of Cl u vert Circular Pipe Dia . (ft .) 1.50 D eslan c rfteria No. Pipes 1 Alexandria and C ulvert Analysls Calculatlons Barron Road Total Flow per Critical Design Flow Pipe Depth(ft.) Storm (cfs) (cfs) de 5 5.60 5.60 0.95 10 6.30 6.30 0.95 25 7.20 7.20 1.05 50 8.10 8.10 1.10 100 9.00 9.00 1.15 Elhi = Hw i + Eli ho = TW or (de + D)/2 (W hiche\/l!r is Greater) n 0.014 Normal Depth (ft.) 1.02 1.12 1.28 1.50 1.50 EXHIBIT C-4 CULVERT ANALYSIS ALEXANDRIA SUBDIVISION ELhi~--t~H-W-i--~~; -~ ~~~~~ Ei H --'----11 - -t. - - -TW Eli __/" Proposed Cul:i ~ - - - --'- Outfall Channel Design Crtterta Invert Outlet Culvert Top Lt. Side Rt. Side Bottom Elev. (Eli) Elev. (Elo) Length Slope of Slope Slope Slope Width (ft.) (ft.) (ft.) (ft/ft) Road ke I (ft/ft) (?:1) (?:1) (ft.) 305.58 305.22 70 .99 0.0051 308 .95 0.50 I 0.0050 4 .00 8.00 0.00 HEADWATER CALCULATIONS Control INLET CONTROL HWi/D HWi ELhl 0 .93 1.40 306.98 0.99 1.48 307.06 1.06 1.59 307 .17 1.15 1.72 307 .30 1.24 1.86 307 .44 H = (1 +ke+((29"(n•2)"L)IR•1 .33 ))"((v"2)12g ) Elho = Elo + H +ho TW de 1.00 0.95 1.05 0 .95 1.11 1.05 1.16 1.10 1.20 1.15 OUTLET CONTROL HW (de+ D)/2 ho H ELho Elev. 1.23 1.23 0.47 306 .91 306 .98 1.23 1.23 0.59 307 .04 307 .06 1.28 1.28 0.77 307 .27 307 .27 1.30 1.30 0.98 307 .50 307 .50 1.33 1.33 1.20 307 .75 307 .75 n 0.060 Type of Control Inlet Inlet Outlet Outlet Outlet Outlet Velocity (fps) 4 .38 4.46 5.45 5.83 6 .19 ELo Freeboard (ft.) 1.97 1.89 1.68 1.45 1.20 2/4/99 9737-cul.xls Exh ibit C-4 d\1W ,.~-\ .. - .. , l_ / :.·· i • ••••••••••• •******* * ••• * •••••••••••••••• FLOOD HYDROGRAPH PACKAGE (HEC-1) HAY 1991 VERSION 4. 0. lE Lahey F77L-EM/ 32 version 5. 01 Dodson ' Associates , Inc. RUN DATE 03/10/99 TIME 09:25:13 ••••••••••••••••••••••••••••••••• *** ••••• x x xxxxxxx x x x x x x xxxxxxx xxxx x x x x x x x x xxxxxxx EXHIBIT D-2 xxxxx x x x xx x x x xxxxx x x x x x x xxxxx xxx U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS , CALIFORNIA 95616 (916) 551-1748 THIS PROGRAM REPLACES ALL PREVI OUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73 ), HEClGS , HE ClDB, AND HEClKW . THE DEFINITIONS OF VAR IABLES -RTIMP-AND -RTIOR-HAVE CHANGED FRCt! THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEF INITION OF -J\MS KK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULAT I ON , DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE : NEW FINITE DIFFERENCE ALGORITHM HEC -1 INPUT LI NE ID ..••••• l. ...... 2 •••.... 3 .••••.. 4. ...••. 5 .•..... 6 ....... 7 .•..... 8 ....... 9 .•.••• 10 l 2 3 4 5 9 10 11 1 2 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 4 2 4 3 44 4 5 46 47 ID IT IO JP JR KK KM KM KM KM BA PB IN PC PC PC PC PC LS UD KP LS UD KP LS UD KK BA LS UD KP LS UD KP LS UD KK HC KK RS RC RX RY KK BA LS UD SHENl\NDOAH RIVER FLOOD ANALYSI S 3 01FEB98 0000 480 5 4 PREC 11 9 . 8 8.8 7 . 4 AREA 327 AC PLAN l EXISTING UNDEVELOPED CONDITION PLAN 2 EXISTING UNDEVELOPED CONDITION W/ PLAN 3 ULT. UNDETAINED CONDITION PLAN 4 SCME DETENTION PROVIDED UPSTREAM .5113 l 30 01FEB98 0000 .0053 .0108 • 0164 • 0223 .0284 .0712 • 0797 .0887 .0984 .1 089 .2042 .2351 .2 833 • 6632 .7351 .8676 • 8801 .8914 .901 9 .911 5 .9588 .9653 .9717 .9777 .9836 0 75 1.34 8 4 .61 75 • 61 AREA 2 111 AC .1734 0 75 l. 31 3 0 84 0 • 6 4 0 75 . 6 PT R3 l FLOW -1 • l .05 . l 1700 . 007 1000 1273 1347 1385 1386 286 282 278 276.24 276 . 24 AREA 3 .19 69 0 75 0 . 54 6.2 4.5 AREA 4 DEVELOPED. .0347 • 0414 .0483 .0555 .0632 .1203 .1 3 2 8 .1 467 .1625 .1808 • 7724 • 7989 .8197 .838 0 .8538 .9206 .9291 .9371 .9446 .9519 .9892 .9947 1.000 1416 1488 161 0 278 282 284 PAGE 48 KP 49 LS 84 50 UD .25 HEC-1 INPUT PAGE LINE ID •••..•• 1. ••.... 2 ...•..• 3 ......• 4 •..•... 5 •.•.••• 6 ...••.. 7 .•..... B ....•.. 9 ...... 10 51 KP S2 LS ?S S3 UD . 2S S4 KK AREA 4 27. 4 ACRES S5 BA • 04281 S6 LS 0 ?S S? UD . 2 SB KP S9 LS 0 84 0 60 UD • I 61 KP 62 KP 63 KK PT 64 HC 65 KK RT B OF FLOW FRC»l PT B TO PT c 66 RS 60 FLOW -I 67 RC .06 . 03 .06 900 • 004 68 RX 730 1090 11S3. 5 llSB 1158. 5 1165 1174 1261 69 RY 280. 28 274. 97 274. 52 271.28 271.28 274.56 275.51 281.16 70 KK AREAS 20.53 ACRES 71 BA .0321 72 LS 0 75 0 73 UD . 49 74 KK AREA6 32. 72 ACRE S 75 BA .0512 76 LS 84 77 UD .23 78 KK AREA? 41 ACRES 79 BA .064 BO LS 0 ?S 0 Bl UD .93 82 KK PT c CCl!BINE HYD1ROGRAPHS 83 HC 4 84 KK RT D OF FLOW FRCM PT c TO PT D BS RS 60 FLOW -1 86 RC .06 .03 .06 1100 • 004 87 RX 730 1090 1153 . 5 1158 1158. 5 1165 1174 1261 BB RY 280.28 274.97 274. 52 271. 28 271.28 274 .56 275.51 281. ! 6 89 KK AREA9 37.6 ACRES 90 BA .059 91 LS 0 84 0 92 UD .22 HEC-1 INPUT PAGE LINE ID •••..•• 1. ••••.• 2 ••••••• 3 •••.••• 4 .•.•••• 5 ••••..• 6 •••.••. 7 ••••••• B .•..••• 9 .•••.• 10 93 KK AREAS 41 ACRES 94 BA . 064 95 LS 0 75 0 96 UD 1.08 97 KK PT D Cc:tlBINE HYDROGRAPHS 98 HC 99 KK RT E OF FLOW FRC»l PT D TO PT E 100 RS 60 FLOW -I IOI RC .06 .03 .06 90 0 . 004 102 RX 1000 1200 1330 1332 1340 1343 1S27 1784 103 RY 276. B 275.5 269 . 35 265 .44 265. 25 269.56 272.46 278.7 104 KK AREAll 38 . 24 ACRES 105 BA .06 106 LS 75 107 UD .27 !OB KK AREA1 2 27.3 ACRES 109 BA .04 2 110 LS 0 75 E:ct.DitD-2 111 UD .85 112 KK AREA13 24.65 113 BA .039 114 LS 0 80 115 UD • 69 116 KK AREAlO 45.18 117 BA . 071 118 LS 80 119 UD .47 120 KK PT E COMBINE 121 KO 122 HC 5 123 zz i •• ••••••••••••••••••••••••••••••••••••••• FLOOD HYDROGRAPH PACKAGE (HEC-1 ) MAY 1991 VERSION 4. 0. lE Lahey F77L-EM/32 version 5.01 Dodson & Associates, Inc. RUN DATE 03/10/99 TIME 09:25:13 ACRES ACRES 0 HYDROGRAPHS SHENANDOAH RIVER FLOOD ANALYSIS 3 IO IT OUTPUT CONTROL VARIABLES I PRNT 5 PR INT CONTROL I PLOT QSCAL HYDROGRAPH TIME DATA PLOT CONTROL 0. HYDROGRAPH PLOT SCALE AT CULVERT 21 NHIN 3 MINUTES IN COMPUTATION INTERVAL JP JR I DATE 1FEB98 STARTING DATE !TIME 0000 STARTING TIME NQ 480 NUMBER OF HYDROGRAPH ORDINATES ND DATE 1FEB98 ENDING DATE NDTIME 2357 ENDING TIME I CENT 19 CENTURY MARK COMPUTATION INTERVAL 0 .05 HOURS TOTAL TIME BASE 23 .95 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOli CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT MULTI-PLAN OPTION NP LAN NUMBER OF PLANS MULTI-RATIO OPTION RATIOS OF PRECIPITATION 11.00 9.80 8.80 7.40 6 .20 4.50 U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 551-1748 •••••• *** *** ••• *** *** •••••• *** *** •••••••••••••••••••••••• *** *** *** *** ••• *** *** •••••••••••• *** •••••• 120 KK PT E COMBINE HYDROGRAPHS AT CULVERT 121 KO OUTPUT CONTROL VARIABLES IPRNT 5 PR INT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH PUNCH COMPUTED HYDROGRAPH IOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAVl l FIRST ORDINATE PUNCHED OR SAVED ISAV2 480 LAST ORDINATE PUNCHED OR SAVED TIM INT 0.050 TIME INTERVAL IN HOURS PEAK FLOW AND STAGE (END-OF-PERI OD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES Extibil D-2 OPERATION STATION HYDROGRAPH AT AREA l 0 . 51 HYD ROGRAPH AT AREA 2 0.17 2 COMBINED AT + PT l 0.68 ROUTED TO + R3 0.68 HYDROG RAPH AT + AREA 3 0 .20 HYDROGRAPH AT AREA 4 0.04 3 COMBINED AT PT 2 0.92 ROUTED TO RT B 0. 92 PLAN FLOW TIME FLOW TIME FLOW TIME FLOW T I ME FLOW T I ME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW T I ME FLOW TIME FLOW TIME TIME TO P EAK IN HOURS RATIOS APPLIED TO PREC I PITATION RATIO l RAT IO 2 RATIO 3 RATIO 4 RATIO 5 RATIO 6 11.00 9.80 8.80 7 .4 0 6 .20 4.50 78 4 . 12. 7 0 784 . 12 .80 1510 . 11. 90 1334. 11.95 2 7 0. 12. 65 270. 12. 7 5 518. ll.90 4 58. ll .9 0 1055 . 12. 7 0 1055 . 12.70 202 8 . l l. 9 0 17 91. 11. 90 672. 1 2. 70 672. 12. 80 1321. ll. 90 11 4 5 . ll. 9 5 232. 1 2.70 232. 1 2. 75 4 53. 11. 9 0 392 . ll. 90 90 4. 12 . 70 9 0 4 . 1 2.7 0 17 73. ll. 9 0 1 537 . ll. 95 897 . 1 2 .80 579. 12.70 579 . 12 .80 1162 . ll. 90 988. 11. 95 200 . 12. 70 200. 12.75 399. ll. 90 338. 11 . 90 779. 12. 70 779 . 12.70 1560. ll. 90 1326 . ll.95 773. 1 2.80 4 51. 12. 7 5 4 51. 1 2.80 939 . 11.90 770. l l. 9 5 1 56. 12. 70 156. 1 2 . 7 5 322. 11. 9 0 26 4 . ll.95 606 . 12. 75 606. 1 2 . 7 5 1261. l l. 90 1 034. ll. 9 5 602. 12. 8 5 34 4 . 12.75 344 . 12.80 749. 11.95 588. 1 1. 95 11 8 . 12. 70 118. 12.7 5 257 . 11. 9 0 201. 1 1. 9 5 462 . 12. 75 462. 12 . 75 1005. 11. 90 7 89. 11. 95 199. 12 . 80 199. 12.80 482. 11.95 341 . 11. 95 69 . 12. 75 69 . 12.75 165. 11. 95 117 . 1 1. 95 268. 12.80 268. 12.80 647. ll. 95 457. 11. 95 3 FLOll 104 8. 12 . 80 1 04 8. 1 2.80 1978 . 1 2.00 1745 . 12 . 00 897 . 1 2.80 1727 . 1 2 .00 1495 . 12.00 7 73. 12.8 0 1 5 19. 1 2.0 0 1 2 8 8. 12.05 602. 12. 85 1226 . 12.00 1003. 12 .05 45 8 . 12. 85 4 5 8. 12.85 974. 12. 05 764 . 12. 0 5 265. 12.90 265 . 12. 90 626. 12.05 44 0. 12 .10 3 TIME FLOW TIME PEAK STAGES I N FEET STAGE 279 .92 TIME STAGE TIME STAGE TIME STAGE TIME FLOW TIME FLOW TIME FLOW TI ME FLOW TI ME FLOW TI ME FLOW TIME FLOW TIME FLOW TIME FLOW T IME FLOW TIME FLOW T IME FLOW TIME FLOW TIME 12.80 2 79. 92 12 .80 2 81. 05 1 2.00 28 0 .8 0 12. 00 554 . ll.85 5 54 . 11. 9 0 87 4 . ll.60 783. ll. 60 18 1. ll. 55 217. 11.50 217. 11. 50 217. ll.50 124 7 . 12.60 1246. 12. 60 2353 . 11. 90 2083. 11. 95 12·47. 12. 70 279. 69 12. 80 279. 69 12 .80 280. 78 12.00 280 .51 1 2 .00 47 6. 11 . 85 47 6. ll. 9 0 7 66. ll. 60 67 4 . 1 1. 60 156. ll. 55 191. 11. 50 191. ll. 50 191. ll. 50 1068 . 12. 60 1068. 12. 60 2055. ll. 90 1787. 11.95 1068. 12. 70 279 .48 1 2 .80 2 79 .48 1 2.80 28 0.54 12.00 279.17 1 2 .85 2 79 .17 12. 8 5 280 .1 6 12 .0 0 28 0.25 2 79 .86 12.05 12 .05 4 10. 11. 85 4 10. 11 . 90 676. ll. 60 58 4 . 11.60 135 . ll.55 169. ll.50 169. 11. 50 169 . ll. 50 921. 12. 60 920. 12.60 1806. ll .95 1540. 11.95 921. 12. 70 3 20. 11 . 85 3 2 0 . 11. 90 549 . 11. 60 4 58. 11. 60 106. ll. 55 138. 1 1.50 138 . 11. 50 138 . 1 1. 50 717. 12.65 716. 12.65 1 459. 11.95 1198. 11.95 717. 12 .75 2 78.88 12 . 85 2 78. 88 12 . 85 2 79 . 8 1 12 . 05 2 7 8.39 12 . 90 2 7 8.39 1 2.90 2 7 9.22 12.05 2 79.47 2 7 8 .84 12.05 12.10 2 44 . l l. 8 5 2 44. 1 1. 9 0 4 4 0 . 11. 60 351. 11. 60 81. 11. 55 111. ll. 50 lll. 11.50 lll. ll. 50 5 4 6. 12.65 546. 12 .65 1161. 11 .95 915. 12.00 546 . 12.75 1 4 1. 11. 90 141. 11. 90 286 . ll. 60 207. ll. 60 48. 11. 55 73 . 11. 50 73. 11.50 73. ll. so 316. 12 . 75 316. 12. 75 744. 12 .00 530. 12 .00 316. 12. 80 Em"bit 0-2 HYDROGRAPH AT + AREAS 0.03 HYDROGRAPH AT AREA6 0.05 HYDROGRAPH AT + AREA7 0.06 4 CClffiINED AT + PT C 1.07 ROUTED TO RT D 1.07 HYDROGRAPH AT AREA9 0.06 HYDROGRAPH AT AREAS 0.06 FLOW TIME FLOW TIME FLOW TIME 1246. 12.65 2354. 11. 95 2084 . 12.00 PEAK STAGES IN FEET 1067. 12 .65 2055. 12.00 1783. 12.05 921. 12. 70 1805. 12.00 1539. 12 .00 716. 12. 70 1459. 12.00 1197. 12. 05 STAGE TIME STAGE TIME STAGE TIME STAGE TIME 277.33 12. 70 277.33 12.65 278. 33 11 . 95 278 .13 12.00 277.12 276.93 276.61 12.70 12.70 12.75 277.12 276.93 276.61 12.65 12.70 12.70 278 .11 277.89 277.57 12 .00 12 .00 12 .00 277.87 277.64 2 7 7.27 12.00 12.00 12.05 FLOW TIME FLOW TIME FLOW TIME FLOW T IME FLOW TIME FLOW TIME FLOW T IME FLOW TIME FLOW TIME FLOW T IME FLOW TIME FLOW TIME FLOW TIME 2 FLOW TIME FLOW TIME FLOW T IME FLOW 96. 11. 80 96. 11. 85 96. 11. 85 96 . 11. 85 233. 11. 55 233. 11. 60 233. 11. 60 233. 11. 60 127 . 12.25 127 . 12.3 5 127 . 12 .35 1 2 7 . 12.3 5 1 4 12 . 12.55 1 41 2 . 1 2.55 2630. 11. 95 2354 . 11. 95 1413 . 82. 11. 80 82. 11.85 82. 11. 85 82. 11.85 204. 11.55 204 . 11. 60 20 4 . 11. 60 204. 11. 60 109. 12.30 1 09 . 12 .35 1 09. 12.3 5 1 09 . 12.35 1211. 1 2.55 1 211. 1 2.60 2 292. 11. 9 5 2017 . 11. 95 1211. 71. 11. 80 71. 11. 85 71. 11. 85 71. 11. 85 180. 11.55 180. 11. 60 180. 11. 60 180. ll.60 94. 12. 30 94. 12. 35 94. 12.35 9 4 . 12.35 1043. 1 2. 60 104 3. 12 . 60 2011. l l.9 5 174 1. 12.00 1043. TIME 12.65 12.65 12.70 FLOW 1411 . 1 2 1 0. 1 042. T IME 12.65 1 2.65 12 .70 FLOW 2632 . 2292 . 2008. TIME 12.00 12.05 12.00 FLOW 2354. 2017 . 1740. TIME 12.05 12.10 12.05 PEAK STAGES IN FEET STAGE 277.52 277.29 277.09 TIME 12.65 12.65 12.70 STAGE 277.52 277.29 277.09 TIME 12.65 12.65 12.70 STAGE 278 .54 278.29 278.07 TIME 12.00 12.05 12.00 STAGE 278.33 278.08 277.83 TIME 12.05 12.10 12.05 FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME 272. 11 . 55 272. 11.55 272. ll. 55 272 . 11. 55 114 . 12 .45 238. ll. 55 238. ll. 55 238. ll. 55 238. 11.55 98. 12.45 210. 11.55 210. 11.55 210. 11.55 210. 11. 55 85 .. 12. 45 55. 11. 80 55 . 11.85 55. 1 1. 85 55. 11.85 146. 11.55 146. 1 1. 60 14 6. 11 .60 14 6. 11 .60 73. 12.30 73. 1 2.35 7 3. 12 .3 5 7 3. 12 .35 81 2. 12. 60 812 . 12 . 6 0 1619 . 1 2 . 0 0 1354 . 12.00 812. 12. 70 812. 12. 7 0 1 620. 12. 05 1354. 12 .15 276. 76 12. 70 2 7 6. 76 12. 70 277. 72 12. 05 277. 45 12 .15 170. 11. 55 170 . 11. 55 170 . 11. 55 170 . 11.55 66 . 12.45 5 4 6. 12. 75 1159 . 12.00 914. 12. 05 276.30 12. 75 276.30 12. 75 277 . 23 12 .00 276.92 12.05 42. 11. 80 42. 11.85 42. 11. 85 42. 11 . 85 117. ll. 55 117 . 11. 60 117. ll. 60 117. 11. 60 56. 12. 30 56 . 12.35 56. 12.35 56 . 12.35 617 . 12 .65 6 1 8. 12.6 5 1283. 12. 00 1035 . 12.05 617. 12. 75 618. 12 . 7 5 1282. 12. 05 1034. 12 .15 276.45 12. 75 276.46 12. 75 277. 37 12.05 277. 08 12 .15 136 . 11. 55 136. 11. 55 136. 11. 55 136. 11. 55 50. 12.45 316. 12.85 744. 12.05 530. 12 .10 27 5. 7 5 12.80 275. 75 12.85 276.66 12.05 276. 27 12 .10 24. ll. 85 24. 11.85 24. ll.85 24. 11. 85 76. 11.60 76. 11. 60 76. ll. 60 76. 11.60 32. 12.35 32. 12.35 32. 12.35 32. 12 .35 357. 12. 75 358. 12. 75 817 . 12.05 601. 12.10 357. 12 .90 358 . 12.85 815. 12.15 600 . 12 .20 275.87 12.90 275.88 12.85 276.77 12.15 276. 42 12 .20 88. 11. 55 88. 11.55 88. 11.55 88 . 11. 55 29 . 12. 50 Exhibit 0-2 3 CCMBINED AT PT D ROUTED TO RT E I HYDROGRAPH AT + AREA.11 HYDROGRAPH AT + AREA.12 HYDROGRAPH AT + AREA.13 HYDROGRAPH AT AREAlO S CCMBINED AT PT E • • • NORMAL ENO OF HEC-1 • • • .4 1.19 1.19 0.06 0.04 0 .04 0.07 1. 41 FLON TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME 114. 12. so 114. 12. so 114. 12.SO lSSS. 12.SO 1SS3 . 12. 60 2803 . 12 .00 2S24. 12 .OS lSSS. 12 . 6S 1SS2. 12. 60 2802 . 12.0S 2S23. 12.00 PEAK STAGES IN FEET STAGE 272 .S2 TIME STAGE TIME STAGE 12.65 272 . 52 12. 60 273. 61 TIME 12.05 STAGE 273. 39 TIME __.,-12. 00 FLOW TIME FLOll TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME 233. 11. 60 233 . 11. 65 233 . 11.65 233. 11. 65 88. 12.20 88. 12.25 88. 12.25 88. 12.25 102 . 12. 00 102. 12. OS 102. 12. OS 102 . 12. OS 232. 11. 7S 232 . 11. 80 232. 11. 80 232. 11. 80 1934. 11. 90 1927. 11. 80 3300. 11. 85 3023 . 11. 8S 98. 12.50 98. 12. 50 98. 12 . 50 1333. 12.55 1332. 12. 60 2439. 12. 00 2162 . 12.10 1333 . 12.65 1332 . 12.6S 2441. 12.05 2164. 12.05 272 .29 12.65 272. 28 12 .65 273. 33 12.0S 273 .11 12 .05 200. 11. 60 200. 11. 6S 200. 11. 65 200. 11. 65 76. 12.20 76. 12. 25 76. 12. 2S 76. 12 .25 88. 12.00 88. 12.05 88. 12.0S 88. 12.05 202. 11. 80 202. 11. 80 202. 11.80 202. 11. 80 16SO. 11. 95 1635. 11. 85 2863. 11. 85 2580 . 11. 85 85. 12.50 85. 12.50 85. 12.50 114 7. 12. 60 1146. 12.60 2137. 12.00 1867. 12.05 1147. 12. 70 1146. 12.65 2143. 12. OS 1870. 12.lS 272. 01 12. 70 272. 01 12.65 2 73.10 12.05 272. 84 12.15 173. 11.60 173. 11. 6S 173. 11. 6S 173. 11. 65 6S . 12.20 6S. 12.2S 65. 12. 2S 6S. 12.25 77. 12.00 77. 12.05 77. 12.05 77. 12. 05 176. 11. 80 176. 11. 80 176 . 11. 80 176. 11. 80 1409. 11. 85 1418. 11.80 2501. 11.90 2221. 11. 85 66. 12. 50 66. 12. 50 66. 12. 50 894. 12.65 894. 12.6S 1721. 12. OS 1453. 12. lS 893. 12. 75 894. 12. 7S 1721. 12.05 14S4. 12 .15 271. 64 12 . 75 271. 64 12. 7S 272. 69 so. 12. 50 so. 12 .50 50. 12.50 679. 12.70 680. 12.70 1361. 12.05 1111. 12 .15 679. 12. 75 680. 12. 80 1364. 12.15 1110. 12. 25 271.18 12. 75 271.19 12.80 272. 33 12.05 12 .15 272.42 271.96 12 . lS 12 .25 136. 11. 60 136. 11. 65 136. ll.6S 136. 11. 6S SI. 12 .20 Sl. 12.25 51. 12. 25 Sl. 12. 25 61. 12. 00 61. 12. 05 61. 12. 05 61. 12. 05 140. 11. 80 140. 11. 80 140. 11. 80 140. 11. 80 1095. 11. 95 1091. 11. 85 2001. 11. 90 1727. 11. 90 104. 11. 60 104. 11.65 104. 11. 65 104. 11. 65 39. 12 .20 39. 12.2S 39. 12. 25 39. 12.25 48. 12 . 00 48. 12. 05 48. 12.05 48 . 12.05 110. 11.80 110. 11.80 110. 11. 80 110. 11. 80 828. 11. 90 842. 11. 85 1S63. 12.00 1311. 11. 95 29. 12. so 29. 12. so 29 . 12. so 392 . 12. 80 393. 12.80 863. 12.10 646. 12. 20 392. 12.9S 393. 12.90 866. 12. 20 644. 12. 30 270.31 12.9S 270. 32 12.90 271. 60 12.20 271.11 12. 30 61. 11. 6S 61. 11. 6S 61. 11. 6S 61. 11. 65 23. 12.25 23. 12. 2S 23. 12. 25 23. 12.25 29. 12.0S 29. 12.0S 29. 12.0S 29. 12. OS 68. 11. 80 68. 11. 80 68. 11. 80 68. 11. 80 469. 11. 90 487. ll .8S 977. 12.20 7S4. 12. 20 Exhibit D-2