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Home My WebLink About3338; Agua Hedionda & Calavera Creek Dredging; Robertson's Ranch East Village 84" Concrete Pipe; 2006-01-10ROBERTSON'S RANCH EAST VILLAGE 84" REINFORCED CONCRETE PIPE ALTERNATIVE January 10, 2006 Wayne W. Chang, MS, PE Chang DLIM Civil Engineering ° Hydrology ° Hydraulics ° Sedimentation P.O. Box 9496 Rancho Santa Fe, CA 92067 (858) 692-0760 -TABLE OF CONTENTS - Introduction 1 Proposed Design Criteria 2 Conclusion 3 FIGURES 1. Vicinity Map 2. O'Day Consultants' Preliminary 84-Inch RCP Alignment 3. Conceptual Design of Flow Split APPENDIX A. WSPGW Analyses INTRODUCTION Robertson's Ranch is a proposed project by Calavera Hills II, LLC located in the city of Carlsbad (see Vicinity Map). The easterly portion of Robertson's Ranch is named the East Village. The East Village is immediately north of the Rancho Carlsbad Mobile Home Park (RCMHP) and west of College Boulevard. Cannon Road is aligned east-west near the southerly boundary of the East Village. The East Village will be developed with single- and multi-family residential units as well as a portion of a school site. arr OF OCEANSIDE HIGHWAY SITE VISTA an OF SAN MARCOS C/TY OF ENCINITAS Figure 1. Vicinity Map Detention Basin BJB was recently constructed adjacent to the East Village immediately north of the intersection of Cannon Road and College Boulevard. Detention Basin BJB was designed by Rick Engineering Company (REC) as one part of their regional solution for reducing 100-year flood inundation in the RCMHP. The regional solution also includes the existing weir within the masonry wall immediately downstream of Detention Basin BJB. The weir is intended to control the 100-year flow rate on the north and south sides of the wall. By limiting the flow south of the wall, additional flood protection is provided to RCMHP. According to REC's analyses, ultimate <•* flood protection of RCMHP from Calavera Creek is also dependent on construction of Detention Basin BJ, future modifications to the Calavera Dam outlet structure, additional adjustments to m the Detention Basin BJB outlet, and improvements in Agua Hedionda Creek. REC's December * 13, 2004 report, Rancho Carlsbad Mobile Home Park Alternative Analysis for Agua Hedionda Channel Maintenance, contains their latest hydrologic and hydraulic analyses for the regional " flood control solution. The regional solution is identified as Alternative C in the report. •In order to obtain the greatest flood control benefit from REC's regional solution, the masonry ""l wall along the north side of RCMHP must either be adopted as or replaced with a FEMA- m certified floodwall. One criterion for a floodwall to be FEMA-certified is that "all maintenance activities must be under the jurisdiction of a Federal or State agency, an agency created by ""• Federal or State law, or an agency of a community participating in the NFIP [National Flood M Insurance Program] that must assume ultimate responsibility for maintenance." It is unlikely that the existing wall can meet this and other FEMA's requirements. Furthermore, a replacement wall *" could be difficult to design and permit. An alternative solution has been identified whereby a storm drain pipe will be used to convey the «•* flow that would occur north of the wall. The storm drain will connect to the 11-foot by 7-foot — reinforced concrete box culvert under the Cannon Road and College Boulevard intersection, and will intercept flow that would have been directed north of the wall. The storm drain will be *• aligned along Cannon Road and outlet adjacent to the box culverts under Cannon Road just east of El Camino Real (see Figure 2 for O'Day Consultants' conceptual storm drain alignment). This report contains proposed criteria for design of the storm drain pipe. ^ PROPOSED DESIGN CRITERIA m REC's latest report is the December 13, 2004, Rancho Carlsbad Mobile Home Park Alternative Analysis for Agua Hedionda Channel Maintenance. This report contains REC's current hydrologic analysis for Detention Basin BJB and Calavera Creek. The report indicates that the a 100-year outflow from the Detention Basin BJB 11-foot by 7-foot reinforced concrete box ™ (RCB) culvert will be 901 cubic feet per second (cfs). This assumes ultimate watershed development and future improvements as mentioned above. REC's hydrologic analysis indicates 5 that the existing weir will split the 901 cfs such that approximately 500 cfs flows north of the * wall and 401 cfs flows south of the wall. REC's report indicates that the "peak discharge (500 cfs) to be conveyed north of the wall was determined based on the capacity of the existing 8' x 8' * box" under El Camino Real (see pages 11 and 12 of the Rick report), i.e., overtopping of El il Camino Real by 100-year flows was prohibited. REC's analysis shows that under ultimate conditions with Detention Basin BJ constructed, the 100-year flow rate in Calavera Creek South ** (Calavera Creek South refers to the channel south of the mobile home park wall) will be •tf approximately 756 cfs, which is below a previously established target flow rate of 1,000 cfs. — The proposed alternative design involves connecting an 84-inch reinforced concrete pipe (RCP) m to the 11-foot x 7-foot RCB. The 84-inch RCP invert elevation will be 0.7 feet above the RCB invert so that low flow in the RCB will continue to Calavera Creek South. This will direct approximately 75 cfs to Calavera Creek South prior to any flow splitting into the 84-inch RCP (see Appendix A for the supporting hydraulic analysis). Currently, minor base flow enters Calavera Creek South from urban runoff and other sources in the watershed. This base flow helps maintain existing habitat in the creek. Allowing up to 75 cfs into Calavera Creek South exceeds the current average base flow rate (based on base flow observations during past site visits), and will ensure that flow necessary to preserve existing habitat in Calavera Creek South will be maintained. In a March 2, 2005 meeting with city staff, Mr. David Hauser, Deputy City Engineer, indicated that this approach is acceptable subject to environmental review and resource agency approvals, if required. A wall will be constructed within the RGB to regulate the flow split to the 84-inch RCP. A conceptual design is shown in Figure 3. The 84-inch RCP proposed in Cannon Road will be designed to provide a flow split as similar as possible to the existing weir (approximately 500 cfs north of the weir and 400 cfs south of the weir). Hydraulic analyses on a conceptual pipe design by O'Day Consultants indicates that the 84-inch RCP will convey 500 cfs under pressure (see Appendix A for the 84-inch RCP analysis based on O'Day Consultants latest plan). CONCLUSION Since it would be difficult to upgrade the Rancho Carlsbad Mobile Home Park wall to FEMA's levee criteria, an alternative was developed to avoid the levee issue while adhering to REC's regional solution for flood protection of RCMHP. The alternative will convey the 100-year Calavera Creek flows, currently directed north of the wall by the weir, in an 84-inch reinforced concrete pipe along Cannon Road. The 84-inch RCP will result in a 100-year flow split similar to that created by the existing weir. Therefore, this alternative will preserve the desired (Alternative C) 100-year floodplain within RCMHP as delineated in Rick's December 13, 2004 report, Rancho Carlsbad Mobile Home Park Alternative Analysis for Agua Hedionda Channel Maintenance. A modification to REC's latest criteria will be necessary for final design of the pipe, i.e., the threshold at which flow from Detention Basin BJB begins to be directed north of the wall will be reduced from 300 cfs to approximately 75 cfs. However, the lower flow rate will still meet the goal of providing base flow to "preserve the downstream habitat." e B B B B B n c i i i D y o .'.-•"' SKV"' PROFILE ~ 84" CIPP SJORU DRAIN ***»£>?84" STORM DRAIN ALONG NORTH SIDE OF CANNON RD. FIGURE 2. 84" RCP ALIGNMENT 75 CFS BEFORE OVERTOPPING^ RAISED CONCRETE FLOOR PROP. RAISED CONCRETE FLOOR SCALE: 1" = 10' 10 PROP. CONCRETE DIVIDER WALL 20 FIGURE 3. FLOW SPUT TO 84" RCP APPENDIX A WSPGW ANALYSES LOW FLOW ANALYSIS BASIN BJB OUTLET RGB e i i i t i • i i i i i i i i i i i i i • i ft 11 11 *11 ti i J FILE: bjblow.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Robertson's Ranch Detention Basin BJB 11'x7' RGB Outlet Determine Q Req'd for Flow Depth =0.7' at junction PAGE 1 Date: 1-31-2005 Time: 8:22: 3 I Invert Depth | Water | Q | Vel Vel | Station | Elev (FT) | Elev | (CFS) I (FPS) Head | -1- - - -1- . -1- -1- -1- -1- L/Elem |Ch Slope | I | SF Ave I 1000 351 1351 93 1444 80 1525 25 1551 14 1565 9 1574 6 1581 4 1585 3 ----I-- I1 .000 - 1 - .105 1 .105 -1- .584 1 .689 - | - .458 | .147 — 1 — .922 1 .069 - 1 - .367 1 .436 - 1 - .270 | .706 -1- .354 1 .060 - 1 - .434 1 .494 -1 - .050 i1 52.400 - - .0163 58.108 - - .0163 1 59.629 -1- .0163 60.937 I .0163 1 61.358 - - .0163 61.592 -1- .0163 61.743 - - .0163 1 61.846 - - .0163 61.918 -1- .0163 „„„„„ | „„„„ „ j *„„*„„„„„ | „„„„„„„ | „„„„„„ | „ „ ill iIII 1 .695 53.095 75.00 9.81 1.49_ | _ _ | _ _ | _ _ | _ - | - .0163 III 1 .695 58.803 75.00 9.81 1.49 -1- -1- -1- -1- -1- .0162 III 1 .697 60.326 75.00 9.79 1.49 _ 1 _ _ | _ _ | _ _ | _ - | _ .0150 III 1 .731 61.668 75.00 9.33 1.35 i i tii_ 1 _ _|_ - i - -|- I .0129 III 1 .766 62.125 75.00 8.90 1.23 -1- -1- -1- -1- -1- .0111 III 1 .804 62.396 75.00 8.48 1.12 _ | _ _ | _ _ | _ _ | _ - | - .0095 III 1 .843 62.586 75.00 8.09 1.02 -1- -1- -1- -1- -1- .0082 III 1III 1 .884 62.730 75.00 7.71 .92 - 1 - - 1 - - 1 - - 1 - - 1 - .0071 III 1 .927 62.845 75.00 7.35 .84 -1- -1- -1- -1- -1- .0061 Energy I Super | Critical | Flow Top I Height/ | Base Wt I Grd.El.l Elev | Depth | Width |Dia.-FT|or I.D.| -1- -1- -1- -1- -1- -1- HF I SE DpthlFroude N | Norm Dp | "N" | X-Fall 1 i1 54.59 -1- 5.71 1 60.30 -1- 1.52 | 61.81 -1- 1.21 1 63.02 i1 .33 I 63.35 -1- .16 1 63.51 - 1 - .09 | 63.60 -1- .05 i1 63.65 - 1 - .03 | 63.68 -1- .02 " " " * * 1 *'i1 .00 - 1 - .70 1 .00 -1- .70 | .00 - 1 - .70 | .00 - 1 - .73 | .00 - 1 - .77 1 .00 - 1 - .80 | .00 - 1 - .84 i1 .00 - 1 - .88 | .00 - 1 - .93 1.13 - 2.07 1.13 - 2.07 1.13 - 2.07 1.13 1.92 1.13 - 1.79 1.13 - 1.67 1.13 - 1.55 1.13 - 1.45 1.13 - 1.35 1 ------i1 11.00 1- .70 1 11.00 1- .70 1 11.00 1- .70 1 11.00i1 .70 | 11.001- .70 1 11.00 | - .70 1 11.00 1- .70i1 11.00 1 - .70 1 11.001- .70 '"I"--"--- i1 7.000 - 1 - .014 I 7.000 -1- .014 I 7.000 - 1 - .014 | 7.000 .014 I 7.000 - 1 - .014 1 7.000 - 1 - .014 | 7.000 - 1 - .014i1 7.000 - 1 - .014 | 7.000 - 1 - .014 1 - - - - i i 11.0001- -1- .00 1 1 11.000 1- .001 1 11.000 1- -1- .001 1 11.000 1 11 1 .00 1 1 11.000 1- -1- .00 1 11.000 1- -1- .00 1 1 11.0001- -1- .00 11 11.000 1- -1- .001 1 11.000 1- -1- .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 |No Wth Prs/Pip Type Ch i1 0 1- BOX 0 - BOX 1 01- BOX 0 11 - BOX 1 0 - BOX 0 1- BOX 0 - BOX 1 0 1- BOX 1 0- BOX .0 .0 .0 .0 .0 .0 .0 .0 .0 it it ii ii ii i I ii ii i i i i • i i i IJ I i ii ii i i FILE: bjblow.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Robertson's Ranch Detention Basin BJB 11'xV RGB Outlet Determine Q Req'd for Flow Depth = 0.7' at junction PAGE 2 Date: 1-31-2005 Time: 8:22: 3 I Invert | Station | Elev | -I- -I L/Elem |Ch Slope | *********!*********! I I 1588.543 -I- 1.987 I 1590.530 -I- WALL EXIT I 1590.530 -I- Depth | Water | Q | Vel (FT) | Elev | (CFS) | (FPS) -I- -I- -I- ! I I Vel | Energy | Super |Critical|Flow Top I Height/I Base Wt I |No Wth Head | Grd.El.l Elev | Depth I Width |Dia.-FT|or I.D.I ZL |Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I SF Ave| HF ISE DpthlFroude N|Norm Dp | "N" I X-Fall| ZR I Type Ch '****!** I .973 -I- 1.020 -I- 1.205 -I- 61.968 -I- .0163 I 62.000 -I- 62.000 I 62.940 -I- I 63.020 63.205 -I- ****** I * * I 75.00 -I- I 75.00 75.00 -I- : I '• 7.01 -I- 6.68 -I- 6.23 -I- .76 63.70 -I- -I- .0052 .01 I I .69 63.71 -I- -I- .60 63.81 I I I I I .00 1.13 11.00 7.000 11.000 -I- -I- -I- -I- -I- .97 1.25 .70 .014 .00 I I I I I .00 1.13 11.00 7.000 11.000 -I- -I- -I- -I- -I- I I I I I .00 1.20 10.00 7.000 10.000 -I- -I- -I- -I- -I- .00 0 .0 .00 BOX .00 0 .0 .00 0 .0 100-YEAR ANALYSIS 84" RCP lit!till t I t i ft.J ft J I l t i t I t I I I I i i i I I I i I » t i FILE: 84sd.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Robertson's Ranch East Village 84" RCP in Cannon Road 100-Year Ultimate Condition Flow Rate PAGE 1 Date: 1-10-2006 Time: 9:10:12 I Invert 1 Station | Elev | -1- -1- L/Elem |Ch Slope 1 1000.000 -1- 23.000 1023.000 -1- 122.940 1 1145.940 -1- 105.300 1 1251.240 -1- 318.750 1 1569.990 | JUNCT STR 1 1574.990 -1- 230.990 1 1805.980 -1- JUNCT STR 1 1810.980 -1- 86.420 1 1897.400 -1- JUNCT STR 1 37.020 -1- .0043 37.120 -1- .0044 1 37.660 - - .0044 1 38.120 -1- .0044 39.510 -1- .0660 39.840 -1- .0112 1 42.420 - - .0300 1 42.570 - - .0050 1 43.000 -1- .0300 Depth | Water | Q | Vel Vel 1 (FT) | Elev | (CFS) | (FPS) Head | -1- -1- - - -1- -1- | SF Ave I******!********* ********* ******* *******|** Ill 1 7.000 44.020 522.00 13.56 2.86 -1- -1- - - -1- -1- .0067 1 1 7.054 44.174 522.00 13.56 2.86 -1- -1- -1- -1- -1- .0067 III 1 7.494 45.154 522.00 13.56 2.86 -1- -1- -1- -1- -1- .0067 III 1 7.737 45.857 522.00 13.56 2.86 _|_ -|- _|- -|- -|- .0067 1 1 1 8.689 48.199 522.00 13.56 2.86 _|_ _|- _|- -|- -|- .0067 1 1 1 8.416 48.256 520.90 13.54 2.84 -1- -1- -1- -1- -1- .0066 III 1 7.553 49.973 520.90 13.54 2.84 -1- - - -1- - - -1- .0065 III 1 7.605 50.175 513.10 13.33 2.76 -1- - - - - - - -1- .0065 1 1 1 7.839 50.839 513.10 13.33 2.76 -1- -1- -1- -1- -1- .0064 Energy | Super | Critical | Flow Top | Height/ | Base Wt Grd.El.l Elev | Depth | Width |Dia.-FT|or I.D. _|_ _|_ _|_ _|_ -|- - - HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall 1 46.88 -1- .15 1 47.03 -1- .82 1 48.01 - - .70 1 48.71 -1- 2.13 51.06 - - .03 1 51.10 - - 1.54 52.82 -1- .03 52.93 -1- .56 1 53.60 - - .03 „ „ I „ | .00 - 1 - 7.00 1 .00 - 1 - .00 1 .00 -1- 7.49 | .00 - 1 - .00 1 .00 -1- .00 1 .00 -1- .00 1 .00 -1- .00 1 .00 -1- .00 1 .00 -1- .00 1 5.95 -1- .00 5.95 -1- .00 1 5.95 _ I .00 1 5.95 -1- .00 5.95 -1- .00 5.94 - - .00 1 5.94 - - .00 5.91 - - .00 5.91 -1- .00 .00 7.00 .00 7.00 .00 7.00 .00 7.00 .00 .00 4.61 .00 .00 7.00 .00 1 1 | | 7.000 -1- -1- .013 1 1 7.000 - 1 - - 1 - .013 1 1 7.000 -1- -1- .013 1 1 7.000 - 1 - - 1 - .013 1 1 7.000 -1- -1- .013 1 1 7.000 -1- -1- .013 1 1 7.000 -1- -1- .013 1 1 7.000 -1- -1- .013 1 1 7.000 -1- -1- .013 1 .000 - - .00 .000 -1- .00 .000 -1- .00 1 .000 -1- .00 1 .000 -1- .00 .000 -1- .00 1 .000 - - .00 1 .000 - - .00 .000 -1- .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 |No Wth 1 Prs/Pip 1 1 Type Ch 1 1 | - PIPE 1 1 | - PIPE 1 1 1- PIPE I 1 | - PIPE 1 1 I - PIPE 1 1 1- PIPE 1 1 1- PIPE 1 1 1- PIPE 1 1 1- PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 if ti if FILE: 84sd.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Robertson's Ranch East Village 84" RCP in Cannon Road 100-Year Ultimate Condition Flow Rate PAGE 2 Date: 1-10-2006 Time: 9:10:12 Invert I Depth | Station Elev | (FT) | L/Elem I Ch Slope | | 1902. 381. 2284. 369. 2654. 5. 2659. 275. 2934. 253. 3187. JUNCT 3192. 260. 3453. 5. 3458. 142. 400 -1- 960 360 - - 800 1 160 - - 000 1 160 -1- 090 1 250 -1- 180 430 -1- STR 430 -1- 600 030 -1- 000 030 i~ 1 - 030 *«x7r»«K|.**.>ii..<.<|K* 1 1 43.150 7.785 - 1 - - 1 - .0050 1 1 45.060 8.533 -1- -1- .0023 1 1 45.910 10.041 -1- -1- .2080 1 1 46.950 9.169 -1- -1- .0050 1 1 48.320 9.553 -1- -1- .0050 1 1 49.590 10.086 -1- -1- .0300 1 1 49.740 10.059 -1- -1- .0050 1 1 51.040 10.582 -1- -1- .0080 1 1 51.080 10.733 -1- -1- .0050 Water Q Vel Vel | Elev (CFS) (FPS) Head | - - -1- -1- -1- 1 I SF Ave |******* ********* *******|*******|** 1 50.935 510.10 13.25 2.73 - - -1- -1- -1- .0064 1 53.593 510.10 13.25 2.73 _ I _ 1 _ .0064 1 1 55.951 510.10 13.25 2.73 -1- -1- .0064 1 1 1 56.119 510.10 13.25 2.73 -1- - - -1- -1- .0064 1 1 1 57.873 510.10 13.25 2.73 -1- - - -1- -I- .0064 1 59.676 510.10 13.25 2.73 -1- -1- -1- -1- .0063 | 59.799 505.80 13.14 2.68 _|_ -|- -|- _|_ .0063 | 61.622 505.80 13.14 2.68 -1- -1- -1- -1- .0063 1 1 1 61.813 505.80 13.14 2.68 -1- -1- -1- -1- .0063 Energy | Super | Critical | Flow Top [Height/ Base Wt 1 Grd.El.l Elev | Depth | Width |Dia.-FT|or I.D.I HF | SE DpthlFroude N | Norm Dp | "N" | X-Fall I 53 2 56 2 58 58 1 60 1 62 62 1 64 64 1 1 .66 - 1 - .44 1 .32 -1- .36 1 .68 -1- .03 ! .85 -1- .75 1 .60 -1- .61 1 .40 - 1 - .03 1 .48 - 1 - .63 1 .30 - 1 - .03 | .50 -1- .89 1 1 .00 - 1 - .00 1 .00 -1- 8.53 1 .00 -1- 10.04 1 .00 -1- 9.17 1 .00 -1- .00 1 .00 - 1 - .00 1 .00 - 1 - .00 1 .00 - 1 - .00 1 .00 -1- .00 1 5.89 -1- .00 1 5.89 -1- .00 1 5.89 -1- .00 | 5.89 -1- .00 1 5.89 - 1 - .00 1 5.89 - 1 - .00 1 5.87 - 1 - .00 | 5.87 -1- .00 | 5.87 -1- .00 .00 7.00 .00 7.00 .00 1.98 .00 7.00 .00 7.00 .00 .00 7.00 .00 5.12 .00 7.00 "1 " | 7.000 -1- -1- .013 1 7.000 - | - - - .013 1 7.000 _|_ _ _ .013 1 7.000 _|_ _ _ .013 1 1 7.000 _|_ _ _ .013 1 7.000 -1- -1- .013 1 7.000 -1- -1- .013 1 1 7.000 1 1_ | _ _ | _ .013 1 1 7.000 -1- -1- .013 I " 1 .000 -1- .00 i .000 -1- .00 1 .000 -1- .00 1 .000 - 1 - .00 1 .000 - 1 - .00 1 .000 - 1 - .00 1 .000 - 1 - .00 1 .000 -1- .00 1 .000 -1- .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 INo Wth Prs/Pip IType Ch 1 - PIPE 1 - PIPE 1 1 - PIPE 1 1 - PIPE 1 1 1- PIPE 1 1- PIPE 1 1- PIPE 1 1 1- PIPE 1 1 1- PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 J 1J t! FILE: 84sd.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Robertson's Ranch East Village 84" RCP in Cannon Road 100-Year Ultimate Condition Flow Rate PAGE 3 Date: 1-10-2006 Time: 9:10:12 Station L/Elem 3600.060 - 461.710 4061.770 - 31.890 4093.660 - 43.530 4137.190 - JUNCT STR 4142.190 44.620 4186.810 - 252.730 4439.540 - Invert | Depth | Water ( Elev | (FT) | Elev | (C -1- -1- -1- Ch Slope | |*********!********!********* **** 1 1 2 Vel Vel Energy FS) I (FPS) Head | Grd.El. SF Ave HF***** *******|******* ********* 51.790 11.053 62.843 505.80 13.14 2.68 65.52 -1- -1- -1- .0050 1 1 -1- -1- -1- .0063 2.89 54.100 11.637 65.737 505.80 13.14 2.68 68.42 -1- -1- - - .0050 1 1 1 _ _ — 1 — — — — .0063 .20 1 1 54.260 11.754 66.014 505.80 13.14 2.68 68.70 -1- -1- - - .0051 1 1 -1- -1- .0063 .27 54.480 11.807 66.287 505.80 13.14 2.68 68.97 -1- -1- -1- .0300 1 1 -1- -1- -1- .0062 .03 54.630 11.810 66.440 500.00 12.99 2.62 69.06 .0056 1 1 .0061 .27 1 54.880 11.921 66.801 500.00 12.99 2.62 69.42 1 1 —I 1 .0049 1 1 1 -1- .0061 1.55 1 1 56.130 12.219 68.349 500.00 12.99 2.62 70.97 -1- -1- - -- - - | - - | - Super | Critical Flow Top Elev | Depth | Width -1- -1- SE Dpth|Froude N|Norm Dp 1 .00 5.87 -1- 11.05 .00 1 .00 5.87 -1- .00 .00 1 .00 5.87 -1- 11.75 .00 1 .00 5.87 -1- .00 .00 1 .00 5.84 I .00 .00 1 .00 5.84 -1- 11.92 .00 1 .00 5.84_ _ | _ _ .00- 7.00 .00 - 7.00 .00 - 7.00 .00 - .00 - 6.08 .00 7.00 .00 - Height/ IBase Wt I Dia.-FTIor I.D.I ZL -1- -1- "N" 1 X-Falll ZR******* | ******* | ***** 1 1 7.000 .000 .00 -1- -1- .013 .00 .00 1 1 7.000 .000 .00 -1- -1- .013 .00 .00 1 1 7.000 .000 .00 -1- -1- .013 .00 .00 1 1 7.000 .000 .00 .013 .00 .00 1 1 7.000 .000 .00i i1 - 1 .013 .00 .00 1 1 7.000 .000 .00 -1- -1- .013 .00 .00 1 1 7.000 .000 .00 No Wth Prs/Pip Type Ch 1 .0 - PIPE 1 .0 - PIPE 1 .0 - PIPE 1 .0 - PIPE 1 .0 — PIPE 1 .0 - PIPE 1 .0 -