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Home My WebLink About20030834.tiff PHASE IIII DRAINAGE REPORT FOR BEEBE DRAW FARMS FILING NO. 2 WELD COUNTY, COLORADO ME Job No.: 02-001 PREPARED FOR: R.E.I, L.L.C. Pelican Lake Ranch _ 3600 S. Logan St., Ste. 200 Englewood, Colorado 80110 Telephone: (303) 333-6000 Facsimile: (303) 333-5522 Attn: Christine Hethcock PREPARED BY: .40 illitar=1, 40 \III I ti I lI \ I 8703 Yates Drive, Suite 220 - Westminster, Colorado 80030 303-487-0686 phone - fax 303-487-0685 mai Attn: Gregory Panza, P.E. -- November 3, 1999 Rev. June 13, 2000 Rev. August 14, 2002 EXHIBIT i t 2003-0834 I gt CERTIFICATIONS ENGINEER'S CERTIFICATION I hereby certify that this report (plan) for the Drainage Design of Beebe Draw Farms Filing No. 2 was prepared by me (or under my direct supervision) in accordance with the provisions of the Urban Storm Drainage Design and Technical Criteria Manual for the owners thereof. I understand that Weld County does not and will not assume liability for drainage facilities designed by others. Registered Professional Engineer TABLE OF CONTENTS -- Item Description Page I GENERAL LOCATION AND DESCRIPTION 1 A. Location B. Description of Property II DRAINAGE BASINS 1 A. Basin Delineation Description III DRAINAGE DESIGN CRITERIA 2 -- A. Regulations B. Development Criteria Reference and Constraints C. Hydrological Criteria _., D. Hydraulic Criteria E. Variances from Criteria IV DRAINAGE FACILITY DESIGN 3 A. General Concept B. Specific Details V CONCLUSIONS 3 A. Compliance with Standards B. Drainage Concept VI REFERENCES 4 VII APPENDICES A. Hydrologic Computations/ CUHP Input Data B. Hydraulic Computations C. CUHP Output D. Retention Pond Volume Summary GENERAL LOCATION AND DESCRIPTION A. Location Beebe Draw Farms Filing No.2 is located Sections 4, 5, 8, 9 and 17, Township 3 South, Range 65 West of the Sixth Principal Meridian in Weld County, Colorado, approximately 8 miles east of Platteville and 9 miles south of Greeley. Existing roadways adjacent to the project site are Weld County Road (WCR) 38 to the South, WCR 39 to the West and WCR 36 to the North. The primary site access to Filing No. 2 will be from WCR 39 at the proposed Beebe Draw Farms Parkway located approximately two (2) miles south of WCR 36, near the approximate midpoint of the west line of Section 8. This point of access is also the main parkway access for Filing No. 1 and has been constructed. Secondary access (service and emergency access only) will be located at the existing entrance on the north line of Section 5 from WCR 36. Major drainageways in the vicinity of the property include the FRICO owned Platte Valley Canal which terminates at Milton Reservoir, located southeast of Filing No. 1 residences and directly south of and adjacent to recreational outlot A. The reservoir is approximately 850 acres in surface area. B. Description of Property The project consists of 2307.2-acres (406 proposed lots and Right Of Ways (R.O.W.) compromising 1299.69-acres, and 1007.51-acres of open space and greenbelt area). At present _ the site is rural undeveloped land scattered with numerous oil and gas production wells and some gravel maintenance roads. Site topography varies anywhere from near 0.3%to 10% slopes. Site soil conditions range from silty sands to intermittent clayey sand layers. A Geotechnical Report for the site has been completed and is used as a reference for drainage design and for the compilation of this Phase Ill Drainage Report. Irrigation facilities potentially impacting or being impacted by this project include the Platte Valley Canal; however, because Filing No. 2 has been designed with EPA required buffer and setback zones, potential effects are minimal. The collected storm water flows near the Canal have been evaluated and will be routed accordingly to avoid interaction with or discharge into the Canal or Milton Reservoir. �- The proposed property will employ land uses as current and for single-family residences. II DRAINAGE BASINS A. Basin Delineation Description The site has been broken into distinct sub-basin areas given the proposed Filing No. 2 and the interconnection of Filing No. 2 with Filing No. 1. This Phase III Drainage Report for,Filing No. 2 will further the work already accomplished in the Filing No. 1 report, and serves to amend the Filing No. 1 Phase 1111 Report, due to the fact that at the time of development of the Filing No. 1 Report, Filing No. 2 was in concept stages. Since that time, extreme revisions to the Filing No. 2 plan have occurred, and the relationship between the two Filings clarified. Because of these changes, and the need to evaluate the site as a whole unit, this report re-accounts for those areas already designed for drainage facilities in Filing No. 1, while better accommodating the necessary facilities for Filing No. 2, and in fact, crated a need for a redesign of some previously _ designed retention facilities in Filing No. 1 so that they may serve both Filings. Basin drainage has been directed into roadside ditches which will be designed to convey runoff to designated retention areas on-site. As previously mentioned, some facilities have been — redesigned, and account for required storage of areas from both Filings. The basin data for each delineated sub-basin is contained in Appendix A of this report, and includes the physical data required for CUHP analysis of the site sub-basins. III DRAINAGE DESIGN CRITERIA A. Regulations On-site retention has been selected and designed for means of runoff storage due to the constraints of the Environmental Assessment dated March 1997 which does not allow for any generated storm runoff from developed areas to reach the Platte Valley Canal or Milton Reservoir. Routing analysis and tabulation of retention areas has been completed for proper routing design of generated storm flows, and accounts for the property in its entirety. No exceptions or other options within the Weld County Drainage Criteria regulations have been taken or used. B. Development Criteria Reference and Constraints Prior site drainage studies completed for this site include the aforementioned Phase 1111 Drainage Report for Beebe Draw Farms Filing No. 1 dated June 1, 1998, which also accounts for a portion of the drainage basins in Filing No. 2, prior to Filing No. 2 design. Site constraints include the use of greenbelt areas as much as possible for routing and retention, accommodation of oil and gas wells, and prevention of flows into the Canal and Reservoir. C. Hydrological Criteria Design rainfall for this project is the 100-year 1-hour storm for Colorado Urban Hydrograph Procedure (CUHP) analysis and modeling. Runoff rates were modeled using the CUHP software as produced by Urban Drainage and Flood Control District (UDFCD). Rainfall intensities and storm depths were taken from UDFCD maps for the project area. The 100-year, 1-hour storm depth for this analysis was taken to be 2.7 inches. Basin data was taken from the topographic mapping of the project completed in March of 1998. D. Hydraulic Criteria Drainage routing facilities will consist of roadside ditches, culverts and a number of interior trapezoidal section ditches. All ditches have been analyzed for capacity of contributing flows as generated by the CUHP model. Culverts will also have been analyzed for capacity reflective of that data found in the CUHP model and the Phase 1111 Drainage Report for Filing No. 1. E. Variances from Criteria No variance from the design criteria are requested for this project. — IV DRAINAGE FACILITY DESIGN A. General Concept Routing calculations have been completed for each proposed area to be modified for retention storage. The topography has been studied at each location and analyzed for regrading, 100- _ year storage volumes and 100-year water surface elevations (WSE's). Volume and WSE's were calculated per the excess runoff storage volumes as produced by the CUHP hydrograph data. Specific details of each retention pond are contained in this report and plan. V CONCLUSIONS A. Compliance with Standards This report was prepared in accordance with the design criteria set forth in the Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual. This report was prepared in accordance with requirements set in all applicable studies referenced in Section VI of this report. B. Drainage Concept This project does not propose any improvements that would impact any major drainageway nor modify any major drainageway study. VI REFERENCES 1. Phase 1111 Drainage Report for Beebe Draw Farms Filing No. 2, Milestone Engineering, June 1, 1998 2. Drainage Criteria Manual, Vol. 1-3, Urban Drainage and Flood Control District, March 1969 (UDTCM) 3. Geotechnical Engineering Report, Beebe Draw Farms Residential Development Platteville, Colorado, Terracon, May 12, 1998 4. Storm Drainage Design Report, Beebe Draw Farms and Equestrian Center, Replat of First Filing, ARIX Corporation, January 1989 5. Final Environmental Assessment, Beebe Draw Farms Residential Development and Equestrian Center, Weld County, Colorado, United States Bureau of Reclamation, Great Plains Region, March 1997. 3 APPENDIX A Hydrologic Computations/CUHP Input Data Beebe Draw CUHP Basin Data CUHP-F2-2xls ww RECORD-D CATCHMENT DATA FOR BEEBE DRAW FARMS FILING NO.2 BASIN AREA AREA AREA INC. INC TOTAL WEIGHTED DIST TIME OF XI IOI ND D NAME SQ-MILE ACRE (SQ-FT) LENGTH SLOPE LENGTH SLOPE CENTROID CONCEN. (FT) (MILES) (MILES) 1 0.0763 48.83 2127035 1000 0.0520 1700 0.0065 0.5114 0.0158 0.1989 25.00 2 0.0461 29.52 1285891 1000 0.0140 1200 0.0067 0.2273 0.1185 0.2822 16.67 3 0.0340 21.73 946559 600 0.0133 500 0.0040 700 0.0200 0.3409 0.0117 0.1799 20.00 4 0.0103 6.58 286625 450 0.0400 0.0852 0.0399 0.0758 12.50 5 0.0320 20.51 893416 380 0.0158 750 0.0507 0.2140 0.0354 0.0814 16.28 6 0.0246 15.75 686070 600 0.0350 0.1515 0.0349 0.0985 14.44 6.1 0.0135 8.61 375052 350 0.0286 400 0.0050 0.1420 0.0123 0.0265 14.17 7 0.0284 18.17 791485 500 0.0400 400 0.0200 650 0.0015 0.2936 0.0109 0.0985 18.61 7.1 0.0416 26.65 1160874 1000 0.0210 0.1894 0.0209 0.1155 15.56 8 0.1047 67,03 2919827 700 0.0214 1100 0.0164 0.3409 0.0182 0.1023 20.00 9 0.0040 2.55 111078 150 0.0333 300 0.1000 0.0852 0.0714 0.0398 12.50 10 0.0196 12.56 547114 400 0.0525 0.0758 0.0524 0.0587 12.22 11 0.0707 45.24 1970654 700 0.0500 0.1326 0.0499 0.1136 13.89 11.1 0.0034 2.19 95396 220 0.0682 0.0417 0.0680 0.0189 11.22 12 0.0129 8.24 358934 250 0.0800 300 0.0067 0.1042 0.0247 0.0530 13.06 13 0.0060 3.87 168577 230 0.0478 250 0.0080 0.0909 0.0207 0.0123 12.67 14 0.0110 7.05 307098 250 0.0920 250 0.0080 0.0947 0.0323 0.0284 12.78 15 0.0338 21.63 942203 520 0.0385 0.0985 0.0384 0.0663 12.89 16 0.0393 25.12 1094227 350 0.0229 700 0.0143 0.1989 0.0168 0.1136 15.83 17 0.0285 18.27 795841 400 0.0150 400 0.0050 300 0.0267 0.2083 0.0124 0.1231 16.11 18 0.0390 24.96 1087258 280 0.1429 250 0.0080 Page 1 of 10 Beebe Draw CUHP Basin Data CUHPF2-2.xis RECORD-D CATCHMENT DATA FOR BEEBE DRAW FARMS FILING NO.2 BASIN AREA AREA AREA INC. INC TOTAL WEIGHTED DIST TIME OF XI.la ND D NAME SQ-MILE ACRE (SO-FT) LENGTH SLOPE LENGTH SLOPE CENTROID CONCEN. (FT) (MILES) (MILES) 500 0.0360 300 0.0267 0.2519 0.0374 0.1098 17.39 19 0.0473 30.24 1317254 550 0.0327 350 0.0229 600 0.0333 500 0.0080 0.3788 0.0226 0.1534 21.11 20 0.0923 59.09 2573960 1200 0.0100 600 0.0167 600 0.0100 0.4545 0.0114 0.2841 23.33 21 0.0468 29.96 1305058 350 0.0714 500 0.0200 450 0,0133 1100 0.0055 0.4545 0.0136 0.2064 23.33 21.1 0.0209 13.40 583704 1000 0.0660 350 0.0143 0.2557 0.0466 0.0890 17.50 22 0.0165 10.55 459558 1200 0.0600 0.2273 0.0599 0.0758 16.67 23 0.0240 15.38 669953 1450 0.0117 0.2746 0.0117 0.1269 18.06 24 0.0053 3.42 148975 500 0.0140 0.0947 0.0140 0.0152 12.78 25 0.0614 39.27 1710601 100 0.1000 1500 0.0093 0.3030 0.0113 0.0852 18.89 26 0.0616 39.44 1718006 300 0.0667 200 0.0100 350 0.0743 0.1610 0.0480 0.1496 14.72 27 0.0039 2.52 109771 400 0.0350 0.0758 0.0349 0.0379 12.22 28 0.0274 17.55 764478 350 0.0057 400 0.0050 1100 0.0164 0.3504 0.0107 0.2045 20.28 29 0.0447 28.59 1245380 1700 0.0100 0.3220 0.0100 0.2159 19.44 30 0.0439 28.07 1222729 2350 0.0132 0.4451 0.0131 0.2008 23.06 31 0.0782 50.03 2179307 2300 0.0213 0.4356 0.0212 0.1989 22.78 32 0.0604 38.64 1683158 1400 0.0314 0.2652 0.0313 0.1515 17.78 33 0.0054 3.46 150718 450 0.0222 0.0852 0.0222 0.0436 12.50 34 0.0105 6.75 294030 450 0.0178 0.0852 0.0177 0.0644 12.50 35 0.0211 13.48 587189 700 0.0643 0.1326 0.0641 0.0947 13.89 36 0.0248 15.84 689990 400 0.0200 0.0758 0.0199 0.0795 12.22 37 0.0323 20.67 900385 700 0.0314 900 0.0067 0.3030 0.0141 0.1553 18.89 Page of 10 Beebe Draw CUHP Basin Data CUHP-F2-2.xls ... RECORD-D CATCHMENT DATA FOR BEEBE DRAW FARMS FILING NO.2 BASIN AREA AREA AREA INC. INC TOTAL WEIGHTED DIST TIME OF Xt IOI ND D NAME SO-MILE ACRE (SQ-FT) LENGTH SLOPE LENGTH SLOPE CENTROID CONCEN. (FT) (MILES) (MILES) 38 0.0389 24.89 1084208 250 0.0240 450 0.0044 750 0.0227 0.2746 0.0147 0.1364 18.06 39 0.0144 9.20 400752 150 0.0200 300 0.0667 450 0.0178 0.1705 0.0294 0.0682 15.00 40 0.0518 33.13 1443143 500 0.0640 1600 0.0063 0.3977 0.0123 0.1648 21.67 41 0.0081 5.19 226076 450 0.0333 0.0852 0.0332 0.0530 12.50 42 0.0862 55.19 2404076 900 0.0444 850 0.0235 0.3314 0.0329 0.1269 19.72 43 0.0819 52.41 2282980 550 0.0364 1100 0.0127 0.3125 0.0186 0.1250 19.17 44 0.0077 4.91 213880 400 0.0200 0.0758 0.0199 0.0246 12.22 45 0.0151 9.68 421661 1300 0.0023 0.2462 0.0023 0.1023 17.22 46 0.0098 6.28 273557 450 0.0489 0.0852 0.0488 0.0682 12.50 47 0.0069 4.44 193406 950 0.0074 0.1799 0.0073 0.0417 15.28 48 0.0717 45.87 1998097 500 0.0200 300 0.0800 800 0.0075 0.3030 0.0175 0.2330 18.89 49 0.0060 3.87 168577 600 0.0100 0.1136 0.0100 0.0417 13.33 49.1 0.0078 4.99 217364 550 0.0473 0.1042 0.0472 0.0265 13.06 50 0.0550 35.20 1533312 1800 0.0100 0.3409 0.0100 0.1951 20.00 51 0.0135 8.66 377230 1100 0.0164 0.2083 0.0163 0.0644 16.11 52 0.0083 5.29 230432 350 0.0057 600 0.0133 0.1799 0.0099 0.0720 15.28 52.1 0.0670 42.89 1868288 450 0.0244 1100 0.0073 0.2936 0.0107 0.1553 18.61 53 0.0264 16.88 735293 1150 0.0174 0.2178 0.0173 0.0341 16.39 54 0.1062 67.98 2961209 2000 0.0090 B00 0.0163 0.5303 0.0107 0.1705 25.56 55 0.0158 10.11 440392 850 0.0235 0.1610 0.0235 0.0871 14.72 56 0.0084 5.38 234353 300 0.0700 0.0568 0.0698 0.0568 11.67 57 0.0072 4.58 199505 400 0.0375 0.0758 0.0374 0.0606 12.22 58 0.0071 4.52 196891 350 0.0257 400 0.0050 0.1420 0.0116 0.0890 12.61 Page 3 of 10 Beebe Draw CUHP Basin Data CUHP-F2-2xls RECORD-D CATCHMENT DATA FOR BEEBE DRAW FARMS FILING NO.2 BASIN AREA AREA AREA INC. INC TOTAL WEIGHTED DIST TIME OF XI 1O1 NO D NAME SQ-MILE ACRE (SQ-FT) LENGTH SLOPE LENGTH SLOPE CENTROID CONCEN. (FT) (MILES) (MILES) 59 0.0128 8.21 357628 350 0.0229 450 0.0089 0.1515 0.0138 0.0644 11.89 60 0.0983 62.94 2741666 1500 0.0440 900 0.0089 0.4545 0.0258 0.1761 23.33 61 0.0388 24.86 1082902 700 0.0300 300 0.0133 0.1894 0.0238 0.1042 15.56 62 0.1599 102.36 4458802 2000 0.0095 0.3788 0.0095 0.3333 19.78 63 0.0275 17.58 765785 1100 0.0064 0.2083 0.0063 0.0852 12.50 64 0.0214 13.70 596772 850 0.0047 0.1610 0.0047 0.0947 12.78 - 65 0.0130 8.35 363726 800 0.0263 350 0.0057 0.2178 0.0174 0.0663 11.94 66 0.0041 2.61 113692 100 0.0600 350 0.0057 0.0852 0.0109 0.0436 11.28 67 0.0074 4.75 206910 650 0.0215 0.1231 0.0215 0.0436 11.28 �., 68 0.0044 2.82 122839 400 0.0475 0.0758 0.0474 0.0436 11.28 69 0.0076 4.89 213008 700 0.0257 0.2083 0.0039 0.0511 11.50 70 0.0022 1.41 61420 300 0.0333 0.0568 0.0332 0.0284 10.83 71 0.0052 3.34 145490 850 0.0282 0.1610 0.0282 0.0189 10.56 ,., 72 0.0430 27.54 1199642 400 0.0550 500 0.0200 0.1705 0.0322 0.1345 13.94 72.1 0.0218 13.96 608098 500 0.0720 400 0.0150 0.1705 0.0384 0.1155 13.39 73 0.0411 26.32 1146499 500 0.0720 1450 0.0124 0.3693 0.0209 0.1742 15.11 74 0.0521 33.36 1453162 350 0.0257 450 0.0067 0.1515 0.0127 0.1572 14.61 75 0.0258 16.50 718740 550 0.0255 700 0.0043 0.2367 0.0103 0.0303 10.89 76 0.0246 15.73 685199 400 0.0650 750 0.0200 0.2178 0.0312 0.1326 13.89 77 0.0263 16.80 731808 300 0.0067 400 0.0800 350 0.0057 0.1989 0.0197 0.0549 11.61 78 0.0424 27.16 1183090 400 0.0200 ,•••-•-• 300 0.0067 250 0.0320 0.1799 0.0167 0.1420 14.17 Page 4 of 10 Beebe Draw CUHP Basin Data CUHPF2-2.xls RECORD-D CATCHMENT DATA FOR BEEBE DRAW FARMS FILING NO.2 BASIN AREA AREA AREA INC. INC TOTAL WEIGHTED DIST TIME OF XI 1O ND D NAME SO-MILE ACRE (SO-FT) LENGTH SLOPE LENGTH SLOPE CENTROID CONCEN. (FT) (MILES) (MILES) 79 0.0248 15.85 690426 400 0.0400 200 0.0100 650 0.0185 0.2367 0.0220 0.1136 13.33 80 0.0328 20.96 913018 650 0.0308 0.1231 0.0307 0.0701 12.06 81 0.0140 8.97 390733 600 0.0433 0.1136 0.0432 0.0549 11.61 82 0.0263 16.84 733550 150 0.0533 500 0.0040 550 0.0109 0.2273 0.0095 0.0947 12.78 �- 83 0.0747 47.81 2082604 750 0.0027 800 0.0088 0.2936 0.0051 0.2140 16.28 83.1 0.2671 170.92 7445275 150 0.1067 400 0.0200 1900 0.0037 0.4640 0.0068 0.3277 19.61 84 0.0147 9.41 409900 1000 0.0300 600 0.0100 0.3030 0.0205 0.0871 12.56 85 0.0272 17.38 757073 600 0.0300 800 0.0125 0.2652 0.0185 0.1477 14.33 ^ ^ 86 0.0068 4.38 190793 380 0.0158 0.0720 0.0157 0.0341 11.00 86.1 0.0069 4.40 191664 400 0.0075 450 0.0222 0.1610 0.0138 0.0833 12.44 87 0.0075 4.82 209959 520 0.0192 0.0985 0.0192 0.0530 11.56 68 0.0153 9.78 426017 400 0.0450 350 0.0057 0.1420 0.0194 0.0909 12.67 89 0.0225 14.38 626393 530 0.0057 0.1004 0.0056 0.0473 11.39 89.1 0.0056 3.60 156816 900 0.0189 0.1705 0.0188 0.0436 11.28 90 0.0026 1.66 72310 380 0.0395 0.0720 0.0394 0.0303 10.89 91 0.0381 24.40 1062864 450 0.0556 500 0.0080 0.1799 0.0223 0.1269 13.72 92 0.0062 3.94 171626 400 0.0150 0.0758 0.0149 0.0436 11.28 93 0.0116 7.43 323651 550 0.0145 0.1042 0.0145 0.0265 10.78 Page 5 of 10 2BEESE DRAW FARMS FILING NO. 2 1100-YEAR 100 2. 7 71 1 1 5. 1 1Pond 2. 1 . 0763. 5114. 1989 7. 6.0158 25. 1. 4. 5. 0018 . 6 71 1 1 5. 2 2Pond 2. 2 . 0461. 2273. 2822 7. 6. 118516. 67 1. 4.5. 0018 . 6 71 1 1 5. 3 3Pond 2. 3 .034. 3409. 1799 7. 6. 0117 20. 1. 4. 5. 0018 .6 71 1 1 5. 4 4Pond 2. 4 .0103. 0852. 0758 7. 6. 0399 12. 5 1. 4. 5. 0018 .6 71 1 1 5.5 5Pond 2.3 . 032 . 214. 0814 7. 6. 035416.28 1. 4. 5. 0018 .6 71 1 1 5. 6 6Pond 2.5 . 0246. 1515. 0985 7. 6.034914. 44 1. 4. 5. 0018 .6 71 1 1 5. 6.1 61Pond 2. 5 ( 6.1) . 0135 . 142. 0265 7. 6.012314. 17 1. 4. 5. 0018 .6 71 1 1 5. 7 7Pond 2. 10 . 0284. 2936. 0985 7. 6. 010918. 61 1. 4. 5. 0018 .6 71 1 1 5. 7.1 71Pond 2. 11 ( 7. 1) . 0416. 1894.1155 7. 6. 020915. 56 1. 4. 5. 0018 .6 -. 71 1 1 5.8 6Pond 2. 11 . 1047. 3409. 1023 7. 6. 0182 20. 1. 4. 5. 0018 .6 71 1 1 5.9 9Pond 2. 12 .004. 0852. 0398 7. 6.0714 12. 5 1. 4. 5. 0018 .6 71 1 1 5. 10 10Pond 2. 12 .0196. 0758. 0587 7. 6.052412. 22 1. 4. 5. 0018 .6 71 1 1 5. 11 11Pond 2.13 .0707.1326. 1136 7. 6. 049913. 89 1. 4. 5. 0018 .6 71 1 1 5. 111 111Pond 2.9 ( 11.1) . 0034.0417. 0189 7. 6 . 06811. 22 1. 4.5. 0018 .6 71 1 1 5. 12 12Pond 2.14 . 0129. 1042 .053 7. 6. 024713. 06 1. 4.5. 0018 .6 71 1 1 5. 13 13Pond 2.14 .006. 0909. 0123 7. 6. 020712.67 1. 4. 5. 0018 . 6 71 1 1 5. 14 14Off-Site . 011. 0947.0284 7. 6. 032312. 78 1. 4. 5. 0018 .6 71 1 1 5.15 15Pond 2.14 . 0338. 0985.0663 7. 6. 038412.89 1. 4.5. 0018 . 6 71 1 1 5.16 16Pond 2.7 . 0393. 1989.1136 7. 6. 016815. 83 1. 4. 5. 0018 . 6 71 1 1 5.17 17Pond 2. 8 .0285.2083. 1231 7. 6. 012416.11 1. 4.5. 0018 . 6 �. 71 1 1 5.18 18Pond 2. 6 . 039.2519. 1098 7. 6. 037417.39 1. 4. 5. 0018 . 6 71 1 1 5.19 19Pond 2.1 .0473.3788. 1534 7. 6. 022621.11 1. 4. 5. 0018 . 6 71 1 1 5.20 20Pond 2. 6 . 0923.4545. 2841 7. 6. 011423.33 1. 4. 5. 0018 .6 71 1 1 5.21 21Pond 2. 5 . 0468.4545. 2064 7. 6. 013623.33 1. 4. 5. 0018 .6 71 1 1 5.211 211Pond 2.2 ( 21. 1) . 0209.2557 .089 7.6. 0466 17. 5 1. 4. 5. 0018 .6 71 1 1 5.22 22Pond 2.6 . 0165.2273. 0758 7. 6. 059916. 67 1. 4. 5. 0018 .6 71 1 1 5.23 23Pond 2.2 . 024.2746. 1269 7. 6. 011718.06 1. 4. 5. 0018 . 6 71 1 1 5.29 24Pond 2.5 . 0053.0947. 0152 7. 6 .01412. 78 1. 4. 5. 0018 . 6 71 1 1 5.25 23Pond 2.10 . 0614 . 303. 0852 7. 6. 011318. 89 1. 4. 5. 0018 . 6 71 1 1 5. 26 26Pond 2. 9 . 0616 . 161. 1496 7. 6 . 04814. 72 1. 4. 5. 0018 . 6 71 1 1 5.27 27Pond 2. 10 . 0039.0758. 0379 7. 6. 034912. 22 1. 4.5. 0018 . 6 71 1 1 5. 28 28Pond 2. 3 . 0274.3504. 2045 7. 6. 010720. 28 1. 4.5. 0018 .6 71 1 1 5.29 29To Filing 1 �.. . 0447 . 322. 2159 7. 6 .0119. 44 1. 4. 5. 0018 . 6 71 1 1 5. 30 30Pond 2. 15 . 0939.4451.2008 7. 6. 013123. 06 1. 4. 5. 0018 . 6 71 1 1 5. 31 31Pond 2. 15 ,--"0,6. .0782. 9356. 1989 7. 6. 021222.78 1. 4. 5. 0018 . 6 71 1 1 5. 32 32Pond 2. 16 .0604. 2652.1515 7. 6. 031317. 78 1. 4. 5. 0018 . 6 71 1 1 5. 33 33Pond 2. 17 . 0054. 0552. 0436 7. 6.0222 12. 5 1. 4. 5. 0018 . 6 71 1 1 5. 34 34Pond 2. 17 . 0105. 0852. 0644 7. 6. 0177 12. 5 1. 4. 5. 0018 . 6 71 1 1 5. 35 35Pond 2. 18 .0211. 1326. 0947 7. 6. 064113. 89 1. 4. 5. 0018 . 6 71 1 1 5. 36 36Pond 2. 19 .0248. 0758.0795 7. 6. 019912.22 1. 4. 5. 0018 . 6 - 71 1 1 5. 37 37Pond 2.20 . 0323 . 303. 1553 7. 6. 014118. 89 1. 4. 5.0018 . 6 71 1 1 5.38 38Pond 2. 21 . 0389. 2746. 1364 7. 6. 014718. 06 1. 4. 5. 0018 . 6 71 1 1 5. 39 39Pond 2. 21 .0144. 1705. 0682 7.6. 0294 15. 1. 4. 5. 0018 . 6 71 1 1 5. 40 40Pond 2. 30 .0518. 3977. 1648 7. 6. 012321. 67 1. 4. 5.0018 . 6 71 1 1 5.41 41Pond 2. 20 '^ . 0081. 0852 . 053 7. 6. 0332 12. 5 1. 4. 5. 0018 . 6 71 1 1 5. 42 42Pond 2.23 .0862. 3314. 1269 7. 6. 032919. 72 1. 4. 5.0018 . 6 71 1 1 5. 43 43Pond 2. 22 . 0819. 3125 . 125 7. 6. 018619. 17 1. 4. 5. 0018 . 6 71 1 1 5.49 49Pond 2. 17 . 0077. 0758. 0246 7. 6. 019912. 22 1. 4. 5.0018 . 6 71 1 1 5. 45 45Pond 2. 24 .0151. 2462. 1023 7. 6. 002317. 22 1. 4. 5. 0018 . 6 - 71 1 1 5. 46 46Pond 2. 24 . 0098. 0852. 0682 7. 6. 0488 12. 5 1. 4. 5.0018 .6 71 1 1 5. 47 47Pond 2. 25 .0069. 1799.0417 7. 6. 007315. 28 1. 4. 5. 0018 . 6 71 1 1 5. 48 48Pond 2. 24 .0717 . 303 .233 7. 6. 017518.89 1. 4. 5.0018 .6 71 1 1 5.49 49Pond 2.24 . D06. 1136.0417 7.6 . 0113. 33 1. 4. 5. 0018 . 6 71 1 1 5. 491 49Pond 2. 24 (49.1) .0078. 1042. 0265 7. 6. 047213. 06 1. 4. 5.0018 . 6 • 71 1 1 5. 50 50Pond 2. 25 . 055. 3409. 1951 7.6 . 01 20. 1. 4. 5. 0018 . 6 71 1 1 5. 51 51Pond 2. 15 -- . 0135. 2083. 0644 7. 6. 016316. 11 1. 4. 5.0018 . 6 71 1 1 5. 52 52Pond 2. 26 . 0083. 1799 . 072 7.6 .09915. 28 1. 4. 5. 0018 . 6 71 1 1 5. 521 52Pond 2. 26 ( 5. 21) . 067. 2936. 1553 7. 6. 010718.61 1. 4. 5.0018 . 6 71 1 1 5. 53 53Pond 2. 26 . 0264.2178. 0341 7.6. 017316. 39 1. 4. 5. 0018 . 6 71 1 1 5. 54 54Pond 2. 27 . 1062. 5303. 1705 7. 6. 010725. 56 1. 4. 5.0018 . 6 .... 71 1 1 5. 55 55Pond 2. 35 .0158 . 161. 0871 7.6. 023514. 72 1. 4. 5.0018 . 6 71 1 1 5. 56 56Pond 2. 35 . 0084. 0568. 0568 7. 6. 069811.67 1. 4. 5. 0018 . 6 .-. 71 1 1 5. 57 57Pond 2. 31 .0072.0758. 0606 7.6. 037412. 22 1. 4. 5.0018 . 6 71 1 1 5. 58 58Pond 2. 28 . 0071 . 142 .089 7. 6. 011612.61 1. 4. 5. 0018 . 6 71 1 1 5. 59 59Pond 2.28 .0128.1515.0644 7.6. 013811. 89 1. 4. 5.0018 . 6 71 1 1 5. 60 60Pond 2. 28 . 0983. 9545. 1761 7. 6. 025823.33 1. 4. 5. 0018 .6 71 1 1 5.61 61Pond 2. 31 .0388.1894. 1042 7. 6. 023815. 56 1. 4. 5. 0018 . 6 70 1 1 5. 62 62Pond 2. 32 . 1599. 3788. 3333 7.6. 009519.78 1. 4. 5.0018 . 6 71 1 1 5. 63 63Pond 2.29 . 0275.2083. 0852 7. 6. 0063 12. 5 1. 4. 5. 0018 . 6 71 1 1 5.64 64Pond 2. 30 .0214 . 161. 0947 7.6. 004712. 78 1. 4. 5.0018 .6 71 1 1 5. 65 65Pond 2. 32 . 013. 2178.0663 7. 6. 017411.94 1. 4. 5. 0018 . 6 - 71 1 1 5.66 66Pond 2. 32 . 0041 0852. 0436 7.6. 010911. 28 1. 4. 5. 0018 . 6 71 1 1 5. 67 67Pond 2. 32 .0074. 1231.0436 7. 6. 021511.28 1. 4. 5.0018 .6 71 1 1. 5.68 68Pond 2. 32 . 044. 0758. 0436 7. 6. 047411. 28 1. 4. 5. 0018 . 6 71 1 1 5. 69 69Pond 2. 33 .0076. 2083.0511 7. 6. 0039 11. 5 1. 4. 5. 0018 . 6 71 1 1 5.70 70Pond 2. 33 - . 0022. 0568. 0284 7. 6. 033210. 83 1. 4. 5. 0018 .6 71 1 1 5.71 71Pond 2. 35 . 0052 . 161.0189 7.6. 028210. 56 1. 4. 5. 0018 . 6 71 1 1 5. 72 72Pond 2. 33 .043.1705. 1345 7. 6. 032213.94 1. 4. 5.0018 . 6 - 71 1 1 5.721 72Pond 2. 34 ( 72. 1) .0218. 1705. 1155 7. 6.038413. 39 1. 4. 5. 0018 . 6 71 1 1 5. 73 73Pond 2. 34 . 0411. 3693. 1742 7. 6. 020915. 11 1. 4. 5. 0018 .6 �- 71 1 1 5.74 74Pond 2. 34 .0521. 1515. 1572 7. 6.012714.61 1. 4. 5.0018 . 6 71 1 1 5.75 75Pond 2. 36 . 0258. 2367.0303 7.6. 010310. 89 1. 4. 5. 0018 .6 - 71 1 1 5. 76 76Pond 2. 34 . 0246. 2178. 1326 7. 6. 031213. 89 1. 4. 5. 0018 .6 71 1 1 5.77 77Pond 2. 36 .0263. 1989. 0549 7. 6. 019711.61 1. 4. 5. 0018 .6 71 1 1 5. 78 78Pond 2. 37 - . 0424. 1799 .142 7.6. 016714. 17 1. 4. 5.0018 . 6 71 1 1 5.79 79Pond 2. 36 .0278. 2367. 1136 7.6 .02213. 33 1. 4. 5. 0018 . 6 71 1 1 5.80 80Pond 2. 41 .0328. 1231. 0701 7. 6. 030712. 06 1. 4.5. 0018 . 6 71 1 1 5. 81 81Pond 2. 40 .014. 1136.0549 7. 6.043211.61 1. 4. 5. 0018 .6 71 1 1 5.82 82Pond 2. 42 . 0263. 2273.0947 7.6. 009512.78 1. 4. 5.0018 .6 - 71 1 1 5.83 83Pond 2. 38 .0747. 2936 . 214 7. 6. 005116. 28 1. 4. 5. 0018 .6 70 1 1 5. 831 83Pond 2. 35 ( 83. 1) . 2671 . 464.3277 7. 6. 006819. 61 1. 4. 5. 0018 . 6 71 1 1 5. 84 89Pond 2. 43 .0147 . 303.0871 7. 6.020512.56 1. 4. 5.0018 . 6 71 1 1 5.85 85Pond 2. 43 .0272. 2652. 1477 7.6. 018514.33 1. 4. 5.0018 .6 - 71 1 1 5.86 86Pond 2. 41 . 0068 . 072. 0341 7.6. 0157 11. 1. 4. 5.0018 .6 71 1 1 5. 861 86Pond 2. 41 ( 86. 1) . 0069 . 161.0833 7. 6. 013812. 44 1. 4. 5. 0018 .6 71 1 1 5. 87 87Pond 2. 41 .0075. 0985 .053 7. 6. 019211. 56 1. 4.5. 0018 . 6 71 1 1 5.88 88Pond 2. 36 .0153 .142.0909 7. 6.019412. 67 1. 4. 5. 0018 . 6 71 1 1 5.89 89Pond 2. 36 . 0225. 1004. 0473 7. 6. 005611.39 1. 4. 5.0018 .6 71 1 1 5. 891 89Pond 2. 34 (89. 1) .0056. 1705. 0436 7.6. 018811.28 1. 4. 5.0018 .6 71 1 1 5. 90 90Pond 2. 42 .0026 . 072. 0303 7.6. 039410. 89 1. 4. 5.0018 .6 - 71 1 1 5.91 91Pond 2. 38 .0381. 1799.1269 7. 6. 022313. 72 1. 4.5. 0018 .6 71 1 1 5.92 92Pond 2. 42 . 0062.0758.0436 7. 6. 014911. 28 1. 4. 5. 0018 .6 - 71 1 1 5.93 93Pond 2. 43 . 0116. 1042. 0265 7. 6. 014510.78 1. 4. 5. 0018 . 6 E r-. APPENDIX B Hydraulic Computations PELICAN LAKE RANCH NEW CUL DE SAC NAMES OLD ROAD NAMES 1 Fox Run Milton Creek Road* CUL 1 2 Palomino Way Essex Road South CUL 1 3 Wild Horse Trail Essex Road South CUL 2 4 Coyote Court Milton Creek Road* CUL 3 5 Grouse Way Milton Creek Road* CUL 4 "- 6 Paint Pony Run Milton Creek Road* CUL 5 7 Eagle View Milton Creek Road* CUL 6 8 Spinnaker Court Milton Creek Road* CUL 8 9 Pelican Point Milton Creek Road* CUL 11 10 Schooner Drive Milton Creek Road* CUL 10 11 Red Deer Place Douglas Lane CUL 1 12 Antelope Beebe Farms Parkway CUL 4 13 White Trail Way Beebe Farms Parkway CUL 3 14 Heron Court Canal Circle CUL 7 15 Swan Ridge Canal Circle CUL 3 16 Mallard Cove Canal Circle CUL 6 17 SkyHawk Place Canal Circle CUL 2 18 Pheasant Run Canal Circle CUL 1 19 Sagebrush Way Fairbanks Road South CUL 1 20 Star Ridge Fairbanks South Circle CUL 1 _ 21 Moon Watch Way Fairbanks Road South CUL 4 22 Buffalo Run Fairbanks Road South CUL 5 23 Moose Lane Fairbanks Road South CUL 7 24 Elk Place Pelican Lake Road CUL 1 25 Bear Paw Drive Pelican Lake Road CUL 2 26 Mustang Court Ledyard Road South CUL 3 27 Cliff View Drive Ledyard Road South CUL 4 28 Valley High Way Ledyard Road South CUL 5 29 Lake View Court Ledyard Road South CUL 6 30 Gold Finch Drive Tidworth Circle CUL 1 31 Meadow Lark Lane Tidworth Circle CUL 2 32 Canyon Drive Fairbanks Road North CUL 2 33 Porcupine Trail Fairbanks Road North CUL 3 34 Loon Song Lane Fairbanks Road North CUL 5 35 Silver Dove Drive Fairbanks Road North CUL 4 36 Rim Rock Trail Essex Road North CUL 1 37 Stagecoach Flat Lexington Road CUL 1 38 Rainbow Ridge Beebe Farms Parkway CUL 2 Project: Beebe Draw Farms ^ Number: 02-001 Pipe ID Contributing Basins Total Area Q* (cis) Fairbanks Road South Sta. 5+99 7.1 26.65 14.07 Fairbanks Road South Sta. 22+37 7 18.17 9.59 Fairbanks Road South Sta. 46+50 6 6.1 24.36 12.86 Fairbanks Road South Sta. 70+06 28 17.55 9.27 Fairbanks Road South Cul 4 Sta. 5+53 24 3.42 1.81 Fairbanks Road South Cul 5 Sta. 0+30 5 20.51 10.83 Fairbanks Circle South Sta. 0+30 27 2.52 1.33 — Fairbanks Circle South Sta. 17+12 25 39.27 20.73 Pelican Lake Road Sta. 10+50 3 28 5 59.79 31.57 Pelican Lake Road Sta. 14+75 21.1 13.40 7.08 — Pelican Lake Road Sta. 23+55 22 10.55 5.57 Pelican Lake Road Sta. 33+85 18 26 11.1 25 27 7 126.55 66.82 Ledyard Road South Sta. 15+91 23 21.1 28.78 15.20 _ Ledyard Road South Sta. 26+49 20 22 69.64 36.77 Ledyard Road South Sta. 36+09 19 30.24 15.97 Ledyard Road South Sta. 70+34 -12 8.24 4.35 Ledyard Road South Cul 5 Sta. 5+25 15 21.63 11.42 Ledyard Road South Cul 6 Sta. 0+30 13 3.87 2.04 Tidworth Circle Sta. 1+40 17 18.27 9.65 Tidworth Circle Sta. 16+11 11.1 2.19 1.16 Tidworth Circle Sta. 35+04 11 17 63.51 33.53 Tidworth Circle Cul 2 Sta. 0+30 9 2.55 1.35 Notes: " Q based on Rational Method fora 10yr-1 hr storm (1=1.6 in/hr) and C=0.33 Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Road South Sta.5+99 Tc r. r se C � f Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft _ Pipe Manning's n-value n = 0.0120 * Pipe Diameter D = 18.00 inches Design discharge Q= 14.1 cfs Full-flow Capacity (Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta = 3.14 rad Full-flow capacity Qf= 161 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta = 2.03 rad Flow area An= 1.37 sq ft Wetted perimeter Pn= 3.05 ft Flow depth Yn= 1.08 ft Flow velocity Vn = 10.28 fps Discharge Qn= 141 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.58 rad Critical flow area Ac= 1.70 sq ft Critical top width Tc= 0.80 ft Critical flow depth Yc= 1.38 ft Critical flow velocity Vc= 8.26 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 10:44 AM tick *0117 , Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Road South Sta. 22+37 Tc r. —— e : • A a�. Y � U y Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 Pipe Diameter D = 18.00 inches Design discharge Q= 9.6 cfs Full-flow Capacity (Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf ; 16.1 cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta= 1.68 rad Flow area An= 1.01 sq ft Wetted perimeter Pn = 2.52 ft Flow depth Yn= 0.83 ft Flow velocity Vn= 9.51 fps Discharge Qn= 9 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.21 rad Critical flow area Ac= 1.51 sq ft Critical top width Tc= 1.21 ft Critical flow depth Yc= 1.20 ft Critical flow velocity Vc= 6.35 fps Froude number Fr= too * Unexpected value for Manning's N r UD-Culvert, Pipe 7/31/2002, 10:46 AM , atom ( .R.fi rs i Project: Beebe Draw Farms 02-001 �w Pipe ID: Fairbanks Road South Sta.46+50 Tc �r a . c U � Design Information (Input' Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 18.00 inches Design discharge Q= 12.9 cfs Full-flow Capacity (Calculated' Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft _ Half Central Angle Theta= 3.14 rad ,-. Full-flow capacity Qf= 16.1 cfs Calculation of Normal Flow Condition -- Half Central angle (0<Theta<3.14) Theta= 1.93 rad Flow area An= 1.27 sq ft Wetted perimeter Pn = 2.89 ft Flow depth Yn= 1.01 ft Flow velocity Vn = 10.14 fps Discharge Qn= 12:9 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.49 rad Critical flow area Ac= 1.67 sq ft Critical top width Tc= 0.91 ft Critical flow depth Yc= 1.35 ft Critical flow velocity Vc= 7.69 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 10:47 AM Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Road South Sta.70+06 Tc "s1 jd<tidtq' Design Information (Input) Pipe Invert Slope So= 0.0580 ft/ft Pipe Manning's n-value n = 0.0120 Pipe Diameter D= 12.00 inches Design discharge Q= 9.3 cfs Full-flow Capacity (Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft _ Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 9.3 cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta= 2.26 rad Flow area An = 0.69 sq ft Wetted perimeter Pn= 2.26 ft Flow depth Yn= 0.82 ft Flow velocity Vn= 13.52 fps Discharge Qn= 13:3 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.96 rad Critical flow area Ac= 0.78 sq ft Critical top width Tc= 0.18 ft Critical flow depth Yc= 0.99 ft Critical flow velocity Vc= 11.86 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 12:59 PM Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Road South Cul 4 Sta. 5+53 Tc Design Information (Input). Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 1.8 cfs Full-flow Capacity (Calculated' Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad _^ Full-flow capacity Qf= SS l cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 1.36 rad Flow area An = 0.29 sq ft Wetted perimeter Pn= 1.36 ft Flow depth Yn = 0.40 ft Flow velocity Vn = 6.25 fps Discharge Qn= 1.8 cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 1.72 rad Critical flow area Ac= 0.47 sq ft Critical top width Tc= 0.99 ft Critical flow depth Yc= 0.57 ft Critical flow velocity Vc= 3.89 fps Froude number Fr= 1:00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 10:48 AM Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Road South Cul 5 Sta. 0+30 Tc r n V Design Information (Input), Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n = 0.0120 Pipe Diameter D= 18.00 inches Design discharge Q= 10.8 cfs Full-flow Capacity (Calculated] Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 161 cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta= 1.77 rad Flow area An= 1.11 sq ft Wetted perimeter Pn= 2.66 ft Flow depth Yn= 0.90 ft Flow velocity Vn= 9.78 fps Discharge On= 10:8 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.32 rad Critical flow area Ac= 1.59 sq ft Critical top width Tc= 1.10 ft Critical flow depth Yc= 1.26 ft Critical flow velocity Vc= 6.83 fps Froude number Fr= 1:00[ * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 10:49 AM Citffl'd1'eA Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Circle South Sta. 0+30 r. Tc r t l ) — at ez ll � Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 Pipe Diameter D= 12.00 inches Design discharge Q= 1.3 cfs Full-flow Capacity (Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft _ Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 53 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta = 1.24 rad Flow area An = 0.23 sq ft Wetted perimeter Pn = 1.24 ft Flow depth Yn= 0.34 ft Flow velocity Vn= 5.74 fps Discharge Qn= 1.3 cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 1.55 rad Critical flow area Ac= 0.38 sq ft Critical top width Tc= 1.00 ft Critical flow depth Yc= 0.49 ft Critical flow velocity Vc= 3.50 fps Froude number Fr= 1.00 Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 10:50 AM Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Circle South Sta. 17+12 Tc til,:tyy,itici.:4 re, fi � ll Design Information (Input' Pipe Invert Slope So= 0.0340 fUft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 18.00 inches Design discharge Q= 20.7 cfs Full-flow Capacity(Calculated( Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 210 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.23 rad Flow area An= 1.53 sq ft Wetted perimeter Pn= 3.35 ft Flow depth Yn = 1.21 ft Flow velocity Vn = 13.57 fps Discharge Qn= 20:7 cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 2.87 rad Critical flow area Ac= 1.76 sq ft Critical top width Tc= 0.41 ft Critical flow depth Yc= 1.47 ft Critical flow velocity Vc= 11.78 fps Froude number Fr= 1:00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 10:50 AM Project: Beebe Draw Farms 02-001 Pipe ID: Pelican Lake Road Sta. 10+50 Tc r.eatr ° K � > Design Information (Input' Pipe Invert Slope So= 0.0770 ft/ft Pipe Manning's n-value n = 0.0120 Pipe Diameter D= 18.00 inches Design discharge Q= 31.6 cfs Full-flow Capacity (Calculated' Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft _ Half Central Angle Theta = 3.14 rad Full-flow capacity Qf= 31.x cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta= 2.26 rad Flow area An= 1.55 sq ft Wetted perimeter Pn= 3.39 ft Flow depth Yn = 1.23 ft Flow velocity Vn = 20.42 fps Discharge Qn= 31.6:cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 3.02 rad Critical flow area Ac= 1.77 sq ft Critical top width Tc= 0.18 ft Critical flow depth Yc= 1.49 ft Critical flow velocity Vc= 17.87 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 10:53 AM Project: Beebe Draw Farms 02-001 Pipe ID: Pelican Lake Road Sta. 14+75 Tc A 2.1:•":1:91 raNiV;Ailisnorric:1" 7_ Design Information (Input' Pipe Invert Slope So= 0.0350 ft/ft Pipe Manning's n-value n = 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 7.1 cfs Full-flow Capacity (Calculated' Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft _ Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 7.2 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.22 rad Flow area An= 0.67 sq ft Wetted perimeter Pn= 2.22 ft Flow depth Yn = 0.80 ft Flow velocity Vn= 10.50 fps Discharge Qn= I. 7.1 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.83 rad Critical flow area Ac= 0.78 sq ft Critical top width Tc= 0.30 ft Critical flow depth Yc= 0.98 ft Critical flow velocity Vc= 9.07 fps Froude number Fr= 1:00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 10.53 AM Project: Beebe Draw Farms 02-001 Pipe ID: Pelican Lake Road Sta. 23+55 Tc r ti c ll y Design Information (Input' Pipe Invert Slope So= 0.0250 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D = 12.00 inches Design discharge Q= 5.6 cfs Full-flow Capacity (Calculated' Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft _ Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 6.1 cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta = 2.09 rad Flow area An = 0.63 sq ft Wetted perimeter Pn= 2.09 ft — Flow depth Yn= 0.75 ft Flow velocity Vn = 8:83 fps Discharge Qn= 516 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.66 rad Critical flow area Ac= 0.77 sq ft Critical top width Tc= 0.47 ft Critical flow depth Yc= 0.94 ft Critical flow velocity Vc= 7.26 fps Froude number Fr= 1.00' * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 10:56 AM �ara�ecuii .. Project: Beebe Draw Farms 02-001 Pipe ID: Pelican Lake Road Sta. 33+85 Tc r. ti ll ? Design Information (Input) Pipe Invert Slope So= 0.0740 fUft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 24.00 inches Design discharge Q= 66.8 cfs Full-flow Capacity (Calculated) Full-flow area Af= 3.14 sq ft Full-flow wetted perimeter Pf= 6.28 ft _ Half Central Angle Theta= 3.14 rad Full-flow capacity Of= 6t9 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.26 rad Flow area An= 2.76 sq ft Wetted perimeter Pn= 4,53 ft Flow depth Yn= 1.64 ft Flow velocity Vn= 24.25 fps Discharge Qn= ;66.1} cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 3.03 rad Critical flow area Ac= 3.14 sq ft Critical top width Tc= 0.22 ft Critical flow depth Yc= 1.99 ft Critical flow velocity Vc= 21.28 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 11:09 AM Project: Beebe Draw Farms 02-001 Pipe ID: Ledyard Road South Sta. 15+91 Tc A K 1) Design Information (Input). Pipe Invert Slope So= 0.0200 fUft Pipe Manning's n-value n= 0.0120 • Pipe Diameter D= 18.00 inches Design discharge Q= 15.2 cfs Full-flow Capacity (Calculated). Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 16:1!cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.15 rad Flow area An= 1.46 sq ft Wetted perimeter Pn= 3.22 ft Flow depth Yn= 1.16 ft Flow velocity Vn= 10.38 fps Discharge Qn= 15.2 cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 2.65 rad Critical flow area Ac= 1.72 sq ft Critical top width Tc= 0.71 ft Critical flow depth Yc= 1.41 ft Critical flow velocity Vc= 8.82 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 11:11 AM 'k a Project: Beebe Draw Farms 02-001 Pipe ID: Ledyard Road South Sta. 26+49 Tc r e virzry, A. K U Design Information (Input) Pipe Invert Slope So= 0.1040 ft/ft Pipe Manning's n-value n = 0.0120 Pipe Diameter D = 18.00 inches Design discharge Q= 36.8 cfs Full-flow Capacity (Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta = 3.14 rad Full-flow capacity Qf= 36.8 cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta = 2.26 rad Flow area An= 1.55 sq ft Wetted perimeter Pn= 3.39 ft Flow depth Yn = 1.23 ft Flow velocity Vn = 23.73 fps Discharge Qn= 36.8 cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 3.05 rad Critical flow area Ac= 1.77 sq ft Critical top width Tc= 0.13 ft Critical flow depth Yc= 1.50 ft Critical flow velocity Vc= 20.81 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 11:13 AM Project: Beebe Draw Farms 02-001 Pipe ID: Ledyard Road South Sta. 36+09 Tc r � e Algtoroill �k n 1! Design Information (Input) Pipe Invert Slope So= 0.0200 fUft Pipe Manning's n-value n= 0.0120 Pipe Diameter D= 18.00 inches Design discharge Q= 16.0 cfs Full-flow Capacity (Calculated' Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft _ Half Central Angle Theta= 3.14 rad Full-flow capacity Of= 16.1 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.24 rad Flow area An = 1.53 sq ft Wetted perimeter Pn= 3.36 ft Flow depth Yn= 1.22 ft Flow velocity Vn= 10.41 fps Discharge Qn= 16.0 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.69 rad Critical flow area Ac= 1.73 sq ft — Critical top width Tc= 0.66 ft Critical flow depth Yc= 1.42 ft Critical flow velocity Vc= 9.21 fps Froude number Fr= L0U * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 11:13 AM ca" ` lar3 Project: Beebe Draw Farms 02-001 Pipe ID: Ledyard Road South Sta.70+34 Tc - t- II J � i I� I NI t � I Design Information (Input), Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 4.4 cfs Full-flow Capacity (Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft — ^ Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 5.5 cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta= 1.93 rad Flow area An= 0.56 sq ft Wetted perimeter Pn = 1.93 ft Flow depth Yn= 0.67 ft Flow velocity Vn= 7.73 fps Discharge Qn = 4A cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.42 rad Critical flow area Ac= 0.73 sq ft Critical top width Tc= 0.66 ft Critical flow depth Yc= 0.88 ft Critical flow velocity Vc= 5.97 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 11:14 AM ems w a9 Project: Beebe Draw Farms 02-001 Pipe ID: Ledyard Road South Cul 5 Sta. 5+25 Tc ! l rn Nrs131.4*Lei � U ' Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D = 18.00 inches Design discharge Q= 11.4 cfs Full-flow Capacity (Calculated' Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 16.1 cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta= 1.82 rad Flow area An= 1.15 sq ft Wetted perimeter Pn= 2.72 ft Flow depth Yn = 0.93 ft Flow velocity Vn = 9.90 fps Discharge Qn= 11A cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 2.37 rad Critical flow area Ac= 1.62 sq ft Critical top width Tc= 1.04 ft Critical flow depth Yc= 1.29 ft Critical flow velocity Vc= 7.06 fps Froude number Fr= 1.00' Unexpected value for Manning's N Up-Culvert, Pipe 7/31/2002, 2:20 PM Project: Beebe Draw Farms 02-001 Pipe ID: Ledyard Road South Cul 6 Sta. 0+30 Tc -C Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 2.0 cfs Full-flow Capacity (Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 5.3 cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta= 1.42 rad Flow area An= 0.32 sq ft Wetted perimeter Pn= 1.42 ft Flow depth Yn= 0.42 ft Flow velocity Vn = 6.46 fps Discharge Qn= 2.0 cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 1.79 rad Critical flow area Ac= 0.50 sq ft Critical top width Tc= 0.98 ft Critical flow depth Yc= 0.61 ft Critical flow velocity Vc= 4.07 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 11:15 AM 0. tea . Project: Beebe Draw Farms 02-001 Pipe ID: Tidworth Circle Sta. 1+40 Tc F4V.i f� .e;..hrr " x. y l Design Information(Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 18.00 inches Design discharge Q= 9.7 cfs Full-flow Capacity (Calculated] Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3,14 rad Full-flow capacity Qf= 16.1 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 1.69 rad Flow area An= 1.01 sq ft Wetted perimeter Pn= 2.53 ft Flow depth Yn= 0.84 ft Flow velocity Vn= 9.53 fps Discharge Qn= 9.7 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.21 rad _ Critical flow area Ac= 1.51 sq ft Critical top width Tc= 1.20 ft Critical flow depth Yc= 1.20 ft Critical flow velocity Vc= 6.37 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 11:16 AM . 1ar Wit)," Project: Beebe Draw Farms 02-001 Pipe ID: Tidworth Circle Sta. 16+11 Tc r r telt U Design Information (Input' Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 1.2 cfs Full-flow Capacity (Calculated' Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft _ Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 6.5!cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 1.19 rad Flow area An= 0.21 sq ft Wetted perimeter Pn = 1.19 ft Flow depth Yn = 0.31 ft Flow velocity Vn= 5.52 fps Discharge Qn= 1,2 cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 1.48 rad Critical flow area Ac= 0.35 sq ft Critical top width Tc= 1.00 ft Critical flow depth Yc= 0.45 ft Critical flow velocity Vc= 3.34 fps Froude number Fr= 1.00 Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 11:18 AM Project: Beebe Draw Farms 02-001 Pipe ID: Tidworth Circle Sta. 35+04 Tc e r ll y Design Information (Input) Pipe Invert Slope So= 0.0870 ft/ft Pipe Manning's n-value n = 0.0120 • Pipe Diameter D = 18.00 inches Design discharge Q= 33.5 cfs Full-flow Capacity (Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 33/ cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta= 2.26 rad Flow area An= 1.54 sq ft Wetted perimeter Pn = 3.38 ft Flow depth Yn = 1.22 ft Flow velocity Vn = 21.71 fps Discharge Qn= 3,3.5 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 3.04 rad Critical flow area Ac= 1.77 sq ft Critical top width Tc= 0.16 ft Critical flow depth Yc= 1.50 ft Critical flow velocity Vc= 18.98 fps Froude number Fr= 1.00' * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 11:19 AM _ Sri trmo Project: Beebe Draw Farms 02-001 Pipe ID: Tidworth Circle Cul 2 Sta.0+30 Tc r r Design Information (Inputj Pipe Invert Slope So= 0.0200 fUft Pipe Manning's n-value n = 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 1.4 cfs Full-flow Capacity (Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft _^ Half Central Angle Theta= 3.14 rad Full-flow capacity Of= ,cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 1.24 rad Flow area An = 0.23 sq ft Wetted perimeter Pn = 1.24 ft Flow depth Yn= 0.34 ft Flow velocity Vn = 5.77 fps Discharge Qn = 1.A cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 1.55 rad Critical flow area Ac= 0.38 sq ft Critical top width Tc= 1.00 ft Critical flow depth Yc= 0.49 ft Critical flow velocity Vc= 3.51 fps Froude number Fr= 1.00 * Unexpected value for Manning's N r UD-Culvert, Pipe 7/31/2002, 11:21 AM I I I I I I 1 I I I I I I I I I 1 1 I ) ) ) Pipe ID 'Contributing Basins I Total Areal Q* (cfs) Fairbanks Road North Sta. 3+45 29 28.59 15.10 Fairbanks Road North Sta. 11+37 52 5.29 2.79 Fairbanks Road North Sta. 22+00 30 28.77 15.19 Fairbanks Road North Sta. 29+37 31 50.03 26.42 Fairbanks Road North Sta. 44+16 32 38.64 20.40 Fairbanks Road North Sta. 52+30 33 3.46 1.83 Fairbanks Road North Sta. 72+75 35 36 138.34 73.04 Fairbanks Road North Sta. 82+00 41 5.20 2.75 Fairbanks Road North Sta. 91+60 38 37 41 51.40 27.14 North Essex Road Sta. 2+95 48 49.1 49 45 46 32 45 114.14 60.27 North Essex Road Sta. 16+41 50 47 51 31 30 127.10 67.11 North Essex Road Sta. 27+69 52.1 52 48.18 25.44 Lexington Road Sta. 24+09 42 36 35 193.50 102.17 Stoneleigh Road North Sta. 0+90 54 50 47 51 31 30 53 52.1 52 259.44 136.98 Stoneleigh Road North Sta.17+50 59 48 49.1 49 45 46 32 122.53 64.70 Stoneleigh Road North Sta.28+50 49.1 4.99 2.63 Stoneleigh Road North Sta.37+40 49 8.86 4.68 Stoneleigh Road North Sta.47+66 45 9.68 5.11 Rainbow Ridge Sta. 0+90 55 54 50 47 51 31 30 53 52.1 52 269.55 142.32 Beebe Draw Farms Parkway Sta. 19+50 56 55 54 50 47 51 31 30 53.0 52.1 52 274.93 145.16 I I I I I I 1 1 I 1 I I 1 1 1 I 1 1 1 ) Pipe ID Contributing Basins Total Area Q* (cfs) Canal Circle Sta. 0+90 57 4.58 2A2 Canal Circle Sta. 9+07 60 58 59 48 49.1 49 45 46 32 189.99 100.31 Canal Circle Sta. 27+46 43 42 36 35 245.91 129.84 Canal Circle Sta. 34+62 40 39 38 37 41 93.73 49.49 Canal Circle Sta. 65+85 67 4.75 2.51 Canal Circle Sta. 75+45 68 2.82 1.49 Antelope Sta. 0+90 72 72 72 70 69 47.80 25.24 Beebe Draw Farms Parkway Sta. 49+75 62 68 65 66 67 64 40 39 38 37 41 63 43 42 36 35 61 60 58 59 48 49.1 711.24 375.53 49 45.0 46 32 57 Milton Lake Road Sta.0+90 69.0 4.89 2.58 Milton Lake Road Sta. 14+05 71 3.34 1.76 Milton Lake Road Sta. 62+26 82 81 25.81 13.63 Milton Lake Road Sta. 72+75 86 4.38 2.31 Milton Lake Road Sta. 84+03 86.1 87 9.22 4.87 Milton Lake Road Sta. 97+33 88 9.78 5.16 Milton Lake Road Sta. 104+25 89 17.98 9.49 Fox Run Sta. 0+90 70 1.41 0.74 Essex Road South Sta. 5+68 84.0 9.41 4.97 Essex Road South Sta. 13+50 ** 83 91 71 246.47 130.14 Wild Horse Trail Sta. 0+90 85 84 26.79 14.15 Paint Pony Run Sta. 0+90 90 1.66 0.88 Spinnaker Court Sta. 0+90 86.1 4.40 2.32 Schooner Drive Sta. 0+90 79 15.85 8.37 Douglas Lane Sta. 0+90 73 72.1 72 70 69 62-and upstream areas 785.36 414.67 Douglas Lane Sta. 13+40 76 15.73 8.31 Douglas Lane Sta. 22+25 74 73 72.1 72 70 69 62-and upstream areas 818.72 432.28 Notes: *Q based on Rational Method for a 10yr-1 hr storm (1=1.6 in/hr) and C=0.33 Pipe Size and Slope determined using the attached Circular Pipe Flow Spreasheets **Area north of Beebe Draw Farms Parkway not included in calculations Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Road North Sta. 3+45 Tc r. • U Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n = 0.0120 * Pipe Diameter D= 18.00 inches Design discharge Q= 15.1 cfs Full-flow Capacity(Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf 15.4I cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.14 rad Flow area An= 1.46 sq ft Wetted perimeter Pn= 3.20 ft — Flow depth Yn= 1.15 ft Flow velocity Vn= 10.38 fps Discharge Qn = 15,1 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.64 rad Critical flow area Ac= 1.72 sq ft Critical top width Tc= 0.72 ft Critical flow depth Yc= 1.41 ft Critical flow velocity Vc= 8.77 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/8/02, 3:35 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Road North Sta. 11+37 Tc J r e l ,� }. dezd Design Information IInputl Pipe Invert Slope So= 0.0200 ft/ft _ Pipe Manning's n-value n = 0.0120 Pipe Diameter D= 12.00 inches Design discharge Q= 2.8 cfs Full-flow Capacity(Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta = 3.14 rad Full-flow capacity Qf= 5.5 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 1.58 rad Flow area An = 0.40 sq ft Wetted perimeter Pn = 1.58 ft Flow depth Yn= 0.51 ft Flow velocity Vn = 7.00 fps Discharge Qn= 21 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.02 rad Critical flow area Ac= 0.60 sq ft Critical top width Tc= 0.90 ft Critical flow depth Yc= 0.72 ft Critical flow velocity Vc= 4:63 fps Froude number Fr= 1500 Unexpected value for Manning's N r UD-Culvert.xls, Pipe 8/8/02, 3:36 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Road North Sta.22+00 Tc r, s r ti � 1 r e }ti A Design Information (Input) Pipe invert Slope So= 0.0200 ft/ft _ Pipe Manning's n-value n= 0.0120 Pipe Diameter D = 18.00 inches Design discharge Q= 15.2 cfs Full-flow Capacity(Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4:71 ft Half Central Angle Theta= 3.14 rad Fult-flow capacity Q1= 161 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta = 215 rad Flow area An = 1.46 sq ft Wetted perimeter Pn= 3.22 ft Flow depth Yn = 1:16 ft Flow velocity Vn = 10.38 fps Discharge Qn = 152 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.65 rad Critical flow area Ac= 1.72 sq ft Critical top width Tc= 0.71 ft Critical flow depth Yc= 1.41 ft Critical flow velocity Vc= 8.81 fps Froude number Fr= 1:00 * Unexpected value for Manning's N r UD-Culvert.xls, Pipe 8/8/02, 3:37 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Road North Sta.29+37 Tc r, f--- Design Information (Input) Pipe Invert Slope So= 0.0540 ft/ft Pipe Manning's n-value n= 0.0120 Pipe Diameter D= 18.00 inches Design discharge Q= 26.4 cfs Full-flow Capacity(Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta = 3.14 rad Full-flow capacity Qf= 26.'5;,cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.26 rad Flow area An= 1.54 sq ft Wetted perimeter Pn= 3.38 ft Flow depth Yn = 1.22 ft Flow velocity Vn= 17.10 fps Discharge On= 26.4 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.97 rad Critical flow area Ac= 1.77 sq ft Critical top width Tc= 0.25 ft Critical flow depth Yc= 1.49 ft Critical flow velocity Vc= 14.97 fps Froude number Fr= .1:00 * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/8/02, 4:02 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Road North Sta.44+16 Tc r } '• V K U Design Information (Input) Pipe Invert Slope So= 0.0320 fUft _ Pipe Manning's n-value n= 0.0120 Pipe Diameter D = 18.00 inches Design discharge Q= 20.4 cfs Full-flow Capacity(Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Cif= 204 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta = 226 rad Flow area An = 1.55 sq ft Wetted perimeter Pn = 3.40 ft Flow depth Yn= 1.23 ft Flow velocity Vn= 13.16 fps Discharge Qn= 2044 cfs Calculation of Critical Flow Condition Half Central Angle(O<Theta-c<3.14) Theta-c= 2.86 rad Critical flow area Ac= 1.76 sq ft Critical top width Tc= 0.42 ft Critical flow depth Yc= 1.47 ft Critical flow velocity VG= 11.60 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/8/02, 3:52 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Road North Sta. 52+30 Tc _! h fix•`' K Design Information (Inout) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 12:00 inches Design discharge Q= 1.8 cfs Full-flow Caoacity(Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft _ Half Central Angle Theta= 3.14 rad Full-flow capacity Of= SS cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 1.37 rad Flow area An= 0.29 sq ft Wetted perimeter Pn= 1.37 ft Flow depth Yn= 0.40 ft Flow velocity Vn= 6.27 fps Discharge Qn= 12 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 1.72 rad Critical flow area Ac= 0.47 sq ft Critical top width Tc= 0.99 ft Critical flow depth Yc= 0.58 ft Critical flow velocity Vc= 3.90 fps Froude number Fr= LOU * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/8/02, 4:01 PM Ocular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Road North Sta. 82+00 Tc r. C 7 Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 2.8 cfs Full-flow Caoacity(Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 5:5 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 1.57 rad Flow area An= 0.39 sq ft Wetted perimeter Pn = 1.57 ft Flow depth Yn = 0.50 ft Flow velocity Vn= 6.97 fps Discharge Qn = 28`cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.01 rad Critical flow area Ac= .0.60 sq ft Critical top width Tc= 0.91 ft Critical flow depth Yc= 0.71 ft Critical flow velocity Vc= 4.60 fps Froude number Fr= 1:00' * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/8/02, 4:04 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Road North Sta. 72+75 Tc y r JL, c 15 Desion Information (Input) Pipe Invert Slope So= 0.0890 ft/ft _ Pipe Manning's n-value n = 0.0120 Pipe Diameter D= 24.00 inches Design discharge Q= 73.0 cfs Full-flow Capacity(Calculated) Full-flow area Af= 3.14 sq ft Full-flow wetted perimeter Pf= 6.28 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 73.3 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.26 rad Flow area An = 2.75 sq ft Wetted perimeter Pn = 4.51 ft Flow depth Yn= 1,63 ft Flow velocity Vn= 26.60 fps Discharge On = 73.1 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 3.05 rad Critical flow area Ac= 3.14 sq ft Critical top width Tc= 0.19 ft Critical flow depth Yc= 2.00 ft Critical flow velocity Vc= 23.25 fps Froude number Fr= 1.00 Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/8/02, 4:03 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Road North Sta.91+60 To r. r 1 _ r e sy =A A ll y Design Information (Input) Pipe Invert Slope So= 0.0570 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 18.00 inches Design discharge O= 27.1 cfs Full-flow Capacity(Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 272 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.26 rad Flow area An = 1.54 sq ft Wetted perimeter Pn= 3.38 ft Flow depth Yn= 1.22 ft Flow velocity Vn= 17:57 fps Discharge Qn = 27.1 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.98 rad Critical flow area Ac= 1.77 sq ft Critical top width Tc= 0.24 ft Critical flow depth Yc= 1.49 ft Critical flow velocity Vc= 15.37 fps Froude number Fr= 1:00 Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/8/02, 4:04 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: North Essex Road Sta. 2+95 Tc r. �- e A t � i Design Information (Input) Pipe Invert Slope So= 0.0610 ft/ft Pipe Manning's n-value n = 0.0120 * Pipe Diameter D= 24.00 inches Design discharge Q= 60.3 cfs Full-flow Capacity(Calculated) Full-flow area Af= 3.14 sq ft Full-flow wetted perimeter Pf= 6.28 ft Half Central Angle Theta = 3.14 rad Full-flow capacity Qf= !60_7 cfs, Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.25 rad Flow area An = 2.74 sq ft Wetted perimeter Pn = 4.50 ft Flow depth Yn = 1.63 ft Flow velocity Vn= 22.02 fps Discharge On = 60.3 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 3.00 rad Critical flow area Ac= 3.14 sq ft Critical top width Tc= 0.27 ft Critical flow depth Yc= ` 1.99 ft Critical flow velocity Vc= 19.19 fps Froude number Fr= 1.00 Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/8/02, 4:06 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: North Essex Road Sta. 16+41 Tc ' ' A ll Design Information (Inout) Pipe Invert Slope So= 0.0750 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 24.00 inches Design discharge Q= 67.1 cfs Full-flow Capacity(Calculated) Full-flow area Af= 3.14 sq ft Full-flow wetted perimeter Pf= 6.28 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= .67:3!cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta = 2.26 rad Flow area An = 2.75 sq ft Wetted perimeter Pn= 4.52 ft - Flow depth Yn= 1.63 ft Flow velocity Vn= 24.42 fps Discharge Qn = 67.1 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 3.03 rad Critical flow area Ac= 3.14 sq ft Critical top width Tc= 022 ft Critical flow depth Yc= 1.99 ft Critical flow velocity Vc= 21.37 fps Froude number Fr= 1.00. Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/8/02, 4:07 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: North Essex Road Sta. 27+69 Tc r, r — r r e — ax ` c U Design Information (Input} Pipe Invert Slope So= 0.0500 fUft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 18.00 inches Design discharge Q= 25.4 cfs Full-flow Capacity(Calculated} Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Of= '!253 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.26 rad Flow area An= 1.55 sq ft Wetted perimeter Pn= 3.39 ft Flow depth Yn= 1.23 ft Flow velocity Vn= 16.46 fps Discharge Qn = 254 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.96 rad Critical flow area Ac= 1.76 sq ft Critical top width Tc= 0.27 ft Critical flow depth Yc= 1.49 ft Critical flow velocity Vc= 14.41 fps Froude number Fr= ''11.00 Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/8/02, 4:08 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Lexington Road Sta. 24+09 Tc J l xi "eF� • 4. A � ll Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft _ Pipe Manning's n-value n = 0.0120 * Pipe Diameter D= 36.00 inches Design discharge Q= 102.2 cfs Full-flow Capacity(Calculated) Full-flow area Af= 7.07 sq ft Full-flow wetted perimeter Pf= 9.42 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 102S cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta = 2.26 rad Flow area An = 6.18 sq ft Wetted perimeter Pn= 6.77 ft Flow depth Yn = 2.45 ft Flow velocity Vn= 16.52 fps Discharge Qn = 1022 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.78 rad Critical flow area Ac= 7.00 sq ft Critical top width Tc= 1.06 ft Critical flow depth Yc= 2.90 ft Critical flow velocity Vc= 14.59 fps Froude number Fr= 1.00 Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/8/02, 4:09 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Stoneleigh Road North Sta. 0+90 Tc C 11 Design Information (Inout) Pipe Invert Slope So= 0.0360 ft/ft _ Pipe Manning's n-value n= 0.0120 Pipe Diameter D= 36.00 inches Design discharge Q= 137.0 cfs Full-flow Capacity(Calculated) Full-flow area Af= 7.07 sq ft Full-flow wetted perimeter Pf= 9.42 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 137.5 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.26 rad Flow area An= 6.18 sq ft Wetted perimeter Pn= 6.77 ft Flow depth Yn= 2.45 ft Flow velocity Vn= 22.16 fps Discharge Qn= 137.0 cfs Calculation of Critical Flow Condition Half Central Angle(0<Thetac<3.14) Theta-c= 2.94 rad Critical flow area Ac= 7.06 sq ft Critical top width Tc= 0.60 ft Critical flow depth Yc= 2.97 ft Critical flow velocity Vc= 19.41 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/8/02, 4:15 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Stoneleigh Road North Sta. 17+50 Tc r e• • ? d7 < 1} Design Information Ilnputj Pipe Invert Slope So = 0.0700 fUft Pipe Manning's n-value n = 0.0120 Pipe Diameter D= 24.00 inches Design discharge Q= 64.7 cfs Full-flow Capacity(Calculated) Full-flow area Af= 3.14 sq ft Full-flow wetted perimeter Pf= ' 6.28 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Of= 65:0-cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta = 2.25 rad Flow area An= 2.74 sq ft Wetted perimeter Pn= 4.51 ft Flow depth Yn= 1.63 ft Flow velocity Vn = 23.59 fps Discharge Qn= ;64:7 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 3.02 rad Critical flow area Ac= 3.14 sq ft Critical top width Tc= 0.24 ft Critical flow depth Yc= 1.99 ft Critical flow velocity Vc= 20.60 fps Froude number Fr= _ ;1.00 Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/8/02, 4:16 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Stoneleigh Road North Sta.28+50 Tc r, ! ! - e A rt K U Design Information(lnputl Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n = 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 2.6 cfs ^ Full-flow Capacity(Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Of= 5:5 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta = 1.55 rad Flow area An = 0.38 sq ft Wetted perimeter Pn = 1.55 ft Flow depth Yn = 0.49 ft Flow velocity Vn= 6.90 fps Discharge Qn = 26 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 1.97 rad Critical flow area Ac= 0.58 sq ft Critical top width TG= 0.92 ft Critical flow depth Yc= - 0.70 ft Critical flow velocity Vc= 4.51 fps Froude number Fr= 1.00, Unexpected value for Manning's N r UD-Culvert.xls, Pipe 8/8/02, 4:17 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Stoneleigh Road North Sta. 37+40 Tc C r ti , C J Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 4.7 cfs Full-flow Capacity(Calculated( Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 5.5 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.01 rad Flow area An= 0.60 sq ft Wetted perimeter Pn= 2.01 ft Flow depth Yn= 0.71 ft Flow velocity Vn = 7.83 fps Discharge Qn= 4.7 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.49 rad _ Critical flow area Ac= 0.74 sq ft Critical top width Tc= 0.60 ft Critical flow depth Yc= 0.90 ft _ Critical flow velocity Vc= 6.29 fps Froude number Fr= COD' Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/8/02, 4:17 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Stoneleigh Road North Sta. 47+66 r. Tc 3(, A #%.- 'r - � k Design Information (Input) Pipe Invert Slope So= 0.0200 fUft Pipe Manning's n-value n = 0.0120 * Pipe Diameter D = 12.00 inches Design discharge Q= 5.1 cfs Full-flow Capacity(Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft — ^ Half Central Angle Theta= 3.14 rad Full-flow capacity Qf=, 5.5 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta = 2.13 rad Flow area An= 0:65 sq ft Wetted perimeter Pn= 2.13 ft Flow depth Yn = 0.77 ft Flow velocity Vn = 7.92 fps Discharge Qn= 5:1';cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.58 rad Critical flow area Ac= 0.76 sq ft Critical top width Tc= 0.54 ft Critical flow depth Yc= 0.92 ft Critical flow velocity Vc= 6.75 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/8/02, 4:18 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Rainbow Ridge Sta. 0+90 Tc C. s r ti eI, A ti, f}s%s •v .r Design Information (Input) Pipe Invert Slope So= 0.0390 ft/ft Pipe Manning's n-value n = 0.0120 * Pipe Diameter D= 36.00 inches Design discharge Q= 142.3 cfs Full-flow Capacity(Calculated) Full-flow area Af= 7.07 sq ft Full-flow wetted perimeter Pf= 9.42 ft Half Central Angle Theta = 3.14 rad Full-flow capacity Qf= ' 143A',cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.25 rad Flow area An = 6.17 sq ft Wetted perimeter Pn = 6.76 ft Flow depth Yn = 2.44 ft Flow velocity Vn = 23.08 fps Discharge Qn = 142:3 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.96 rad Critical flow area Ac= 7.06 sq ft Critical top width Tc= 0.56 ft Critical flow depth Yc= 2.97 ft Critical flow velocity Vc= 20.16 fps Froude number Fr= 1:00 * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/8/02, 4:19 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Beebe Draw Farms Parkway Sta. 19+50 Tc r, s r — •[ N₹:. K Design Information (Inputl Pipe Invert Slope So= 0.0410 ft/ft Pipe Manning's n-value n = 0.0120 * Pipe Diameter D= 36.00 inches Design discharge Q= 145.2 cfs Full-flow Caoacity(Calculated) ,Full-flow area Af= 7.07 sq ft Full-flow wetted perimeter Pf= 9.42 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 146.7 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta = 2.24 rad Flow area An = 614 sq ft Wetted perimeter Pn = 6.72 ft Flow depth Yn = 2.43 ft Flow velocity Vn = 23.65 fps Discharge Qn= 1452 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.96 rad Critical flow area Ac= 7.06 sq ft Critical top width Tc= 0.54 ft Critical flow depth Ye= 2.98 ft Critical flow velocity Vc= 20.56 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 10:47 AM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Canal Circle Sta. 0+90 'rc Fy 1-, :3, C i Design Information (Input} Pipe Invert Slope So = 0.0200 ft/ft Pipe Manning's n-value n = 0.0120 Pipe Diameter D= 12.00 inches Design discharge Q= 2.4 cfs Full-flow Capacity(Calculated' Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 6.5 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 1.50 rad Flow area An= 0.36 sq ft Wetted perimeter Pn= 1.50 ft Flow depth Yn= 0.47 ft Flow velocity Vn= 6.75 fps Discharge Qn = 2I4 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 1.91 rad Critical flow area Ac= 0.56 sq ft Critical top width Tc= 0.94 ft Critical flow depth Yc= 0.67 ft Critical flow velocity Vc= 435 fps Froude number Fr= 1.00 Unexpected value for Manning's N r UD-Culvert.xls, Pipe 8/9/02, 4:02 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Canal Circle Sta. 9+07 Tc e _ U UW A y } . Y l K � Design Information(Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n = 0.0120 * Pipe Diameter D = 36.00 inches Design discharge Q= 100.3 cfs Full-flow Capacity(Calculated) Full-flow area Af= 7.07 sq ft Full-flow wetted perimeter Pf= 9.42 ft — Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= , 102:5 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.22 rad Flow area An = 6.07 sq ft Wetted perimeter Pn = 6.65 ft Flow depth Yn= 2.40 ft Flow velocity Vn = 16.52 fps Discharge Qn= 100.3 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.77 rad Critical flow area Ac= 6:99 sq ft Critical top width Tc= .1.09 ft Critical flow depth Ye= 2.90 ft Critical flow velocity Vc= 14.34 fps Froude number Fr= 1:00 * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:03 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Canal Circle Sta. 27+46 Tc r, A _ U ' Design Information (Input) Pipe Invert Slope So= 0.0330 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 36.00 inches Design discharge Q= 129.8 cfs Full-flow Capacity(Calculated) Full-flow area Af= 7.07 sq ft Full-flow wetted perimeter Pf= 9.42 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Of= 131,6 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.23 rad Flow area An = 6.12 sq ft Wetted perimeter Pn= 6.70 ft Flow depth Yn = 2.42 ft Flow velocity Vn= 21.22 fps Discharge Qn= 129.9 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.92 rad Critical flow area Ac= 7.05 sq ft Critical top width Tc= 0.67 ft Critical flow depth Yc= 2.96 ft Critical flow velocity Vc= 18.41 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:04 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Canal Circle Sta.34+62 C. Tc r r r e ti K I } Design Information (Input) Pipe Invert Slope So= 0.0420 ft/ft Pipe Manning's n-value n = 0.0120 * Pipe Diameter D= 24.00 inches Design discharge Q= 49.5 cfs Full-flow Capacity(Calculated) Full-flow area Af= 3.14 sq ft Full-flow wetted perimeter Pf= 6.28 ft Half Central Angle Theta= , 3.14 rad Full-flow capacity Qf= 50„4 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.23 rad Flow area An= 2.71 sq ft Wetted perimeter Pn= 4.45 ft Flow depth Yn= 1.61 ft Flow velocity Vn= 18.27 fps Discharge Qn= 49.5 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.94 rad Critical flow area Ac= ' 3.14 sq ft Critical top width Tc= 0.40 ft Critical flow depth Yc= 1.98 ft Critical flow velocity Vc= 15.78 fps Froude number Fr= 1.00 Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:05 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Canal Circle Sta. 65+85 Tc - _ rr ti 1 Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n = 0.0120 Pipe Diameter D= 12.00 inches Design discharge Q= 2.5 cfs -- Full-flow Capacity(Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft — Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 5.5 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta = 1.52 rad Flow area An=' 0.37 sq ft Wetted perimeter Pn= 1.52 ft Flow depth Yn= 0.48 ft Flow velocity Vn = 6.82 fps Discharge Qn= 25 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 1.94 rad Critical flow area Ac= 0.57 sq ft Critical top width Tc= 0.93 ft Critical flow depth Yc= 0.68 ft Critical flow velocity Vc= 4.42 fps Froude number Fr= 1:00` * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:05 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Canal Circle Sta. 75+45 Tc r. -- -" e titi rcAlr *s Design Information(Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n = 0.0120 Pipe Diameter D= 12.00 inches Design discharge Q= 1.5 cfs Full-flow Capacity(Calculated} Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= .3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 5.5 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 1.28 rad Flow area An = 0.25 sq ft Wetted perimeter Pn= 1.28 ft Flow depth Yn= 0.36 ft Flow velocity Vn= 5:93 fps Discharge Qn = 1 5'cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 1.61 rad Critical flow area Ac= 0.41 sq ft Critical top width Tc= 1.00 ft Critical flow depth Yc= 0.52 ft Critical flow velocity Vc= 3.63 fps Froude number Fr= 1.00' * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:06 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Antelope Sta. 0+90 Tc 1' l � ll Design Information (Input) Pipe Invert Slope So= 0.0490 ft/ft Pipe Manning's n-value n = 0.0120 * Pipe Diameter D= 18.00 inches Design discharge Q= 25.2 cfs Full-flow Capacity(Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 25.3 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.26 rad Flow area An= 1.55 sq ft Wetted perimeter Pn = 3.39 ft Flow depth Yn = 1.23 ft Flow velocity Vn = 16.29 fps Discharge Qn = 25.2 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.96 rad Critical flow area Ac= 1.76 sq ft Critical top width Tc= 0.28 ft Critical flow depth Yc= 1.49 ft Critical flow velocity Vc= 14.30 fps Froude number Fr= 1.00 * Unexpected value for Manning's N r UD-Culvert.xls, Pipe 8/10/02, 10:08 AM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Beebe Draw Farms Parkway Sta. 49+75 Tc rr — r e t ` ar3�s ll Design Information (Input) Pipe Invert Slope So= 0.0680 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 36.00 inches Design discharge Q= 187.8 cfs Full-flow Capacity(Calculated) Full-flow area Af= 7.07 sq ft Full-flow wetted perimeter Pf= 9.42 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= . :188.9 cfs Calculation of Normal Flow Condition Half Central angle(O<Theta<3.14) Theta= 2.25 rad Flow area An = 6.16 sq ft Wetted perimeter Pn= 6.75 ft Flow depth Yn= 2.44 ft Flow velocity Vn = 30.47 fps Discharge Qn = IBIS cfs calculation of Critical Flow Condition Half Central Angle(O<Theta-c<3.14) Theta-c= 3.03 rad Critical flow area Ac= 7.07 sq ft Critical top width Tc= 0.32 ft Critical flow depth Yc= 2.99 ft Critical flow velocity Vc= 26.57 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:01 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Milton Lake Road Sta. 0+90 Tc r. A U Design Information(Input} Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 2.6 cfs �- Full-flow Capacity(Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= '5:15 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta = 1.54 rad Flow area An= 0.38 sq ft Wetted perimeter Pn= 1.54 ft Flow depth Yn= 0.48 ft Flow velocity Vn = 6.87 fps Discharge Qn= 2=6 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 1.96 rad Critical flow area Ac= 0.58 sq ft Critical top width Tc= 0.93 ft Critical flow depth Yc= 0.69 ft Critical flow velocity Vc= 4.48 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:06 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Milton Lake Road Sta. 14+05 r, Tc f! ti Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 1.8 cfs Full-flow Capacity(Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Of= 5.5 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 1.35 rad Flow area An = 0.28 sq ft Wetted perimeter Pn = 1.35 ft Flow depth Yn = 0.39 ft Flow velocity Vn= 6.21 fps Discharge Qn = 1.8 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 1.70 rad Critical flow area Ac= .0.46 sq ft Critical top width Tc= 0.99 ft Critical flow depth Yc= 0.56 ft Critical flow velocity Vc= 3.85 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:07 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Milton Lake Road Sta.62+26 Tc r. rr - y e w C J Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 18.00 inches Design discharge Q= 13.6 cfs Full-flow Capacity(Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf 16:1 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 1.99 rad Flow area An = 1.33 sq ft Wetted perimeter Pn = 2.99 ft Flow depth Yn= 1.06 ft Flow velocity Vn= 10.24 fps Discharge Qn = 13:6 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.55 rad Critical flow area Ac= 1.69 sq ft Critical top width Tc= 0.84 ft Critical flow depth Yc= 1.37 ft Critical flow velocity Vc= 8.05 fps Froude number Fr= 1.00* ' Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:09 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Milton Lake Road Sta. 72+75 Tc l , eS ll Design Information(Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 2.3 cfs Full-flow Capacity(Calculated' Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 5.5 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 1.48 rad Flow area An= 0.35 sq ft Wetted perimeter Pn= 1.48 ft Flow depth Yn= 0.45 ft Flow velocity Vn= 6.67 fps Discharge Qn= 2.2 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 1.88 rad Critical flow area Ac= 0.54 sq ft Critical top width Tc= 0.95 ft Critical flow depth Yc= 0.65 ft Critical flow velocity Vc= 4.27 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:07 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Milton Lake Road Sta. 84+03 Tc t. r� ti pry . '.'_` A _Fn"" ".ryri'it < 11 > Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n = 0.0120 Pipe Diameter D= 12.00 inches Design discharge Q= 4.9 cfs Full-flow Capacity(Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 5.$ cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2:06 rad Flow area An = 0:62 sq ft Wetted perimeter Pn = 2.06 ft Flow depth Yn = 0.74 ft Flow velocity Vn= 7.87 fps Discharge Qn = 4S cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.53 rad Critical flow area Ac= 0.75 sq ft Critical top width Tc= 0.57 ft Critical flow depth Yc= 0.91 ft Critical flow velocity Vc= 6.49 fps Froude number Fr= i1.00', * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:08 PM Circular Pipe Flow Project Beebe Draw Farms 02-001 Pipe ID: Milton Lake Road Sta.97+33 Tc A # C ll Design Information (Input) Pipe Invert Slope So = 0.0200 ft/ft Pipe Manning's n-value n = 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 5.2 cfs Full-flow Capacity(Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3:14 ft Half Central Angle Theta = 3.14 rad Full-flow capacity Qf= 5.5;cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta = 2.15 rad Flow area An = 0.65 sq ft Wetted perimeter Pn = 2.15 ft Flow depth Yn= 0.77 ft Flow velocity Vn= 7:92 fps Discharge On = 5.2 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.59 rad Critical flow area Ac= 0.76 sq ft Critical top width Tc= 0.53 ft Critical flow depth Yc= 0.92 ft _ Critical flow velocity Vc= 6.80 fps Froude number Fr= 1.00' * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:08 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Milton Lake Road 5th. 104+25 Tc � j r e C Design Information (Input) Pipe Invert Slope So= 0.0610 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 9.5 cfs Full-flow Capacity(Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter N= 3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 9 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.25 rad Flow area An= 0.68 sq ft Wetted perimeter Pn = 2.25 ft Flow depth Yn= 0.81 ft Flow velocity Vn= 13:87 fps Discharge Qn= 9:5 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.97 rad Critical flow area Ac= 0.78 sq ft Critical top width Tc= 0.17 ft Critical flow depth Yc= 0.99 ft Critical flow velocity Vc= 12.10 fps Froude number Fr= 1:00 * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:11 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Fox Run Sta. 0+90 Tc r----: 16 ti J e 1 1; v < ll Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 0.7 cfs Full-flow Capacity(Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= SJ5 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 1.04 rad Flow area An = 0.15 sq ft Wetted perimeter Pn= 1.04 ft Flow depth Yn= 0.25 ft Flow velocity Vn= : 4,86 fps Discharge Qn= 0.7 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 1.29 rad Critical flow area Ac= 0.25 sq ft Critical top width Tc= 0.96 ft Critical flow depth Yc= 0.36 ft Critical flow velocity Vc= 2.91 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:12 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Essex Road South Sat. 5+68 Tc r ��j ,whs �x„ sY. LF K r Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 5.0 cfs Full-flow Capacity(Calculated' Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft — Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 5'5 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.09 rad Flow area An = 0.63 sq ft Wetted perimeter Pn = 2.09 ft '- Flow depth Yn = 0.75 ft Flow velocity Vn= 7.89 fps Discharge Qn= SJO cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Thetas= 2.55 rad Critical flow area Ac= 0.75 sq ft Critical top width Tc= 0.56 ft Critical flow depth Yc= 0.92 ft Critical flow velocity Vc= 6.60 fps Froude number Fr= 1_-00 * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:08 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Essex Road South Sta. 13+50 Tc r A ll Design Information (Input) Pipe Invert Slope So= 0.0330 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 36.00 inches Design discharge Q= 130.1 cfs Full-flow Capacity(Calculated) Full-flow area Af= 7.07 sq ft Full-flow wetted perimeter Pf= 9.42 ft Half Central Angle Theta = 3:14 rad Full-flow capacity Qf= 1341b cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.24 rad Flow area An= 6.13 sq ft Wetted perimeter Pn= 6.72 ft Flow depth Yn = 2.43 ft Flow velocity Vn = 21.22 fps Discharge Qn= 130.2 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.92 rad Critical flow area Ac= 7.05 sq ft Critical top width Tc= 0.67 ft Critical flow depth Yc= 2.96 ft Critical flow velocity Vc= 18.45 fps Froude number Fr= 1:00 * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:13 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Wild Horse Trail Sta. 0+90 Tc r. ! l J r g:yypp.. e — 3Aa'f J ' r+�' -C 11 Design Information (Input) Pipe Invert Slope So= 0.0200 fUft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 18.00 inches Design discharge Q= 14.2 cfs Full-flow Capacity(Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 18.1 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.04 rad Flow area An= 1.37 sq ft Wetted perimeter Pn= 3.06 ft Flow depth Yn = 1.09 ft Flow velocity Vn = 10.30 fps Discharge Qn= 14:2 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.58 rad Critical flow area Ac= 1.71 sq ft Critical top width Tc= 0.80 ft Critical flow depth Yc= 1.39 ft Critical flow velocity Vc= ` 8.30 fps Froude number Fr= 1300 * Unexpected value for Manning's N UD-Cuivert.xls, Pipe 8/9/02, 4:14 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Paint Pony Run Sta. 0+90 Tc r, Tk b5 h Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n = 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 0.9 cfs Full-flow Capacity(Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta = 1.10 rad Flow area An= 0.17 sq ft Wetted perimeter Pn= 1.10 ft Flow depth Yn = 0.27 ft Flow velocity Vn = 5.10 fps Discharge Qn = 09 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 1.36 rad Critical flow area Ac= 0.29 sq ft Critical top width Tc= 0.98 ft Critical flow depth Yc= 0.39 ft Critical flow velocity Vc= 3,07 fps Froude number Fr= too * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:14 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Spinnaker Court Sta. 0+90 Tc rr n 4.44:41‘.:',-1' IUUI k . Y Y₹d??g fiy„�Sv. U Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 2.3 cfs Full-flow Capacity(Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 55 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 1.48 rad Flow area An = 0.35 sq ft Wetted perimeter Pn = 1.48 ft Flow depth Yn= 0.45 ft Flow velocity Vn= 6.68 fps Discharge Qn = 23 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 1.88 rad Critical flow area Ac= 0.54 sq ft Critical top width Tc= 0.95 ft Critical flow depth Yc= 0.65 ft Critical flow velocity Vc= 4.28 fps Froude number Fr= 11.00 * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:09 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Schooner Drive Sta. 0+90 Tc r, s rr e. ,t.' A C � i Design Information (Input) Pipe Invert Slope So= 0.0480 ft/ft Pipe Manning's n-value n = 0.0120 Pipe Diameter D = 12.00 inches Design discharge Q= 8.4 cfs Full-flow Capacity(Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft _ r Half Central Angle Theta = 3.14 rad Full-flow capacity Qf= 8.5 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta = 2.24 rad Flow area An = 0.68 sq ft Wetted perimeter Pn = 224 ft Flow depth Yn = 0.81 ft Flow velocity Vn = 12.31 fps Discharge Qn= 8.4 cfs Calculation of Critical Flow Condition Half Central Angle(O<Theta-c<3.14) Theta-c= 2.92 rad Critical flow area Ac= 0.78 sq ft Critical top width Tc= 0.22 ft Critical flow depth Yc= 0.99 ft Critical flow velocity Vc= 10.68 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:15 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Douglas Lane Sta.0+90 Tc •. 1 ! l A y Y C � 7 Design Information (Input} Pipe Invert Slope So= 0.0820 ft/ft Pipe Manning's n-value n = 0.0120 * Pipe Diameter D= 36.00 inches Design discharge Q= 207.3 cfs Full-flow Capacity(Calculated) Full-flow area Af= 7.07 sq ft Full-flow wetted perimeter Pf= 9.42 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 207.5 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.26 rad Flow area An = 6.20 sq ft Wetted perimeter Pn = 6.79 ft Flow depth Yn = 2.46 ft Flow velocity Vn = 33.46 fps Discharge On= . ,207:3 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 3.05 rad Critical flow area Ac= 7.07 sq ft Critical top width Tc= 0.26 ft Critical flow depth Yc= 2.99 ft Critical flow velocity Vc= 29.34 fps Froude number Fr= " 1.00 Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:17 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Douglas Lane Sta. 13+40 Tc r. r'.' A ti Y S? C U Design Information (Input) Pipe Invert Slope So= 0.0470 ft/ft _ Pipe Manning's n-value n= 0.0120 Pipe Diameter D= 12.00 inches Design discharge Q= 8.3 cfs Full-flow Capacity(Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= . BA cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta = 2.24 rad Flow area An= 0.68 sq ft Wetted perimeter Pn= 2.24 ft Flow depth Yn= 0.81 ft Flow velocity Vn = 12.17 fps Discharge Qn= 8.3 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.92 rad Critical flow area Ac= 0.78 sq ft Critical top width Tc= 0.22 ft Critical flow depth Yc= 0.99 ft Critical flow velocity Vc= 10.61 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:16 PM Circular Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Douglas Lane Sta. 22+25 Tc It rr - f mrr Design Information (Input) Pipe Invert Slope So= 0.0900 ft/ft Pipe Manning's n-value n= 0.0120 Pipe Diameter D= 36.00 inches Design discharge Q= 216.1 cfs Full-flow Capacity(Calculated) Full-flow area Af= 7.07 sq ft Full-flow wetted perimeter Pf= 9.42 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 217.4 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.25 rad Flow area An= 6.17 sq ft Wetted perimeter Pn = 6.76 ft Flow depth Yn = 2.44 ft Flow velocity Vn= 35.04 fps Discharge Qn= 2112 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 3.06 rad Critical flow area Ac= 7.07 sq ft Critical top width Tc= 0.24 ft Critical flow depth Yc= 3.00 ft Critical flow velocity Vc= 30.58 fps Froude number Fr= 1.00 Unexpected value for Manning's N UD-Culvert.xls, Pipe 8/9/02, 4:18 PM I I I I I I I I I I I I I I I I I I I ) ) ) Project: Beebe Draw Farms Number: 02-001 Pipe ID Contributing Basins Total Area Q* (cfs) Fairbanks Road South Sta. 5+99 7.1 26.65 14.07 Fairbanks Road South Sta. 22+37 7 18.17 9.59 Fairbanks Road South Sta. 46+50 6 6.1 24.36 12.86 Fairbanks Road South Sta. 70+06 28 17.55 9.27 Fairbanks Road South Cul 4 Sta. 5+53 24 3.42 1.81 Fairbanks Road South Cul 5 Sta. 0+30 5 20.51 10.83 Fairbanks Circle South Sta. 0+30 27 2.52 1.33 Fairbanks Circle South Sta. 17+12 25 39.27 20.73 Pelican Lake Road Sta. 10+50 3 28 5 59.79 31.57 Pelican Lake Road Sta. 14+75 21.1 13.40 7.08 Pelican Lake Road Sta. 23+55 22 10.55 5.57 Pelican Lake Road Sta. 33+85 18 26 11.1 25 27 7 126.55 66.82 Ledyard Road South Sta. 15+91 23 21.1 28.78 15.20 Ledyard Road South Sta. 26+49 20 22 69.64, 36.77 Ledyard Road South Sta. 36+09 19 30.24 15.97 Ledyard Road South Sta. 70+34 12 8.24 4.35 Ledyard Road South Cul 5 Sta. 5+25 15 21.63 11.42 Ledyard Road South Cul 6 Sta. 0+30 13 3.87 2.04 Tidworth Circle Sta. 1+40 17 18.27 9.65 Tidworth Circle Sta. 16+11 11.1 2.19 1.16 Tidworth Circle Sta. 35+04 11 17 63.51 33.53 Tidworth Circle Cul 2 Sta. 0+30 9 2.55 1.35 rzau1ai$ipeTh Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Road South Sta. 5+99 Tc r �f , E \T.*? Design Information (Input) Pipe Invert Slope So = 0.0200 ft/ft Pipe Manning's n-value n = 0.0120 " Pipe Diameter D = 18.00 inches Design discharge Q= 14.1 cfs Full-flow Capacity (Calculatedi Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta = 3.14 rad -- Full-flow capacity Qf= 18.1 cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta = 2.03 rad Flow area An = 1.37 sq ft Wetted perimeter Pn = 3.05 ft Flow depth Yn = 1.08 ft Flow velocity Vn = 10.28 fps Discharge Qn= 14.1 cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 2.58 rad Critical flow area Ac= 1.70 sq ft Critical top width Tc= 0.80 ft Critical flow depth Yc= 1.38 ft Critical flow velocity Vc= 8.26 fps Froude number Fr= 1:00' * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 10:44 AM Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Road South Sta.22+37 Tc rr ti� e vvd A Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 18.00 inches Design discharge Q= 9.6 cfs Full-flow Capacity (Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter N= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 16.1 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 1.68 rad Flow area An= 1.01 sq ft Wetted perimeter Pn= 2.52 ft Flow depth Yn= 0.83 ft Flow velocity Vn= 9.51 fps Discharge Qn= 9.6 cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 2.21 rad Critical flow area Ac= 1.51 sq ft Critical top width Tc= 1.21 ft Critical flow depth Yc= 1.20 ft Critical flow velocity Vc= 6.35 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 10:46 AM Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Road South Sta.46+50 Tc r. A � U � Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n = 0.0120 Pipe Diameter D= 18:00 inches Design discharge Q= 12.9 cfs Full-flow Capacity (Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angie Theta= 3.14 rad — Full-flow capacity Qf= 16.1{cfs Calculation of Normal Flow Condition Half Central angle (D<Theta<3.14) Theta = 1.93 rad Flow area An= 1.27 sq ft Wetted perimeter Pn= 2.89 ft Flow depth Yn= 1.01 ft Flow velocity Vn = 10.14 fps Discharge Qn= 12.9 cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 2.49 rad Critical flow area Ac= 1.67 sq ft Critical top width Tc= 0.91 ft Critical flow depth Yc= 1.35 ft Critical flow velocity Vc= 7.69 fps Froude number* Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 10:47 AM C tc Ettri ef4 Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Road South Sta.70+06 Tc r _ ser 9 xu}, vTr• �e y l: Design Information (Input) Pipe Invert Slope So= 0.0580 ft/ft Pipe Manning's n-value n = 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 9.3 cfs Full-flow Capacity (Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 93 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.26 rad Flow area An = 0.69 sq ft Wetted perimeter Pn = 2.26 ft _ Flow depth Yn = 0.82 ft Flow velocity Vn = 13.52 fps Discharge Qn = 9,3:cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.96 rad Critical flow area Ac= 0.78 sq ft Critical top width Tc= 0.18 ft Critical flow depth Yc= 0.99 ft Critical flow velocity Vc= 11.86 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 12:59 PM ertalitPipeflow Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Road South Cul 4 Sta. 5+53 Tc r. e err r 7 7 �� G Lr.?_lr r K • f Design Information (Input), Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n = 0.0120 Pipe Diameter D = 12.00 inches Design discharge Q= 1.8 cfs Full-flow Capacity (Calculated! Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta = 3.14 rad Full-flow capacity Qf= S5 cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta= 1.36 rad Flow area An = 0.29 sq ft Wetted perimeter Pn = 1.36 ft Flow depth Yn = 0.40 ft Flow velocity Vn= 6.25 fps Discharge Qn= 118 cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 1.72 rad Critical flow area Ac= 0.47 sq ft Critical top width Tc= 0.99 ft Critical flow depth Yc= 0.57 ft Critical flow velocity Vc= 3.89 fps Froude number Fr= 1 00' * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 10:48 AM Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Road South Cul 5 Sta. 0+30 • Tc r� � Design Information (Input) Pipe Invert Slope So= 0:0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 18.00 inches Design discharge Q= 10.8 cfs Full-flow Capacity (Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 16.1 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 1.77 rad Flow area An= 1.11 sq ft Wetted perimeter Pn= 2.66 ft Flow depth Yn = 0.90 ft Flow velocity Vn= 9.78 fps Discharge Qn= 10,8 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2,32 rad Critical flow area Ac= 1.59 sq ft Critical top width Tc= 1.10 ft Critical flow depth Yc= 1.26 ft Critical flow velocity Vc= 6.83 fps Froude number Fr= 1:00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 10:49 AM — Lille par irfee Kow — Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Circle South Sta. 0+30 Tc 77. Nbs.)�^—n ti- 1- e 'ti r- l,, aas^ t. n re.'411404: ailate. At Mrigtt$011 Pre- k D — Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n = 0.0120 * — Pipe Diameter D = 12.00 inches Design discharge Q= 1.3 cfs Full-flow Capacity (Calculated) — Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad — -- Full-flow capacity Qf= 5i5 cfs Calculation of Normal Flow Condition — Half Central angle (0<Theta<3.14) Theta= 1.24 rad Flow area An = 0.23 sq ft Wetted perimeter Pn = 1.24 ft Flow depth Yn = 0.34 ft — Flow velocity Vn= 5.74 fps Discharge Qn= 1.3 cfs — Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 1.55 rad Critical flow area Ac= 0.38 sq ft — Critical top width Tc= 1.00 ft Critical flow depth Yc= 0.49 ft Critical flow velocity Vc= 3.50 fps — Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 10:50 AM Project: Beebe Draw Farms 02-001 Pipe ID: Fairbanks Circle South Sta.17+12 Tc‘tirah4 � U ' Design Information (Input) Pipe Invert Slope So= 0.0340 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 18.00 inches Design discharge Q= 20.7 cfs Full-flow Capacity (Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 21:0 cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta= 2.23 rad Flow area An= 1.53 sq ft Wetted perimeter Pn= 3.35 ft Flow depth Yn= 1.21 ft Flow velocity Vn = 13.57 fps Discharge Qn= 20.7 cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 2.87 rad Critical flow area Ac= 1.76 sq ft -- Critical top width Tc= 0.41 ft Critical flow depth Yc= 1.47 ft Critical flow velocity Vc= 11.78 fps Froude number Fr= 1AD * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 10:50 AM ci � . Project: Beebe Draw Farms 02-001 Pipe ID: Pelican Lake Road Sta. 10+50 Ts S i t y Design Information (Input} Pipe Invert Slope So= 0,0770 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 18.00 inches Design discharge Q= 31.6 cfs Full-flow Capacity (Calculated} Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 31.7 cfs Calculation of Normal Flow Condition _ Half Central angle(0<Theta<3.14) Theta= 2.26 rad Flow area An = 1.55 sq ft Wetted perimeter Pn = 3.39 ft Flow depth Yn= 1.23 ft Flow velocity Vn= 20.42 fps Discharge Qn= 31:6 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 3.02 rad Critical flow area Ac= 1.77 sq ft Critical top width Tc= 0.1.8 ft Critical flow depth Yc= 1.49 ft Critical flow velocity Vc= 17.87 fps Froude number Fr= 1.00* ' Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 10:53 AM rcular,Pipe novv Project: Beebe Draw Farms 02-001 Pipe ID: Pelican Lake Road Sta. 14+75 're r, '' �. 1 r. k ' r i r A t � � Design Information (Input) Pipe Invert Slope So= 0.0350 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D = 12.00 inches Design discharge Q= 7.1 cfs Full-flow Capacity (Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter N= 3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 7.2 cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta= 2.22 rad Flow area An= 0.67 sq ft Wetted perimeter Pn= 2.22 ft Flow depth Vii= 0.80 ft Flow velocity Vn= 10.50 fps Discharge Qn= 7.1-cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 2.83 rad Critical flow area Ac= 0.78 sq ft Critical top width Tc= 0.30 ft Critical flow depth Yc= 0.98 ft Critical flow velocity Vc= 9.07 fps Froude number Fr= 1..00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 10:53 AM Project: Beebe Draw Farms 02-001 Pipe ID: Pelican Lake Road Sta. 23+55 Tc e i¢[Po �.T r07441 tier* Design Information (input) Pipe Invert Slope So= 0.0250 ft/ft Pipe Manning's n-value n = 0.0120 * — Pipe Diameter D= 12.00 inches Design discharge Q= 5.6 oft Full-flow Capacity (Calculated) '— Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= ` :1 cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta = 2.09 rad Flow area An= 0.63 sq ft Wetted perimeter Pn = 2.09 ft Flow depth Yn = 0.75 ft Flow velocity Vn = 8.83 fps Discharge Qn = cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 2.66 rad Critical flow area Ac= 0.77 sq ft Critical top width Tc= 0.47 ft Critical flow depth Yc= 0,94 ft Critical flow velocity Vc= 7.26 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 10:56 AM arab-PISS Project: Beebe Draw Farms 02-001 Pipe ID: Pelican Lake Road Sta.33+85 r. Tc r- �.r � m+4 thfrakg 4jy t3 Design Information (Inputl Pipe Invert Slope So= 0.0740 ft/ft Pipe Manning's n-value n = 0.0120 ` Pipe Diameter D = 24.00 inches Design discharge Q= 66.8 cfs Full-flow Capacity (Calculatedi Full-flow area Af= 3.14 sq ft Full-flow wetted perimeter Pf= 6.28 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 8619 cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta= 2.26 rad Flow area An= 2.76 sq ft Wetted perimeter Pn= 4.53 ft Flow depth Yn = 1.64 ft Flow velocity Vn = 24.25 fps Discharge Qn= 66.8 cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 3.03 rad Critical flow area Ac= 3.14 sq ft Critical top width Tc= 0.22 ft Critical flow depth Yc= 1.99 ft Critical flow velocity Vc= 21.28 fps Froude number Fr= 1:00 * Unexpected value for Manning's N r UD-Culvert, Pipe 7/31/2002, 11:09 AM Project: Beebe Draw Farms 02-001 Pipe ID: Ledyard Road South Sta. 15+91 Tc r Th _ Ei K Design Information (Input). Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 18.00 inches Design discharge Q= 15.2 cfs Full-flow Capacity (Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta = 3.14 rad — Full-flow capacity Qf= 16.1 cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta= 2.15 rad Flow area An= 1.46 sq ft Wetted perimeter Pn = 3.22 ft Flow depth Yn = 1.16 ft Flow velocity Vn= 10.38 fps Discharge Qn= 15.2 cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 2.65 rad Critical flow area Ac= 1.72 sq ft Critical top width Tc= 0.71 ft Critical flow depth Yc= 1.41 ft Critical flow velocity Vc= 8.82 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 11:11 AM Project: Beebe Draw Farms 02-001 Pipe ID: Ledyard Road South Sta.26+49 Tc q � � a= r.ea /4tritikt* etreiNiec Design Information (Input) Pipe Invert Slope So = 0.1040 ft/ft Pipe Manning's n-value n = 0.0120 * Pipe Diameter D = 18.00 inches Design discharge Q= 36.8 cfs Full-flow Capacity (Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 36.8 cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta= 2.26 rad Flow area An = 1.55 sq ft Wetted perimeter Pn= 3.39 ft Flow depth Yn = 1.23 ft Flow velocity Vn = 23.73 fps Discharge Qn= 368 cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 3.05 rad Critical flow area Ac= 1.77 sq ft Critical top width Tc= 0.13 ft Critical flow depth Yc= 1.50 ft Critical flow velocity Vc= 20.81 fps Froude number Fr= 1.00 * Unexpected value for Manning's N r UD-Culvert, Pipe 7/31/2002, 11:13 AM iirPerti , Project: Beebe Draw Farms 02-001 Pipe ID: Ledyard Road South Sta.36+09 Te r" t Wk.'',d g$V•iiirijitet A ki:iftiteAlf 0.59,Y kiZ6V.4441: - Y Design Information (Input) Pipe Invert Slope So= 0.0200 ftft Pipe Manning's n-value n = 0.0120 Pipe Diameter D = 18.00 inches Design discharge Q= 16.0 cfs Full-flow Capacity (Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= : 16.1 cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta = 2.24 rad Flow area An= 1.53 sq ft Wetted perimeter Pn = 3.36 ft Flow depth Yn = 1.22 ft Flow velocity Vn = 10.41 fps Discharge Qn = 16M cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 2.69 rad Critical flow area Ac= 1.73 sq ft Critical top width Tc= 0.66 ft Critical flow depth Yc= 1.42 ft Critical flow velocity Vc= 9.21 fps Froude number Fr= 1.0D* : Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 11:13 AM a . uiar ipe Project: Beebe Draw Farms 02-001 Pipe ID: Ledyard Road South Sta.70+34 To r r r r` Design Information (Input) Pipe Invert Slope So= 0.0200 fUft Pipe Manning's n-value n = 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 4.4 cfs Full-flow Capacity (Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta = 3.14 rad Full-flow capacity Qf= 5!S.cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 1.93 rad Flow area An= 0.56 sq ft Wetted perimeter Pn = 1.93 ft Flow depth Yn= 0.67 ft Flow velocity Vn = 7.73 fps Discharge Qn= 4.4 cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 2.42 rad Critical flow area Ac= 0.73 sq ft Critical top width Tc= 0.66 ft Critical flow depth Yc= 0.88 ft Critical flow velocity Vc= 5.97 fps Froude number Fr= 1:00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 11:14 AM 1C t gar i ae , Project: Beebe Draw Farms 02-001 Pipe ID: Ledyard Road South Cul 5 Sta. 5+25 Tc Mktirik1r 4#. hit 414' iSkiiirat c y Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n = 0.0120 " Pipe Diameter D = 18.00 inches Design discharge Q= 11.4 cfs Full-flow Capacity (Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= ^.16:3 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 1.82 rad Flow area An= 1.15 sq ft Wetted perimeter Pn= 2.72 ft Flow depth Yn = 0.93 ft Flow velocity Vn= 9.90 fps Discharge Qn = 11,4 cfs — Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 2.37 rad Critical flow area Ac= 1.62 sq ft Critical top width Tc= 1.04 ft Critical flow depth Yc= 1.29 ft Critical flow velocity Vc= 7.06 fps _. Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 2:20 PM .."Cirdular.Pipe Flow Project: Beebe Draw Farms 02-001 Pipe ID: Ledyard Road South Cul 6 Sta. 0+30 Tc rr e • — 9 n Jil aA Y: 1 l Design Information (Input' Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 * Pipe Diameter D= 12.00 inches Design discharge Q= 2.0 cfs Full-flow Capacity (Calculated' Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= S.5 cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta= 1.42 rad Flow area An = 0.32 sq ft Wetted perimeter Pn = 1.42 ft Flow depth Yn = 0.42 ft Flow velocity Vn = 6.46 fps Discharge Qn = to cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 1.79 rad Critical flow area Ac= 0.50 sq ft Critical top width Tc= 0.98 ft Critical flow depth Yc= 0:61 ft Critical flow velocity Vc= 4.07 fps Froude number Fr= ISO * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 11:15 AM Project: Beebe Draw Farms 02-001 Pipe ID: Tidworth Circle Sta. 1+40 Tc r r r 9 � a}�rt'i x %as Ngio Design Information (Input). Pipe Invert Slope So= 0.0200 fUft Pipe Manning's n-value n = 0.0120 * Pipe Diameter D= 18.00 inches Design discharge Q= 9.7 cfs Full-flow Capacity (Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 16.1'.cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta= 1.69 rad Flow area An= 1.01 sq ft Wetted perimeter Pn= 2.53 ft Flow depth Yn= 0.84 ft Flow velocity Vn= 9.53 fps Discharge Qn= 9.7 cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 2.21 rad Critical flow area Ac= 1.51 sq ft Critical top width Tc= 1.20 ft Critical flow depth Yc= 1.20 ft Critical flow velocity Vc= 6.37 fps Froude number Fr= 1.00' * Unexpected value for Manning's N LID-Culvert, Pipe 7/31/2002, 11:16 AM Ord-alai pipe . Project: Beebe Draw Farms 02-001 Pipe ID: Tidworth Circle Sta. 16+11 rTc r, y � i S s �. cx. 5 , v� ei ll Design Information (Inputl Pipe Invert Slope So = 0.0200 ft/ft Pipe Manning's n-value n= 0.0120 Pipe Diameter D = 12.00 inches Design discharge Q= 1.2 cfs Full-flow Capacity ICalculatedl Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 5.5 cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta= 1.19 rad Flow area An = 0.21 sq ft Wetted perimeter Pn = 1.19 ft Flow depth Yn = 0.31 ft Flow velocity Vn = 5.52 fps Discharge Qn= 1.2<cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 1.48 rad Critical flow area Ac= 0.35 sq ft Critical top width Tc= 1.00 ft Critical flow depth Yc= OAS ft Critical flow velocity Vc= 3,34 fps — Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 11:18 AM CC tar Pipe Project: Beebe Draw Farms 02-001 Pipe ID: Tidworth Circle Sta. 35+04 Tc 'a's., \i v l U _ Design Information (Input) Pipe Invert Slope So= 0.0870 ft/ft Pipe Manning's n-value n= 0.0120 Pipe Diameter D= 18.00 inches Design discharge Q= 33.5 cfs Full-flow Capacity (Calculated) Full-flow area Af= 1.77 sq ft Full-flow wetted perimeter Pf= 4.71 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= _ 33.7 cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 2.26 rad Flow area An = 1.54 sq ft Wetted perimeter Pn = 3.38 ft Flow depth Yn= 1.22 ft Flow velocity Vn = 21.71 fps Discharge Qn= 33,5 oft Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 3.04 rad Critical flow area Ac= 1.77 sq ft Critical top width Tc= 0.16 ft Critical flow depth Yc= 1.50 ft Critical flow velocity Vc= 18.98 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 11:19 AM Project: Beebe Draw Farms 02-001 Pipe ID: Tidworth Circle Cul 2 Sta.0+30 Tc r � e "1"- - INVit nior - v Design Information (Input) Pipe Invert Slope So= 0.0200 ft/ft Pipe Manning's n-value n = 0.0120 Pipe Diameter D= 12.00 inches Design discharge Q= 1.4 cfs Full-flow Capacity (Calculated) Full-flow area Af= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 5.5 cfs Calculation of Normal Flow Condition Half Central angle (0<Theta<3.14) Theta= 1.24 rad Flow area An = 0.23 sq ft Wetted perimeter Pn= 1.24 ft Flow depth Yn= 0.34 ft Flow velocity Vn= 5.77 fps Discharge Qn= 1.4 cfs Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 1.55 rad Critical flow area Ac= 0.38 sq ft Critical top width Tc= 1.00 ft Critical flow depth Yc= 0.49 ft Critical flow velocity Vc= 3.51 fps Froude number Fr= 1.00 * Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 11:21 AM iCa�cs� a f� pefloW Project: Beebe Draw Farms 02-001 Pipe ID: Tidworth Circle Cul 2 Sta.0+30 Tc e tic -- e:N \i l Y C y — Design Information (Input) Pipe Invert Slope So= 0.0200 fUft Pipe Manning's n-value n= 0.0120 Pipe Diameter D= 12,00 inches Design discharge Q= 1.4 cfs Full-flow Capacity (Calculated) Full-flow area Al= 0.79 sq ft Full-flow wetted perimeter Pf= 3.14 ft Half Central Angle Theta= 3.14 rad — Full-flow capacity Qf= ! 3:5==cfs Calculation of Normal Flow Condition Half Central angle(0<Theta<3.14) Theta= 1.24 rad Flow area An = 0.23 sq ft Wetted perimeter Pn= 1.24 ft Flow depth Yn= 0.34 ft Flow velocity Vn= 5.77 fps Discharge Qn= 1.4-cfs Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c= 1.55 rad Critical flow area Ac= 0.38 sq ft Critical top width Tc= 1.00 ft Critical flow depth Yc= 0.49 ft Critical flow velocity Vc= 3.51 fps Froude number Fr= 1.00 Unexpected value for Manning's N UD-Culvert, Pipe 7/31/2002, 11:21 AM Hello