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HomeMy WebLinkAboutSite Certifications - 01/17/2006Stantec Consulting Inc 209 South Meldrum Street Fort Collins CO 80521-2603 Tel: (970) 482.5922 Fax: (970) 482-6368 stantec.com -x StantK January 17, 2006 Mr. Basil Harridan Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80522 Re: Drainage Certification for Lind Filing 1, Phase 2 Dear Mr. Hamdan: The purpose of this report is to complete the drainage certification for Lind Filing 1, Phase 2 Stantec Surveying visited the site on October 27, 2005, to record inverts and rim elevations of the storm sewer manholes and structures and slopes of the storm pipes at the Lind site. Stantec Consulting Ltd. also visited the site on November 16, 2005, and January 17, 2006 to confirm the installation of the storm pipe, structures, and erosion control measures for Phase 2, as seen on sheets CS200 and CS220 of the plans. Riprap has been installed at the outlets to the pond and the flared -end sections have trash racks installed. Trickle pans have been installed from the two flared -end sections southeast to the outlet structure. The invert at the front of the outlet structure was lowered to 12.47 (proposed elevation = 12.92) to provide a steeper pan grade to the structure. The trickle pan grades range from 0.43% to 1.35%. Manhole C-1 has been installed per the detail on sheet CS226. It is important to note that the overflow weir has been installed per the detail on sheet CS223. The existing pond exceeds the required detention for the developed state of Lind Filings 1, 2, and 3. The pond was certified in the Phase 1 Certification, but an excerpt has been provided with the Phase 2 certification for your record. V:\52870f\activeVOBS\614003\dots\Lindl Phase2 Drainage Cert 1-16-06.doc �U/ RS Stantec Overall, the elevations observed for storm drainage features were within construction tolerances. Storm "A" has two segments whose grades are 0.28% (proposed = 0.50%) and 0.50% (proposed = 1.00%). These substandard grades were added to UDSewer, and UDSewer was rerun to check any problems. The provided exhibit shows that the hydraulic and energy grade lines remained the same, but the velocities decreased to 6.8 fps and 8.9 fps, versus the previous values of 9.7 fps and 13.5 fps respectively (see attached UDSewer results). These velocities are acceptable. It is important to note that the storm plug at the north end of Fairwater Drive is buried and was not exposed during the certification. This certification is signed and stamped. By signing this letter, I attest that to the best of my knowledge, the conditions of the site are as shown on the attached redlined photocopy. Failure to properly disclose all known information could result in the rejection of this certification and prevent the release of any storm water utility holds on the Building Permit or Certificates of Occupancy. Thank you for your time and consideration of this submittal. cc: Rodney Muller, Centex Homes File V:\52870t\activeVOBS\614003\docs\Lindl Phase2 Drainage Cert 1-16-06.doc 030 -w303 163 32. 22 224 12 04 1 45 0101 0100 0700 .7 76 5l fak, A' li 86 8 too— im 808 Fg�l 2) 0800 12 N 01700 171�0 17 5 (.)v 5 4 <�te ;.Ig, vMuw -04C44 -9 14 1415 05A - a. 1716 016- i 0164-5 015 1816 laQ 18 0 1519 0,19 C, 20 CIO NeoUDS Results Summary Page 1 of 10 NeoUDS Results Summary A,6, - Q�•rw. Project Title: Lind Property - Main Line "A" Project Description: 614-003 Output Created On: 11/17/2005 at 10:20:10 AM Using NeoUDSewer Version 1.5. Rainfall Intensity Table Used. Return Period of Flood is 100 Years. Sub Basin Information Time of Concentration Manhole Basin Overland Gutter I(Minutes) Basin Rain I Peak Flow ID # Area * C (Minutes) (Minutes) Inch/Hour (CFS) 100 0.01 5.0 0.0 0.0 9.95 14.8 �J1 0.011 5.01 0.01 0.01 9.95 14.8 22 0.01 5.0 0.0 0.0 9.95 75.1 300 0.01 5.0 0.0 0.0 9.95 50.5 3 0.01 5.0 0.0 0.0 9.95 50.5 0 0.01 5.0 0.0 0.0 9.95 75.1 0.01 5.0 0.0 0.0 9.95 75.1 © 0.01 5.0 0.0 0.0 9.95 108.4 0.01 5.0 0.0 0.0 9.95 62.9 700 0.01 5.0 0.0 0.0 9.95 62.9 0.0 0.0 9.95 17.6 800 0.01 5.0 0.0 0.0 9.95 17.6 0.01 5.0 0.0 0.0 9.95 144.5 10 0.01 5.0 0.0 0.0 9.95 204.3 13 0.01 5.0 0.0 0.0 9.95 28.5 1300 0.01 5.0 0.0 0.0 9.95 28.5 14 0.01 5.0 0.0 0.0 9.95F 199.7 15 0.01 5.0 0.0 0.0 9.95 209.6 16 0.01 5.0 0.0 0.0 9.95F 43.0 17 0.01 5.0 0.0 0.0 9.95 6.6 2 1700 0.01 5.0 0.0 0.0 9.95 26.6 18 0.01 5.0 0.0 0.0 9.95 19.6 1800 0.01 5.0 0.0 0.0 9.95 19.6 19 0.01 5.0 0.0 0.0 9.95 206.6 II-r9-oS , file://C:\Program%20Files\NeoUDSewer\Reports\33413 84410.htm 11 / 17/2005 , NeoUDS Results Summary Page 2 of 10 The shortest design rainfall duration is 5 minutes. For rural areas, the catchment time of concentration is always => 10 minutes. For urban areas, the catchment time of concentration is always => 5 minutes. At the first design point, the time constant is <_ (10+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes the calculated values. Summary of Manhole Hydraulics Manhole ID # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design Peak (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments 100 1.48 5.0 9.95 14.8 46.00 44.38 0 �1 1.48 5.0 9.95 14.8 46.00 44.30 22 7.55 5.0 9.95 75.1 46.00 40.03 0 Surface 300 5.07 5.0 9.95 50.5 46.00 46.17 Water Present 3� 5.07 5.0 9.95 50.5 46.00 45.89 ® 7.55 5.0 9.95 75.1 40.69 39.36 5� 7.55 5.0 9.95 75.1 39.11 37.45 © 10.89 5.0 9.95 108.4 37.15 36.03 Q Surface 7 6.33 5.0 9.95 62.9 37.20 37.48 Water Present Surface 700 633 5.0 9.95 62.9 37.30 37.79 Water Present ® 1.77 5.0 9.95 17.6 37.20 37.19 Surface 800 1.77 5.0 9.95 17.6 37.20 37.40 Water Present 14.22 5.0 9.95 141.5 37.92 34.52 10 20.54 5.0 9.95 204.3 32.16 29.27 0 13 2.87 5.0 9.95 28.5 32.20 31.82 0 file://C:\Program%2OFiles\NeoUDSewer\Reports\33413844 1 0.htm 11 / 17/2005 , NeoUDS Results Summary Page 3 of 10 1300 2.871 5.01 14 20.07 5.0 15 21.07 5.0 16 4.32 5.0 9.951 9.95 9.95 9.95 28.51 199.7 209.6 43.0 32.2511 34.97 28.28 27.73 32.141 26.14 22.96 27.47 0 0 Surface 17 2.68 5.0 9.95 26.6 27.80 28.30 Water Present Surface 1700 2.68 5.0 9.95 26.6 27.80 28.42 Water Present Surface 18 1.97 5.0 9.95 19.6 28.04 28.29 Water Present Surface 1800 1.97 5.0 9.95 19.6 28.04 28.44 Water Present 19 20.76 5.0 9.95F 2063 25.17 20.57 20.75 42.40 32.40 0 Q Q 0 20 0 7.55 0.0 5.0 0.001F 9.95 200.2 75.1 21.00 46.00 12 17.23 5.0 9.95 171.4 32.46 Summary of Sewer Hydraulics Note: The eiven death to flow ratio is 0.8 wrxi% `6 '56W asbM:1+ cw�d:f�w�s Sewer ID # Manhole ID Number Upstream Downstream Calculated Sewer IDiameter (Rise) Shape (Inches) (FT) I Suggested 71 Diameter (Rise) (Inches) (FT) Existin Diameter (Rise) Width (Inches) (FT) (FT) 303 300 0 Round 32.4 3311 33 F N/A 32 3 0 FRoundjj 32.4 1 33]1 33 F N/A 12 L 1 JO FRoundjj 20.5 2]11 24 N/AI 101 100 Round 20.5 21]1 24 F N/A 224 22 4 Round 37.7 42 42 N/A 45 ®�5� Round 37.7 42 42 N/A 7 077 700 0[koundj 40.1 1 42]1 36 N/A'' 76 0© Round 40.11 42]1 36 N/A 86 F Round 21.9 21.91 54.8 24]1 24 60 21 21 T4]F. N/A N/A N/A 808 69 800 ®Round] 112 0 12 Round 1 6011 54 N/A. f- file://C:\Program%20Files\NeoUDSewer\Reports\3341384410.htm 11 /17/2005 NeoUDS Results Summary Page 4 of 10 Ljjj2_jj 13 10 Round I 29.8II 30I 24 N/A 1313 1300 li Round 29.8 30 24 N/A 1014 10 14 Round 52.9 541 60 N/A 1415 14 15 Round Round 49.9 33.6 54 36 66 36 N/A N/A FI 6151 1716 17 16 Round 29.1 3]01 30 F N/A 1717 1700 17 Round 29.1 3]OF 30 F N/A 1818 1800 18 Round 19.1 21]1 24 N/A 1816 18 16 Round 19.1 21 24 N/A 1519 15 19 Round 60.9 66 60 N/A 1920 19 20 FRoundjj 64.5 66]1 60 N/A 56 0© Round 37.7 42]1 42 N/A 222 0 22 J[koundj 37771 4211 36F.N/A 1210 12 10 Round 44:5]1 48 54 N/A Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Sewer Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet Normal Velocity (FPS) Critical Depth (Feet) Critical Velocity (FPS) Full Velocity (FPS) Froude Number Comment 303 50.5 53.0 2.14 10.2 2.32 9.4 8.5 1.21 32 50.5 53.0 2.14 10.2 2.32 9.4 8.5 1.21 12 14.8 22.7 1.18 7.7 1.42 6.2 4.7 1.37 101 14.8 22.7 1.18 7.7 1.42 6.2 4.7 1.37 224 75.1 100.9 2.25 11.5 2.71 9.4 7.8 1.45 45 1 100.9 2.25 11.5 2.71 9.4 7.8 1.45 707 I62.9 47.3 3.00 8.9 2.54 2.54 9.9 9.9 8.9 8.9 N/A 76 62.9F 47.3 3.00 8.9 N/A 86 17.6F 15.9 1.75 7.3 1.52 8.0 7.3 N!A 808 IF 15.9 1.75 7.3 1.52 8.0 7.3 N/A 69 108.4 104.3 4.50 6.8 3.06 9.4 6.8 N/A 912 14l .5 li9.4 4.50 8.9 3.50 ] 0.7 8.9 1316 28.5 16.0 2.00 9.1 1.81 9.51 9.1 N/A l 1313 28.5F 16.0 2.00 9.1 1.81 9.5 9.1 N/A , -o141 286.1 3.12F 15.8 4.07 12.0 10.4 1.71 8.9 Pnd� file://C:\Program%2OFiles\NeoUDSewer\Reports\334138441 O.htm 11/17/2005 NeoUDS Results Summary Page 5 of 10 1415 1615 199.7 43.0 327.2 51.8 2.821 2.08 17.511 4.031 8.2 2.12 11.81 8.0 10.21 6.1 2.031 1.05 1716 26.6 29.1 1.88 6.7 1.77 7.2 5.4 0.87 1717 F18181F 26.6 29.1 35.9 1.88 1.05 6.7 1.77 11.7 1.59 11.7 1.59 7.2 7.3 7.3 5.4 6.2 6.2 0.87 2.25 2.25 1816 19.6 35.9 1.05 1519 209.6 202.3 5.00 10.7 4.11 12.1 10.7 N/A 1920 171.2 5.00 10.5 4.08 12.0 10.5 N/A 56-1 222 75.1 100.9 66.9 2.25 3.00 11.5 10.6 2.71 2.68 9.4 11.3 7.8 10.6 1.45 N/A 1210 171.4 288.4 2.50 18.9 3.79 12.0 10.8 2.34 A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Sewer ID t Invert Elevation 11 U stream Downstream (Feet (Feet) Buried De th U stream Downstream (Feet) (Feet) 303 1.00 F 34.18 34.18 9.07 9.07 32 1.00 34.18 33.91 9.07 934 12 1. 00 33.987 33.91 10.02 10.09 101F 1.00 33.987 33.98 10.02 10.02 224 1.00 32.80 31.68 9.70 5.51 45F 1.00 31.68 29.96 5.51 5.65 707 0.50 27.68 27.68 6.62 6.52 76 0.50 F 27.68 27.49 6.52 6.66 86 1.00 27.63 27.49 7.82 7.91 808F 1.00 27.63 27.63 7.82 7.82 69EQ.28j 27.17k 26.91 5.48 6.51 v5 912F-O.50]1 26.91 25.7 6.51 2.26 VS. 1310 0.50 24.38 24.23 5.82 5.93 1313 0.50 24.38F 24.38 5.87 5.82 1014 1.20 24.48 21.32 2.68 8.65 1415 1.57 21.32 16.92 8.65 6.36 1615 0.60 18.27 16.92 6.46 8.367-7 1716 0.50 18.16 18.02 7.14 7.21 6.1q 40., prw,w.s 3.3a 40. prw,ti.s file://C:\Program%2OFiles\NeoUD Sewer\Reports\33413 8441 O.htm 11 / 17/2005 , NeoUDS Results Summary Page 6 of 10 1717 L2:101 18.161 18.161 7.141 7.14 1818 2.50 18.20 18.20 7.84 7.84 1816 2.50 18.20 18.02 7.84 7.71 1519F 0.60 16.92 15.41 6.36 4.76 1920F 0.43 15.36 14.90 4.81 1.10 56 1.00 29.96 27.95 5.65 5.70 222F 1.00 33.92 32.80 9.08 10.20 1210 2.14 24.61 24.05 3.35 3.61 Summary of Hydraulic Grade Line Sewer Surcharged Sewer ID # Length Length (Feet) (Feet) Invert Elevation Water Elevation Condition Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) 303 32 12 0.1 26.6 6.9 0.1 26.6 6.9 34.18 34.18 33.98 34.18 33.91 33.91 46.17 45.89 44.30 45.89 42.40 42.40 Pressured Pressured Pressured 101 224 0.1 111.7 0.1 111.7 33.98 32.80 33.98 31.68 44.38 40.03 44.30 39.36 Pressured Pressured 45 707 76 171.9 0.1 37.8 171.9 0.1 37.8 31.68 27.68F 27.68 29.96 27.68 27.49 39.36 37.79 37.48 37.45 37.48 36.03 Pressured Pressured Pressured 86 13.6 13.6 27.63 27.49 37.19 36.03 Pressured 808 0.1 0.1 27.63 27.63 37.40 37.19 Pressured 69 91.9 91.9 241.2 27.17 26.91F 26.91 25.70 36.03 34.5a Pyc&ssured 912 241.2 34.52 32.40 Pressured 1310 29.4 29.4 24.38F 24.23 31.82 29.27 Pressured 1313 0.1 0.1 24.38 24.38 32.14 31.82 Pressured 1014 263.1 245.33 24.48 21.32 29.27 26.14 Jump 1415 280.2 268.86 21.32 16.92 26.14 22.96 Jump 1615 225.8 225.8 18.27 16.92 27.47 22.96 Pressured 1716 27.1 27.1 18.16 18.02 28.30 27.47 Pressured 1717 0.1 0.1 18.16 18.16 28.42 28.30 Pressured 1818 0.1 0.1 18.20 18.20 28.44 28.29 Pressured 1816 1519 7.1 252 7.1 252 18.20 16.92 18.02 15.41 28.29 22.96 27.47 20.57 Pressured Pressured file://C:\Program%20Files\NeoUDSewer\Reports\33413 84410.htm 11 / 17/2005 NeoUDS Results Swnmary Page 7 of 10 1920 1 107.11 107.111 15.361 14.901 20.571 20.75 1 Pressured 56 200.6 200.6 29.96 27.95 37.45 36.03 Pressured 222 111.8 111.8 33.92 32.80 42.40 40.03 Pressured 1210 26.4 26.4 24.61 24.05 32.40 29.27 Pressured Summary of Energy Grade Line Sewer ID # Upstream Manhole Energy Manhole Elevation 1D # (Feet) Sewer Friction (Feet) Juncture Losses Bend Lateral Bend K ,Lateral K Loss Loss Coefficient (Feet) Coefficient (Feet) Downstream Manhole Energy Manhole Elevation ID # (Feet) 303 300 47.29 0.00 0.25 0.28 0.00 0.00 3 47.01 32 3 47.01 0.24 1.01 1.13 0.25 1.47 2� 44.16 12 IF 0.45 0.00 0.00 0 44.16 101 100 44.73 0.00 0.25 0.09 44.64 224 22 40.98 0.62 0.05 0.05 0.00 0.00 ® 40.31 45 ® 40.31 0.95 1.01F 0.96 0.00 0.00 5� 38.40 707 700 39.02 0.00 0.25 0.31 0.00 0.00 7� 38.72 76 38.72 0.33 1.32F 1.63 0.00 0.00 © 36.76 86 ® 38.02 0.17 1.32F 1 ..10 0.00 0.00 © 36.76 808 800 38.23 0.00 0.25 0.21 0.00 0.00 ®� 38.02 69 © 36J6 0.28 1.01 0.73 0.00 0.00 L 35.7 9120 0 01.32 00000000 1313 1300 33.10 33.42 0.46 0.00 0.25F 10.69 0.32 0.00 0.00 0.00 0.00 10 13 30.950 33.10 1014 10 30.95 1.50 1.01F 1.70 0.00 0.00 14 27.75 1415 14 27.75 1.57 0.05 0.08 0.25 1.37 15 24.73 1615 16 28.04 0.93 1.32 0.76 0.25 1.63 15 24.73 1716 17 28.76 0.11 1.32 0.60 0.00 0.00 16 28.04 1717 1700 28.87 0.00 0.25F 0.11 0.00 0.00 17 28.76 1818 1800 29.04 0.00 0.25 0.15 0.00 0.00 18 28.89 1816 18 28.89 0.05 1.32 0.79 0.00 0.00 16 28.04 l519 15 24.73 1.62 0.46F 0.81 0.00 0.00 19 22.29 1920 19 22.29 1.54 0.05 0.00 0.00 0.00 20 20.75 56 38.40 1.11 0.05 0.05 0.25 0.48 © 36.76 222 I 1.77 0.00 0.00 22F 40.98 Prto:�� 41 file:HC:\Program%20Files\NeoUDSewer\Reports\3341384410.htm 11/17/2005 NeoUDS Results Summary 11 121011 12 11 34.2011 0.2011 1.0111 1 Page 8 of 10. 0.2511 1.2311 10 11 30.9511 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Summary of Earth Excavation Volume for Cost Estimate Manhole ID # Rim Elevation (Feet) Invert Elevation (Feet)(Feet) Manhole Height 100 46.00 33.981 12.02 1�1 4Z:0:]01 33.981 12.02 22 4 �655]01 32.801 13.20 300 46.001 34.181 11.82 3� 46.00 1 34.181 11.82 ® 40.69 31.681 9.0.1 �51 39.11 29.961 9.15 © 37.1511 27.1711 9.98 �71 37.20 27.68]1 9.52 7001 37.3011 27.6811 9.62 ® 37.2011 27.6311 9.57 800 37.2011 27.6311 9.57 9� 37.92 26.91 11.01 10 32.16 24.051 8.11 13 32.20 24.3dl 7.82 1300 32.251 24.381 7.87 14 34.97 21.321 13.65 15 28.28 16.9211 11.36 16 27.73 18.02 9.71 17 27.80 18.16 9.64 1700 27.80 18.161 9.64 18 28.041 18.201 9.84 1800 28.04 , 18.201 9.84 19 25.17 15.36 9.81 file:HC:\Program%20Files\NeoUDSewer\Reports\3341384410.htm 11/17/2005 NeoUDS Results Summary Page 9 of 10 20 21.00 I 14.90II 6.10 0 46.00 1 33.9111 12.09 12 32.46I 24.6111 7.85 Upstream Trench Downstream Trench Width On At Width Trench Wall Earth Sewer ID # Ground . Invert On Ground .At Invert (Feet) (Feet) Volume Length Thickness (Cubic (Feet) (Feet) (Feet) (Inches) Yards) 303 22.3 5.4 22.3 5.4 0.1 3.75 �1 32 22.3 5.4 22.8 5.4 26.6 3.75 141 12 23.5 4.5 23.7 4.5 6,9 3.00 38 101 23.5 4.5 23.5 4.5 0.1 3.00 0 224 24.2 6.2 15.8 6.2 111.7 4.50 525 45 15.8 6.2 .16.0 6.2 171.9 4.50 550 707 17.6 5.7 17.4 5.7 0.1 4.00 � 00 76 17.4 5.7 17.7 5.7 37.8 4.00 133 86 18.9 4.2 19.1 4.2 13.6 2.75 50 808 18.9 4.2 18.9 4.2 0.1 2.75 0 69 18.5 9.4 20.6 9.4 91.9 5.50 457 912 20.6 9.4 12.1 9.4 241.2 5.50 979 1310 15.1 4.5 15.4 4.5 29.4 3.00 3.00 75 0 1313 15.2 4.5 15.1 4.5 0.1 1014 13.4 10.0 25.3 10.0 263.1 6.00 1435 1415 25.3 10.0 20.7 10.0 280.2 6.00 1854 1615 17.3 5.7 21.1 5.% 225.8 4.00 929 1716 18.2 5.1 18.3 5.1 27.1 3.50 98 1717 18.2 5.1 18.2 5.1 0.1 3.50 3.00 0 1818 19.2 4.5 19.2 .4.5 0.1 1816 19.2 4.5 18.9 4.5 7.1 3.00 27 1519 20.7 10.0 17.5 10.0 252 6.00 1279 1920 17.6 10.0 10.2F 10.01F 107.1 6.00 384 56 16.1 6.2 16.1 6.2 200.6 4.50 652 222 22.5 5.7 24.7 5.7 111.8 4.00 655 1210 14.3 9.4 14.8 9.4 26.4 5.50 89 Total earth volume for sewer trenches = 10354.14 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters file:HC:\Program%20Files\NeoUDSewer\Reports\3341384410.htm 11/17/2005 . NeoUDS Results Summary Page 10 of.10 less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfill depth under the sewer was assumed to be 1 foot. The sewer wall -thickness is equal to: (equivalent diameter in inches/12)+1 L file://C:\Program%20Files\NeoUDSewer\Reports\3 3413 84410.htm 11 /17/2005 . ( V /6 5 FilinglPondAsbuiltl0-12-04.txt Lind Filing 1 P►^% Rai-akK ,G Detention Pond mating Curve Asbuilts nL 10-12-04 ].Gooch #Units=Elevation,ft,Area,ac,volume,acft,volume,acft # Elev Area Cumml Avg Cumml Conic # ft 5021.0000 ac 3.8515 acft acft 23.4169 23.2435 ,•,.,,z 5020.0000 3.6347 19.6738 19.5009 5019.0000 3.5030 16.1049 15.9323 5018.0000 3.3811 12.6629 12.4904 5017.0000 3.2615 9.3416 9.1693 5016.0000 3.1431 6.1393 5.9672 5015.0000 2.8985 3.1185 2.9472 5014.0000 1.6073 0.8656 0.7258 5013.0000 0.1239 0.0000 0.0000 pj-jjjz� Page 1 faj 0 HYDROLOGY TABLE Pant Basirl(s) Area (al "Ce, 4Will) O=WS) 2 2 0.76 0.40 0.54 2.51 3 3 0.37 0.65 0.57 2.85 4 4 045 0.50 0.53 2.50 5 5 0.25 0.65 0.40 2.00 6 6 2.68 0.65 3.92 18.94 6A 6A 0.17 0.67 0.32 1.42 7 7 2.19 0.65 3.33 16.56 8 8 2.37 0.65 325 15.86 9 9 1.40 0.73 2.52 12.11 10 10 0.78 0.70 1A1 6.77 11 11 0.32 0.67 0.58 2.67 12 12 0.94 0.67 1.58 7.69 13 13 0A1 0.67 0.74 3.42 14 14 024 0.75 0.51 2.23 15 15 2.32 0.57 2.80 13.35 16 16 0.31 0.67 0.57 2.58 17 17 1.00 0.67 1.63 7.82 18 18 0.95 0.67 1.63 7.89 19 19 2.01 0.65 3.01 14.89 20 2D 1.40 0.65 2.17 10A0 21 21 0.94 0.65 1.48 7.14 22 22 0.98 0.70 1.80 8.51 23 23 2.58 0.70 4.11 19.90 24 24 0.53 0.73 0.97 4.78 25 25 223 0.45 226 10.40 26 28 0.35 0.73 0.72 3.16 27 Z7 0.89 0.73 1.67 8.04 28 2B 0.68 0.73 1.38 6.14 29 29 0.07 0.73 0.14 0.63 30 30 0.13 0.73 0.27 1.17 31 31 2.08 ----0.70 3.56 17.15 32 32 0.07 0.85 0.17 0.70 33 33 0.18 0.85 0.43 1.79 34 34 0.32 0.85 0.73 3.18 35 35 0.11 0.85 025 1.09 36 36 0.11 0.85 025 1.09 37 37 0.62 0.85 1.26 659 37A 37A 0.45 0.85 0.95 4.34 38 38 428 028 3.18 14.11 39 39 0.63 0.85 1.37 6.08 40 40 0.31 0.85 0.75 3.08 41 41 0.47 0.85 1.13 4.68 42 42 0.86 0.35 0.57 2.61 F1 F1 2.65 0.70 4.23 20.59 F1A F1A 1.48 0.70 2.33 11.88 F2 F2 1.35 0.70 2.33 11.88 F3 F3 1.12 0.70 2.07 9.72 F4 F4 1.07 0.70 1.94 9.29 F4A F4A 0.13 0.67 0.25 1.08 F5 F5 0.81 0.70 1.57 7.03 FIB Ft. 0.54 0.85 1.27 5.37 F7 F7 0.81 0.70 1.39 6.91 F8 FIB 1.59 0.70 2.68 13.37 FBA FBA 1.81 0.70 2.55 13.03 F9 FIB 1.98 0.70 3A5 16.86 F70 F10 2.20 0.70 3.50 16.80 F11 F11 1.35 0.70 2.39 11.72 F12 F12 3.56 0.70 5.40 27.02 F13 F13 1.31 0.70 2.20 10.95 F14 F14 1.15 0.70 1.94 9.80 F14A F14A 0.24 0.70 0.48 2.08 FIB F15 1.02 0.35 0.74 3.36 F18 FIB 0.88 0.35 0.65 2.94 F17 F17 28.42 0.70 56.54 246.72 F18 FIB 1.62 0.70 3.22 14.04 OS1 OS1 1.58 0.85 2.14 9.96 OS2 OS2 1.86 0.85 2.59 11.35 OS3 OS3 0.18 0.85 0.41 1.79 OS4 OS4 0.36 0.85 0.78 3.51 085 OS5 1.13 0.85 1.92 8.52 OSB OSB 1.02 0.85 2.06 9.27 4DRAINAGE INLEIN6UMMARY INLET NUMBER CONTRIBUTING BASINS FLOW (CPS) INLET SIZE 1 F1-F3 50.45 16 Cornbination 2 29, 30, F4, F5, F6 14.77 10' Type R v 3 31-34, F4A, F6-F9 62.94 1W Combination 4 26-28, 39 17.63 10'Type R. 5 2-25 34.74 2V Type R ✓ 6 5-18 24.22 1V Combination 7 9-21 23.70 1 10'15ornlation 1 8 1-14 13.85 1 'T R 9 8-10 30.60 1 2V Lyg2 R V 1 10 -3, 6-7, 5A, 49 35.29 IV Combination 11 45, 37, 40, 43-48, OS-6 33.85 10' Combination 12 OS3, OS-4 _ _ F1-Fit. 5.17 5' Type R ✓ FUTURE POND SUMMARY SPILLWAY VOLUME VO E POND DESC ELEV. PROVIDED UIRED (FT) (AC -FT) (Al RETElki POND 1 (Filing only) 5021.75 21. 21.51 BASINS CONTR TING 1-40, 42-45, 49 1 RETENTION PONDJ�l 75 21.68 1 15.51 BASINS COf 4TkIBUTING 40 42-44 47-49 0 F8A-F 6 1 RE ON POND 5021.75 21.68 19.19 BASINS CONTRIBUTING 1-40, 42-44, -49 OS4, OS6, F7-F16 Polhill 65 betty cQ.My[d it. di _ p dine( a,.[A p(evid[1 23.24 lix-0 of 54e N1e (see w&Jbi! ducts N yw.f+y cuorl ;r 1 iz- . GENERAL DRAINAGE NOTES 1. All street. sanitary sewer. storm sewer and water construction shall conform to City of Fat Collins Standards and Specificaliorm current at date of execution of the Development Agreement 9executionmtpertaining to thisdevelopment. Any construction occurring three tears after o development agreementshall require ra amnatlon of the plane by the City Engineer who may require that they be made to conform to standard* and specifications current at that time. 2. Tea type. size. location and number of all known underground utilities are approximate as shown on the drawings. It shall be the responsibility of the contractor to wify the existence and location of all underground utilities along the route of the work. Before commencing new construction, the contractor shall be responsible fa locating unknown underground utilities. 3. The Engineer who has prepared these plans, by execution and/or seal hereof, does hereby offkm responsibility to the City of Fort Collins. as a third party beneficiary of sold i s Engineework, fa my errors and onninions contained In these plans, and approval of these plans by the Director of Engineering shall not relieve the Engineer who has prepared these plans of all such repamiublrty. Further, the Engineer hereby agrees to hold hpmlen oil robtlrcies, claims, and demands which may arise from any mom and arudlms contained In them plans. 4. Prier to commencement of any construction, the contractor shall give the City Engineering Department (221-6609) and Erwlon Control Inspector (221-6589) twenty-four (24) hours advance notice. 5. mintmmre of onsite drainage facilities shall be the responsibility of the property bell 6. All recommendations of the final drainage and erosion Poll study for the development by Sear -Brown we be complied with. 7. Prior to final inspection and acceptance by the City, certification of the drainage faculties, by a reentered professional engineer, must be submitted to and approved by the Stamwater Utility. a. Fair commercial and multi -family eewe. ce rtification tification of oil drainage facilities sholl be tted to the Stamwater Utility at least two weeks prior to the release of a certificate of ocwpamcy InalMdual lot certification. as specified in the development agreement. o csti/tkosebmittted to the f«ter nwai t Utility at least two weeks prior to the a ease o o panty such b. Flo singe family development , certification of all drainage facilities sboli be submitted to the Slannwater Utility In accordance with all conditions as prescribed by the demlopment agreement associated with all conditions as prescribed by the de alopment agreement as crated with this deve opent. Individual lot certification. as specified in the devlopment agreement. must be submitted to the Stamwater Utility at least two weeks prior to the release of a certificate of occupancy fa such lot. 8. If dinctering is used to Install utilities, a Stage Construction Derwatering Wastewater Discharge Point Is required if discharge is into a storm sewer, channel, irrigation ditch. or my wales of the united States. 9. All construction adivilies must comply with the Slate of Colorado permitting process for 'Stomwater Discharge Am iated with Construction AcBNty' For information, plead canted the Colorado Department of Health, Water Quality Control Division, WOCO-PE-B$ 4300 Cherry Creek Drive South, Comer. Colorado 50222-1530. Attelllon: Permits and Enforcement Section. Ph: (303) 692-3590. 10. BmshmarliS: Local Entity borne, Vertical Datum: B.M.Number fill 1929 unadjusted, Dew- 5071.90. Exemption: City of Fort Collins 92-14. Northeast comer of County Road 54 and Caunly Read 11. on the lop of irrigation structure. Horizontal Datum: 11=1,470,181.54 E-3,138305.63 Deal Colorado State Plane Coordinates HAD 0/92 Datum. Horizontal Carl based upon NGS point 'BUD". DOLL UTILITY 10071FICAnON CENTER OF COLORAOO 1-800-9224987 c WLL Yw 4d a� }_ 0 i J $� Q LL �w W 00 LUZ mg zw D% IL W oZ g3w a:3U 6� :o PRWECT NO. 614003 DR4wNa No. CS224 SHEET 15 OF 82 2 BACKFILL III /, FINISHED GRADE SQ4 V VIYVIYGIG rIYC NOTES: 1. THIS DETAIL IS TO BE USED UNDER NORMAL CONDITIONS. WHERE EXCESSIVE GROUND WATER IS PRESENT AN ALTERNATE DESIGN WILL BE REQUIRED. TYPICAL PIPE BEDDING ST4 8 CONC. ADJUSTMENT SHIMS GROUTED INSIDE MT SIB TOP S CTMI IN UEU OF COUCH ttP ASTI C-476 MANHOLE RUNGS O 12- O.G. ASTM C-478 MANHOLE SECTONS GROUT BASE TO BARREL SECTON ON INSIDE k + '- 1 ' PRE -FORMED PLASTC GASKET i CAST -IN -PLACE CONCRETE BASE Sr m NOTE IF MANHOLE DEPTH IS LESS THAN 3 FEET, TOP SECTOR SHALL HAYS A CONCENTRIC OPENING. s}aPE l ! z POURED INVERT m PRECAST MANNOLE BASE ALTERNATE BASE TRENCHNG at BEMM (CLASS 'A' & 'B') MINIMUM INSIDE DIAMETER OF MANHOLE SHALL BE AS FOLLOWS: PIPE SIZE MIN. MANHOLE DIAMETER 15 IN. OR LESS 48 IN. 18 IN. TO 30 IN. 60 IN. OVER IN INCHES 72 IN. STORM MANHOLE m v.'mo•r� I Mi've l L� lEYGY_SWJ�AL .m F Y 9 m allMok m "/ 20 lma laxo•xo lgY4 Wb IIII wamun wo �w mrr• r.• yv Nmm rl vNm ew 1 Y4� uY — Ya T apr •Nv P:•w.s Mn an' mlw r SKr? 1 I Er ` .H on °mriCly _ � � Nr. moo _ I'•4, •�R J 3O E§gl 6 X 6- W 4 X•W14 •, PROMOS CONTPOL� / JOINTS O 10' INTERVALS Up1. " E77_. •m S' CONCRETE TRICKLE PAN Roll ' •awl/ ram. ms m k •s •ms Ml•N•EW a /•SPC a w Wsc rl W ® 0 U9c _ Iz.=I z YYi Y J v \VIAXVMV 0 W GEO 0 !N 1�TR v . a r a iw Wo D3U tN PPDJE[i 1.V. DRANND NO. CS226 SHEET 17 OF 82 n nwBAxD sea-x) 1MMowep) O r�z g O NI:1V V � SPILL WAY NTS VGCV WSEL B B EL = B n HITS NRVNWICF11M9MMCKOETNLL $e1t.Ba Y1:1V 2H' - b•i-, .art::vea '-'- SECTION A -A D X MR -I2 M. 4' T4E DR_FIFF_-- HWOCN- F B iG:1FTrinYtE ����.7�tyy��i yq�dgy�t�t� Orifice We ZL ORIFICE PLATE DETAIL STORM - OVERFLOW PIPE NOTE tlM6RIC1.Wt M rIRM'Es 4 3 THE GAUGE SHALL BE CONSIRUCTED OF PRESSURE TREATED SOUARE POST MEASURING 6'x Be WEH BOTH B' SIDES ROUTED Will 6' 2 NUMBERS AND WOW MARKS. (SEE DETAIL ABOVE.) THE ROUTED MARKINGS AND NUMBER) SHALL BE PANTED WITH WHOE WATFBPROOF PANT, SHALL BE ONE FOOT TALLER ROAN THE MAXIMUM DEPTH OF THE POND. THE POSE ME POST SHALL BE EMBEDDED IN CONCRETE Oessll WITH A DIMENSION OF 16% 14'x 3' IN DEPTHL. rTHE GNJGE SHA BE PLACED NEAR THE DEEPEST AREA OF THE POND. AND SHALL BE POSInONED SO THAT IT CAN BE READ FROM T EA THE NEAREST POINT OF PUBLIC ACCESS. THE mvaW PONDING DEPTH SHALL BE REFERENCED TO THE JW DEEPEST POINT OF THE POND, S.( ORIFICE/TRASH 2 1/2' x 2 1/2' se 3/8' L - 2 - EACH SEE W/ 3/4' 12- (TYP.) GALVANIZED ANCHOR in� BOLT EMBEDDED 6' 3le ROUND GR SOUARE ROD CONTINUOUS O 3' Q TO PE SPACING TIP. N 15 RODS) Ole vi 1/2'x3' R Trip. NOTES: 1. ALL STEEL USED FOR TIE CONSTRUCTION OF ME TRASHRACK SHALL BE HOT DIP GALVANIZED AFTER WELDING AND FABRICATION. 2. CONTRACTOR SHALL FIELD YERIFY ALL INLET STRUCTURE MEASUREMENTS PRIOR TO CONSTRUCTION OF TRASHRACK. 3. TRASHRACK TO BE CONSTRUCTED IN ONE SECTION. 4. ALL STEEL IN TRASHRACK TO BE A-36. qaM N We Yqw (my 4:1) e- mia.)5 HrcrOMIStandard V as 6' Structural Stsl Camara, Csbt Ind ai Ism MWY AA 1 501 4' U.S. PM' Stambe C ° VIIIII Pumayl N 51ee1 Well Screen Ne IolYq (a "IPer Tell -I. fio-I. PM4 6a-2 H IJN' I, ENpn Cdvla J5 A,,, n Standard Stnxt"al 9eN Channel Eomed M1, Mb Concrab Batton f Sal a w _ Traded adds &UmP,d 6/ Meanmo n Welds. Carl ,. SWtll I1/5,17 AV .. d y r W. T A Tax l,W„yGdpS +46 Section A -A PATman Feel 6. arcuer Orel Onto ie Sh4pe. ✓® WILL -SCREEN ROLE rtACHED TO CPN1Na Or — IMPWDTANT KIDS Standardardized Trash Rack and Outlet Design For WOCV Outlets With Circular Openings SML P411aotea _ M RIw • TMxIo6M Beam mmAINw AmSection 13-19 - Plan View Elam F9ur 6, Carrier Oddel (MM Limits tar the Standam and Sell. I. MI outlet plate cgrvnge arc cm,W. 3. Minimum deer r of addri - x sands. VS. filter. St. Pas. Mail Try I'6 1 93 SNINeee W. r`+ I Sm,I (Us, east 1 or 9W) ham Me w DPI' Section 0- Trade FlWr 6. Canal 0pWaste Said R Value• (mva mm, area)/ (9rom ml, area) . 0AD DETENTION POND OUTLET DETAIL CALL Unhun'MODIFICATION CENTER OF COLORADO 1.800-9224987 Mdefleft 0 col U $y5; 6`oPg hamW .. 0U .. w10 f 2 = N )LL FJ W � O '. 7 1- a - Piet NO. 614003 DRANING NO. CS223 SHEET 14 OF 82 1� il� fl� ��. . I�� -� - �� � ,� No Text