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HomeMy WebLinkAboutMAPLE HILL RECREATION CENTER - PDP - 29-00J - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTNGINEERS Combiningthe Elements of Engineering Excellence and Integrity, with the Ingenuity of Inventive Minds TST, INC. CONSULTING ENGINEERS 748 Whalers Way, Bldg. D, Fort Collins, CO 80525 info@tstinc.com ' 970.226.0557, metro 303.595.9103, Fax 970.226.0204 www.tstinc.com NeoUDS Results Summary Page 11 of 11 I I L!j411 1443 41 43 5033.821 0.011 5033.86 0.05 5033.69 0.02 5033.75 0.08 5035.05 0.01 5041.60 0.02 5041.37 0.02 5041.42 0.07 5051.82 0.07 5050.51 0.64 5052.18 0.12 5041.67 0.09 5035.11 0.08 0.05 0.05 0.05 0.05F 0.05 0.05F 0.05 0.05 0.05 0.05 0.05 0.05F 0.05 L0Al O.Ool 0.01 0.00 0.02 0.00 0.01 0.00 0.02 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.00 0.00 0.01 0.00 6.04 0.00 0.01 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 141 5033.80 14 5033.80 15 5033.66 15 5033.66 16 5035.01 18 5041.57 17 5041.34 17 5041.34 20 5051.75 �� 5049.86 23 1 5052.01 F 5041. 77 l545 45 1547 1649 47 49 1837 1733 37 33 35 1 335 2029 29 769 2327 1839 1621 69 27 39 21 16 5035.01 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. I I 1 I ' file://C:\Program%20Files\NeoUDSewer\reports\3253509681.htm 2/4/03 I NeoUDS Results Summary Page 10 of 11 I I I I 1 I i I 1 I I 1 I Summary of Energy Grade Line Upstream Manhole Juncture Losses Downstream Manhole Sewer Manhole Energy Sewer Bend K ID # ID # Elevation Friction Coefficient Bend Lateral Energy Lateral K Manhole Loss Loss Elevation Coefficient ID # Feet ) ( ) (Feet (Feet) (Feet) (Feet u 1� 5006.93F 3.42 F 0.05 0.00 0.00 0.00 �0 , 5003.51 12 0F 5008.43 1.27FMFO.0550.001 0.06 0.00 0.00 5006.93 23 5008.43 0.1108.26 50 34 ® 5018.44 9.81 0.05 0.20 0.00 0.00 5008.43 45 �5 5033.27 14.621 0.05 F 0.20 0.00 0.00 ® 5018.44 56 © 5040.59 7.16 0.05 0.16 0.00 0.00 5033.27 67 0 5049.86 9.11 0.05 1 F 0.16 0.00 0.00 © 5040.59 18 1® 5007.74 0.80 0.05 0.02 0.00 0.00 5006.93 39 5008.55 0.10 0.05 0.03 0.00 0.00 5008.43 910 10 5009.03 0.46 0.05 0.02 0.00 0.00 5008.55 F 0-1-11 0.03 0.00 0.00 10 5009.03 514 14 5033,80 0.52 0.05F TO. 0-10.00 0.00 5033.27 515 15 5033.66 :073 8]1 0.05 r 0.01 0.00 0.00 5033.27 617 17 5041.34 0.74 0.05 0.01 0.00 0.00 © 5040.59 618 18 5041.57 0.97 0.05F 0.01 0.00 0.00 © 5040.59 1516 16 5035.01 1.33 0.05 0.02 0.00 0.00 15 5033.66 719 19 5050.12 0.27 0.05F 6.00 0.00 0.00 C� 5049.86 1920 20 5051.75 1.63 0.05F 0.00 0.00 0.00 19 5050.12 722 22 5050.70 0.82 0.05 F 0.03 0.00 0.00 5049.86 2223 23 5052.01F 1.29 0.05F 0.03 0.00 0.00 22 5050.70 164 64 5007.59 0.63 0.05 0.03 0.00 0.00 � 1 5006.93 865 65 5008.09 0.27 0.05 0.08 0.00 0.00 8 5007.74 867 67 5009.86 1.97 0.05 0.14 0.00 0.00 ® 5007.74 260 60 5008.29 0.03 0.05F 0.01 0.00 0.00 0 5008.26 262 62 5008.35 0.08 0.05F 0.01 0.00 0.00 C� 5008.26 953 53 5008.71 0.14 0.05 0.01 0.00 0.00 �9 5008.55 951 51 5008.61 0.04 0.05 0.61 0.00 0.00 9 5008.55 1055 55 5009.23 0.17 0.05 0.02 0.00 0.00 10 5009.03 1156 56 5009.52 0.04 0.05 0.02 0.00 0.00 11 5009.46 1158 58 5009,62 0.14 0.05 0.02 0.00 0.00 11 5009.46 1112 12 5010.22F 0.73 0.05 0.03 0.00 0.00 11 5009.46 1213 13 5010.49 0.24 0.05 0.03 0.00 0.00 12 5010.22 ' file://C:\Program%20Files\NeoUDSewer\reports\3253509681.htm 2/4/03 NeoUDS Results Summary Page 9 of 11 910 1011 514 515 617 618 1516 719 1920 722 2223 164 865 867 260 262 953 951 1055 1156 1158 1112 1213 1441 1443 1545 1547 1649 1837 1733 1735 2029 769 2327 1839 1621 3 25C 373.55 250 393.32 1 3 0 38 246.27 82 5 25 17.29 14 25 25 281.0611 5002.43 156 5003.04 238 5029.05 308 5027.57 238 E5038.67 308 E5038.67 464 5029.43 70 233.27 5048.88 5050.75 250 5046.01 393.32 5047.58 70.86 5001.89 12 5002.31 38 5002.57 12 5000.94 38 5001.05 38 5003.32 12 5002.93 82 5002.75 12 5003.74 -81 50-0 511 5029.05 5029.65 5028.77 2_:5 5029.30 7r 5029.45 5 _jj 5038.69 5038.70 5039.20 5050.82 01 F 50 88.57 25 503 251F 503 5001.1911 5008.5E 5002.42 5008.92 5025.72 5033.SS 5025.73 5033.4C 5034.50 5041.04 5034.51 5041.32 5027.57 5034.61 5044.13 5050.06 5048.88 5051.48 5044.13 5050.14 5046.01 5051.46 5000.47 5006.98 5002.19 5006.55 5002.19 5006.99 5000.89 5008.12 5000.90 5008.18 5002.75 5008.41 5002.75 5008.31 5002.42 5008.80 5003.50 5009.18 5003.50 5009.28 5003.04 5009.71 5004.03 5009.98 5029.06 5033.61 5029.55 5033.72 5028.75 5033.37 5029.20 5033.53 5029.43 5034.65 5038.67 5041.34 5038.68 5041.07 5039.10 5041.22 5050.75 5051.56 5048.50 5050.03 5047.58 5051.36 5039.10 5041.47 5030.18 5034.80 5008.04 5008.5E 5029.07 5029.07 5037.35 5037.35 5033.40 5046.53 5050.06 5046.53 5050.14 5005.38 5007.40 5007.40 5007.10i 5007.10 5008.04 5008.04 5008.56 5008.92 5008.92 5008.92 5009.71 5033.59 5033.59 5033.40 5033.40 5034.61 5041.32 5041.04 5041.04 5051.48 5046.53 5051.46 5041.32 5034.61 Ju file://C:\Program%20Files\NeoUD Sewer\reports\3 25 3 509681.htm 2/4/03 NeoUDS Results Summary Page 8 of l l 262 L2AI 5001.05 5000.9011 5.941 6.30 953 1.50 5003.32 5002.75 3.62 4.45 951 1.50 5002.93 5002.75 4.01 4.45 1055 0.40 5002.75 5002.42 -1.75 4.75 S -- r'oc S: ,, I ow 1156 2.00 5003.74 5003.50 3.99 4.63 1158 2.00 5004.26 5003.50 3.47 4.63 1112F 0.40 5004.03 5003.04 4.18 3.83 1213F 0.40 5004.36 5004.03 -2.86 4.18 SeW:r "i')o S: '.o v 1441F 0.40 5029.08 5029.06 3.32 3.58 1443 0.40 5029.65 5029.55 3.25 3.59 1545 0.40 5028.771 3.22 3.45 1547 0.40 5029.30 5029.20 3.19 3.50 1649 0.40 5029.45 5029.43 3.50 3.72 1837 6.40 5038.69 5038.67 3.34 3.55 1733 0.40 5038.70 5038.68 3.38 3.59 1735 0.40 5039.20 5039.10 3.38 3.67 2029F 0.50 5050.82 5050.75 3.981 4.56 769 0.40 5048.57 5048.50 4.36 4.43 2327 3.00 5048.00 5047.58 4.41 5.33 1839 0.40 5039.20 5039.10 3.33 3.62 1621 0.40 5030.28 5030.18 3.42 3.72 Summary of Hydraulic Grade Line Sewer Surcharged Sewer Length Length ID # (Feet) (Feet) Invert Elevation Upstream Downstream (Feet) (Feet) Water Elevation Upstream Downstream (Feet) (Feet) Condition 169.4 0 5000.31 4999.79 5005.38 5003.51 Subcritical 12 208.83 208.83 5000.90 5000.48 5007.10 5005.38 Pressured 23 38.17 38,17 5001.05 5000.89 5007.33 5007.10 Pressured 34 411.25 411.25 5004.13 5000.88 5014.37 5007.331 Pressured 45 411.25 0 5025.72 5012.35 5029.07 5014.37 Jump 56 251 125.94 5034.51 5025.72 5037.35 5029.07 Jump 67 256.64F 64.59 5044.13 5034.51 5046.53 5037.35 Jump 18 419 419 5002.17 5000.32 5007.40F 5005.38 Pressured 39 62.5 62.5 5001.20 5000.89 5008.04 5007.33 Pressured file: //C: \Program%20Files\NeoUD Sewer\reports\3 253 509681.htm 2/4/03 NeoUDS Results Summary Page 7 of 11 2029 3.61 7.41 0.7311 4.21 0.741 4.1 L 2.01 0.971 J 769 15.1 19.6 1.48 5.4 1.35 6.1 3.8 0.84 2327 28.8 53.8 1.17 13.8F 1.86 8.2 7.3 2.51 1839 6.4 17.9 6.7 19.6 1.18 1.69 4.3 5.6 0.97 1.48 5.3 6.5F 3.6 4.5 0.69 1621 A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Sewer ID Slo e °/o Invert Elevation U stream Downstream (Feet) (Feet) Buried Depth U stream Downstream (Feet) (Feet) Comment 0 6.31 5000.31 4999.79 5.80 -2.78 Saw --:-Too S' a'lo�v 12 0.20 5000.90 5000.4811 7.30 23 0.40 5001.05 5000.89 3.70 3.47 34 6.79 5004.13 5000.88 13.79 5.20 45 3.25 5025.72 5012.35E 7.65 5.57� 56 3.50 5034.51 5025.72 8.85 8.15 67 3.75 5044.13 5034.51 8.55 9.35 18 0.44 5002.17 5000.32 3.47 9.45---� 39F 6.50 5001.20F 5000.89 3.58 4.27 910 0.44 5002.43 5001.19 4.74 4.01 1011F 0.40 5003.04 5002.42 4.17 5.58 514F 1.40 5029.05 5025.72 3.59 8.90 515 0.60 5027.57 5025.73 3.71 7.98 617F 1.75 5038.67 5034.50 3.60 9.60 618 1.35 5038.67 5034.51 3.55 9.85 1516 0.40 5029.43 5027.57 3.72 3.88 719F 1.90 5048.88 5044.13 6.64 9.55 1920F 6.50 5050.75 5048.88 4.56 6.64 722 0.75 5046.01 5044.13 7.11 7.55 2223 0.40 5047.58 5046.01 4.08 7.11 164 2.00 5001.89 5000.47 4.85 10.39 865 1.00 5002.31 5002.19 3.99 4.53 867 1.00 5002.57 5002.19 3.98 4.78 260 0.40 5000.94 5000.89 6.05 6.31 file: //C: \Program%20Files\NeoLJD Sewer\reports\32 5 3 509681. htm 2/4/03 ' NeoUDS Results Summary I I 1 11 1 56 100.0 125.1 2.03 19.7 2.85 67 70.9 79.6 1.84 18.3 2.40 18 48.4 73.5 2.15 7.6 2.14 C 39 144.0 257.8 3.073 10.5 3.31 C 916 115.2F 189.1 2.91 9.5 3.03 C 1011 77.5 96.2 2.78 8.2 2.64 C 514 14.5 36.7 0.98 8.7 1.32 C 515 53.2 117.9 1.92 8.8 2.19 C 617 17.3 41.1 1.02 9.9 1.45 C 618 12.8 26.4 0.98 8.3 1.28 C 1516 35.9F 42.3 2.12 6.7 1.94 719 3.6 14.5 O.SI 6.8 0.74 'F 1920 3.6 7.4 0.73 4.2 0.74 722 I57.7 87.4 2.08 9.7 2.38 2223 IF 63.8 2.61 7.5 2.38 164 15.0F 22.5 1.057 10.0 1.43 865 24.0F 15.9 1.75 10.0 1.64 867 I 1.50 13.6 1.47 ' 260 10.5 -14.3 1.27 5.0 1.16 262 I 14.3 1.27 5.0 1.16 953 13.8F 27.8 1.00 8.8 1.34 951 13.8 27.81.34-� 1055 66.3 1.1 92.53 7.9 2.45 C 1156 18.7 43.9 1.02 10.6 1.51 C 1158 18.7 43.9 1.02 10.6 1.51 C 1112 54.9 63.8 2.50 7.5 2.31 C 1213 54.9 63.8 2.50 7.5 2.31 C 1441 14.5 19.6 1.44 5.4 1.32 C 1443 7.2 10.0 1.10 4.5 1.00 C 1545 19.6 1.69 5.6 1.48 C ' 1547 9.0 10.0 1.29 4.7 1.11 C 1649 42.3 2.12 6.7 1.94 C 1837 12.8 4.3 11.47 5.2 1.28 C 1733 17.3 19.6 1.64 5.6 1.45 C file://C:\Program%20Files\NeoUDSewer\reports\3253509681.htrr 7.4 4.1 4.1 8.3 8.3 7.1 10.3 13.7 5.6 5.6 6.2 6.2 .o Ca9 5.5 14.1 14.4 4.7 5.7 5.5 5.9 3.6 4.1 4.3 4.1 5.1 2.0 6.( 6.2 10.( 13.E 3.3 3.3 4.4 4.4 5.3 4.7 4.7 5.7 5.7 3.6 3.0. 3.7 5.1 4.1 4.3 3.61 Page 6 of 11 ig 2.58 Veoci v 1: F. i (, 2.44 V s ocity 1 1 1.19 1.08 0.91 1.77 1.27 1.97 1.67 0.851 1.97 0.97 1.3 0.83 1.89 N/A N/A 0.84 0.84 1.76 1.76 0.95 2.11 2.11 0.86 07861f 0.77 0.75 0.85 0.77 0.79 0.77 2/4/03 ' NeoUDS Results Summary Page 5 of I 1 I I I 1 I 865 11 65 18 Round I 24.5I 27 �21 24.5 18 ON/A867®Round 260 Rud 21.4 24 N/A 262 62 2 Round 21.4 24 24 N/A 953 53 �Round 18.5 21 24 N/A 95 1-11 51 9 Round 18.5]1 21 24 N/A 1055 55 10 Round 42.7 48 48 N/A 1156 56 11 Round 19.6 21 27 N/A 1158 58 11 Round lq.6j 27 N/A 1112 12 11 Round 39.7 42 42 N/A 1213 13 12 Round 39.7 42 42 N/A l441 41 14 LIIoundL. 24.1 27 27 N/A 1443 43 14 Round 18.6 21 21 N/A 1545 45 15 Round 26.1 27 27 N/A 1547 47 E:= Round 20.211 2111 2 111 N/A 1649 49 16 Round 33.9 36 36 N/A 1837 37 18 FRoundli1 24 24 N/A F17331 Round 25.8 27 27 F N/A 1735 35 17 Round 19.9 1 21 21 N/A 2029 29 20 Round]l 13.711 18 18 F N/A 769 69 Round 24.5 27 27 N/A 2327 27 23 Round 21.4 24 27 F N/A 1839 39 18 Round 17.7 -I 81 18 N/A 1621 21 16 k7oui�d]j 26.1 27 27 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 availible size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. I I Sewer DesignEFlow Normal al Critical Critical Full ID Flow Depth ty L(FPS) Depth Velocity Velocity Froude Number Comment (CFS) (Feet) (Feet) FPS) (FPS) 292.E 292.7 6.50 8.8 4.60 11.6 12 1260.9 208.0 6.21 8.6 4.40 11.4 23 1254.3 294.2 4.46 10.9 4.40 11.1 8.4 0.95 34 1F 89.7 3.50 16.2 3.35 16.5 16.2 N/A 45 F 155.9 FI1.9 F2.49 21.2 F 3.35 66.5 66.2 F 2.46] F�,e�)c;y file://C:\Program%20Files\NeoLJDSewer\reports\3253509681.htm 2/4/03 NeoUDS Results Summary Page 4 of 1 l 56 01 0.01 0.001 18.71 5009.981 5009.18 J 58 0 0.0 0.00 18.7 5009.98 5009.28 �� 60 1.49 5.0 7.04 10.5 5008.99 5008.12 62 0I 0.0 0.00 10.5 5008.99 5008.18 64 2.89 0� 5.0 0.0 5.19 0.00 15.0 24.0 5008.49 5008.05 5006.98 0 5006.55 65 67 LJ 0 0.0 0.0 0.00 0.00 24.0 15.1 5008.05 5055.18 5006.99 5050.03 69 21 0 0.0 0.00 17.9 5035.95 5034.80 Summary of Sewer Hydraulics Nnte• The oiven fienth to flnw rntin is 1 Manhole ID Number Calculated I Suggested Existing Sewer ID # U stream Downstream �� meter (Rise) Sewer M(Inches) Diameter (Rise) Diameter (Rise) Width Shape (FT) (Inches) (FT) (Inches) (FT) (FT) �1 0� Round 78.1 84 78 N/A Arch 81.2 84 :5]8F 91 12 �� 23 � Arch 70.6 72 58 91 34 Round 51.7 54 42 N/A 39.7 42 42 N/A 45 5�®Round 56 Round 33.1 36 36 N/A 67 �7 © Round 28.8 301 30 N/A 18 Arch 37.2 1 42 34 F 53 39 Arch 54.7 60 53 83 Arch 51.5 5J41 4 8]F 76 10FArchji 45.2 48]1 38 60 910 10 1011 11 514 14 15 Round 19.1 21 27 N/A Arch 36.4 42 38 60 515 617 17 © Round 19.5 21 27 N/A ©FRound]l 18.3 21 24 N/A 618 18 1516 16 15 Round 33.91 3J61 36 N/A 719 Round 10.6 1]81 18 N/A 1920 20 19 Round 13.7 1]81 18 N/A 722 22 Round 36.0 -36]1 42 F N/A F22231 FRound]l 40.511 4211 42 N/A FRound]l 18.11 21 21 N/A 164 64 file://C:\Program%20Files\NeoUDSewer\reports\325350968 Lhtm 2/4/03 ' NeoUDS Results Summary Page 3 of 11 I t P I I 2 J 242.97 5.01 1.071 260.9 5009.2011 5007.10 3� 191.01 5.0 1.33 254.3 5009.58 5007.33 F ® 54.91L 5.0 2.84 155.9 5021.421 5014.37 54.91 5.0 2.84 155.9 5036.87 5029.07 © 17.89 5.0 5.59 100.0 5046.36 5037.35 14.47 70.9 5055.18 5046.53 �� 8.33 48.4 5008.47 5007.40 1.63 144.0 5009.20 0008.04 10 60.55 5.0 1.90 115.2 5011.17 5008.56 �� 11 29.4 5.0 2.64 77.5 5010.38 5008.92 C� 12 14.92 5.0 3.68 54.9 5011.71 5009.71 �� Surface 13 7.46 5.0 7.35 54.9 5005.00 5009.98 Water Present 14 2.08 5.0 6.96 14.5 5034.89 5033.59 15 14.95 5.0 3.56 53.2 5034.45 5033.40 16 6.04 5.0 5.93 35.9 5036.15 5034.61 17 2.47 5.0 7.00 17.3F 5044.52 5041.04 18 2.14 5.0 5.96 12.8 5044.22 5041.32 19 0.4 5.0 8.90 3.6 5057.02 5050.06 20 0.4 5.0 8.90 3.6 5056.81 5051.48 22 1.21 5.01 47.67 57.7 5056.62 5050.14 23 1.21 5.0F 47.67 57.7 5055.16 5051.46 27 L� 0.0 0.00 28.8 5054.66 5051.36 29 0 0.0 0.00 3.6 5056.30 5051.56 �� 33 � 0.0 0.00 17.3 5044.33 5041.07 35 0.01 0.00 8.6 5044.33 5041.22 37 01 0.0 0.00 12.8 5044.03 5041.34 39 0 0.0 0.00 6.4 5644.03 5041.47 41 0.0 0.00 14.5 5034.65 5033.61 43 C� 0.0 0.00 7.2 5034.65 5033.72 45 0.0 0.00 18.0 5034.24 5033,377 47 0 0.0 0.00 9.0 5034.24 5033.53 �� 49 0 0.0 0.00 35.9 5035.95 5034.65 51 � 0.0 0.00 13.8 5008.94 5008.31 53 0 0.0 0.00 13.8 5008.94 5008.41 �� e Mt file:HC:\Program%20Files\NeoUDSewer\reports\3253509681.htm 2/4/03 NeoUDS Results Summary Page 2 of I 1 29 1 0.001 0.01 o.01 0.01 0.001 3.6 33 0.00 0.0 0.0 0.0 0.00 17.3 35 0.00 0.0 0.0 0.0 0.00 8.6 37 0.00 0.0 0.0 0.0 0.00 12.8 39 0.00 0.0 0.0 0.0 0.00 6.4 41 0.00 0.0 0.0 0.0 0.00 14.5 43 0.00 0.0 0.0 0.0 0.00 7.2 45 0.00 0.0 0.0 0.0 0.00 18.0 47 0.00 0.0 0.0 0.0 0.00 9.0 49 0.00 0.0 0.0 0.0 0.00 35.9 51 0.00 0.0 0.0 0.0 0.00 13.8 53 0.00 0.0 0.0 0.0 0.00 13.8 55 9.02 5.0 0.0 0.0 7.35 66.3 56 0.00 0.0 0.0 0.0 0.00 18.7 5 8 0.00 0.0 0.0 0.0 0.00 18.7 60 1.49 5.0 0.0 0.0 7.04 10.5 62 0.00 0.0 0.0 0.0 0.00 ] 0.5 64 2.89 5.0 0.0 0.0 5.19 15.0 65 0.00 0.0 0.0 0.0 0.00 24.0 67 0.001 0.0 0.0 0.0 0.00 24.0 69 0.00 0.0 0.0 0.0 0.00 15.1 21 0.00 0.0 0.0 0.0 0.00 17.9 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 <_ (l O+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 supercedes the calculated values. Summary of Manhole Hydraulics Design Manhole Contributing Rainfall Rainfall Peak Ground Water ID # Area * C Duration Intensity Flow Elevation Elevation Comments Minutes nch/Hour 0.0 0.00 292.6F 5003.51 5003.51 310.39 5.0 0.94 292.6 5012.61F 5005.38 =-= file: //C :\Program%20Files\NeoUD S ewer\reports\3253 509681.htm 2/4/03 NeoUDS Results Summary Page 1 of 11 NeoUDS Results Summary Project Title: Gillespie Farm Project Description: ST-4 Output Created On: 2/4/03 at 8:41:21 AM Using NeoUDSewer Version 1.1. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. Sub Basin Information Manhole=BasinOverland Time of Concentration Gutter Basin Rain I Peak Flow ID# (Minutes) 58.71 5.0 (Minutes) 0.0 (Minutes) (Inch/Hour) (CFS) 0.0 4.98 292.6 58.71 5.0 0.0 0.0 4.98 292.6 50.47 5.0 0.0 0.0 5.17 260.9 0 47.79 5.0 0.00 0.0 0.0 0.0 0.0 5.32 254.3 0.0 0.00 155.9 ® L. 'J 19.99 5.0 0.0 0.0 7.80 155.9 © 8.38 5.0 0.0 0.0 11.91 99.7 3.29 5.0 0.0 0.0 21.55 70.9 ® 5.82 5.0 0.0 0.0 8.33 48.4 27.75 5.0 0.0 0.0 5.19 144.0 10 22.13 5.0 0.0 0.0 5.20 115.2 11 14.47 5.0 0.0 0.0 5.35 77.5 12 7.46 5.0 0.0 0.0 7.35 54.9 13 7.46 5.0 0.0 0.0 7.35 54.9 14 2.08 5.0 0.0 0.0 6.96 14.5 15 8.91 5.0 0.0 0.0 5.97 53.2 16 6.04 5.0 0.0 0.0 5.93 35.9 17 2.47 5.0 0.0 0.0 7.00 17.3 18 2.14 5.0 0.0 0.0 5.96 12.8 19 0.00 0.0 0.0 0.0 0.00 3.6 20 0.40 5.0 0.0 0.0 8.90 3.6 22 0.00 0.0 0.0 0.0 0.00 57.7 23 1.21 5.0 0.0 0.0 47.67 57.7 27 0.00 0.01 0-011 0.0 0.00 28.8 file://C:\Program%2OFiles\NeoUDSewer\reports\3253509681.htm 2/4/03 C27 C1 2327J 23 1 ' c,7 2223 ' 22 (:1722 '(a 69 Ga 769 !� ' 7 Lj 719 �19 I (1 1920 t 0 29 LJ- 20 i 049:tj.16V ta.162%121 t) 13.0 U%,%) 12 v 1112 p 1516 56 ; 0 11 s .,F4 Cl °195r- 58 037 . O.1 f 9 . J ,18* 39 0, 45 Q 164ae-45- 0 154L) 47 1J 618 ❑ 515 J t p-67. 06 [a 56 i5 (q45 4 i i I i 0 617 ❑ 514 O-33' Q-4 1 fil 1734D 35 0 41, Lf -U�[3 ,.1440 43 C] 1011 0 56 : C] W*C) 10 9910 Q5-1,cf 0.961053 q 39 (,334 03 p 23 p12 I 64, !� ,� sue. LEV J , 6 El 1 30.C3( 0 65C3 3*0 (860 67 m m m m = = = m it m m= m = = = m m TABLE 4.a SUMMARY OF INLET ANALYSIS AND DESIGN -100 YEAR W-10IN I)ESI IN POW INLET 7 a PE CONDITION PONI)1\G DEPTH THEORE'FICkt. CAPACIT) cfs/ft REW C17ON FACTOR TOyr IIESIGN; FLOR' 1ltAft>11CI 1.1, [7? €:€ 0.65 1.50 30 A i TYPE "R" SUMP 0.95 41.00 28.77 5 TYPE "R" SUMP 0.59 0.59 1.42 1.42 0.90 0.85 17.00 9.30 13.30 2 A 14 6 TYPE "R" SUMP 7.71 2 8 7 TYPE "R" SUMP 0.59 1.42 0.85 8.30 6.88 2 7 8 _ TYPE "R" SUMP 0.65 1.50 0.95 30.23 21.21 25 10 TYPE "R" SUMP 0.59 1.42 0.85 10.01 8.29 2 9 11 TYPE "R" SUMP 0.65 1.50 0.85 3.95 3.02 5 15 TYPE "R" SUMP 0.59 1.42 0.85 7.74 6.41 2 7 B 18 TYPE "R" SUMP 0.76 1.80 0.85 13.61 8.90 2 @ 10 20 TYPE " R" SUMP 0.76 1.80 0.90 23.36 14-42 2 15 21 TYPE " R" SUMP 0.76 1.90 0.80 5.54 3.85 2 5 23 TYPE " R" SUMP 0.69 1.75 0.90 20.17 12.81 2 @ 13 C 36NW TYPE " R" SUMP 0.65 1.50 0.90 21.00 15.56 16 36NE TYPE " R" ON GRADE - 5.66 - 8.64 - 20 36SW TYPE " R" SUMP 0.65 1.50 0.90 3.69 2.73 5 36SE TYPE " R" ON GRADE - 425 - - - 10 40 TYPE "R" ON GRADE - 5.84 - - 2 @ 20 41 MEW SUMP 0.40 0.80 0.95 15.00 19.74 2 @ 20 43 TYPE "R" SUMP 0.50 1.20 0.95 25.11 22.02 2 @ 25 44 TYPE "R" SUMP 0.59 1.42 0.95 14.25 10.56 2 14 52 TYPE "R" ON GRADE 5.61 - 5.61 2 @ 20 D 26 TYPE " R" SUMP 0.50 1.25 0.90 14.36 12.76 2 14 30NW TYPE " R" SUMP 0.76 1.80 0.90 14.57 9.00 10 30SW TYPE " R" ON GRADE - 6.37 6.37 - - 20 32 TYPE " R" SUMP 0.76 1.80 0.90 19.11 11.79 2 14 34 TYPE " R" SUMP 0.76 1.80 0.90 15.25 9.41 2 10 E 45 TYPE " R" SUMP 0.76 1.80 0.95 10.75 7.03 9 47 TYPE " R" SUMP 0.76 1.80 0.90 18.77 11.59 2 @ 15 Note: The unit of theoretical capacity for On Grade inlets are (cfs) TST, INC. CONSULTING 10/1 ENGINEERS iinletsandd pipes pipes TABLE 3. SUMMARY OF STREET CAPACITY ANALYSIS ' DESIGN: . :: cixu lal�UTgs1 :... ': .. $yT1]�iIEF,T S1RETf S1,OPF CAPICTI'1 RED! ('l [ON FACT'OR ` Qa: ::.":':.ii Ri got $c �•S .. A IN* 0.5AI+OS106 Coualy Road 11 1.26 0.8 20+00-26400 9.71 54.97 8.41 3824 W 0.5A2 CDunty Road 11 0.76 0.9 17+50 -19+00 7.54 42.69 0.67 3.95 2W O.5AI,0.5A2,A3 STREET 3.97 0.6 I+50-3+00 834 31.32 2.47 14.19 4N• DP3,A5 STREET 6 1.13 0.8 22+50 - 24+00 6.03 22.42 1.46 6.92 4W A6 STREET 7 0.70 0.8 20+50 - 26+00 4.67 17.54 333 15.77 SN• DP4,A7,0.5DP2W,0.5A8 STREET6 0.69 0.8 16+00-21+50 C64 17.41 729 33.92 5W DP2W,AS STREET 4.00 0.5 3+50-4+50 6.98 26.20 2.71 15.02 6N• 0.5AI I,DPSS• STREET 6 0.74 0.8 14+50 - 17+00 4.88 18.14 2.33 12.09 7N• _ 0.5Al2 STREET 7 0.71 0.9 16+50 - 19+00 4.78 17.77 1.76 8.40 8N• 0.5A9 County Road 11 0.67 0.9 13+50- 16+00 7.08 40.08 0.60 3.16 8S• O.5AI0 County Road 11 0.65 0.8 9+00 -12+50 6.97 39A8 0.93 5.14 9W 0.5•A9,0.5A10,A13 STREET 4.13 0.5 0+50-2+00 10.99 47.35 224 12.29 ION* 0.5A15 STREET 7 0.63 0.9 11400 - 12+50 4.50 16.74 2.09 1 10.01 I1N• 025A17 County Road 11 0.43 0.8 7+50-8+50 5.67 32.11 0.40 1.93 12 DPIIE• l8 STREET 4.00 0.5 1+50-3+00 7.09 26.36 1.20 5.72 13 DPI2,Al9 STREET B 4.00 0.5 3+50 - 5+50 7.09 26.36 1.58 7.43 14 DP9,A14 STREET C 3.94 0.55 3+00 - 5+00 11.80 50.88 2.64 13.92 15N• 0.5AI6 STREET 7 0.70 0.9 9+00 -10+50 4.75 17.64 1.65 7.74 B 16N• BI STREET 5 0.59 0.8 24+50 - 26+00 6.64 28.64 1.64 7.41 16W O.SDP4N•,B2 STREETF Lll 0.8 6+00-8+00 5.98 22.22 4.42 20.31 17N• B7,D3 STREET 4 0.70 0.8 6+00 - 10+50 4.75 17.64 4.26 19,73 17E• D3 STREET 1.15 0.8 3+00-5+50 6.09 22.61 2.66 130I 18N• B5,DP16 STREETS 0.53 0.8 18+00-23+50 630 27.14 6.04 27.22 19N 138,1310 STREET4 0.50 0.8 0+50-5+00 4.01 14.91 3.54 16.79 20N• DPI8 B I O STREETS 0.79 0.8 14+00 - I8+00 7.69 33.34 8.05 36M 20E• O.5DP19N•,B9 STREET C 0.70 0.9 14400 - 15+50 724 31.19 3.54 16.63 20W DP14.BI2 STREET 3.20 0.7 5+50-13+50 13.54 58.35 4.95 25.32 23N• O.SBI4 STREETS 1.63 0.8 7+00-9+50 I1.04 47.60 3.13 14.36 23W O.SBI4,DP13 S7REETB 3.00 0.7 6+50-14+00 8,60 31.96 3.41 16.I0 TST, INC. CONSULTING 1oilsnooa ENGINEERS • Denotes capacity shown is for full street width. ADDTITONAL-Hydromas TABLE 2. SUMMARY OF ATTENUATED RUNOFF .;B _ .ZdN iiEpOSNT CQ19'6RiBE),ITNG ..SBBBA6RNS _0.5AI,0.5A2,OS106 COI7RII3L CING 1RN:A iAi.l ... Rl 1UF'F iOFFF C. FRfiC)uk:VCY COF FF. Cf U :-yr ' 1( yr ' IMF OF CONCENTRATION Tc Tc ]-vr ID0.rr iminl' (min). RALNPALL-INTF.W TY I I ?}r 100-yr lin,'hr9 (mitt);; Q._.: ]vt (cY&)::. cTi iii .:i A IN* 25.91 0.33 1.00 1.25 56.94 53.47 1 0.95 3.09 1 8.41 3814 2W 3 t _ ___ O.SA1,0.5A1A3 A4 1.49 0.50 0.81 0.81 1.00 1.00 LZS 1.25 L2.10 5.00 5.40 5.00 2.05 2.80 9.36 9.76 2.47 1.13 14.19 4.98 4N• _ DP3,A5 0.93 0.73 _ 1.00 1.25 1 11.37 9.30 2.11 7.98 1.46 6.92 4W A6 3.50 0.34 1.00 125 17.01 14.36 1.75 6.63 3.33 15.77 DP4W DP4N• 4.45 0.58 1 1.00 1.25 17.01 14.36 1.75 6.63 4.54 21.52 SN• DP4,A70.5DP2W,0.5A8 7.83 0.64 1.00 1.25 23.82 21.17 1.46 5.44 7.29 33.92 W S _ DP2W,AS 1.80 0.91 1.00 1.25 14.89 9.19 1.97 837 2.71 15.02 5S• 0.5DP5W' 0.90 0.91 1.00 1.25 14.99 9.19 1.97 837 1.36 7.51 6N' 0.5A11,DPSS• 2.63 0.62 1.00 1.25 24.40 17.70 1.44 5.99 2.33 12.09 6 Al1,DPSS• 4.36 0.62 1.00 1.25 24.40 17.70 1.44 5.99 3.97 20.03 7N• O-5Al2 1.65 0.52 L00 1.23 1119 9.81 2.05 7.91 1.76 8.40 7 _ Al2 3.29 0.52 I.00 1.25 I2.19 10.17 2.05 7.70 3.52 16.57 8 0.5•A9,0.5AIO,OS107 18.79 0.38 1M 1.25 49.% 46.70 0.93 3.39 C63 30.23 9 0.5•A9,0.5AIO,AI3 1.26 0.91 1.00 1.25 1 1019 1 5.00 2.20 9.76 2.24 12.29 ION* O3AI5 1.67 0.59 1.00 1.25 10.97 9.71 1 2.14 8.18 2.09 10.01 10 3.34 0.59 1.00 1.25 10.97 9.71 2.14 9.18 4.19 20.01 11E• _A15 0.5A17 0.40 0.91 1.00 1.25 7.49 5.00 2.47 9.76 0.79 3.85 11 A17 0.79 0.91 1.00 1.25 10.29 5M 2.47 9.76 1S9 7.71 12 DPIIE',Alg 0.67 0.8-81 _ 1 1.00- 1.25 10.05 7.56 2.22 8.60 1.20 5.72 13 DPI A19 0.99 0.81 1.00 1.25 13.20 10.71 1.97 7.54 1.58 7.43 14 DP9,A14 1.69 0.81 1.00 1.25 13.70 9.41 1.94 9.29 2.64 1392 ISN• 0.5A16 L65 0.50 1.00 1.25 13.04 10.94 1.99 7.49 1.65 7.74 15 Al6 3.30 0.50 1.00 1.25 13.04 10.94 1.99 7.48 3.29 15.48 B 16N• El 0.76 0.91 1.00 1.25 5.94 5.00 2.67 9.76 1.64 7.41 16W O.SDP4N• B2 5.12 0.57 1.00 1.25 22.33 20.26 1.52 5.57 4.42 20.31 16 0.5DP4N•,BI,B2,B3 6.94 0.62 L00 1.23 2233 20.26 1.52 5.57 6.47 29.75 17N• B7,D3 3.21 0.66 1.00 1.25 12.75 11.07 2.01 7.44 4.26 19.73 17E• D3 1.95 0.71 1.00 1.25 13.91 10.60 1.93 7.57 2.66 13.01 17W B7 1.26 1 0.59 1.00 1.25 12.11 9.91 2.05 7.81 1.53 7.30 ISW B4 7.07 0.70 1.00 1.25 20.17 16.23 1.60 6.25 7.90 39.52 ISN• BS DP16 9.22 0.61 1.00 1.25 39.98 37.91 1.07 3.96 6.04 27.22 I8 DPISN•,DP17W,B6 11.13 0.62 I.00 115 39.98 37.91 1.07 3.86 7.35 33.15 19N BS D10 3.17 0.60 1.00 1.25 14.96 12.50 1.96 7.06 3.54 16.79 20NW BII 8.59 0.50 1.00 1.25 28.54 25.62 1.32 4.99 5,66 26.27 20N• DP18,BI0 13.27 0.60 1.00 1.25 44.17 42.10 1.00 3.61 8.05 36:M 20E• 0.5DP19N•,B9 3.35 0.61 H)o 125 17.44 14.99 1.73 6.49 3.54 16.63 20W DP14,BI2 3.53 0.81 1.00 1.25 17.35 12.06 1.73 7.17 4.95 25.32 20 DP20N•O.SDP20E•,O.SDP20W 15.92 0.68 1 1.00 1.25 44.17 42.10 1.00 3.61 10.92 49:13 21 0.5DP20W,0.520E• 3.44 0.71 1.00 1.25 44.17 42.10 1.00 3.61 2.46 ILOS 22 B13 8.56 0.29 1.00 1.25 14.20 13.28 1.91 6.87 1 4.55 20.44 23N• O.5B 14 1.96 0.64 1.00 1.25 6.26 5.27 2.62 9.62 3.13 14.36 23W O.SB14 PI3 2.85 0.68 1.00 1.25 16.59 14.09 1.77 6.69 3.41 16.10 23 OP13 I4 15 7.48 0.65 1.00 1.25 16.59 14.09 1.77 6.68 8-56 40.35 C 36 C1OSIOSOS109 1299 0,42 1.00 1.25 48.39 44.96 0.95 3.46 5.14 23.54 36S• OS109 0.79 0.91 1.00 1.25 8.00 5.83 2.42 9.35 1.55 7.38 36E• 0.5C1 0.60 0.81 1.00 1.25 8.00 5.93 2.42 935 Lis 5.61 3'f DP36,C2-1 13.94 0.41 1.00 1.25 M68 8.51 2,17 9.25 1235 59.82 38 C3 3.67 0.60 1.00 1.25 10A0 7.99 2.19 8.44 4.92 23.24 39 DP38 C4 CS 6.66 0.60 1.00 1.25 11.34 992 2.11 8.11 8.39 40.24 40 DP39,C6,C7 10.05 0.59 I.00 1.25 12.25 9.93 2.04 7.81 12.15 58.05 40W DP39,0.SC60.SC7 9.36 0.59 1.00 1.25 12.25 9.83 2.04 7.81 10.10 48.26 TST, INC. CONSUL71NG •bdieates sot ill mbbuio3 contributing. 10272004 ENGINEERS N,S,W indicates aide of saeet st DP (ic. N=North) ADDTTTONAL Hydro=m _ M M M M M dM�ABffl1MHYDff!1GIC"CULAMS WORKSHEE" TST, INC Consulting Engineers 748 Whalers Way - Building D Fort Collins, CO 80525 Phone: (970) 226 0557 1": (970) 226-0204 AVERAGE GUTTER GUTTER TIME OF CONCENTRATION RAINFALL INTENSITY PEAK DISCHARGE GUTTER FLOW TRAVELTIME Tc Tc I I Q Q SUB DESIGN SLOPE VELOCITY Tt 2-yr 100-yr 2-yr 100-yr 2-yr 100-yr BASIN BASIN POINT (%) (FPS) (min) (min) (min) (inlhr) tr& ir) (cfs) (cfs) A Al 1 1.40 2.3664 4.68 7.06 5.396010 2.52 9.56 3.27 15.48 A2 1 1.90 2.7568 0.64 12.10 $.00 2.05 9.76 1.35 7.90 A3 2 3.40 3.6878 0.79 5.00 5.00 2.85 9.76 0.65 2.77 A4 3 3.90 3.9987 1.91 5.00 5.00 2.85 9.76 1.15 4.94 A5 4 0.00 0.0000 0,00 11.37 7.38 2.11 8.67 0.61 3.13 A6 4 0.70 1.6733 6.18 17.01 14.36 175 663 3.33 15.77 A7 5 1.00 2.0000 177 12.21 9.00 2.04 8.08 3.08 15]0 AS 5 3.60 3.7947 0.98 5.00 5.00 2.95 9.76 0.72 3.02 A9 8 1.90 2.7568 0.63 8.88 5.00 2.33 976 1.21 6.32 A I0 8 1.10 2.0976 2.12 10.29 5.00 2.20 9.76 1.95 1027 All 6 040 12649 3.21 12.17 9.81 2.05 7.81 4.00 19.10 Al2 7 0.40 1.2649 3.27 12.19 10.17 2.05 7.70 3.52 16.57 A13 9 3.00 3.4641 1.12 5.00 5.00 2.85 9.76 0.97 4A5 A14 14 4.00 4.0000 0.83 Soo 5,00 2.85 976 0.97 4.15 AIS 10 0.70 1.6733 3,02 10.97 8.71 2.14 8A8 4.19 20.01 A16 15 0.70 L6733 3.03 13.04 10.94 1.99 748 3.29 15.48 A17 11 3.30 3.6332 0.28 7.49 5.00 2.47 9.76 1.58 7.90 A 18 12 4.00 4.0000 0.72 5.00 5.00 2.85 976 0.62 2.67 At9 13 3.90 3.9497 0,87 5.00 5.00 2.95 9.76 0.74 3.16 B Bl 16 4.00 4.0 3.11 5.94 5.00 2.67 9.76 1.64 7.51 B2 16 3.20 3.6 2.51 13.23 10.69 1.97 7.55 4.92 23.52 B3 16 1.30 2.3 1.69 8.51 3.55 2.37 9AS 1.75 9.77 B4 18 3.90 1.0 11.11 20.17 16.23 1.60 6.25 7.90 38.52 B5 18 0.70 1.7 4.60 11.62 9.51 2.09 7.91 2.86 13.53 B6 18 1.20 2.2 1.76 6.31 5.00 2.62 9.76 1.26 5.87 B7 17 0.70 1.7 4.23 12.11 9.81 2.05 7.81 1.53 730 B8 19 0.40 1.3 6.11 14.% 12.50 1.86 7.06 1.35 6.39 B9 21 I.40 2.4 1.47 9.49 6.75 2.27 9.93 2.54 12.48 Bill 20 0.70 1.7 2.86 11.55 9.46 2.09 7.93 2.42 11.43 Bll 20 2.60 0.8 14.53 28.54 25.62 1.32 4.89 3.66 26.27 B12 20 3.30 3.6 3.58 5.45 5.00 2.73 9.76 4.09 18.27 B13 22 1.80 2.7 3.37 14.20 13.28 1.91 6.87 4.55 2044 814 23 3.60 3.8 3.43 6.26 5.27 2.62 9.62 6.26 28.71 B15 23 0.70 1.7 2.92 9.23 7.38 2.29 8.67 3.77 17.81 C CI 36 1.00 2.0 4.89 8.00 5.93 2.42 9.35 2.35 11.36 C2 37 4.40 4.2 2.90 5.00 5.00 2.80 9.76 2.13 9.29 C2.1 37 4.10 4.0 1 62 6.47 6,06 2.60 9.24 0.69 3.05 C3 38 2.20 3.0 2.34 10.40 7.98 2.19 944 4.82 23.24 C4 39 3.40 3.7 1.06 7.00 5.58 2.53 9.47 0.87 4.07 C5 39 2.20 3.0 2.07 9.42 7.16 2.28 8.76 3.25 15.63 C6 40 2.00 2.8 1.66 5.41 5.00 2.74 9.76 1.54 6.89 C7 40 2.60 3.2 1.76 11.75 9.17 2.08 8.02 2.94 14.15 C8 4I 1.50 2.4 2.28 11.62 9.40 2.09 7.95 3.01 14.30 TST, INC. CONSULTING 10/27/2004 ENGINEERS Ann/Tln7a41 _iJ,,A ,.,,,.< M M M M M M MMrABWHYDfM)GICR&ULd77IINS WRRHEEPI M M M M _ TST, INC Consulting Engineers 748 Whalers Way - Building D Fort Collins, CO 80525 Phone: (970) 226 0557 Fax (970) 226-0204 BASIN SUB BASIN DESIGN POINT AREA (Ac.) RUNOFF COEFF. C FREQUENCY COEFF. Cf Cf 2-yr IWyr OVERLAND FLOW LENGTH (ft) AVERAGE OVERLAND SLOPE (%) OVERLAND TRAVEL TIME Ti Ti 2-yr 100-yr (min) (min) GUTTER FLOW LENGTH (ft) A At 1 160 0.81 1.00 1.25 57 520 238 0.72 664 A2 I 0,81 0,81 1.00 1.25 244 0.40 11.46 3.95 106 A3 2 0.28 0.81 1.00 1.25 22 4.50 1.55 047 175 A4 3 050 0.81 1.00 1.25 28 3.60 1.86 0.56 447 A5 4 045 0.64 1.00 125 220 1.40 11.37 7.38 0 A6 4 3.50 0.54 1.00 1,25 199 2.50 10.84 9.19 620 A7 5 2.48 0.61 1.00 1.25 253 2.90 10 44 7.23 213 AS 5 0.31 0.81 1.00 1.25 38 2.60 2.44 0.94 223 A9 8 0.64 0.81 1.00 1.25 165 0.60 8.25 2.49 105 A10 8 104 0.81 1.00 1.25 162 0.60 8.17 2.47 267 All 6 3.46 0.57 1.00 1.25 210 4.30 8.96 6.59 244 Alt 7 3.29 0.52 1.00 1.25 198 5.00 8.93 6.90 249 A13 9 0.42 0.81 1,00 1.25 27 3.70 194 0.56 232 A14 14 0.42 0.91 1.00 1.25 29 3.50 191 0.59 199 A15 10 3.34 0.59 1.00 1.25 206 5.30 7.96 5.69 303 A16 15 3.30 0.50 I.00 125 200 4.00 10.01 7.91 304 A17 11 0,79 0-81 1.00 1.25 140 070 7.22 2.18 60 A18 12 0.27 0.81 1.00 1.25 31 3.20 2.06 0.62 172 A19 13 0.32 0,91 1.00 1.25 32 3.10 2.11 064 207 B Bl 16 0.76 0.91 1.00 1.25 46 2.20 2.82 0.85 747 B2 16 4.64 0.54 1.00 1.25 300 5.00 10.72 8.16 539 B3 16 1.06 0.70 1.00 1.25 117 L70 6.82 3.86 231 B4 18 7.07 0.70 1.00 1.25 300 3.00 9.06 5.13 658 B5 18 2.28 0.60 1.00 1.25 136 3.80 702 4.91 462 B6 I8 0,65 0.74 1.00 1.25 108 3.70 4.54 2.21 232 B7 17 1.26 0.59 1.00 1.25 106 1.90 7.88 5.59 425 88 19 1.25 0.58 1.00 1.25 117 1.70 8.85 6.39 464 B9 21 1.76 064 1.00 1.25 121 1.70 8.03 5.29 208 B10 20 2.14 0.54 1,00 1.25 105 1.90 8.69 6.60 287 Bit 20 859 0.50 1,00 1.25 300 2.70 1400 11.09 703 B12 20 1.85 0.81 L00 1.25 28 3.60 L87 0.56 781 B13 22 9.56 0.28 1.00 1.25 187 7.50 10.82 9.91 543 B I4 23 3.72 0.64 1.00 1.25 27 3.80 2.84 1.84 790 B15 23 2.77 0.59 1.00 1.25 125 4.80 6.31 446 293 C Cl 36 110 0.81 1.00 1.25 51 196 3.10 0.94 587 C2 37 0.94 0.91 1.00 1.25 27 3.60 1.86 0.56 731 C2-1 37 0.95 0.28 1.00 1.25 54 12.96 4.85 4.44 393 C3 38 3.67 0.60 1.00 1.25 209 4.80 8.06 5.64 417 C4 39 0.64 0.54 100 1.25 94 5A6 594 452 234 C5 39 2.35 0.61 1.00 1.25 190 5.26 7.35 5.09 368 C6 40 086 066 1.00 1.25 59 5.00 3.75 2.36 291 C7 40 2.53 0.56 I.00 1.25 246 4.10 9.99 T42 340 C8 41 2.68 0.54 1.00 1.25 225 4.90 9.35 7.12 335 TST, INC. CONSULTING 10/152004 FNGINF.FRS A nn17TON A T 17 I L 11 I TST, INC Consulting Engineers 748 Whalers Way - Building D Fort Collins, CO 80525 Phone: (970) 226 0557 Fax: (970)226-0204 COMPOSITE RUNOFF COEFFICIENT: (Based on values from Table 3-3 SDDC) % Impervious/Pervious based on proposed layout with areas determined by Autocad. C = [(%PERV)(COEF PERV)+(%IMP)(COEF IMP)]/I SUBBASIN PERVIOUS AREA IMPERVIOUS AREA % COEF. % COEF. At 20 0.25 80 0.95 A2 20 0.25 80 0.95 A3 20 0.25 80 0.95 A4 20 0.25 80 0.95 A5 44 0.25 56 0.95 A6 58 0.25 42 0.95 A7 49 0.25 51 0.95 A8 20 0.25 80 0.95 A9 20 0.25 80 0.95 A10 20 0.25 80 0.95 A I 1 55 0.25 45 0.95 Al2 61 0.25 39 0.95 A13 20 0.25 80 0.95 A 14 20 0.25 80 0.95 A 15 52 0.25 48 0.95 A16 64 0.25 36 0.95 A 17 20 0.25 80 0.95 A 18 20 0.25 80 0.95 A 19 20 0.25 80 0.95 Basin A % Imp = 53 COMP. C SUBBASIN PERVIOUS AREA IMPERVIOUS AREA COMP. C % COEF. % COEF. 0.81 B 1 20 0.25 80 0.95 0.81 0.81 B2 59 0.25 41 0.95 0.54 0.81 B3 36 0.25 64 0.95 0.70 0.81 B4 36 0.25 64 0.95 0.70 0.64 B5 50 0.25 50 0.95 0.60 0.54 B6 30 0.25 70 0.95 0.74 0.61 B7 51 0.25 49 0.95 0.59 0.81 B8 53 0.25 47 0.95 0.58 0.81 B9 45 0.25 55 0.95 0.64 0.81 B 10 59 0.25 41 0.95 0.54 0.57 B I I 64 0.25 36 0.95 0.50 0.52 B 12 20 0.25 80 0.95 0.81 0.81 B13 96 0.25 4 0.95 0.28 0.81 B 14 44 0.25 56 0.95 0.64 0.59 B 15 51 0.25 49 0.95 0.59 0.50 0.81 0.81 0.81 Basin B % Imp = 43 JOB NO 0953-003 PROJECT: SHEET:I OF3 CALCULATION FOR: RUNOFF COEFFICIENT DATE:10/15/2004 MADE BY: SD FILE: ADDITIONAL•Hydmmu i Difference Basin Approved Actual Proposed Proposed - Approved Proposed - Actual 610 8.06 13.84 11.43 3.37 -2.41 611 41.3 26.27 -15.03 Table 3 — Comparison of Approved and Proposed Discharges ' Although the net change is a decrease of 11.66 cfs, the size of the inlet and pipe for the flow entering at basin B10 was checked. The inlet -sizing sheet has been updated to account for the ' 0.07 cfs increase at design point 20. The minimum inlet length increased by 0.02 feet to 14.42 feet, therefore the approved size of 15 feet is still the correct size. ' From looking at the approved UD-Sewer run for ST-4, sewer pipe 951 was designed using 13.8 cfs and when flowing full can hold 27.8 cfs. The proposed discharge of 11.43 cfs will be safely handled in the pipe as it is currently sized. ' The street capacity was also checked to insure that the additional 3.37 in Basin B10 cfs could be safely held. The peak discharge at full street width for Street 5 (Bar Harbor Drive) at design point 20N has increased from 34.56 cfs to 36.22 cfs, with the allowable street capacity for half ' the street width is 33.14 cfs. Therefore the street can safely handle the additional water. During construction, silt fence will be installed adjacent to areas that drain offsite. Additional measures include the installation of gravel filters over the inlets and straw bale check dams will be installed in the swales were required. Upon completion of the work, the disturbed area of the site will be reseeded and mulched to provide soil stabilization until build out. Elimination of bare soils by established vegetation will help eliminate the potential of soil erosion caused by storm runoff. Since it will take at least one growing season for the vegetation to establish itself, it will be necessary to leave the structural measures used during construction in place for some time. The developer will be responsible for periodic maintenance of the erosion control facilities during construction and the warranty ' period. At the end of the warranty period, and with the approval of the city, the developer will be responsible for removing all of the filters and silt fence. It may also be necessary to flush and remove any sediment that may have built up in the storm sewers. L] 1 The Drainage Plan sheet, located at the end of the report, shows the location of the proposed temporary and permanent erosion control measures. These measures are also shown in the Grading & Erosion Control Plan sheets in the utility plan set. Supporting calculations are also included. We look forward to your review and approval and will gladly answer any questions you may have. Sincerely, TST, INC. CONSULTING ENGINEERS VV" [�Vlsb Audrey Mende ' AM/tar Enclosures Eric F ' TST, Inc. Consulting Engineers 3 0953-0013 I 1 I 1 CI' Using the proposed contours on the site, the basin boundaries were delineated. A comparison of the proposed basins to the existing basins shows that the size of the basin that drains from the street has been decreased by 0.19 acres and the size of the basin that drains to the multi- family area has been increased by 0.19 acres. The percent impervious values are shown in Table 1. Basin Material Area (ft2) Percent Impervious Combined % Impervious B10 Concrete/asphalt 35370 41.24% Lawn 54772 Building 3076 611 Pool 3460 16.10% Rec. Center Concrete 5779 Lawn 26643 611 Multifamily 164059 40.00% 35.71 % Overall Rec. Center 1 35882 16.10% Table 1 — Proposed Percent Impervious Note that the combined percent impervious is the combination of the Recreation Center and the multifamily site. Table 2 shows the comparison between the approved drainage basin runoff coefficients and the proposed drainage basin coefficients. Basin Approved Proposed 1310 0.58 0.54 B11 0.7 0.50 Table 2 — Comparison of Runoff Coefficients During the analysis process it was discovered that the area of basin B10 in the approved ' drainage report was incorrect. The basin area should be 2.33 acres instead of 1.36 acres. This change will increase the 100-year discharge from 8.06 cfs to 13.84 cfs. ' For the purposes of this drainage report, the approved value will be compared to the proposed value unless otherwise noted. The proposed discharge for basin B10 is 11.43 cfs, which is lower than the actual 100-year discharge, but higher than the approved value. Looking at basin ' 611, the approved 100-year discharge is 41.30 cfs. The proposed 100-year discharge is 26.27 cfs It was necessary to check the attenuated 100-year discharge at design point 20 and design ' point 20N. The approved drainage report attenuated discharge at design point 20 is 46.65 cfs. The proposed attenuated discharge is 49.13 cfs, which is 2.48 cfs higher than the approved. The approved drainage report attenuated discharge at design point 20N is 34.56 cfs. The tproposed attenuated discharge is 36.22 cfs which is 1.66 cfs higher than the approved. Although the discharge in basin 1311 has been reduced by 15.03 cfs the discharge in basin 1310 ' has been increased by 3.37 cfs. These results are summarized in Table 3. 1 TST, Inc. Consulting Engineers 2 0953-0013 FIGURE- I VICINITY MAP Scale 1 " = 2000 ' TST TST, INC. CONSULTING ENGINEERS Mr. Basil Hamdan City of Fort Collins Storm Water Division P.O. Box 580 Fort Collins, CO 80522 October 27, 2004 Re: Maple Hill Project No. 0953-0013 Dear Mr. Hamdan: We are pleased to submit to you the Drainage Evaluation for the Maple Hill Recreation Center. In accordance with the requirements of the Fort Collins Storm Drainage Design Criteria and Construction Standards Manual (SDDC), the purpose of this report is to re-evaluate the drainage for the area to check that all infrastructure is correctly sized. The Maple Hill recreation center is a combined clubhouse and pool area. The area will be partially fenced and have a variety of landscape between the fence and the property boundary. The development is located in the Northwest Quarter of Section 32, Township 8 North, Range 68 West of the 6ch P.M., City of Fort Collins, State of Colorado. A multifamily site to be developed in the future bounds the site on the north and west. East of the site is Bar Harbor Drive and South of the site is Maple Hill Drive. A vicinity map illustrating the project location is provided in Figure 1. The new conditions will be compared to the approved Final Drainage Report for Maple Hill dated March 26, 2003. 748 Whalers Way, Bldg, D Fort Collins, CO 80525 970.226.0557 metro 303.595.9103 fax 970.226.0204 info@tstinc.com TST, Inc. Consulting Engineers 1 www.tstinc.com 0953-0013 PRELIMINARY DRAINAGE REPORT FOR MAPLE HILL RECREATION CENTER 1 1 r r 1 r r r TST. INC. CONSULTING ENGINEERS 1 r r ■ r ■