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Drainage Reports - 11/16/2005 (6)
2 F� PRELIMINARY DRAINAGE REPORT 1, FIAROPE�yal Y OF FOR MAPLE HILL RECREATION CENTER d� �i al A Qve Report ate TST. INC. CONSULTING ENGINEERS DECEMBER B, 2004 ■ MTST, INC. CONSULTING Milli ' December 3, 2004 ' Mr. Basil Harridan City of Fort Collins Storm Water Division P.O. Box 580 ' Fort Collins, CO 80522 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 61h 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. 1 748 Whalers Way, Bldg, D Fort Collins, CO 80525 970.226.0557 'metro 303.591,9103 fax 970.226.0204 info@tstinc.com TST, Inc. Consulting Engineers 1 w .tstinc.com 0953-0013 ■ i 1 1 i 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 FIGURE I VICINITY MAP Scale 1 " = 2000' I 1 1 11 1 1 L 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 (ft) Percent Im ervious Combined % Impervious B10 Concrete/asphalt 35370 41.24% Lawn 54772 Building 3076 1311 Pool 3460 16.10% Rec. Center Concrete 5779 Lawn 26643 611 Multifamily 164059 40.00% 35.71 % Overall Rec. Center 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 Pro osed B10 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 B11, 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 proposed attenuated discharge is 36.22 cfs which is 1.66 cfs higher than the approved. Although the discharge in basin 611 has been reduced by 15.03 cfs the discharge in basin B10 has been increased by 3.37 cfs. These results are summarized in Table 3. 1 TST, Inc. Consulting Engineers 2 0953-0013 Difference Basin Approved Actual Proposed Proposed - Approved Proposed - Actual T ' 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. 1 I 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 ffi'�W'A Audrey Mendelsberg Eric rman, PE AM/tar Enclosures TST, Inc. Consulting Engineers 3 0953-0013 I r-, h �J 1 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)]/1 SUBBASIN PERVIOUS AREA IMPERVIOUS AREA % COEF. % COEF. Al 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 'Al1 55 0.25 45 0.95 Al2 61 0.25 39 0.95 A13 20 0.25 80 0.95 A14 20 0.25 80 0.95 A15 52 0.25 48 0.95 A16 64 0.25 36 0.95 A 17 20 0.25 80 0.95 A18 20 0.25 80 0.95 A l9 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 B10 59 0.25 41 0.95 0.54 0.57 BII 64 0.25 36 0.95 0.50 0.52 B 12 20 0.25 80 0.95 0.81 0.81 B 13 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 PROTECT: SHEET:I OF3 CALCULATION FOR: RUNOFF COEFFICIENT DATE:10/15/2004 MADE BY: SD FILE: ADDITIONAI.Hydromm O N N N �O O. N P m d P h V O h O M i Ni y N b N �O � O P� d O O d N d N N r r J F �, d N O N 0 _ CI ti O O ry m m m m Ni Ni N b P r O r m m m d .� O NO O, „ �O d m r M P P W `00 b b n O S M O N N O O Om Or T n Or P Or `00, h m P b P m N O P N N N N N -- n N - - -- e O �3x �j v N N N N Q N S� m 0 0 .-•O d O P z T. 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Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. Sub Basin Information Time of Concentration Manhole Basin Overland gGutftter ID # Area * C (Minutes)es) 58.71 5.0 0.0 Basin Rain I Peak Flow (Minutes (Inch/Hour) (CFS 0.0 4.98 292.6 �F- 1 58.71 5.0 0.0 50.47 5.0 0.0 H 0.0 4.98 292.6 0.0 5.17 260.9 47.79 5.0 0.0 F4 0.00 0.0 0.0 0.0 5.32 254.3 0.0 0.00 155.9 5 19.99 5.0 0.0 0.0 7.80 155.9 © 8.38 5.0 0.0 0.0 11.91 99.7 5.0 0.0 0.0 21.55 70.9 8 5.82 5.0 0.0 0.0 8.33 48.4 �� 27.75 5.0 0.0 0.0 5.19 144.0 fi[10 22.13 5.0 0.0 0.0 5.20 115.2 11 14.47 5.0 0.0 0.0 -5.351 77.5 12 7.46 5.0 0.0 0.0 7.351 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 22 0.00 0.0 0.0 0.0 8.90 3.6 0.0 6.00 57.7 23 1.21 5.0 0.0 0.0 47.67 57.7 �0.0 0.0 0.00 28.8 f"lc://C:\Prograin%2OFiles\NeoUDSewer\reports\3253509681.htm Page 1 of I 1 2/4/03 NeoUDS Results Summary Page 2 of 11 29 33 1 0.0011 0.0 0.00 0.0 0.0 0.0 0.00 3.6 0.0 0.0 0.00 17.3 35 0.00 0.0 0.0 0.0 0.00 g.6 37 39 0.00 0.0 0.00 0.0 0.0 0.0 0.00 12.8 0.0 0.0 0.00 6.4 41 43 0.00 0.0 0.00 6.6 0.0 0.0 0.00 14.5 0.0 0.0 0.00 7.2 45 0.00 0.0 0.0 0.0 0.00 18.0 47 49 0.00 0.0 0.00 0.0 0.0 0.0 0.00 9.0 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 56 9.02 5.0 0.00L=E=9 0.0 0.0 7.35 66.3 0.0 0.00 18.7 58 60 0.00 0.0 1.49 5.0 0.0 0.0 0.00 18.7 0.0 0.0 7.04 10.5 62 641 0.00 0.0 2.89 5.0 0.0 0.0 0.00 10.5 0.0 0.0 5.19 15.0 65 0.00 0.0 0.0 0.0 0.00 24.0 EI 0000.0 0.0 0.0 0.0 0.00 24.00.00 0.0 0.01 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 <_ (1 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 Manhole Contributing Rainfall Rainfall Design Peak Ground Water ID # Area * C Duration (Minutes) Intensity (Inch/Hour) Flow Elevation Elevation Comments 0.001 (CFS) 292.6 (Feet) 5003.51 (Feet) 5003.51 0.0 �5.0 I II II II 0.94 292.6 5012.61 5005.38 file://C:\Program%20Files\NeoUDSewer\reports\325350968 l.htm 2/4/03 tNeoUDS Results Summary Page 3 of I 1 I 1 I 1 1 L 2 L= 1 242.971 191.01 54.91 5.0 5.0 5.0 1.07 260.9 1.33 254.3 2.84 155.9 5009.20 5007.10 5009.58 5007.33 5021.42 5014.37 ®� 5.0 2.84 155.9 5036.87 5029.07 © 17.89I -4.911 5.0 5.59 100.0 5046.36 5037.35 = 5.0 14.47 70.9 5055.18 5046.53 C� ® 5.82 5.0 8.33 48.4 5008.47 5007.40 �� �� 88.31 5.0 1.63 144.0 5009.20 5008.04 �� 10 6 5.0 1.64 115.2 5011.17 5008,56 11 29.4 9.4 5.0 2.77.5 5010.38 5008.92 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 5033.591 15 14.951 5.01 3.561 53.2 5034.45 5033.40 �� 16 6.04 5.0 5.93 35.9 5036.15 5034.61 17 2.47 5.01L 7.00 17.3 5044.52 5 441,04 18 2.14 5.0 5.96 12.8 5044.22 5041.32 �� 1-9-1 5.0 8.90 3.6 5057.02 5050.06 C� 20 0.4 5.0 8.90 3.6 5056.81 5051.48 [::= 22 1.21 5.0 47.67 57.7 5056.62 5050.14 23 1.21 5.0 47.67 57.7 5055.16 5051.46 27 0.0 0.00 28.8 5054.66 5051.36 29 L �l=7 0.0 0.00 3.6 5056.30 5051.56 33 0 0.0 0.0011 17.3 5044.33 5041.07 35 0 0-.011 0.00 8.6 5044.33 5041.22 37 0 0.0 0.00 12.8 5044.03 5041.34 39 0 0.0 0.00 6.4 5044.03 5041.47 41 0 0.0 0.00 14.5 5034.65 5033.61 43 0 0.0 0.00 7.2 5034.651 5033.72 45 0 0.0 0.00 18.0 5034.24 5033.37 �� 47 0 0.0 0.00 9.0 5034.24 5033.53 �� 49 0.0 0.00 35.9 5035.95 5034.65 51 0 0.0 0.00 13.8 5008.94 5008.31 53 0 0.0 0.001 13.8 5008.94 5008.41 �� 55 ]=9.02 5.0 7.35 E66.3 dl5008.80 Surface Water Present file: HC:\Program%20Files\NeoUDSewer\reports\3 2 5 3 5 0968 1. htm 2/4/03 NeoUDS Results Summary Page 4 of 11 56 58 0 �� 0.0 0.0 0.0011 0.00 18.7 18.7 5009.98 5009.98 5009.18 5009.28 J 60 IF 62 1.49 1 =0 5.0 0.0 7.04 0.00 10.5 10.5 5008.99 5008.99 5008.12 5008.18 C� 64 65 2.89 �J 5.0 0.0 5.19 0.00 15.0 24.0 5008.49 5008.05 5006.981 5006.55 67 69 �� 01 0.0 0.0 0.00 0.00 24.0 E715,1 5008.05 5055.18 5006.99 5050.03 L 21 I�� 0.0 0.00 17.9 5035.95L 5034.H Summary of Sewer Hydraulics Note: The Qiven dnnth to 41nin rat; . ;� i See'weer Manhole mDownstream �� ID Number Sewer Sha a CalculatedF Diameter (Rise) (Inches) (FT Sag Diame=(Rise)Diameter (Inch(Rise) Existing Width0��0 1 1 0 Round 78.1 84 (Inches) (>i r) 78 (FT) F N/A 12 23 1 Arch 2 Arch 81.2 70.6 84 72 58 58 91 F 91 34 45 �_� Round 4 Round Round Round 51.7 39.7 33.1 28.8 54 42 36 30 42 42 36 30 N/A N/A N/A F N/A 56 676 ©5 18 ® I Arch 37.2 42 34 53 60 53 83 ����54.5 910 10 9 Arch 51.5 541 48 76 1011 11 10 Arch 45.2 48 38 60 514 515 14 15 5� Round � Arch 19.1 36.4 21 42 27 38 N/A 60 617 17 ©Round 19.5 21 27 N/A 618 18 © Round 15 Round F 7 Round 19 Round 7 Round 18.31 33.911 10.6 13.7 36.0 21 36 18 18 36 24 36 18 18 42 N/A N/A N/A N/A N/A 1516 719 16 19 1920 20 F-7221 2223 23 22 Round 40.5 42 42 N/A 164 64 �� Round 18.1 21 21 F N/A file://C:\Program%20Fi les\NeoUDS ewer\reports\3253509681.htm 2/4/03 ' NeoUDS Results Summary Page 5 of 11 11 k 865 867 11 65 J1 8 J 67 ® Round Round 24.51 -.245 27 27 24 24 21 21 21 N/A 18 N/A 24 N/A 24 N/A 24 N/A 24 F N/A 260 262 60 Round 21.4 62 �=Round 21.4 53 Round 18.5 51 �- J Round 18.5 953 951 1055 55 10 Round 42.7 56 11 Round 19.6 48 21 48 N/A 27 1156 1158 1112 58 11 Round 12 11 Round 13 12 Round 41 14 Round N/A 19.6 21 27 N/A 39.E 42 42 F N/A 39.7 42 42 N/A 24.1 27 27 N/A 18.6 21 21 N/A 26.1 27 27 N/A 20.2121 21 N/A 33.9 36 36F N/A 23.0 24 24 N/A 25.811 271 27 N/A 1213 1441 1443 1545 43 14 Round 45 15 Round 47 15 Round 49 16 Round 37 18 Round 33 17 Round 1547 1649 1837 1733 1735 2029 35 17 Round 29 20 Round 19.9 21 21 N/A 13.7 18 18 N/A 769 69 2327 27 23 Round Round 24.5 27 21.4 24 27 N/A 27 N/A 1839 39 1621 21 18 16 Round Round 17.E 18 26.1 27 18 N/A 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. 1 11 Sewer ID Design Flow Full Flow Normal Depth Normal Velocity Critical Depth Critical Velocity Full Velocity Froude Comment (CFS) (CFS I (Feet) 11 (FPS) (Feet (FPS) (FpS) Number C-F] 12 292.6 260.9 292.E 208.0 6.50 6.21 8.8 8.6 4.60 4.40 11.6 8.81 0.02 23 254.3 294.2 4.46 10.9 4.40 11.4 11.1 8.6 N/A 34 155.9 89.E 3.50 16.2 3.35 16.5 8.4 0.95 F45 155.9 181.9 2.49 21.2F 3.35 - 16.5 16.2 16.2 N/A 2.46 Ve oc .y file://C: \Program%20Files\NeoLJDSewer\reports\3253 509681.htm 2/4/03 ' NeoUDS Results Summary Page 6 of 11 0 r_ [I 1 11 L----JL---Jl11 1 1 `ig': 56 100.0 125.1 2.03 19.7 2.85 14.4 14.1 2 58 Ve�Ocl y rs L� 1 i8 F67] 70.9 79.6 1.84 18.3 2.40 14.6 14.4 244 V: ocity 1s 18 �� 1i1; 48.4 73.5 2.15 7.6 2.14 7.6 4.7 �E=:= 39 144.0 257.8 3.03 10.5 3.31 9.4 5.7 910 115.2 189.1F 2.91 9.5 3.03 9.0 5.5 1.08 U 1011 77.5 96.2 2.78 8.2 2.64 8.6 5.9 0.91 �_� 514 14.5 36.7 0.98 8.7 1.32 6.0 3.6 1.77 515 53.2 117.9 1.92 8.8 2.19 7.4 4.1 1.27 617 17.3 41.1 1.02 9.9 1.45 6.4 4.3 1.97 C�-1 618 12.8 26.4 0.98 8.3 1.28 6.0 4.1 1.67 �� 1516 35.9 42.3 2.12 6.7 1.94 7.4 5.1 0.85 719 3.6 14.5 0.51 6.8 0.74 4.1 1920 3.6 7.4 0.73 4.2 0.74 4.1 2.0 0.97 722 .57.7 87.4 2.08 9.7 2.38 8.3 6.0 1.3 2223 57.7 63.8 2.61 7.5 2.38 8.3 6.0 0.83 164 15-01 22.511 1.05 10.0 1.43 7.1 6.2 1.89 865 24.0 15.9 1.75 10.0 1.64 10.3 10.0 N/A 867 24.0 10.5 1.50 13.6 1.47 13.7 13.6 N/A 260 10.5 14.3 1.27 5.0 1.16 5.6 3.3 0.84 262 10.5 14.3 1.27 5.0 1.16 5.6 953 13.8 27.8 1.00 8.8 1.34 951 13.8 27.8 1.00 8.8 1.34 6.2 4.4 1.76 1055 66.3 91.1 2.53 7.9 2.45 8.2 5.31 0.95 1156 18.7 43.9 1.02 10.6 1.51 6.6 4.7 2.11 1158 18.7 43.9 1.02 10.6 1.51 6.6 4.7 2.11 1112 54.9 63.8 2.501 7.5 2.31 8.1 5.7 0.86 [= 1213 54.9 63.8 2.50 7.5 2.31 8.1 5.7 0.86 1441 14.5 19.6 1.44 5.4 1.32 6.0 3.6 0.86 1443 7.2 10.0 1.10 4.5 1.00 0.83 1545 F 18.0 19.6 1.69 5.6 1.48 6.5 4.5 0.77 C� 1547 9.0 10.0 1.29 4.7 1.11 5.6 3.7 0.75 1649 35.9 42.3 2.12 6.7 1.94 7.4 5.1 0.85 1837 12.8 14.3 1.47 5.2 1.281 6.0 4.1 0.77 1733 17.3 19.6 1.64 5.6 1.45 6.4 4.3 0.79 1735 8.6 10.0 1.25 4.7 1.09 5.5 3.6 0.771 file: //C:\Program%20Files\NeoLTD S ewer\reports\3253 509681.htm 2/4/03 NeoUDS Results Summary Page 7 of I 1 2029 769 3.6 15.1 L 7.4 19.6 0.73 1.48 4.2 5.4 0.74 1.35 4.1 6.1 2.0 3.8 0.97 0.84 2327 1839 28.8 6.4 53.8 6.7 1.17 1.18 13.8 4.3 1.86 0.97F 8.2 5.3 7.3 3.6 2.51 0.69 C�I 1621F 17.9 19.61."11 6.5 4.5 0.77 A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Sewer ID Slope % L 1 0.31 Invert Elevation Upstream Downstream (Feet) eet) 5000.31 4999.79 Buried D41i th Upstream Downstream (Feet (Feet CommEent 5.80 -2.78 S-w Too S`.a'lo.v 3.47 7.30 3.70 3.47 12 0.20 5000.90 5000.48 23 0.40 5001.05 5000.89 34 0.79 5004.13 5000.88 45 3.25 5025.72 5012.35 13.79 5.20 7.65 5.57 56 3.50 5034.51 5025.72 67 3.75 5044.13 5034.51 8.85 8.15-� 8.55 9.35 18 0.44 5002.17 5000.32 39 r 0.50 5001.20 5000.89 3.47 9.45 3.58 4.27 910 0.44 5002.43 5 00 1. 19 1011 0.40 5003.04 5002.42 4.74 4.01 4.17 5.58 514 1.40 5029.05 5025.72 515 0.60 5027.57 5 225.73 3.59 8.90 3.71 7.98 617 1.75 50 8.671 5034.50 618 1.35 5038.67 5034.51 3.60 9.60 3.55 9.85 1516 0.40 5029.43 5027.57 719 1.90 5048.88 5044.13 3.72 3.88 6.64 9.55 1920 r 0.50 5050.75 5048.88 722F 6.75 5046.01 5044.13 -6-40]1 4.56 6.64 7.11 7.55 2223F 5047.58 5046.01 164 2.00 5001.891 5000.47 4.08 7.11 4.85 10.39 865 1.00 5002.31 5002.19 867 F 1.00 5002.57 5002.19 3.99 4.53 3.98 4.78 260 ]FOAi 5� 5000.89 6.05 6.31 file:HC:\Program%20Files\NeoUD Sewer\reports\3253509681.htm 2/4/03 NeoUDS Results Summary Page 8 of 11 L262_j 0.4011 5001.051 5000.901 5.94 6.30I 953 F1.501 5003.32 5002.75 3.62 4.45 951L_LAI 5002.93 5002.75 4.01 4.45 1055 0.40 5002.75 5002.42 -1.75 4.75 S wur ""oc S: r.low 1156 2.00 5003.74 5003.50 3.99 4.63 1158 2.00 5004.26 5003.50 3.47 4.63 1112 0.40 5004.03 5003.04 4.18 3.83 1213 0.40 5004.36 5004.03 -2.86 4.18 Sev✓ r "i'.)o S: ,.!:o N 1441 0.40 5029.08 5029.06 3.32 3.58 1443 0.40 5029.65 5029.55 3.25 3.59 1545 0.40 5028.77 5028.75 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 0.40 5038.69 5038.67 3.34 3.55 1733 0.40 5 338.70 5038.68 3.38 3.59 1735 0.40 5039.20 5039.10 3.38 3.67 2029 0.50 5050.82 5050.75 3.98 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 181L 3.42 3.72 Summary of Hydraulic Grade Line Sewer Sewer Invert Surcharged Elevation Water Elevation # Length (Feet) Length Upstream (Feet) (Feet) Downstream (Feet) ) Upstream (Feet) Downstream (Feet) Condition I 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 34 38.17 411.25 38.17 5001.05 411.25 5004.13 5000.89 5000.881 5007.33 5014.37 5007.10 5007.33 Pressured Pressured 45 56 411.25 251 0 5025.72 125.94 5034.51 5012.35 5025.72 5029.07 5037.35 5014.37 5029.07 Jump Jump 67 18 256.64 419 64.59 5044.13 419 5002.17 5034.51 5000.32 5046.53 5007.40 5037.35 5005.38 Jump Pressured 39 62.5 6� 5� OO��Sp� 5�g• 04 5007.33 Pressured file:HC:\Program%20Files\NeoUDSewer\reports\3253 509681.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 3N 4& 25( 373.5! 25( 393.32 70.86 12 38 12 38 38 12 82 12 38 M I7 14 17.29 14 25 25 281.06 5002.43 156 5003.04 238 5-029.05 308 5027.57 238 5038.67 308 5038.67 464]1 5029.43 233.27 5048.88 -01 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 381F 5003.32 12 5002.93 82 5002.75 12 5003.74 38 5004.26I 246.27 5004.031 1 511 5029.08 5029.65 5028.77 50 99.30 5029.45 5038.69 50 88.70 5] 5039.20 01 5050.82 ol 5048.57 503 5001-191 5008.5E 5002.42 5008.92 5025.72 5033.55 5025.73 5033.4( 5034.50]1 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 50 66.55 5002.19 5006.99 5000.89 5008.12 5000.90 5008.18 5002.75 5008.41 5002.751F 5008.31 5003.501 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 50 11.22 5050.75 5051.56 5048.50 5050.03 5047.58 5051.36 5039.10 5041.47 5030.18 F 5034.80 5008.0 5008.5 5029.0 5037.35 5037.35 5050.0 5046.5 5050.1 5005.3 5007.4 5007.4 5007.1 5007.1 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 5051.4E 5041.32 5034.61 J fi le:HC: \Program%20Files\NeoLTDSewer\reports\3253509681.htm 2/4/03 fVeoUDS Results Summary Page 10 of 11 Summary of Energy Grade Line Sewer ID # C 12 23 34 45 56 67 18 39 910 1011 514 515 617 618 1516 719 1920 722 2223 164 865 867 260 262 953 951 1055 1156 1158 j 1112 1213 T Upstream Manhole Energy Sewer Manhole ID # Elevation Friction Feet) (Feet) 5006.93 3.42 1.27 5008.43 0.11 5018.44 9.81 5033.27 14.62 5040.59 7.16 5049.86 9.11 5007.74 0.80 5008.55 0.10 10 5009.03 0.46 11 5009.46 0.40 14 5033.80 0.52 15 5033.66 0.38 17 5041.34 0.74 18 5041.57 0.97 16 5035.01 1.33 19 5050.12 0.271 20 5051.75 1.63I 22 5050.70 0.82I 23 5052.01 1.29 64 5007.591 0.631 65 5008.09 0.27 67 5009.86 1.97 60 5008.29 0.03 62 5008.35 0.08 53 5008.71 0.14 51 5008.61 0.04 55 5009.23 0.17 56 5009.52 0.04 558 5009.621 0.14 12 5010.22 0.73 13 5010,49 0 24�F Juncture Losses I Downstream Manhole _ Bend K Bend Lateral K Lateral Energy Loss Manhole oefficient (Feet Coefficient ( Feet)ID # Elevation 0.05 0.00 0.00 0. 0 � 0� 003 S 1 0.05 0.06 0.00 0.00 = 5006.93 0.05 F 0.05 0.00 0.00 5008.26 0.05 0.20 0.00 0.00 U 5008.43 0.05 6.20 0.00 0.00 ® 5018.44 0.05 0.16 0.00 0.00 � 5033.27 0.05 0.16 0.00 0.00 © 5040.59 0.05 0.02 0.00 0.00 C 5006.93 0.05 0.03 0.00 0.00 C��, 5008.43 0.05F 0.02 0.00 0.00 L� 5008.55 0.05 0.031 0.00 0.00 10 5009.03 0.05 0.01 0.00 0.00 5 5033.27 0.05 0.01 0.00 0.00 5 5033.27 0.05 0.01 0.00 0.00 © 5040.59 0.05 0.01 0.00 6.00 © 5040.59 0.05 0.02 0.00 0.00F 15 5033.66 0.05 0.00 0.00F 0.00 5049.86 0.05 0.00 0.00 0.00 19 5050.12 0.05 0.03 0.00 0.00 7 5049.86 0.05 0.03 0.00 0.00 22 5050.70 0.05 0.03 0.00 0.00 1-J 5006.93 0.05 0.08 0.00 0.00 8 5007.74 0.05 0.14 0.00 0.00 8 5007.74 0.05 0.01 0.00 0.00 2 5008.26 0.05 F 0.01]1 0.00 0.00 C�. 5008.26 0.05 0.01 0.00 0.00 u 5008.55 0.05 0.01 0.00 0.00 5008.55 0.05 0.02 0.00 0.00 10L 5009.03 0.05 0.02 0.00 0.00 11 5009.46 0.05 0.02 0.00 O.Oo1E 11 5009.46 0.05 0.03 0.00 0.00 E11 5009.46 0.05 0.03 0.00 0.00 12 5010.22 file: //C: \Program%20Files\NeoUDSewer\reports\3253 509681.htm 2/4/03 NeoUDS Results Summary Page 11 of 11 [1 1 I 1441 1 41 5033.82 L 0.01 0.05 0.01 0.00 0.001 14 5033.80 1443 43 5033.86 0.05 0.05 0.01 0.00 0.00 14 5033.80 1545 45 5033,69 0.02 0.05 0.02 0.00 0.00 15 5033.66 1547 47 5033.75 0.08 0.05 0.01 0.00 0.00E=1 5033.66 1649 49 5035.05 0.01 0.05 0.02 0.00 0.00 16 5035.01 1837 37 5041.60 0.02 0.05 0.01 0.00 0.00 18 5041.57 1733 33 5041.37 0.02 0.05F 0.01 0.00 0.00 17 5041.34 1735 35 5041.42 0.07 0.05 0.01 0.00 0.00 17 5041.34 2029 29 5051.82 0.07 0.05 0.00 0.00 0.00 20 5051.75 769 69 5050.51 0.64 0.05 0.01 0.00 0.00 �� 5049.86 2327 27 5052.18 0.12 0.05 0.04 0.00 0.00 23 5052.01 1839 39 5041.67 0.09 0.05 0.01 0.00 0.00 18 5041.57 1621 21 5035.11 0.08 0.05 r 0.02 0.00 0.00 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. 11 1 file://C:\Program%20Files\NeoLTDSewer\reports\3253509681.htm 2/4/03 O '0 m O O U N C 0 U LL � (O w N N p 'O (p C w N N CA c lE E 0 N a O O O O O V 00 V 00 O0 00 (D 00 rn rn rn rn o 0 0 0 0 0 V 00 V 00 V 00 00 tO OO 00 to 00 U,) 00 LO OO LO 00 M 0 V W V O V O V 0) V 0) V m Ni 0 0) m 0) m 0 0 0 c0 CO 00 00 00 00 00 V o V w 009 V m (n C0 to aD C0 Co n o 0 0 0) O m m m m rn m m rn m m m m(D rn N V 00 V 00 V 00 1 V 00 1 V 0 V w V M V o V w V 00 g V 00 V OO V 00 V 00 V 0 V 00 V 00 V 00 V 00 OMV �(p (pOMnnnnnnnnnn n n000 o 0000 O W W w W w w w 0 co 0000 co 0000 co W W C* 0000 W W coV co co co co 00NM V Lo U?0(p(O(pCpOnnnnnnnnnn00oco M co 00 V 00 V 00 V 00 V 00 V 00 V 00 V co V co v 00 00 V co V 00 V cc00 V V 00 V 00 V 00 V 00 V 00 V 00 V 00 V 00 V 00 V M V 00 M O V (O UO tlDU�Cp(p co co W. 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(p (p (D p (p n n n n Co Co. 00 (D O I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 to U? n 00 C) O 7 N N M co v ,� V v V LO Lo 0 Lo co (O (D n n M o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M N(D co mo-7NN(')MM V V V V V V V) t(O BCD (O (OO M O .-- .- N N N N N N N N N N N N N N N N N N N (N N 00 00 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0o w w 00 00 0 00 00 00 u0 U? 1n0)Nco CRmmm rn000000 N M n 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N 0 N 0 N 0 N 0 N 0 N 0 V LD O CM (n co 00 00 0) 0 0 C) .-- .-- N N N N M M M CM M M N 00 0) 0 0 0 0 00 0 � � .- V- � e- � r- � � n n OD00 00 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ([) 00 N 00 -7 V (D n n aO M m 0 Cl M M M ' (D nnnnnnnnnnnaoao00000000000000 00 00 m CA O O O O O) m CD o 0 0 0 0 0 o C7 0 0 0 0 0 0 (D M O V n O O p N M co V V U v) O co 'DO M n n M (D O V I- (On I,- I,- nnno000ooCO00000000(0000000 n [I- n I,.n n n n n n n n n n n n n n n n n n [-- LO OO V (D n O o n n n(p(D(D(o V V cM MNN O)(O V MCA CO O O n N n N n N n N n N n N n N n N n I N n N rn N n N n N n N n N n I N n N n N n N n � n •* n n n 66 n n t rn a) 0 0 0 0 o O o 0 0 0 0 0 00 0 0 0 0 0 0 o O o 0 0 0 J ON OV Oco CDO�-NM 0 0 0 0 0 V 0 (O 0 CO 0 n 0 0o 0 O o O(C) O o O(O 0 o O O uOO o N N M M V V 10 O LL V c 0 3 0 N y N (C a m N (0 t a O C I L Performance and Effectiveness Calculations PROJECT: Maple Hill Recreation Center STANDARD FORM A COMPLETED BY: Audrey Mandelsber DATE: 12/01/04 DEVELOPED SUBBASIN ERODIBILITY ZONE Asb (ac) Lsb (ft) Ssb (%) Lb'Asb Asb'Sb PS (%) Rec Center moderate 1.00 190 3.33 190.00 3.33 1.00 190.00 3.331 0.8170 1 TST, INC. CONSULTING ENGINEERS PS (after construction)= 0.9612 12/2/2004 Page 1 ofElrosion Control Effectiveness_ phase breakdown I Effectiveness Calculations I 1 1 1 1 1 1 1 1 1 11 1 1 1 1 LI PROJECT: . Maple Hill Recreation Center STANDARD FORM B COMPLETED BY: AM DATE: 12/01/04 Erosion Control C-Factor P-Factor Method Value Value Comment Soil Treatment Methods bare soil 1.00 1.00 reseed 0.06 1.00 sod grass 0.01 1.00 pavement 0.01 1.00 Structural Treatment Methods no structure 1.00 1.00 gravel filter 1.00 0.80 straw bale 1.00 0.80 silt fence 1.00 0.50 sediment trap 1.00 0.50 Major Basin PS (%) Sub -Basin Area Calculations Soil Treatment Methods: 0 bare soil 0.00 reseed Rec Center 1.00 0.84 sod grass 0.16 pavement Structural Methods: 0.5 silt fence Phase 1 96.12% 0.8 straw bale C-FACTOR= 0.01 0.8 gravel filter P-FACTOR= 0.32 1 no structure EFF= 99.68% 1.00 = EFF'A. 1 no structure Area = 1.00 Sum (A.*EFF.) = 1.00 EFF=I 99.7°k Performance = 95.1% Design Works 1 TST, INC. CONSULTING 12/3/2004 ENGINEERS Page 1 of 1 Erosion Control Effectiveness_ phase breakdown 11 i f I 1 1 J r TST, INC. Consulting Engineers OPINION OF MOST PROBABLE COST Client: Gillespie Farm Development Company Project: Maple Hill Recreation Center Job No. 0953-0013 Rev. Date: 12-03-04 By: A.M. No. Item Quantity Units Unit Cost Total Comments I EROSION CONTROL Gravel Inlet Filters 1 EA. 1 300.00 $300.00 Silt Fence 473.17 L.F. $2.50 $1,182.93 Straw Bale Barrier 3 EA. $200.00 $600.00 Reseeding 1 AC. $800.00 $800.00 Erosion Control Subtotal $2,882.93 CONSTRUCTION COST TOTAL $2, 882.93 Page 1 of 1 PROPOSED FLOW ARROWS PROPOSED MAJOR CONT. PROPOSED MINOR CONT. PROPOSED STRAW RAZE DIKES J� R, LOT $ I'I PROPOSED INLET FILTERS I f - — — PROPOSED SILT FENCE .- 3 EXISTING MAJOR CONT. EXISTING MINOR CONT. - LOT1 LOT \ A.L.N. twneea ...-_.. I r S.A.S. aA® SYH x L � - - - •— - - 0013 Era n09e Ew9 LOr9 n LOTB Lor7 wan,I"annnan,n (I HUM 1 I Lor6 w z e C.)J \ I norz d , W / LOTB p rrrr/ `m^^�^ - Q Q r _... W .z 5 cc 40•.. Dom i LOT I Lu O I i - J �• �.� aS Y �• i I / LOrB = W 40 0 40 W i ec0cancer,! w a O knew 1 o J I • , ILOT1 I' 0 1.1%eLOT 1 UIL l { MWPIE xLL qwE _c __ _ City of Ft. Collins, Colorado om UTILITY PLAN APPROVAL CnI t4nylneern e -74a WAII w.7. aE9. D --'-- APPROWD: —U,.b ,eE ��I.., IH.aae me 9722&0557 City Engineer o, 970?3w0204 CHECKED BY: " • Wnly W Wastewater UIiILLy Ur. 0953OOI 3.00 CHECKED BY. SlorOuter UtilityOu6 HMZMT4 1 .W' i �OT B Y0� CHECKED BY ove - � Perks 6 Recreation Date 13/03/1 CHECKED BY Traffic Englneee ante 13 CHECKED BY: 0A Nxtnrel Re,nni.. — Dabe OF 130 PENDING APPROVAL - NOT FOR CONSTRUCTIN