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Home My WebLink AboutFOSSIL CREEK COMMERCIAL PLAZA, FIRST REPLAT (SPAGGEDDIE'S) - MINOR SUBDIVISION - 4-94 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTSHEAR ENGINEERING CORPORATION PAGE 5 PROJECT: SPAGEDDIES DATE: 01/24/94 PROJ.NO. 1270-03-93 BY : MEO PROD. DESCRIPTION: DETERMINE DETENTION VOLUME REQUIRED BASED ON MASON STREET SID REQUIREMENTS PROD. LOCATION: FORT COLLINS FILE NAME: SPAG CUMULATIVE HYDROGRAPH METHOD FOR SIZING DETENTION PONDS DESIGN STORM: 100 YEAR RUNOFF COEFFICIENT 0.88 RELEASE RATE: 0.59 CFS AREA: 1.17 ACRES INITIAL TIME: 5 MINUTES TIME INCREMENT: 5 MINUTES INFLOW INFLOW RELEASE STORAGE TIME TIME INTENSITY RATE VOLUME VOLUME VOLUME min sec iph cis cf cf cf 5 300 8.70 8.96 2687.3 177.0 2510.3 10 600 7.14 7.35 4410.8 354.0 4056.8 15 900 6.06 6.24 5615.4 531.0 5084.4 20 1200 5.21 5.36 6437.1 708.0 5729.1 25 1500 4.63 4.77 7150.6 885.0 6265.6 30 1800 4.20 4.32 7783.8 1062.0 6721.8 35 2100 3.81 3.92 8237.8 1239.0 6998.8 40 2400 3.60 3.71 8895.7 1416.0 7479.7 45 2700 3.28 3.38 9118.1 1593.0 7525.1 50 3000 3.02 3.11 9328.2 1770.0 7558.2 55 3300 2.80 2.88 9513.5 1947.0 7566.5 *t 60 3600 2.60 2.68 9637.1 2124.0 7513.1 65 3900 2.43 2.50 9757.5 2301.0 7456.5 70 4200 2.30 2.37 9945.9 2478.0 7467.9 75 4500 2.17 2.23 10054.0 2655.0 7399.0 80 4800 2.07 2.13 10230.1 2832.0 7398.1 85 5100 1.96 2.02 10291.9 3009.0 7282.9 90 5400 1.87 1.93 10396.9 3186.0 7210.9 95 5700 1.77 1.82 10387.6 3363.0 7024.6 100 6000 1.70 1.75 10501.9 3540.0 6961.9 105 6300 1.63 1.68 10573.0 3717.0 6856.0 110 6600 1.57 1.62 10668.7 3894.0 6774.7 115 6900 1.50 .1.54 10656.4 4071.0 6585.4 120 7200 1.44 1.48 10674.9 4248.0 6426.9 No Text APPENDIX IV Stuffer Envelope DRAINAGE AND EROSION CONTROL PLAN 90 CONCRETE PIPE DESIGN MANUAL I TABLES 91 I TABLE 3: FULL FLOW COEFFICIENT VALUES CIRCULAR CONCRETE PIPE R ValueofC,Q-n xAx1114 U Pipe A . Area Hydraulic n Diameter (Square Radius (Feet) n=0.010 n=0.011 n=0.012 h=0.013 (inches) Feet) 8 0.349 0.167 15.8 14.3 13.1 12.1 10 0.545 0.208 2.8.4 25.9 23.6 21.8 12 6.785 0.250 46.4 42.1 38.6 35.7 15 1,227 0.31E 84.1 76.5 70.1 �•7 18 1.767 0.375 137 124 114 105 Y1 2.405 0.437 2N 187 172 158 24 3.142 0.500 294 267 245 226 Y7 3.976 0.562 402 366 335 30 4.909 0.625 533 485 444 410 33 5.940 0.698 686 624 574 530 36 7.069 0.750 861 188 722 42 9 621 0.875 1308 1189 1090 006 1006 48 12.566. 1.000 1867 1698 1556 1436 54 15.904 1.12.5 2557 2325 2131 1967 60 19.635 1.250 3385 3077 2821 2604 66 23.758 1.375 4364 3967 3636 3357 72 28.214 1.500 5504 5004 4587 4234 78 33.183 1.625 6815 6195 5679 5242 84 38.465 1.750 8304 7549 6920 6388 90 44.170 1.875 9985 -9078 8321 7681 96 50.266 2.000 11850 10780 ' 9878 9119 302 56.745 2.125 13940 12670 11620 10720 108 63.617 2.250 16230 14760 13530 12490 114 70.882 2.375 18750 17040 15620 14426 120 78.540 2.500 21500. 19540 17920 16540 126 86.590 2.625 24480 2E260 20400 18830 132 95.033 2.750 97720 25200 23100 21330 138 103.870 2.875 31210 28370 26010 24010 26890 144 113.100 3.000 M960 31780 29130 TABLE 4:FULL FLOW COEFFICIENT VALUES ELLIPTICAL CONCRETE PIPE Approximate Equivalent A R Value of C,-1486 x A x R"� Pipe Size Circular Area Hydraulic n R x S Diameter (Square Radius (Inches) (Inches) Feet) (Feet) n-0.010 n-0.011 n-0.012 n=0.013 14 x 23 18 1.8 0.367 138 125 116 108 19 x 30 24 3.3 0.490 301 274 252 232 22 x 34 27 . 4.1 0.546 405 368 339 313 24 x 38 30, 5.1 0.613 547 497 456 . 421 27 x 42 1 33 6.3 0.686 728 662 607 560 29 x 45 36 7.4 0.736 891 810 746 686 32 x 49 39 8.8 0.812 1140 1036 948 875 34 x 53 42 10.2 0.875 1386 1260 1156 1067 38 x 60 48 12.9 0.969 1878 1707 1565 1445 43 x 68 54 16.6 1.106 2635 2395 1 2196 2027 48 x 76 60 20.5 1.229 3491 3174 2910 2686 53 x 83 66 24.8 1.352 4503 4094 3753 3464 58 x 91 72 29.5 1.475 5680 5164 4734 4370 63x98 78 34.6 1.598 7027 6388 5856 5406 68 x 106 84 40.1 1.721 8560 7790 7140 6590 72 x 113 90 46.1 1.845 10300 9365 8584 7925 77 x 121 .96 52.4 1.967 12220 11110 10190 9403 82x128 102 59.2 2.091 14380 13070 11980 11060 87 x 136 108 66.4 2.215 16770 15240 13970 12900 92 x 143 114 74.0 2.340 19380 17620 16150 14910 97 x 151 120 82.0 2.461 22190 20180 18490 17070 106 x 166 132 99.2 2.707 28630 26020 23860 22020 116x180 144 1 118.6 2.968 1 36400 33100 30340 28000 TABLE 5: FULL FLOW COEFFICIENT VALUES CONCRETE ARCH PIPE Approximate Value of C, _ x A x R'�' Equivalent A R n Pipe Size Circular Area Hydraulic R x S Diameter (Square Radius (Inches) (Inches) Feet) (Feet) n-0.010 n-0.011 n=0.012 n-0.013 11 x 18 15 1.1 0.25 65 59 54 50 13% x 22 18 1.6 0.30 110 100 91 84 15% x 26 21 2.2 0.36 165 150 137 127 18 x 28;i 24 2.8 0.45 243 221 203 187 22% x 3644 30 4.4 0.56 441 401 368 339 26% x 43;'a 36 6.4 0.68 736 669 613 566 31Y,.x 51Ve 42 8.8 0.80 1125 1023 938 866 36 x 58;r2 48 11.4 0.90 .1579 1435 1315 1214 40 x 65 54 14.3 1.01 2140 1945 1783 1646 45 x 73 60 17.7 1.13 2851 2592 2376 2193 54 x 88 72 25.6 1.35 4641 4219 3867 3569 62 x 102 84 34.6 1.57 6941 6310 5784 5339 72 x 115 77;1a x 122 90 44.5 1.77 9668 8789 8056 7436 87% 96 51.7 1.92 11850 10770 9872 9112 z138 108 66.0 2.17 16430 14940 13690 12640 0.8 0.7 4 0.6 fL z 0.5 at w > 0.4 O F a 0.3 w 0 c� ? 0.2 0 z O a 0.1 00 0 1 2 3 4 5 FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2) Figure 5-3 CAPACITY OF GRATED INLET IN SUMP (From: Wright -McLaughlin Engineers, 1969) 5-11 DESIGN CRITERIA FORT COLLINS RAINFALL INTENSITY CURVE DATA FOR CITY OF FORT COLLINS FIG 3-1 NOVEMBER 1975 INTERPRETED DECEMBER 21, 1992 BY MARK OBERSCHMIDT SHEAR ENGINEERING CORPORATION DO NOT INTERPRET BEYOND ROW 40 2 5 10 25 50 100 TIME YEAR YEAR YEAR YEAR YEAR YEAR 5 3.29 4.70 5.64 7.02 7.95 8.70 10 2.54 3.65 4.45 5.50 6.35 7.14 15 2.14 3.07 3.75 4.60 5.29 6.06 20 1.85 2.65 3.25 4.00 4.60 5.21 25 1.63 2.34 2.87 3.54 4.08 4.63 30 1.47 2.11 2.60 3.17 3.67 4.20 35 1.32 1.92 2.38 2.88 3.35 3.81 40 1.20 1.76 2.19 2.67 3.08 3.60 45 1.12 1.62 2.02 2.46 2.84 3.28 50 1.04 1.51 1.87 2.27 2.65 3.02 55 0.97 1.40 1.73 2.12 2.46 2.80 60 0.90 1.32 1.62 1.99 2.32 2.60 65 0.88 1.24 1.52 1.84 2.18 2.43 70 0.82 1.18 1.44 1.72 2.05 2.30 75 0.79 1.11 1.38 1.62 1.93 2.17 80 0.74 1.07 1.30 1.53 1.82 2.07 85 0.70 1.00 1.23 1.46 1.73 1.96 90 0.68 0.97 1.20 1.40 1.67 1.87 95 0.64 0.91 1.13 1.32 1.59 1.77 100 0.61 0.88 1.09 1.27 1.51 1.70 105 0.60 0.83 1.04 1.22 1.46 1.63 110 0.57 0.80 1.00 1.18 1.40 1.57 115 0.54 0.78 0.96 1.14 1.33 1.50 120 0.52 0.76 0.91 1.10 1.19 1.44 I DRAINAGE CRITERIA MANUAL RUNOFF IdEf 30 F- 20 z W U it III a. 10 z w a O 5 to w acc 3 O U 2 cc w F- 3 1 _MMOtMEN 1111��I1�1�1111I� ►�.i �� MFMMII■VA �MWAME i�ii�iiiiuiiiii� .. AMW..,►�■N.......s....■�..■. 2 .3 .5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING `UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology For Small Watersheds" Technical Release No. 55, USDA, SCS Jan. 1975. i 5 =1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT 3.1.7 Time of Concentration In order to use the Rainfall Intensity Duration Curve, the time of concentration most be f known. This can be determined either by the following equation or the "Overland Time of Flow Curves" from the Urban Storm Drainage Criteria Manual, included in this report (See Figure 3-2). Tc=1.87 (1.1 —CC,) D' (111.1 "� Where Tc =Time of Concentration, minutes S = Slope of Basin, % C =Rational Method Runoff Coefficient D = Length of Basin, feet C, = Frequency Adjustment Factor Time of concentration calculations should reflect channel and storm sewer velocities as well as overland flow times. 3.1.8 Adjustment for Infrequent Storms The preceding variables are based on the initial storm, that is, the two to ten year storms. For storms with higher intensities an adjustment of the runoff coefficient is required because of the lessening amount of infiltration, depression retention, and other losses that have a proportionally smaller effect on storm runoff. These frequency adjustment factors are found in Table 3-4. Table 3-4 RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS Storrs Return Period Frequency Factor (years) Ce 2 to 10 1.00 11 to25 1.10 26 to 50 1.20 51 to 100 1.25 Note: The product of C times C, shall not exceed 1.00 3.2 Analysis Methodology The methods presented in this section will be instituted for use in the determination and/or verification of runoff at specific design points in the drainage system. These methods are (1), the Rational Method and (2) the Colorado Urban Hydrograph Procedure (CUHP). Other computer methods, such as SWMM, STORM, and HEC-1 are allowable if results are not radically different than these two. Where applicable, drainage systems proposed for construction should provide the minimum protection as determined by the methodology so. mentioned above. 3.2.1 Rational Method For drainage basins of 200 acres or less, the runoff may be calculated by the Rational Method, which is essentially the following equation: Q = C,CIA Where Q = Flow Quantity, cfs A =Total Area of Basin, acres C, = Storm Frequency Adjustment Factor (See Section 3.1.8) C = Runoff Coefficient (See Section 3.1.6) I = Rainfall Intensity, inches per hour (See Section 3.1.4) 3.2.2 Colorado Urban Hydrograph Procedure For basins larger than 200 acres, the design storm runoff should be analyzed by deriving synthetic unit hydrographs. It is recommended that the Colorado Urban Hydrograph Procedure be used for such analysis. This procedure is detailed in the Urban Storm Drainage Criteria Manual, Volume 1, Section 4. MAY 1984 3-5 DESIGN CRITERIA R-M-P Medium Density Planned Residential District — designation for medium density . areas planned as a unit (PUD) to provide a variation in use and building placements with a minimum lot area of 6,000 square feet. R-L-M Low Density Multiple Family District— areas containing low density multiple family units or any other use in the R-L District with a minimum lot area of 6,000 square feet for one -family or two-family dwellings and•9,000 square feet for multiple -family dwellings. M-L Low Density Mobile Home District — designation for areas for mobile home parks containing independent mobile homes not exceeding 6 units per acre. M-M Medium Density Mobile Home District — designation for areas of mobile home parks containing independent mobile homes not exceeding 12 units per acre. B-G General Business District — district designation for downtown business areas, including a variety of permitted uses, with minimum lot areas equal to 1 /2 of the total floor area of the building. B-P Planned Business District — designates areas planned as unit developments to provide business services while protecting the surrounding residential areas with minumum lot areas the same as R-M. H-B Highway Business District — designates an area of automobile -orientated busi- nesses with a minimum lot area equal to 1 /2 of the total floor area of the building. B-L Limited Business District — designates areas for neighborhood convenience centers, including a variety of community uses with minimum lot areas equal to two times the total floor area of the building. C Commercial District —designates areas of commercial, service and storage areas. I-L Limited Industrial District— designates areas of light industrial uses with a minimum area of lot equal to two times the total floor area of the building not to be less than 20,000 square feet. I-P Industrial Park District —designates light industrial park areas containing controlled industrial uses with minimum lot areas equal to two times the total floor area of the building not to be less than 20,000 square feet. I-G General Industrial District — designates areas of major industrial development. T Transition District — designates areas which are in a transitional stage. with regard to ultimate development. For current and more explicit definitions of land uses and zoning classifications, refer to the Code of the City of. Fort Collins, Chapters 99 and 118. Table 3-3 RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS Character of Surface Runoff Coefficient Streets, Parking Lots, Drives: Asphalt ...........0.95 Concrete............................................................................................ 0.95 . Gravel................................................................................................. 0.50 Roofs ......................................................................................... ................. 0.95 Lawns, Sandy Soil: 0.1 Flat <2% .......................................................................... to 7% ................... 0. 5 Average2 .................................................................................. 0.20 Steep>7%.......................................................................................... Lawns, Heavy Soil: 0.20 Flat <2% ........................................................................... 7% .................. 0.25 Average2 to .................................................................................. 0.35 Steep>7%......... :.................................................................. .............. MAY 1984 3-4 DESIGN CRITERIA APPENDIX III Tables and Figures Table 3-3 Rational Method Runoff Coefficients Table 3-4 Rational method frequency adjustment factors Figure 3-2 Travel Time Velocity for Rational Method Figure 3-1 City of Fort Collins Rainfall Intensity Curve November 1975 Fig. 5-3 Capacity of Grated Inlet in Sump Table 3 Full Flow Coefficient Values for Circular Concrete Pipe CONSTRUCTION SEQUENCE P"nJECT: SPAGEDDIES STANDARD FORM C SEQUENCE FOR 19 94 ONLY COMPLETED BY: M EO/Shear Engineering DATE: 1/24/94 Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. YEAR MONTH I M I A I M I J I J( A( S 1 O 1 N' .1 DI I OVERLOT GRADING I-"' WIND EROSION CONTROL Soil Roughening _ Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving — Other VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation Nettings/Mats/Blankets Other STRUCTURES: INSTALLED BY Owner MAINTAINED BY Owner, VEGETATION/MULCHING CONTRACTOR Owner DATE SUBMITTED Jan. 1994 APPROVED BY CITY OF FORT COLLINS ON MARCH 1991 8-16 DESIGN CRITERIA �— EFFECTIVENESS CALCULATIONS PROJECT: STANDARD FORM B COMPLETED BY: DATE: 1 Z4)Q Erosion Control C-Factor P-Factor -.Method Value Value Comment 51�i>+�511\J Z Orvl, \, t•.,•'�?F. �'C LU U;dU _ S.li Fe ,aes I,J O•" S��o %'n5\>.� 2 � 1-r„N r/ sob O•ul 1.0 IBASINI (-%) JBASINJ (Ac)_I CALCULATIONS Sol, { 0o IO ,l W-7 ASpNh1` - CS<c x ix' 0.0004 �( 1 �= 0,4)(1 7 (CC, - D.tU Erf: = CI C,Zk•b)� KIUO . � � cX)f-RA>_t wcI6)."reM eFF = 1Z,4h°/o , S�°�o ok MARCH 1991 8.15 DESIGN CRITERIA K n TABLE 8-A RAINFALL PERFORMANCE STANDARDS FOR FORT COLLINS, COLORADO FLOW LENGTH SLOPE ($) (FT) 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 6.0 7.0 8.0 9.0 10.0 20.0 30.0 40.0 50.0 100 70.9 74.6 76.8 78.4 79.5 80.3 81.1 81.6 82.1 82.5 83.0 83.4 83.6 83.8 84.0 84.7 84.8 84.9 84.9 200 72.0 76.3 78.2 80. 8 1. 2 82.1 82.5 82.8 83.2 83.6 83.9 84.0 84.2 84.3 84.8 84.9 84.9 84.9 300 72.4 77.0 78.8 80.0 80.9 81.6 82.5 82.8 83.1 83.5 83.8 84.1 84.2 84.3 84.4 84.8 84.9 84.9 85.0 400 72.6 77.4 79.1 80.3 81.2 81.8 82.7 83.0 83.3 83.7 84.0 84.2 84.3 84.4 84.5 84.8 84.9 84.9 85.0 500 72.7 77.7 79.4 80.5 81.3 81.9 82.8 83.1 83.4 83.8 84.1 84.3 84.4 84.5.84.6 84.9 84.9 85.0 85.0 600 72.8,77.9 79.5 80.6 81.4 82.0 83.0 83.2 83.5 83.9 84.1 84.3 84.4 84.5 84.6 84.9 84.9 85.0 700 72.8 78.0 79.7 80.8 81.5 82.1 83.0 83.3 83.5 84.0 84.2 84.4 84.5 84.5 84.6 84.9 84.9 85.0 800 72.7 78.1 79.7 80.8 81.6 82.2 83.1 83.4 83.6 84.0 84.2 84.4 84.5 84.6 84.6 84.9 84.9 85.0 900 72.7 78.2 79.8 80.9 81.7 82.2 83.2 83.4 83.6 84.1 84.3 84.4 84.5 84.6 84.7 84.9 84.9.85.0 1000 72.7 78.3 79.9 81.0 81.7 82.3 83.2 83.5 83.7 84.1 84.3 84.4 84.5 84.6 84.7 84.9 84.9 85.0 1100 72.6 78.3 79.9 81.0 81.7 82.3 83.3 83.5 83.7 84.1 84.3 84.5 84.6 84.6 84.7 84.9 84.9 1200 72.6 78.4 80.0 81.0 81.8 82.3 83.3 83.5 83.7 84.2 84.3 84.5184.6 84.6 84.7 84.9 84.9 1300 72.6 78.4 80.0 81.1 81.8 82.4 83.3 83.6 83.8 84.2 84.4 84.5 84.6 84.6 84.7 84.9 85.0 1400 72.5 78.5 80.1 81.1 81.8 82.4 83.4 83.6 83.8 84.2 84.4 84.5 84.6 84.7 84.7 84.9 85.0 1500 72.4 78.5 80.1 81.1 81.9 82.4 83.4 83.6 83.8 84.2 84.4 84.5 84.6 84.7 84.7 84.9 85.0 1600 72.4 78.5 80.1 81.1 81.9 82.4 83.4 83.6 83.8 84.2 84.4 84.5 84.6 84.7 84.7 84.9 1700 72.3 78.5 80.1 81.2 81.9 82.4 83.4 83.6 83.8 84.3 84.4 84.5 84.6 84.7 84.7 84.9 1800 72.3 78.6 80.1 81.2 81.9 82.4 83.4 83.7 83.8 84.3 84.4 84.5 84.6 84.7 84.7 84.9 1900 72.2 78.6 80.2 81.2 81.9 82.5 83.5 83.7 83.9 84.3 84.4 84.5 84.6 84.7 84.7 84.9 2000 72.2 78.6 80.2 81.2 81.9 82.5 83.5 83.7 83.9 84.3 84.4 84.6 84.6 84.7 84.7 84.9 2500 71.9 78.6 80.2 81.3 82.0 82.5 83.5 83.7 83.9 84.3 84.5 84.6 84.7 84.7 84.8 3000 71.6 78.7 80.3 81.3 82.0 82.5 83.6 83.8 84.0 84.4 84.5 84.6- 84.7 84.7 84.8 3500 71.4 78.7 80.3 81.3 82.0 82.6 83.6 83.8 84.0 84.4 84.5 84.6 84.7 84.7 84.8 4000 71.1 78.6 80.3 81.3 82.0 82.6 83.6 83.8 84.0 84.4 84.5 84.6 84.7 84.8 84.8 4500 70.9 78.6 80.3 81.3 82.0 82.6 83.7 83.9 84.0 84.4 84.6 84.6 84.7 84.8 84.8 5000 70.6 78.6 80.3 81.3 82.0 82.6 83.7 83.9 84.0 84.4 84.6 84.7 84.7 84.8 84.8 d� sz ZXZ 112sz'13 ,74 ?3 , Zz RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT:STANDARD FORM A COMPLETED BY: MEO / 5 1j6-A Z ENG INE Esz iO& DATE: -4 S f DEVELOPED ERODIBILITY. Asb Lsb Ssb Lb Sb PS SUBBAgIN ZONE (ac) (ft) ($) (feet) M M MARCH 1991 B-14 DESIGN CRITERIA tl ut tl •m. 1(r taFN •tl. •• .. , •, 1 .. Re , .w..• e••1 i .r I 1 / V • lam. ... I. `�� 1 . I 4 w b 1 r.. i. .w .••. ( t. 1. • . a i L 1'.•.1 1 \L• ~ ]�` 1, t\• - a:� fib' • o• •t ^ \'..••�• • n�. Pf' ,�„ a - w 1 �:. FwJ:.i•' � •w �, y .�li N w\v + � Y �:. •� w•'• D.N•,.1. o t 1 \.. � �l �• •' Y � ' We i .. • Y %. ;I ..1 •11' • •W.• y cl- " Y I' ell•• 4 • ' • 11� 44 N . rw,, • • f lO It he w N p (•..1.u. 1 .� • �I y • •• � iML•wUUD �f •s J . • 4y • nl.r. . 'I n• 1 f1 �� . � / r (1 I ) �• V.. ♦ u, J r •ram O' 1 I 1: Y ' fl • V• :j�1I1 • I : (b•'nl C• I 1 , t. o � + I. SITE ' 11 .�••�, ��` r .� 1 f_ ROD ILITY ZONEva `. • �,�� '�• ° r i LOW �t � MODERATE HIGH fts \� 1 Syr t•�..—, ,.� ' ( ' � � x �t :L-,:CV�@Psis. �. �illt�� ` W��.a:V °tt�. t..r"��}.: •>Fi• 4.<•i. .r1 �..�:..i •tc \4`' 1':'t.�:. ,. t.:=.iL rw .4.... :fi ...�. A•G. .�-.:. �.A�C/r.1 �:4 �1 iL h•r.i 5:::-:. .. APPENDIX II Erosion Control Calculations SP�1G C-�JO\�S • - - PRGIARED13Y MEv --1 II Y G 6z qv� c.�vR A oE' • L.'_L 3 1��Ula� WATER GLev - 31,�,� ,�,� TOP Z7.9,C P ��E �LA�G7� � -7b L•� . �. ,2 T-177, 14 fill I I i i I TETER- EEH_F -71 �L L L _T"r . . . . . . . . . . . . . . . .......... 71 !_LLL__ . . . . . . . . . . . . . . . . . . . i-4- -4 1 fit _-A T f i if i Lj_ --- - - 7_7 .. r__ T__.. T i I I I I If i it lit 1 1 1 1 -7 -F! 7-1 17' L 7-1-7r I ..J I I if if I f I I I if I it I z 1 1 1 1 I lit it L! I I Lf 1-1 1-7 r 4-L 7- I i it LL 4 T-1 ILL i ';T-177 '7�-1-J.' 7'1 F- 77—, TI F" T -- -------- J -JU -- -------- ,7 t i I L-L -T F' 1;ow 14-4 _�'T_T T � r--rA( .-SJOR"A' J L _L_L I L! tj I F -7- PAGE 7a CHECK FOR HIGH WATER ELEVATION 0100 = 0.59 cfs START AT ELEV. = 36.940 FEET DELTA HEAD = 0.001 FEET HEAD HEAD HEAD ELEV. OVER LOWER OVER UPPER OVER WEIR TOTAL LOWER ORIFICE UPPER ORIFICE WEIR FLOW FLOW ORIFICE FLOW ORIFICE FLOW ft ft cfs ft cfs ft cfs cfs 30.940 4.530 0.589 0.000 0.000 0.000 0.000 0.589 30.941 4.531 0.590 0.000 0.000 0.600 0.000 0.590 ><'t 30.942 4.532 0.590 0.000 0.000 0.000 0.000 0.590 30.943 4.533 0.590 0.000 0.000 0.000 0.000 0.590 30.944 4.534 0.590 0.000 0.000 0.000 0.000 0.590 30.945 4.535 0.590 0.000 0.000 0.000 0.000 0.590 '. 30.946 4.536 0.590 0.000 0.000 0.000 0.000 0.590 30.947 4.537 0.590 0.000 0.000 0.000 0.000 0.590 SHEAR ENGINEERING CORPORATION PAGE : 7 PROJECT: SPAGEDDIES DATE: 01/24/94 PROJECT NO 1270-01-93 PROJECT LOCATION :FORT COLLINS BY MEO FILE NAME: SPAG INPUT FOR OUTLET STRUCTURE STRUCTURE TYPE: ** WEIR TYPE LOWER ORIFICE DIAM. (ft) = 0.26 WEIR LENGTH (ft) = 0.00 LOWER ORIFICE INV. (ft) = 26.41 WEIR INVERT (ft) = 0.00 LOWER ORIFICE COEF. (CL) = 0.65 WEIR COEF. (Cu) = 0.00 UPPER ORIFICE DIAM.(ft) = 0.00 TOP OF BERM (ft) = 32.00 UPPER ORIFICE INV. (ft) = 0.00 INIT. DELTA (ft) = 2.59 UPPER ORIFICE COEF. (Cu) = 0.00 DELTA HEAD (ft) = 0.25 100 YR RELEASE RATE (cfs)= 0.59 OUTLET PIPE 18" RCP PIPE DIAM (ft) =SEE ABOVE HYD. RAD. (ft) = 0.38 HGL SLOPE (X) = 5.37 PIPE INV. (ft) = 26.41 n = 0.013 SEE PAGE 8a SLOPE (Y.) = 0.50 Qcap (cfs) = 7.42 Opresscap (cfs) = 24.33 AREA (sf) = 1.767 PRESSURE FLOW EXPECTED GRATE ELEV. (ft) = 29.00 TOP OF PIPE (ft) = 28.16 REFER TO TABLE 5 COVER a INLET(ft)= 0.84 ** ******** *OUTPUT* ******** ******** ******** *k****** LOWER ORIFICE AREA (A) = 0.0531 SQUARE FEET UPPER ORIFICE AREA (A) = 0.0000 SQUARE FEET ******* ******* ******* *OUTPUT* ******* ******* ******* ******* HEAD HEAD HEAD ELEV. OVER LOWER OVER UPPER OVER WEIR TOTAL LOWER ORIFICE UPPER ORIFICE WEIR FLOW FLOW ORIFICE FLOW ORIFICE FLOW ft ft cfs ft cfs ft cfs cfs 26.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 29.00 2.59 0.45 0.00 0.00 0.00 0.00 0.45 29.25 2.84 0.47 0.00 0.00 0.00 0.00 0.47 29.50 3.D9 0.49 0.00 0.00 0.00 0.00 0.49 29.75 3.34 0.51 0.00 0.00 0.00 0.00 0.51 30.00 3.59 0.52 0.00 0.00 0.00 0.00 0.52 30.25 3.84 0.54 0.00 0.00 0.00 0.00 0.54 30.50 4.09 0.56 0.00 0.00 0.00 0.00 0.56 30.75 4.34 0.58 0.00 0.00 0.00 0.00 0.58 31.00 4.59 0.59 0.00 0.00 0.00 0.00 0.59 31.25 4.84 0.61 0.00 0.00 0.00 0.00 0.61 31.50 5.09 0.62 0.00 0.00 0.00 0.00 0.62 31.75 5.34 0.64 0.00 0.00 0.00 0.00 0.64 32.00 5.59 0.65 0.00 0.00 0.00 0.00 0.65 ******** ******** ******** *A****** ******** ******** ******** ******** ORIFICE EQUATION: CA(2gH)AI /2 WEIR FLOW EQTN. : CWLHA3/2 SHEAR ENGINEERING CORPORATION PAGE: 6 PROJECT :SPAGEDDIES DATE: 01/24/94 PROJ. NO:1270-03-93 LOCATION:FORT COLLINS BY MEO NOTES :PARKING LOT STORAGE VOLUME ONLY FILE NAME SPAG AVERAGE END AREA METHOD FOR DETENTION BASIN VOLUMES CONSTANT: 64 = 1 SQ IN. FIRST.EVEN CONTOUR 29 FEET INVERT 29 FEET TOP ELEV 31 FEET INCREMENT 1 FOOT SCALE: 1" = 20 FEET ******** ******** ******** ******** ******** '***A**** ******** ******** ELEV PLANI- AREA AREA VOLUME CUM. CUM. CUM. METER (Al) (A2) (V1) VOLUME VOLUME VOLUME ft READING sq in sq ft cf cf cy ac-ft ******** ******** ******** ******** ******** *kk*i*** ******** ******** 29 0.00 0.00 0 0 0 0 0.00 30 732.00 11.44 4575 2288 2288 85 0.05 31 2951.50 46.12 18447 11511 13798 511 0.32 FORMULAE:A1= (PLANIMETER READING)/CONSTANT A2= (A1)*SCALE SQUARED CONCLUDE:VOLUME PROVIDED IN PARKING LOT IS GREATER THAN VOLUME REQUIRED VOLUME REQUIRED = 7566.5 cf PA(76A B A S/a i tC%4'e ID OPATTERN KON- SKIGALVANIZED STEWL PLATE (AA3M10 M-111) 9 A wtL .9 r-4� OETAIL'A7 I' x)x r• 4• a x Xxx n A +-*d PLAN VIEW SECTION A -A 2:I SLOPE 3, 2:1 SLOPE OAS.G. SECTION B-8 CXIi16IT �6� For, 4� Wlura SJW CULV6KT CAPWeIT} �2x,oz) 0,31b3 N 0,0)6 5 (�� '` A UlCc,lo' �li�r1' 6)C,3163��,o0i 0, 01-6 - 6,SI Gfs e I r pr i T. 77 i A ... ....... if! 14t; T-1 -10:11, ....... -14 1' 3-- 4 Ri= 5,3 -7 --o -!,., I f)—i- I i I . I A -1Q.- I � " 4- 1 3. , I.. 1.677_.� 14, io I " ! } ! I ( 1 1 IN ; '' ! , ! ' � i i y I 4 I G� ' : i ' ! t r i" I ' 7 OF Ij SHEAR ENGINEERING CORPORATION PAGE 4 PROJECT: SPAGEDDIES DATE 01/24/94 PROJ. NO.1270-1-93 BY MEO FILE NAME SPAG AREA (A)= 0.04 ACRES SUBBASIN:Ic NOTE: TOTAL CONTRIBUTING AREA TO PARKING LOT INLET INCLUDES SOME OFFSITE FLOWS RUNOFF COEF. (C) 2 YEAR 10 YEAR 100 YEAR C = 0.76 0.76 0.95 SEE SPREAD SHEET ATTACHED ON PAGE 2 TIME OF CONCENTRATION (TO TRAVEL DISTANCE TO BASIN BOUNDARY = 27 Lf THEREFORE ASSUME Tc = 5 min INTENSITY (I) (iph) 2 YEAR 10 YEAR 100 YEAR I = 3.29 5.64 8.70 NOTE:' INTENSITIES TAKEN FROM FIGURE 3-1 RUNOFF (0= CIA) (cfs) 2 YEAR 10 YEAR 100 YEAR 0 = 0.10 0.17 0.33 CONCLUDE:FLOWS OFFSITE UNDETAINED. PLATTED AREA IS 1.02 ac CONTRIBUTING AREA TO ONSITE INLET = 1.17 ac UNDETAINED FLOW IS COMPENSATED FOR e PAGE 3 PROJECT: SPAGEDDIES BY MEO FILE NAME SPAG SHEAR ENGINEERING CORPORATION DATE 01/24/94 PROJ. NO.1270-1-93 AREA (A)= 0.17 ACRES SUBBASIN:Ib NOTE: TOTAL CONTRIBUTING AREA TO SIDE WALK CULVERT INCLUDES SOME OFFSITE FLOWS AREA IS SPLIT BY BERM ALONG EAST SIDE OF BUILDING RUNOFF COEF. (C) 2 YEAR 10 YEAR 100 YEAR C = 0.29 0.29 0.36 SEE SPREAD SHEET ATTACHED 1 TIME OF CONCENTRATION (TO OVERLAND TRAVEL TIME (Ti)(1.87(1.1-CCf)*(L)AO.5)/(S)A0.33 LENGTH = 24 FEET SLOPE = 6.46 X 2 YEAR 10 YEAR 100 YEAR C = 0.20 0.20 0.25 Ti (min)= 4.45 4.45 4.21 TRAVEL TIME (TO=L/(60*V) FLOW TYPE L (ft) = 22 S (X) = 4.50 GUTTER L (ft) = 8 S (X) = 0.50 GUTTER L (ft) = 108 S (Y.) = 0.50 GUTTER NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2 Tc =Ti+TOTAL TRAVEL TIME 2 YEAR 10 YEAR Tc (min)= 6.17 6.17 URBAN BASIN CHECK LtotaL = 162 USE Tc = 6 6 V (fps) = 1.50 Tt(min)= V (fps) = 0.50 Tt(min)= V (fps) = 1.50 Tt(min)= TOTAL TRAVEL TIME (min) _ 100 YEAR 5.92 L/180+10= 10.90 6 INTENSITY (I) (iph) 2 YEAR 10 YEAR 100 YEAR I = 3.14 5.4 8.39 NOTE: INTENSITIES TAKEN FROM FIGURE 3-1 RUNOFF (Q= CIA) (cfs) 2 YEAR 10 YEAR 100 YEAR Q = 0.15 0.27 0.51 CONCLUDE: INSTALL 4' WIDE SIDEWALK CULVERT INSTALL 3' WIDE CONCRETE LOW FLOW CHANNEL AT 0.5% CULVERT CAPACITY = 3.24 cfs REFER TO EXHIBIT B CHANNEL CAPACITY = 0.48 cfs REFER TO EXHIBIT A 0.24 0.27 1.20 1.71 NOTES SURFACE CHARACTERISTICS STREETS ASPHALT CONCRETE GRAVEL ROOFS LAWNS SANDY SOIL FLAT < 2% AVERAGE 2 - 7% STEEP > 77 LAWNS HEAVY SOIL - FLAT < 2% AVERAGE 2 - 7% STEEP > 7% TOTAL AREA SHEAR ENGINEERING CORPORATION PAGE 2 PROJECT :SPAGEDDIES DATE: 01/24/94 PROJ.NO. :1270-01-93 LOCATION FORT COLLINS FILE NAME:SPAG BY: MEO MINOR BASIN Ic CONTRIBUTES FLOW TO TARGET PARKING LOT RUNOFF COEF. AREA C C*A (acres) 0.000 0.950 0.000 0.030 0.950 0.029 0.000 0.500 0.000 0.000 0.950 0.000 0.000 0.100 0.000 0.000 0.150 0.000 C.000 0.200 0.000 0.010 0.200 0.002 0.000 0.250 0.000 0.000 0.350 0.000 0.040 0.031 C2 C5 C10 C100 COMPOSITE C VALUE 0.763 0.763 0.763 0.953 USE 0.76 0.76 0.76 0.95 SHEAR ENGINEERING CORPORATION PAGE 1 PROJECT :SPAGEDDIES DATE: 01/24/94 PROJ.NO. :1270-01-93 LOCATION FORT COLLINS FILE NAME:SPAG BY: MEO NOTES TOTAL CONTRIBUTING AREA TO THE PARKING LOT INLET (SUB BASIN I) RUNOFF SURFACE COEF. CHARACTERISTICS AREA C C*A (acres) STREETS ASPHALT 0.630 0.950 0.599 CONCRETE 0.000 0.950 0.000 GRAVEL 0.000 0.500 0.000 ROOFS 0.160 0.950 0.152 LAWNS SANDY SOIL FLAT < 2% 0.000 0.100 0.000 AVERAGE 2 - 77 0.000 0.150 0.000 STEEP > 7% 0.000 0.200 0.000 LAWNS HEAVY SOIL FLAT < 2% 0.380 0.200 0.076 AVERAGE 2 - 7% 0.000 0.250 0.000 STEEP > 77 0.000 0.350 0.000 TOTAL AREA 1.170 0.827 C2 C5 C10 C100 COMPOSITE C VALUE 0.706 0.706 0.706 0.883 USE 0.71 0.71 0.71 0.88 NOTES TOTAL CONTRIBUTING AREA TO THE SIDEWALK CULVERT ON EAST SIDE (MINOR BASIN Ib) RUNOFF SURFACE COEF. CHARACTERISTICS AREA C C*A (acres) STREETS ASPHALT 0.000 0.950 0.000 CONCRETE 0.000 0.950 0.000 GRAVEL 0.000 0.500 0.000 ROOFS 0.020 0.950 0.019 LAWNS SANDY SOIL FLAT < 2% 0.000 0.100 0.000 AVERAGE 2 - 77 0.000 0.150 0.000 STEEP > 7% 0.000 0.200 0.000 LAWNS HEAVY SOIL FLAT < 2% 0.150 0.200 0.030 AVERAGE 2 - 77 0.000 0.250 0.000 STEEP > 7% 0.000 0.350 0.000 TOTAL AREA 0.170 0.049 C2 C5 C10 C100 COMPOSITE C VALUE 0.288 0.288 0.288 0.360 USE 0.29 0.29 0.29 0.36 APPENDIX I Storm Drainage Calculations Detention pond Mass Diagram calculations Stage -Storage curve for detention area PAGE 6 Project No. 1270-03-93 Lot 2, Fossil Creek Commercial Plaza First Replat VII. CONCLUSIONS: (continued) B. Drainage Concept 1. The drainage design for Spageddies has been prepared in accordance with the City of Fort Collins requirements, particularly those of the Mason Street Improvement District. 2. There are no adverse downstream effects due to the development of the site. VIM REFERENCES: 1. Fort Collins Storm Drainage Criteria Manual 2. Urban Drainage and Flood Control District Drainage Criteria Manual 3. City of Fort Collins Erosion Control Reference Manual 4. Final drainage report for Fossil Creek Commercial Plaza; M&I Consulting Engineers 5. Drainage calculations for the Target Store site; M&I Consulting Engineers; dated 09/20/78 PAGE 5 Project No. 1270-03-93 Lot 2, Fossil Creek Commercial Plaza First Replat VI. EROSION CONTROL: A. General Concept 1. Generally accepted erosion control measures are specified and included with the Utility plans. These may include, perimeter silt fencing, area inlet hay bale protection and right turn lane type R inlet gravel filter. 2. An Erosion control security deposit will be required according to current City of Fort Collins policy as presented in the City of Fort Collins Development Manual. a. The security deposit is based on one and one-half times the estimated cost to reseed the actual affected property area during overlot grading activity. Currently, security deposit estimates are based on $1,300.00 per acre to reseed sites that are 1 acre and less. Reseeding cost estimates have been provided by the City's Storm Water Utility and are based on recent experience. i. The estimated security deposit for the entire 1.039 acre site would be $2,026.00 (1.039 acres x 1.5 x $1,300.00 / acre). u. The security deposit is reimbursed upon completion of erosion control measures or completion of the project. B. Specific Details 1. A Gravel filter will be required with the proposed type R inlet provided with right turn lane improvements and located at the new east entry to the Target site. The gravel filter may only be removed when fmal grade, base and paving operations proceed for the right turn lane. 2. Baybale protection of the onsite area inlet will be provided until the time that final grade, base and paving operations proceed for the parking area. 3. Silt fencing will be placed along the majority of the perimeter of the site in order to maximize mze erosion protection of the Target site inlets and the Troutman Parkway inlet. VIL CONCLUSIONS: A. Compliance with Standards 1. All drainage analysis has been performed according to the requirements of the City of Fort Collins Storm Drainage Criteria Manual and City of Fort Collins policy. 2. All Erosion Control design complies with the City of Fort Collins Erosion Control Reference Manual and generally accepted practices. PAGE 4 Project No. 1270-03-93 Lot 2, Fossil Creek Commercial Plaza First Replat IV. DRAINAGE FACILITY DESIGN: B. Specific Details 1. The site specific detention pond will be constructed in the north parking area. a. The net area contributing to the detention pond is 1.17 acres. b. The required storage volume, based on the mass diagram method, is 7,566 cubic feet. c. The available storage volume, based on the stage -storage curve, is 13,798 cubic feet. d. The maximum release rate has been restricted to 0.59 cfs based on the net contributing area of 1.17 acres and the 0.50 cfs per acre restricted release rate. 2. A three (31 foot wide concrete channel is to be constructed on the east side of the building. a. The channel will be built on both sides of the proposed landscape berm. c. The channel has a capacity of 0.44 cfs. (refer to Exhibit A) 3. A four (4') foot wide sidewalk culvert is to be built at the confluence of the concrete channel. a. The culvert has a capacity of 3.24 cfs based on Mannings formula (refer to Exhibit B) b. The 100 year peak flow to the culvert (concentration point b) is 0.51 cfs V. VARIANCE REQUEST: A. This a request for a variance from the requirement that one-half (1/2) of street contributing areas be considered with detention requirements. 1. Approval of the Utility Plans will represent approval of this variance request by the City of Fort Collins Storm Water Utility. a. A note has been provided on the Drainage and Erosion Control Plan as follows: A variance request was made to the City of Fort Collins Storm Water Utility in SECTION V. - VARIANCE REQUEST of the Final Drainage and Erosion Control report. The variance request is related to the inclusion of one-half street right-of-way contribution in the determination of detention requirements. These approved Utility Plans represent approval of said variance request by the Storm Water Utility. PAGE 3 Project No. 1270-03-93 Lot 2, Fossil Creek Commercial Plaza First Replat III. DRAINAGE AND EROSION CONTROL DESIGN CRITERIA: A. Regulations (continued) 3. All erosion control design criteria is from the City of Fort Collins Erosion Control Reference Manual. III. DRAINAGE AND EROSION CONTROL DESIGN CRITERIA: B. Development Criteria Reference and Constraints 1. Previous studies which were considered include: a. Final drainage report for Fossil Creek Commercial Plaza prepared by M&I Consulting Engineers, dated August 1978. b. Drainage calculations for the Target Store site; M&I Consulting Engineers; dated 09/20/78. c. Mason Street Improvement District detention and release rate recommendations. C. Hydrological Criteria 1. The Rational method (Q = CIA) was used to determine the post development peak flows for the 2, 10 and 100 year storm events at specific locations (commercial requirements). 2. The mass diagram method was used to determine the required detention volume utilizing an outflow rate of 0.59 cfs. D. Hydraulic Criteria 1. Orifice and weir equations and coefficients suggested by the City of Fort Collins Storm Drainage Criteria Manual were used. IV. DRAINAGE FACILITY DESIGN: A. General Concept 1. A combination of overland, concrete channel and gutter flow will be used to convey a majority of the storm runoff to the center of the north parking area. An inlet will be provided with a restriction device to create a detention facility in the north parking area. 2. A minor portion of site runoff (0.04 acres) will be conveyed to the Target parking lot detention area. Some offsite runoff will contribute to the Spageddies detention pond. PAGE 2 Project No. 1270-03-93 Lot 2, Fossil Creek Commercial Plaza First Replat II. DRAINAGE BASINS AND SUB -BASINS: A. Major Basin Description (continued) a. The Basin fee rate for this basin is $ 3,717.00 per gross acre according to the development fee section of the City of Fort Collins Development Manual. b. Our understanding is that the above mentioned fees may be reduced with the provision for detention (Please refer to 11/15/93 conceptual review comments). 2. The site was a part of the South Mason Street Special Improvement District. Our understanding is that there is a detention requirement within this area and that release rates are restricted to 0.50 cfs per acre. B. Sub -Basin Description This site was originally addressed with the final drainage report for Fossil Creek Commercial Plaza. This report was prepared by M&I Consulting Engineers and is on file with the City of Fort Collins Engineering Department. 2. There is an existing 36" storm sewer paralleling the east side of the site adjacent to South College Avenue. An existing 18" RCP storm sewer connects existing catch basins on Troutman Parkway to the 36" RCP storm sewer. Our understanding is that the 36" storm sewer was designed with the South Mason Street Special Improvement District. 3. The Spageddies site will be considered as a self contained sub -basin, with provisions for detention and the appropriate restricted release rate. Because of the existing adjacent street and storm sewer system, a variance will be requested so that one-half (1/2) street contribution will not be considered with the 0.50 cfs release rate requirement (Please refer to 11/15/93 conceptual review comments). 4. Detention'release will be to the existing 18" storm sewer located at the northwest corner of the Spageddies site. 5. An access, utility and drainage easement will be defined for the site access and detention areas. These will be noted on the final plat. A. Regulations 1. All storm drainage design criteria from the City of Fort Collins Drainage Criteria Manual was followed. 2. Storm Drainage design criteria modification was considered based on data provided by City of Fort Collins Storm Water Utility personnel concerning allowable Mason Street Improvement District detention release rates. PAGE 1 Project No. 1270-03-93 Lot 2, Fossil Creek Commercial Plaza First Replat INTRODUCTION: This report presents the pertinent data, methods, assumptions and calculations used in analyzing and preparing the grading, drainage, and erosion control design and plans for the Spageddies restaurant; Lot 2, Fossil Creek Commercial Plaza First Replat. The project is being submitted as a Use -by -Right. L GENERAL LOCATION AND PROJECT DESCRIPTION: A. Location 1. The Spageddies Restaurant will be located on Lot 2, of the Fossil Creek Commercial Plaza First Replat in the southeast quarter of Section 35, 17N, R69W of the 6th PM, Ft. Collins, (Larimer County), Colorado. 2. More specifically, it is located on the currently vacant site at the southwest corner of the intersection of Troutman Parkway and South College Avenue in the Target Center. 3. There will be a replat of Lots 2 (Spageddies) and 3 (Target) of the Fossil Creek Commercial Plaza in association with this project. The replat will allow for the description of further dedicated easements and Right -of -Way. A right turn lane to the Target site will be provided on College in association with this project. B. Description of Property 1. A 6,888 square foot restaurant with accompanying parking, loading areas. and landscaping, is proposed for the 1.039 acre site. 2: The site is bounded on the west and south by the existing Target Store parking area, on. the north by Troutman Parkway and on the east by South College Avenue. 3. There are no major drainageways located on or within the project site. 4. To our knowledge, there are no irrigation canals or systems located on or within 100' of the project site. 5. The site is currently not in use and is covered with native grasses and trees. The site is fully serviced with utilities. H. DRAINAGE BASINS AND SUB -BASINS: A. Major Basin Description 1. The site is situated within the McClelland -Mail Creek Drainage Basin as designated on the City of Fort Collins Stormwater Basin Map. IWo13M L GENERAL LOCATION AND PROJECT DESCRIPTION: IL DRAINAGE BASINS AND SUB -BASINS: M. DRAINAGE AND EROSION CONTROL DESIGN CRITERIA: IV. DRAINAGE FACILITY DESIGN: V. VARIANCE REQUEST: VL EROSION CONTROL: 0 v-II APPENDIX Storm Drainage Calculations APPENDIX II Erosion Control Calculations APPENDIX III Tables and Figures APPENDIX IV Stuffer Envelope DRAINAGE AND EROSION CONTROL PLAN 11 Final Drainage and Erosion Control Report for SPAGEDDIES RESTAURANT (LOT 2, FOSSIL CREEK COMMERCIAL PLAZA FIRST RE PLAT) Ft. Collins, Colorado Prepared. for: BRINKER INTERNATIONAL 6820 LW Freeway Dallas, Texas 75240 own!. Prepared by: J, SHE, ENGINEERING CORPORATION Project No: 1270-03-93 Date: January, 1994 4836 S. College, Suite 12 Fort Collins, CO 80525 (303)226-5334