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Home My WebLink AboutLOFTS AT CAMPUS WEST (THE) - PDP/FDP - 28-97 - SUBMITTAL DOCUMENTS - ROUND 5 - DRAINAGE REPORTAPPENDIX IV Stuffer Envelope Existing Conditions Plan Grading Plan Drainage and Erosion Control Plan Alley Plan and Profile Variance Request Letter .iLE 5 CIRCULAR PIPE FLOW CAPACITY Full Floor (cubic feet per second) Mannings "n"= 0.013 Dia. *Conv. % Slope (feet per 100 feet) (in.) Factor 0.02 0.05 0.10 0.20 0.35 0.50 0.75 1.00 1.25 1.50 1.75 2.0 2.5 5.0 10.0 20.0 3 0.884 0.012 0.020 0.028 0.040 0.052 0.062 0.077 0.088 0.099 0.11 0.12 0.12 0.14 0.20 0.28 0.40 4 1.903 0.027 0.043 0.060 0.085 0.113 0.135 0.165 0.190 0.213 0.23 0.25 0.27 0.30 0.43 0.60 0.85 5 3.451 0.049 0.077 0.109 0.154 0.204 0.244 0.299 0.345 0.386 0.42 0.46 0.49 0.55 0.77 1.09 1.54 6 5.611 0.079 0.125 0.177 0.251 0.332 0.397 0.486 0.561 0.627 0.69 0.74 0.79 0.89 1.25 1.77 2.51 . 8 12.084 0.171 0.270 0.382 0.540 0.715 0.854 1.047 1.208 1.351 1.48 1.60 1.71 1.91 2.70 3.82 5.40 10 21.91 0.31 0.49 0.69 0.98 1.30 1.55 1.90 2.19 2.45 2.68 2.90 3.10 3.46 4.90 6.93 9.80 12 35.63 0.50 0.80 1.13 1.59 2.11 2..52 3.09 3.56 3.98 4.36 4.71 5.04 5.63 7.97 11.27 15.93 15 64.60 0.91 1.44 2.04 2.89 3.82 4.57 5.59 6.46 7.22 7.91 8.55 9.14 10.21 14.44 20.43 28.89 18 105.04 1.49 2.35 3.32 4.70 6.21 7.43 9.10 10.50 11.74 12.87 13.90 14.86 16.61 23.49 33.22 46.98 21 158.45 2.24 3.54 5.01 7.09 9.37 11.20 13.72 15.85 17.72 19.41 20.96 22.41 25.05 35.43 50.11 70.86 24 226.22 3.20 5.06 7.15 10.12 13.38 16.00 19.59 22.62 25.29 27.71 29.93 31.99 35.77 50.59 71.54 101.17 27 309.70 4.38 6.93 9.79 13.85 18.32 21.90 26.82 30.97 34.63 37.93 40.97 43.80 48.97 69.3 97.9 138.5 30 410.17 5.80 9.17 12.97 18.34 24.27 29.00 35.52 41.02 45.86 50.24 54.26 58.01 64.85 91.7 129.7 183.4 36 666.98 9.43 14.91 21.09 29.83 39.46 47.16 57.76 66.70 74.57 81.69 88.23 94.33 105.46 149.1 210.9 298.3 42 1006.1 14.23 22.50 31.82 44.99 59.5 71.1 87.1 100.6 112.5 123.2 133.1 142.3 159.1 225.0 .318.2 449.9 48 1436.4 20.31 32.12 45.42 64.24 85.0 101.6 124.4 143.6 160.6 175.9 190.0 203.1 227.1 321.2 454.2 642.4 * Conveyance Factor = (1.486 x R2/3 x A) / n 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: Flat < 2% 0.10 Average 2 to 7% 0.15 Steep > 7% 0.20 Lawn, Heavy Soil: Flat < 2% 0.20 Average 2 to 7% 0.25 Steep > 7% 0.35 Table 3-4 RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS Storm Return Period Frequency Factor years Cf 2-10 1.0 11-25 1.1 26-50 1.20 51-100 1.25 Note: The product of C times Cf shall not exceed 1.0 tables DRAINAGE CRITERIA MANUAL' RUNOFF 50 F- 20 Z W U cc w a 10 z ; h a OJ 5 w 3 O U 2 r.. c W 3 1 ,■ ►1■� ,■■ I I s■��■■ ��I� �■■■�� ONE I■■ENson MEN loll .�...■.�..► .►�■. ■■■�■ FA FARWIN E 54 L .J .3 l 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. 5 =1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT APPENDIX III Charts & Figures No Text APPENDIX III Charts & Figures October 24, 1997 Project No. 1590-01-97 Re: EROSION CONTROL SECURITY DEPOSIT REQUIREMENTS: The Lofts at Campus West; Fort Collins, Colorado A. An erosion control security deposit is required in accordance with City of Fort Collins policy (Chapter 7, Section C : SECURITY; page 7.23 of the City of Fort Collins Development Manual). In no instance shall the amount of the security be less than $1000.00. 1. According to current City of Fort Collins policy, the erosion control security deposit is figured based on the larger amount of 1.5 times the estimated cost of installing the approved erosion control measures or 1.5 tunes the cost to re -vegetate the anticipated area to be disturbed by construction activity. The cost to install the proposed erosion control measures is approximately $600.00. Refer to the cost estimate attached in Appendix I. 1.5 times the cost to install the erosion control measures is $ 900.00. ii. Based on current data provided by the City of Fort Collins Stormwater Utility, and based on an actual anticipated net affected area which will be disturbed by construction activity (approximately 1.24 acres), we estimate that the cost to re - vegetate the disturbed area will be $ 788.64 ($ 636.00 per acre x 1.24 acres).. 1.5 times the cost to re -vegetate the disturbed area is $ 1,182.96. The $ 636.00 per acre for re -seeding sites of less than 5 acres was established by the City of Fort Collins Stormwater Utility staff. CONCLUSION: The erosion control security deposit amount required for The Lofts at Campus West will be $ 1,182.96. 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-031 1 October 24, 1997 Project No. 1590-01-97 Basil Hamdan City of Fort Collins Storm Water Utility P.O. Box 580 Ft. Collins, Colorado 80522 Re: The Lofts @ Campus West; Fort Collins, Colorado Dear Basil, Attached is the erosion control security deposit estimate for The Lofts @ Campus West project. ESTIMATE 1: 7 Haybale Barriers @ $75.00 each 1 - Gravel Inlet filter @ 75.00 each TOTAL ESTIMATED COST: ESTIMATE 2: re -vegetate the disturbed area of 1.24 acres at 636.00 per acre TOTAL ESTIMATED COST: $ 525.00 $ 75.00 $ 600.00 x 1.50 $ 900.00 788.64 $ 788.64 x 1.50 S 19182.96 . In no instance shall the amount of the security be less than $1000.00. Therefore, the total required erosion control security deposit for Lofts @ Campus West expansion will be $1,182.96. If you have any questions, please call at 226-5334. Sincerely, Mark Oberschmidt Shear Engineering Corporation Meo / MO cc: John Donaldson, Timberline Property Management Jean Pakech, City of Fort Collins Stormwater Utility 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-0311 EFFECTIVENESS CALCULATIONS PROJECT: Lofts O Campus West BY: MARK OBERSCHMIDT STANDARD FORM B PROJ. NO 1590-01-97 DATE 11/10/98 EROSION CONTROL C-FACTOR P-FACTOR COMMENT METHOD VALUE VALUE ROUGHENED GROUND 1.00 0.90 ROOF AREAS HAYBALES 1.00 0.80 ASPHALT/CONCRETE. 0.01 1.00 SOD 0.01 1.00 MAJOR PS SUB AREA CALCULATIONS BASIN %- BASIN acre AREA C P ALL 80.30% B 1.24 ROOF 0.20 ACRES 1.00 0.90 BASIN B = Bl+B2 SOD 0.30 ACRES EQUATIONS ASPHALT 0.74 ACRES C = WEIGHTED AVG OF C X AREA, CHECK 1.24 P = (WEIGHTED AVG OF P X AREA) X C = 0.1697 EFF = (1 - P X C) X 100 P = 0.7871 EFF 86.64% TOTAL AREA = 1.24 ACRES OVERALL EFFECTIVENESS = 86.64% > CONCLUDE EROSION CONTROL PLAN IS EFFECTIVE 80.30. 0.01 1.00 0.01 1.00 Page 2 of 2 RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: Lofts @ Campus West PROJECT # 1590-01-97 STANDARD FORM A COMPLETED BY: MARK OBERSCHMIDT DATE: 11/10/98 DEVELOPED ERODIBILITY Asb Lab Ssb Lb Sb PS SUBBASIN ZONE (ac) (ft) (%;) (feet) M M n mnnnnnmv 1 9a 4Qn nn 1.92 608 2.38 BASIN B INCLUDES B1 AND B2 Totals 1.24 490.00 1.92 LINEAR INTERPOLATION SLOPE LENGTH 1.50 1.92 2.00 400 79.1 80.11 80.3 490.00 80.30 500 79.4 80.32 80.5 CONCLUDE: PERFORMANCE STANDARD = 80.30% EROSION CONTROL PLAN OVERALL EFFECTIVENESS MUST EXCEED THIS Page 1 of 2 APPENDIX II Erosion Control Calculations Erosion Control Cost Estimate Erosion Control Security Document Developed Section H-H Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Developed Section H-H Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.009900 ft/ft Water Surface Elevation 27.98 ft Discharge 30.48 cfs 30.0 -----r-----r-----------------r-----I------r-----r-----r----- -----� I I 1 1 1 I I I 1 1 1 I I 1 1 1 1 1 I 1 1 I 1 I 1 I 1 1 1 1 1 1 I I I I 1 1 1 I 1 1 1 1 I I 1 1 1 1 I 1 1 1 1 1 I I 1 I I I t 1 I 1 I 1 I 1 1 1 I 1 1 1 1 I I I I 1 I 1 I 1 1 1 1 I 1 I I 1 1 I 1 1 I I 1 1 ___--1----- '------1 I 1 1 I 1 1 II 1 I 1 1 1 1 I 1 1 I I I I 1 1 I 1 1 I I I I 1 I 1 1 1 1 1 t I I I 1 1 I 1 1 1 1 1 I I I 1 1 I I 1 1 1 I I I I 1 I I I I 1 I 1 I I I 1 1 I 1 1 1 1 I I I 1 I I I I 1 1 t t I I I I I 11 1 1 I I I 1 1 I 1 1 1 1 ----- I I I 1 I I I I 1 I 1 I I I I 1 1 1 1 1 1 1 W C 1 I 1 I 1 I I 1 I I 1 1 1 I I 1 I I 1 1 1 1 Q I I I 1 1 I 1 I I I I I I 1 1 I I 1 I I 1 N I I I I I 1 I 1 I I 1 a) I I I 1 I 1 I 1 I I I I I 1 I I I I 1 1 1 I t/.I I 1 1 I I I 1 I 1 1 1 -----L----- 1- ---1__-__J I I 1 I 1 I I I 1 1 I I I I 1 I I I I 1 1 1 I 1 I 1 1 1 I I 1 I 1 I 1 I 1 1 1 I I I I 1 I I 1 I 1 I 1 I 1 I I 1 I I I I 1 1 I I I I I 1 I 1 I I 1 I 1 I I 1 I I 1 I I I I I I I I I I I 1 I I I I 1 1 1 I I I I I 1 1 I I I 1 I I I J-----_ L----- L---- I I 1____-1-____J I 1 I I I 1 I 1 1 1 1 I I 1 I 1 I I I I I 1 I I 1 I 1 I 1 1 1 I 1 I I I 1 I 1 I 1 1 1 I I I I 1 I 1 1 I I I 1 1 I I I I 1 I I I 1 I I I I 1 I I I t 1 1 I I 1 1 I I I 1 I I 1 I I 1 1 1 27.5 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 Station (ft) 10/27/98 FlowMaster v5.13 01:26:09 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Developed Section H-H Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Developed Section H-H Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.009900 ft/ft Elevation range: 27.66 ft to 29.89 ft. Station (ft) Elevation (ft) Start Station 0.00 29.00 0.00 7.00 28.00 9.00 27.77 29.00 27.76 34.00 27.66 42.00 27.70 44.00 28.00 53.00 29.89 Discharge 30.48 cfs Results Wtd. Mannings Coefficient 0.016 Water Surface Elevation 27.98 ft Flow Area 8.66 ftz Wetted Perimeter 36.79 ft Top Width 36.76 ft Height 0.32 ft Critical Depth 28.03 ft Critical Slope 0.005746 ft/ft Velocity 3.52 ft/s Velocity Head 0.19 ft Specific Energy 28.18 ft Froude Number 1.28 Flow is supercritical. Notes: End Station Roughness 53.00 0.016 Water will spread onto parking lot to the north for the design flow of 30.48 cfs. Water surface elevation does not exceed the top of curb elevation along the existing fence line. 10/27/98 FlowMaster v5.13 01:26:04 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Developed Section G-G Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Developed Section G-G Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.009900 ft/ft Water Surface Elevation 27.87 ft Discharge 30.48 cfs 60 • 29.5 C 0 28.5 (0 7 W 28.0 27.5 1 1 I 1 1 I I 1 1 1 1 1 1 1 I 1 I 1 1 1 1 I I 1 I I I 1 I I 1 I I I I I I 1 1 1 1 I I I 1 1 1 1 1 1 1 1 I 1 I 1 1 I I I I 1 1 I 1 1 1 1 I 1 I I I 1 1 I 1 I I 1 I I I I 1 1 I I I 1 I 1 1 1 I I I I I 1 I I 1 I I 1 I I 1 1 I 1 1 1 1 I 1 I 1 1 1 1 I I 1 1 I I I I 1 1 I I I I 1 1 I I I I I 1 I 1 I I I I I 1 1 I I I I 1 1 1 I I I I 1 1 I 1 1 1 1 1 1 I 1 I 1 1 1 1 I 1 I I 1 I 1 I I I I I 1 1 I I I 1 I I 1 I I 1 1 I I I I I I 1 I I I I I 1 1 I I I I I 1 1 I 1 I 1 I 1 1 I I 1 1 1 1 1 I I I 1 I I I I I I 1 1 1 I I I I 1 1 1 I I I I 1 I I 1 I 1 1 1 1 1 1 I I 1 I 1 I I 1 I 1 I I I I 1 I I I I I I I I 1 I I I I 1 1 I I I 1 1 I I I 1 1 I 1 1 1 I 1 1 I I 1 1 1 1 1 I I 1 1 1 I I 27.01 I I 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 Station (ft) 10/27/98 FlowMaster v5.13 01:16:30 PM Haeslad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Developed Section G-G Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Developed Section G-G Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.009900 ft/ft Elevation range: 27.40 ft to 29.80 ft. Station (ft) Elevation (ft) Start Station 0.00 29.00 0.00 22.00 28.00 42.00 27.52 44.50 27.40 47.00 27.51 57.00 27.58 68.00 29.80 Discharge 30.48 cfs Results Wtd. Mannings Coefficient 0.016 Water Surface Elevation 27.87 ft Flow Area 8.09 ftz Wetted Perimeter 31.09 ft Top Width 31.05 ft Height 0.47 ft Critical Depth 27.93 ft Critical Slope 0.005618 ft/ft Velocity 3.77 ft/s Velocity Head 0.22 ft Specific Energy 28.09 ft Froude Number 1.30 Flow is supercritical. Notes: End Station Roughness 68.00 0.016 Water will spread to north and east as it turns the corner. Water Surface Elevation will not exceed top of curb height proposed for curb along fence line. See section F-F 10/27/98 FlowMaster v5.13 01:16:17 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Developed Section F-F- steps - capacity Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Developed Section F-F- steps Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.005000 ft/ft Water Surface Elevation 28.46 ft Elevation range: 27.43 ft to 30.08 ft. Station (ft) Elevation (ft) Start Station 0.00 28.46 0.00 0.00 27.96 12.00 27.43 25.50 28.74 26.50 28.74 26.50 29.41 27.50 29.41 27.50 30.08 Results Wtd. Mannings Coefficient 0.016 Discharge 70.83 cfs Flow Area 14.65 ft2 Wetted Perimeter 23.18 ft Top Width 22.61 ft Height 1.03 ft Critical Depth 28.49 ft Critical Slope 0.004416 ft/ft Velocity 4.84 ft/s Velocity Head 0.36 ft Specific Energy 28.82 ft Froude Number 1.06 Flow is supercritical. Notes: Developed Section includes 6" vertical curb in front of existing fence. End Station Roughness 27.50 0.016 12/10/98 FlowMaster v5.13 12:45:46 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Developed Section F-F Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Developed Section F-F Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.005000 ft/ft Water Surface Elevation 28.20 ft Discharge 30.48 cfs H w v In c• M 29.5 27.5 ---------- r---------- n----------- 1----------- r.--_--_____r___-------n I I I I 1 I I I 1 1 I 1 1 I 1 I 1 1 I I I I 1 1 1 1 I 1 I I 1 1 I 1 I I 1 1 I 1 1 I 1 1 1 I I 1 1 1 I I I 1 1 1 I I I I 1 1 I I I 1 I 1 I I I I I I 1 1 I I I I I 1 I I I I I 1 1 I 1 1 I 1 I I 1 1 1 I 1 1 1 I I 1 I I I 1 1 I I 1 I I I I 1 I I I I I I 1 I 1 1 I 1 1 I 1 I I 1 I I I 1 I I 1 1 1 1 ____-_--__}___---____a_______-_--1--_____---~----______i__________y I 1 I I 1 1 I 1 I I 1 I I I I 1 I 1 I I 1 I I 1 I 1 I I I I = I 1 I 1 I I 1 I I 1 I 1 1 I I I I -_--______1---------- J----------- __________L---------- j'_-_-______J 1 1 I 1 1 1 1 1 I I 1 1 1 1 I 1 1 1 1 1 I I I I 1 I I I 1 1 1 I I I 1 I I 1 1 I 1 1 I 1 1 I I 1 I 1 I 1 __-_______1____--___- ------- I----------- L---------- 1______-___J 1 1 I I I 1 I 1 I I 1 I 1 1 I I I I I 1 1 I 1 I 1 I 1 I I I I I 1 1 1 I I 1 I I 1 I I I 1 1 I I 1 1 1 1 I I 27.01 i i i I 0.0 5.0 10.0 15.0 20.0 Station (ft) 25.0 30.0 12/10/98 12:45:34 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 Developed Section F-F Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Developed Section F-F Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range: 27.43 ft to 29.79 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 28.46 0.00 27.50 0.016 0.00 27.96 12.00 27.43 16.50 28.24 27.50 29.79 Discharge 30.48 cfs Results Wtd. Mannings Coefficient 0.016 Water Surface Elevation 28.20 ft Flow Area 7.73 ft2 Wetted Perimeter 16.61 ft Top Width 16.29 ft Height 0.77 ft Critical Depth 28.20 ft Critical Slope 0.004901 ft/ft Velocity 3.94 ft/s Velocity Head 0.24 ft Specific Energy 28.44 ft Froude Number 1.01 Flow is supercritical. Notes: Developed Section includes 6" vertical curb in front of existing fence. 12/10/98 FlowMaster v5.13 12:45:29 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Existing Section F-F Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Existing Section F-F Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.005000 tuft Water Surface Elevation 27.96 ft Discharge 9.67 cfs 30.0 29.5 29.0 w C 0 28.5 W 28.0 27.5 ------- ---------------- ---- I I 1 1 1 I 1 1 1 1 1 I t I 1 1 1 1 I 1 1 I I 1 I 1 I 1 1 I I I I 1 I I I I 1 I 1 1 I 1 1 1 t I 1 1 1 1 I I 1 I I 1 1 1 I 1 I 1 I 1 I 1 I I 1 1 I 1 1 I 1 I I 1 I 1 I I I I I 1 I 1 I I 1 1 I 1 I 1 1 I I 1 I 1 1 I I 1 I I I I I 1 1 I I 1 I 1 1 I I I 1 1 I 1 I I I I 1 I I I I 1 I 1 I 1 1 1 1 I 1 I 1 I 1 1 I I I 1 I 1 1 I I 1 I I 1 I I 1 I I 1 I I 1 1 I 1 I 1 I I I 1 I I 1 1 I I 1 I I 1 I I I I 1 I 1 1 I I I I I 1 I I I I 1 I I I 1 1 I 1 I t I I I I I I I I 1 1 1 1 I 1 1 ---------- 1---------- J_ 1 I _------ I----------- L---------- 1-______-_-J I I I 1 I I I I I I I I I t I 1 I 1 I I 1 I I 1 I 1 1 I I I 1 11 I I I I 1 1 I t I I 1 1 I I I I 1 I I 27.0 1 i i I I 0.0 50 10.0 15.0 20.0 Station (ft) 25.0 30.0 10/27/98 01:15:31 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 Existing Section F-F Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Existing Section F-F Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.005000 ft/ft Water Surface Elevation 27.96 ft Discharge 9.67 cfs 30.0 29.5 29.0 w c a 28.5 m N W 28.0 27.5 ___----___r__________,-----------I-----------r----------r-_-_______- I 1 I I 1 1 I 1 I 1 1 1 I I 1 1 1 I I I 1 I I I I I 1 1 I 1 I I I 1 1 1 I 1 1 1 t 1 1 I 1 I 1 I 1 1 1 1 I I I 1 1 I I I I I I 1 I I I I I 1 I I 1 1 1 1 I 1 I 1 1 1 I 1 1 I 1 I 1 1 1 I 1 I I I 1 1 1 1 1 1 I I 1 I I I I I I I I I I I 1 I I I I I 1 I 1 I I I 1 1 1 I 1 I I 1 1 I l 1 1 1 I I 1 I 1 1 1 1 I I I I I 1 1 I I I I 1 I I I I 1 I I I I I 1 I 1 1 I I 1 I 1 1 I i 1 I I I I 1 1 1 1 1 I I 1 1 I 1 I I I I I I I I I I I 1 I I I I I 1 1 I I I 1 1 I I 1 I 1 1 I I I 1 I I I 1 1 1 1 I I I 1 I 1 ---------- 1---------- J- ------- I----------- L---------- 1--______--J I I I 1 I I I I I I I 1 I I I I I I I I 1 I I I I I 1 I I 1 I I I I I I I 1 I 1 1 1 I I 1 1 I I I I 1 I I I 27.01 0.0 5.0 10.0 15.0 20.0 Station (ft) 25.0 30.0 10/27/98 01:15:31 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 Existing Section F-F Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Existing Section F-F Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.005000 ft/ft Water Surface Elevation 27.96 ft Elevation range: 27.46 ft to 29.79 ft. Station (ft) Elevation (ft) Start Station 0.00 27.96 0.00 12.00 27.46 16.50 28.24 27.50 29.79 Results Wtd. Mannings Coefficient 0.016 Discharge 9.67 cfs Flow Area 3.72 ftz Wetted Perimeter 14.94 ft Top Width 14.88 ft Height 0.50 ft Critical Depth 27.94 ft Critical Slope 0.006019 ft/ft Velocity 2.60 ft/s Velocity Head 0.11 ft Specific Energy 28.07 ft Froude Number 0.92 Flow is subcritical. Notes: End Station Roughness 27.50 0.016 Existing section not adequate for design flows. Install 6" vertical face curb in front of existing fence to redirect flows down the alley. 10/27/98 FlowMaster v5.13 01:15:47 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Developed Cross Section E-E Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Developed Section E-E Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0,005300 ft/ft Water Surface Elevation 28.07 ft Discharge 30.48 cfs 30.5 r• • 29.5 29.0 C O N W 28.5 28.0 27.5 27.01 ' 0.0 5.0 10.0 1 1 I I 1 1 I 1 1 I I 1 I 1 1 I 1 - ------ = -- - -- - - - -- - - - - - I 1 I 1 1 1 I 1 1 I I I -________- ____________J 1 1 I 1 I 1 1 1 1 I 1 I 1 1 1 I 1 1 I 1 _ _ _ _ _ _1 I I 1 I I 1 I I I I I '----------1 1 r I 1 I 1 I I I 1 I I 1 1 1 I I 1 1 -J-------------~------------4 1 I 1 I --------- 1------------- r------------� Station (ft) I 1 I I I I I I I I 1 I I I 1 1 I I I 15.0 20.0 25.0 10/27/98 FlowMasler v5.13 01:13:50 PM Haestad Methods, Inc.. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Developed Cross Section E-E @ 0.5% Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet developed Section E-E slope Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.005300 ft/ft Water Surface Elevation 27.67 ft Discharge 16.73 cfs 30.5-------------------------r------------ -------------r------------ I I I I 1 I I I I I I I 1 I I I I 1 I I 1 1 I I I 1 1 1 1 I 30.0------- ----------- '------ ------' 1 I I 1 I I I I I I I I I I 1 I I I I 1 I I 1 I I 29.5-------------+-------------1-------------ti-------------I------------� I 1 1 I I I 1 I 1 I 1 1 I 1 I i I I 1 I 1 1 I I I 29.0------------'-------------I-------------'------------'--------------1 I I I I 1 w I I 1 I I I 1 1 I I 1 .+ I I I I I > Q W I I 1 I 1 I I I I I 28.0-------1--------I I I I I I I I I I 1 I I I I I I I I I I I 27.5 ---- -------a------------------------------------------------- � I I I 1 I I I I I I I I I I I I I 1 I I I I I 27.0------------i------- ---- r------------- i------------- r-------------I I 1 1 I 1 I 1 1 I 1 1 1 I I i I I • I 1 1 I I I 1 I I I I I I 26.5 0.0 5.0 10.0 15.0 20.0 25.0 Station (ft) 10/28/98 FlowMaster v5.13 08:49:20 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Developed Cross Section E-E @ 0.5% Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet developed Section E-E slope Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.005300 ft/ft Water Surface Elevation 27.67 ft Elevation range: 26.91 ft to 30.50 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 27.67 0.00 25.00 9.00 26.91 14.00 28.00 17.50 29.00 25.00 30.50 Results Wtd. Mannings Coefficient 0.016 Discharge 16.73 cfs Flow Area 4.74 ftz Wetted Perimeter 12.60 ft Top Width 12.49 ft Height 0.76 ft Critical Depth 27.67 ft Critical Slope 0.005206 ft/ft Velocity 3.53 ft/s Velocity Head 0.19 ft Specific Energy 27.86 ft Froude Number 1.01 Flow is supercritical. Notes: Roughness 0.016 Existing Section Not adequate - regrade and provide a 6" vertical face curb at building. Extend curb down the west face of the Panhandlers building to the northern most door. Future doors will have to be constructed above the curb. 10/28/98 FlowMaster v5.13 08:49:06 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Dev. Cross Section E-E Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Developed Section E-E Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope Water Surface Elevation Elevation range: 27.17 ft to 30.50 ft. Station (ft) Elevation (ft) 0.00 28.17 0.50 28.17 0.50 27.67 7.00 27.47 9.00 27.17 14.00 28.00 17.50 29.00 25.00 30.50 0.008500 ft/ft 28.17 ft sceNi,r)c, Z Start Station End Station Roughness 0.00 25.00 0.016 Results Wtd. Mannings Coefficient 0.016 Discharge 51.23 cfs Flow Area 8.58 ft2 Wetted Perimeter 14.71 ft Top Width 14.10 ft Height 1.00 ft Critical Depth 28.31 ft Critical Slope 0.004473 ft/ft Velocity 5.97 ft/s Velocity Head 0.55 ft Specific Energy 28.72 ft Froude Number 1.35 Flow is supercritical. Notes: Regraded section with 6" vertical face curb adequate. Curb required because flow depth will be above base of curb. Curb to extend to the northern door along the west side of the panhandlers building. 10/28/98 FlowMaster v5.13 09:01:57 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Dev. Cross Section E-E Worksheet for Irregular Channel Project Description Project File c:\haestad\fmwUofts.fm2 Worksheet Developed Section E-E Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005300 ft/ft Elevation range: 27.17 ft to 30.50 ft. Station (ft) Elevation (ft) Start Station 0.00 28.17 0.00 0.50 28.17 0.50 27.67 7.00 27.47 9.00 27.17 14.00 28.00 17.50 29.00 25.00 30.50 Discharge 30.48 cfs Results Wtd. Mannings Coefficient 0.016 Water Surface Elevation 28.07 ft Flow Area 7.14 ftz Wetted Perimeter 14.23 ft Top Width 13.73 ft Height 0.90 ft Critical Depth 28.08 ft Critical Slope 0.004831 ft/ft Velocity 4.27 ft/s Velocity Head 0.28 ft Specific Energy 28.35 ft Froude Number 1.04 Flow is supercritical. Notes: End Station Roughness 25.00 0.016 Regraded section with 6" vertical face curb adequate. Curb required because flow depth will be above base of curb. Curb to extend to the northern door along the west side of the panhandlers building. 10/27/98 FlowMaster v5.13 01:13:40 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Existing Cross Section E-E Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Existing Section E-E Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.005300 ft/ft Water Surface Elevation 27.67 ft Discharge 2.70 cfs 30.5 30.0 29.5 w 29.0 C O W u- 28.5 28.0 27.5 27.0 0 1027/98 01:11:24 PM I 1 1 1 1 I I I I I I I 1 I ------------;-------------;--- 1 1 I 1 I I I 1 1 I I I I I I I I 1 I I 1 ------------J------- - - - - --------- - - - - -J 1 1 1 1 1 1 I 1 1 1 1 1 1 1 I 1 I I I I -----I I 1 I I I 1 1 1 1 I 1 I I 1 I I 1 - - - - - - - - - - -1 I I I 1 1 1 1 1 1 1 1 1 I I I I 1 I I 1 I I I I I 1 I 1 1 1 1 1 1 I I I I I I 1 1 I 1 I I I I I I 1 I I I 1 1 I I 1 1 I 5.0 10.0 15.0 20.0 25.0 Station (ft) FlowMasler v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Existing Cross Section E-E Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Existing Section E-E Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.005300 ft/ft Water Surface Elevation 27.67 ft Elevation range: 27.40 ft to 30.50 ft. Station (ft) Elevation (ft) Start Station End Station . Roughness 0.00 27.67 0.00 25.00 0.016 9.00 27.40 14.00 28.00 17.50 29.00 25.00 30.50 Results Wtd. Mannings Coefficient 0.016 Discharge 2.70 cfs Flow Area 1.52 ft' Wetted Perimeter 11.27 ft Top Width 11.25 ft Height 0.27 ft Critical Depth 27.65 ft Critical Slope 0.007445 ft/ft Velocity 1.78 ft/s Velocity Head 0.05 ft Specific Energy 27.72 ft Froude Number 0.85 Flow is subcritical. Notes: Existing Section Not adequate - regrade and provide a 6" vertical face curb at building. Extend curb down the west face of the Panhandlers building to the northern most door. Future doors will have to be constructed above the curb. 1027/98 FlowMaster v5.13 01:11:08 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Rebuilt Cross Section D-D for Qdesign Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Existing Section D-D Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.005000 ft/ft Water Surface Elevation 27.14 ft Discharge 30.48 cfs r W C O 111 IU W _________________________------------ ------------- r------------ - � I 1 1 I I 1 I I 1 1 1 1 1 I I I 1 I I I I--------1 I I I 1 1 1 1 I 1 I 1 1 I 1 I 1 I I I I 1 1 I 1 1 I I 1 I I I I 1 I I I 1 I I 1 1 I I 1 I I I I 1 1 I I 1 1 1 I 1 1 I 1 I 1 I 1 1 1 1 1 1 I 1 1 I 1 1 1 1 I 1 1 I I 1 I 1 1 I 1 I I I I I I 1 I 1 1 I 1 I I I 1 I 1 I I I I 1 I 1 I 1 I I I I I I I I 1 1 I I I 1 1 I I I I I I I I I 1 I I I I I 1 1 I I 1 I 1 1 1 a I 1 I I I I 1 I I I 1 1 1 I I 1 1 1 I I 1 1 I 1 I I I I I I I 1 1 I 1 1 I 1 1 I 0.0 5.0 10.0 15.0 20.0 25.0 Station (ft) 09/15/98 FlowMaster v5.13 08:56:35 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Rebuilt Cross Section D-D Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Existing Section D-D Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.016 Channel,Slope 0.005000 ft/ft Water Surface Elevation 27.51 ft Discharge 66.89 cfs 31.0-------------------------r-------------------------r------------� 1 I 1 I I I 1 1 1 1 I I I I 1 I 1 I I 1 30.5-------------1-------------r---------------------------I---------- --I I 1- I I 1 1 I I I I 1 1 1 1 I 1 I 1 1 1 30.0------------- ti------------- r------------ ;-------------I------------� I I I I 1 1 1 I 1 1 I I 1 I I I I 1 29.5-------------I---------------------------------------- ---------------11 I I 1 1 1 1 1 1 I 1 1 1 1 1 I 29.0--------------------------------------------------------------------I y 1 1 1 I 1 v 1 1 I I I I 1 I 1 I I I 1 I 1 1 1 I 0 28.5------------ -I ------------- ------------ J------------ 1------------- 4 I I 1 1 1 I I 1 I I 1 I I I 1 W 28.0-------------- +--------------------------4------------ --------- - - - --+ I I 1 1 I 1 1 1 1 I 1 I 1 1 I 1 I 1 1 I I I 1 I 1 27. - - - - - ~ - - I I I I I 1 I 1 1 I 1 I 1 I I I 1 I I 1 I 27.0----------- J------------- L------------J ------------ L------------J I I I I I I 1 I I I 1 I 1 I I I I 1 I I I I I 1 1 I I I I 1 I 1 1 I I 1 1 I I 1 1 I 26.0 0.0 5.0 10.0 15.0 20.0 25.0 Station (ft) 09/15/98 FlowMaster v5.13 08:45:17 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Rebuilt Cross Section D-D Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Existing Section D-D Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.005000 ft/ft Water Surface Elevation 27.51 ft Elevation range: 26.00 ft to 30.55 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 27.51 0.00 21.00 6.00 26.84 9.00 26.00 16.00 27.00 21.00 30.55 Results Wtd. Mannings Coefficient 0.016 Discharge 66.89 cfs Flow Area 12.53 ft2 Wetted Perimeter 17.10 ft Top Width 16.72 ft Height 1.51 ft Critical Depth 27.55 ft Critical Slope 0.004177 ft/ft Velocity 5.34 ft/s Velocity Head 0.44 ft Specific Energy 27.95 ft Froude Number 1.09 Flow is supercritical. Notes: Rebuilt alley @ section D-D is deeper and flatter along the flowline. Capacity is adequate Roughness 0.016 09/15/98 FlowMaster v5.13 08:46:23 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Existing Cross Section D-D for Qdesign Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Existing Section D-D Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.005000 ft/ft Water Surface Elevation 27.35 ft Discharge 30.48 cfs 31.0 ------------ r------------------------- r------------ I 1 1 I I I I 1 1 1 1 1 I I 1 1 1 1 1 I I 1 1 1 1 30.5-------------'--------I--------------''-------------'-------------- 1 1 I 1 I 1 1 I I I 1 I I 1 1 1 1 I 1 I 30.D ------------t------------- L------------J------------- ------------J 1 I 1 1 1 I I 1 1 1 1 I I 1 1 I I I 1 1 1 1 I I I I 1 1 1 I I I I I I I I I I 1 1 I 1 I 1 1 1 Y 1 I I I 1 29.0 ' ' ' I 1 1 I C 1 I I I I O 1 1 I 1 1 I I I 28.5-------------- '------------- ------------J-------- ----'-------------' 1 IL 1 I I (JJ 1 I 1 I 1 I I I I 1 I 1 1 1 I I 1 1 I I 1 1 I I 1 I I 1 I 1 I I 1 I 1 I 1 I I I 1 I I 1 I I I 1 1 - - - - - - - -1 1 I 1 1 I I I I I I I I I 1 1 I I I 27.0----------- '-------------I------------- ---------- ------------ 26.5 I- r 1 I I 1 1 1 I 1 1 I 1 I 1 I 1 1 1 I 1 1 1 1 I I 1 26.5 0.0 5.0 10.0 15.0 20.0 25.0 Station (ft) 09/15/98 - FlowMaster v5.13 08:59:11 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Existing Cross Section D-D Cross Section for Irregular Channel Project Description Project File c:\haestad\fmwUofts.fm2 Worksheet Existing Section D-D Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.009800 fttft Water Surface Elevation 27.51 ft Discharge 64.32 cfs 31.Or------------I------------- r------------ I ------------- r------------ 1 1 I I I 1 1 1 1 I 1 I 1 1 I I 1 I I 1 1 I 1 I 1 30.5 -------------'-------------I--------------------------'--- -----------' I I I I I I 1 1 1 1 1 I 1 1 I 1 1 1 1 I I 1 1 I I I 1 1 1 1 30.0 ------------ J------------- L------------J-------------------------J 1 I I 1 1 1 1 1 I I 1 1 I I I I 1 1 I I I I 1 I 1 1 29.5 ------------i-------------------------------------F------------� I 1 1 1 1 I 1 1 I I 1 1 I 1 I I I I I I �29.0 ' ----1 1 C I I I I I I I 1 O I I 1 Y 1 I I I 1 (Q 1 I I 1 1 28.5-------------- '------------- '------------- J-------- ----- '------------J 1 1 I I 1 W 1 I I I I 1 1 1 I I 1 I I 1 I I I I 1 I I I I I I 28.0 ------------------------------------- ------ ------------------ 1 I I I 1 I I 1 1 I 1 I I 1 1 I I I I 1 1 1 I I I 27.6 I ----1 1 = I I 1 1 1 I I I I I I 1 I 1 I I I 1 1 1 I 1 I 1 27.0 -------------I-------------' ----------- 1 ----------------------I 1 1 I I 1 I I I I I I 1 I 1 I 1 I 1 1 I I I I I 26.5 0.0 5.0 10.0 15.0 2000 25.0 Station (ft) 09115/98 FlowMaster v5.13 08:39:43 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Existing Cross Section D-D Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Existing Section D-D Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.009800 f tft Water Surface Elevation 27.51 ft Elevation range: 26.51 ft to 30.55 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 27.51 0.00 21.00 0.016 9.00 26.51 16.00 27.00 21.00 30.55 Results Wtd. Mannings Coefficient 0.016 Discharge 64.32 cfs Flow Area 9.97 ft2 Wetted Perimeter 16.95 ft Top Width 16.72 ft Height 1.00 ft Critical Depth 27.69 ft Critical Slope 0.004231 ft/ft Velocity 6.45 fus Velocity Head 0.65 ft Specific Energy 28.16 ft Froude Number 1.47 Flow is supercritical. Notes: This section is adequate as is. Capacity will be changed if the modifications noted in Alley rebuilt west section C-C are completed because the section will become deeper and flatter. Refer to proposed section D-D for proposed capacity 09/15/98 FlowMaster v5.13 08:41:04 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Section C-C - rebuilt - for Qdesign Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Alley @ C-C - rebuilt west 10' wide Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.005000 ft/ft Water Surface Elevation 27.42 ft Discharge 30.48 cfs 30.0 --------I--------r-------T----------------r--------1--------r------- I 1 1 I 1 I I I I I I 1 I I I 1 1 I 1 I I I 1 I I 1 I I I 1 I 1 I I 1 1 I 1 1 1 1 I 1 I 1 1 I 1 1 29.5 --- - - - - -I I - - - - - - - I I- - - - - - - - I I I I I I 1 1 I I I I I 1 I I I 1 1 1 I 1 I I 1 I 1 I I I I I I 1 I 1 I 29.0 I I I I I I I I I I I I 1 --------- -------- I -------- 1-------- I-------- 1-------J--------L------- 1 1 I I I I I I 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 I 1 I 1 1 1 1 1 1 I 1 I w28.5-------- =--------�-------T---------------T--------I-------- �------- v I 1 1 1 1 I 1 C I I I I I I 1 I 1 I I I I 1 O 1 I I I I I I I > > W 28.0 1 I I I I I I ------- --------I--------I-------I--------II-------I--------I-------- 1 1 I I 1 1 1 1 I I I I 1 1 I I I I I I I I I I I I I I I I I 1 I I 1 I 1 I I I I I I I 1-------I 1 I ------I I I I I I V7 I I I 1 1 I 1 I I I 1 1 1 1 1 I I 1 1 I 1 I I I 1 1 I I 1 I I I I 1 I 1 27.0 - ------------ II --------r r - - - - - - -I- - - - - - - - r--- - - - --- -- - - - - -r- - -- - -- I 1 I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I 1 I I I 1 1 I I I 26.5 I I 1 I I I 1 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 Station (ft) 09/15/98 FlowMasler v5.13 09:01:34 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Section C-C - rebuilt Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Alley @ C-C - rebuilt west 10' wide Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.005000 fttft Water Surface Elevation 27.42 ft Discharge 30.86 cfs 30.0 ----------------r-------T----------------T-------n--------r------- 1 1 I I I I I 1 1 I I 1 I I I 1 I 1 1 I I I I 1 I 1 I 1 I I 1 1 I I I I I I I I 1 1 29.5 ' -------I -- ,- ' -------1------ -- -------- 1 r________I_ 7_____ I _______r_______ I I I 1 1 I I 1 I 1 1 I I I I I I I I 1 1 1 1 I 1 I I 1 I 1 I I I I I 1 1 1 I 1 1 I I 1 1 I I I 1 29.0-------- J-------- L_______1-------- I-------- L_______ J________ L_______ I I 1 1 I 1 I I I I 1 1 1 I I 1 I 1 I I 1 I 1 I 1 I I 1 1 I 1 I I I I I I 1 I I I I 1 I I I I I I 28.5 v I I I I 1 I 1 1 1 1 1 I 1 1 C 1 1 1 1 I I 1 0 I 1 1 > 1 1 1 I X17 1 1 1 1 1 1 1 I I 1 I I 1 I I 1 1 I I 1 I 1 1 I I I I 1 1 I I I I I I I I I 1 1 I I 1 I 1 1 I 1 I # I I 1 1 I I 1 1 1 1 1 1 I I 1 1 I I I I I I I I I I I I I 1 I 1 I 1 I 1 27.0 '-- - - - - -I 1-------1 I I 1 I I I I I 1 1 I I I 1 I I I I I I 1 1 1 I I I I 1 1 I 1 1 I I I 1 I I 1 I I 1 1 I I 1 26.51 I I I 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 Station (ft) 16.0 09/15/98 .1 , . 08:43:43 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 Section C-C - rebuilt west Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Alley @ C-C - rebuilt west 10' wide Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.005000 ft/ft Water Surface Elevation 27.42 ft Elevation range: 26.57 ft to 30.00 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 27.42 0.00 16.00 0.016 6.00 27.15 9.00 26.57 16.00 26.75 16.00 30.00 Results Wtd. Mannings Coefficient 0.016 Discharge 30.86 cfs Flow Area 7.81 ft2 Wetted Perimeter 16.73 ft Top Width 16.00 ft Height 0.85 ft Critical Depth 27.42 ft Critical Slope 0.005031 ft/ft Velocity 3.95 ft/s Velocity Head 0.24 ft Specific Energy 27.66 ft Froude Number 1.00 Flow is subcritical. Notes: This section rebuilds the western 10 feet of the alley up to the stoop or bottom of slope Capacity does meet design flow Additional concrete may be required at stoop 09/15/98 FlowMaster v5.13 08:44:15 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Section C-C - existing Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Existing Alley @ C-C Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.005000 ft/ft Water Surface Elevation 27.42 ft Discharge 7.48 cfs 30.0 29.511 29.0 Y v C w0 28.5 fll N W 28.0 27.5 1 1 I 1 1 I 1 1 I 1 1 1 1 1 �•• I I 1 1 I I 1 1 1 I 1 1 I I - I 1 I I I I 1 1 I I 1 1 1 1 I 1 1 I I I 1 I 1 I 1 1 I 1 1 I I I I 1 1 1 1 1 1 I 1 I 1 1 1 I I 1 I 1 1 I 1 I 1 1 I I 1 I 1 I 1 1 1 I I I I 1 I 1 I 1 1 1 I I I 1 1 1 1 I 1 I 1 I I I 1 I 1 I I I 1 1 I I 1 I 1 1 1 I I 1 I 1 1 1 I 1 I I I I 1 I 1 I 1 I I I I I I 1 1 I I I I I I I 1 I 1 I I 1 1 1 1 1 1 1 1 I 1 I I I I 1 I 1 I I I 1 I I I I 1 I I 1 1 I I I I I 1 I I I I I I I 1 I 1 I 1 1 I 1 I I 1 1 1 1 1 1 I 1 I 1 1 I I 1 1 1 I 1 1 I I I 1 I 1 I I 1 1 1 I I I 1 I 1 1 I I I I 1 I I I I I 1 1 1 I 1 I L_______ X47 1 I I 27.01 1 1 0.0 2.0 4.0 6.0 8.0 10.0 12.0 Station (ft) 14.0 16.0 09/15/98 08:42:38 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 Section C-C - existing Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\lofts.fm2 Worksheet Existing Alley @ C-C Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.005006 ft/ft Water Surface Elevation 27.42 ft Elevation range: 27.01 ft to 30.00 ft. Station (ft) Elevation (ft) Start Station 0.00 27.42 0.00 9.00 27.01 16.00 27.42 16.00 30.00 Results Wtd. Mannings Coefficient 0.016 Discharge 7.46 cfs Flow Area 3.28 ft' Wetted Perimeter 16.02 ft Top Width 16.00 ft Height 0.41 ft Critical Depth 27.40 ft Critical Slope 0.006439 ft/ft Velocity 2.28 ft/s Velocity Head 0.08 ft Specific Energy 27.50 ft Froude Number 0.89 Flow is subcritical. Notes: End Station Roughness 16.00 0.016 Capacity is not adequate. As other options have not been approved by property owner to the east, look at rebuilding alley. 09/15/98 FlowMaster v5.13 08:42:48 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 HAESTAD CROSS SECTIONS Project No:1590-01-98 Shear Engineering Corporation By: EM CHANNEL CAPACITY- SECTION C-C PROJECT NAME: LOFTS AT CAMPUS WEST SWALE DESCRIPTION: EXISTING SECTION C-C Alley between Panhandlers and Town Square CAPACITY OF TRIANGULAR OR TRAPEZOIDAL CHANNEL CHANNEL CONFIGURATION: Triangular Q100 (CFS) _ CHANNEL LINING: ASPHALT/CONCRETE Qdesign = Da Db Dc Sc n W I (ft) (ft) (ft) M (ft) (ft) 7.00. 9.00 0.41 0.40 0.016 0.00 0.05 Campchan 12/8/98 22.92 30.48 P-Lt = 7.01 0.06 FT/FT = LEFT BANK SLOPE 17.07 :1 (H:V) P-Rt = 9.01 0.05 FT/FT = RIGHT BANK SLOPE 21.95 :1 (H:V) DEPTH (ft) WIDTH (ft) AREA (s.f.) PERIM (ft) R 2/3 (A/P) Sc 1/2 Q (cfs) V (ft/sec) 0.41 16.00 3.28 16.02 0.35 0.06 6.69 2.04 0.36 14.05 2.53 14.07 0.32 0.06 4.73 1.87 0.31 12.10 1.88 12.11 0.29 0.06 3.18 1.69 0.26 10.15 1.32 10.16 0.26 0.06 1.99 1.51 0.21 8.2.0 0.86 8.21 0.22 0.06 1.12 1.31 0.16 6.24 0.50 6.25 0.19 0.06 0.54 1.09 CONCLUDE: EXISTING CHANNEL IS NOT ADEQUATE ADD 6" VERTICAL CURB ON EAST SIDE OF ALLEY TO INCREASE CAPACITY SEE HAESTADS PRINTOUT FOR CHANNEL SECTION Page 8 of 8 Project No:1590-01-98 Shear Engineering Corporation By: EM CHANNEL CAPACITY- SECTION D-D PROJECT NAME: LOFTS AT CAMPUS WEST SWALE DESCRIPTION: EXISTING SECTION D-D Alley between Panhandlers and Town Square CAPACITY OF TRIANGULAR OR TRAPEZOIDAL CHANNEL CHANNEL CONFIGURATION: Triangular Q100 (CPS) _ CHANNEL LINING: ASPHALT/CONCRETE Qdesign = Da Db Dc Sc n W I (ft) (ft) (ft) M) (ft) (ft) 7.00 9.00 1.27 0.98 0.016 0.00 0.25 P-Lt = 7.11 0.18 FT/FT = LEFT BANK SLOPE P-Rt = 9.09 0.14 FT/FT = RIGHT BANK SLOPE Campchan 12/8/98 22.92 30.48 5.51 :1 (H:V) 7.09 :1 (H:V) DEPTH WIDTH AREA PERIM R 2/3 Sc 1/2 Q V (ft) (ft) (s.f.) (ft) (A/P) (cfs) (ft/sec) -- 1.27 16.00 10.16 16.20 0.73 0.10 68.43 6.74 1.02 12.85 6.55 13.01 0.63 0.10 38.14 5.82 0.77 9.70 3.73 9.82 0.52 0.10 18.02 4.82 0.52 6.55 1.70 6.63 0.40 0.10 6.33 3.71 0.914 11.51 5.26 11.66 0.59 0.10 28.46 5.41 0.913 11.50 5.25 - 11.65 0.59 0.10 28.38 5.41 FLOW DEPTH FOR THE DESIGN FLOW IS APPROXIMATELY CONCLUDE: EXISTING CHANNEL IS ADEQUATE NO MODIFICATIONS NECESSARY SOUTH OF THIS POINT 0.914 FEET Page 7 of 8 Project No:1590-01-98 Shear Engineering Corporation By: MEO PROPOSED CHANNEL SECTION NORTH SIDE EXISTING SHOPS PROJECT NAME: LOFTS @ CAMPUS WEST SWALE DESCRIPTION: RECONSTRUCTED ALLEY SECTION B-B AT TRANSFORMER PAD CAPACITY OF TRIANGULAR OR TRAPEZOIDAL CHANNEL CHANNEL CONFIGURATION: TRAPEZOIDAL Q100 (CFS) = 13.59 CHANNEL LINING: ASPHALT QDES = 1.33*Q100= 18.08 Da Db Dc Sc n W I (ft) (ft) (ft) (°s) (ft) (ft) 0.50 6.00 0.75 0.97 0.016 2.00 0.15 P-Lt = 0.90 1.50 FT/FT. = LEFT BANK SLOPE P-Rt = 6.05 0.13 FT/FT = RIGHT BANK SLOPE Campchan 11/10/98 0.67 :1 (H:V) 8.00 :1 (H:V) DEPTH WIDTH AREA PERIM R 2/3 Sc 1/2 Q V (ft) (ft) '(S.f.) (ft) (A/P) (cfS) (ft/sec) 0.75 8.50 3.94 8.95 0.58 0.10 20.84 5.29 0.60 7.20 2.76 7.56 0.51 0.10 12.90 4.67 0.45 5.90 1.78 6.17 0.44 0.10 7.09 3.99 0.30 4.60 0.99 4.78 0.35 0.10 3.17 3.20 0.15 3.30 0.40 3.39 0.24 0.10 0.87 2.19 0.703 8.09 3.54 8.51 0.56 0.10 18.08 5.10 FLOW DEPTH FOR THE DESIGN FLOW IS APPROXIMATELY CONCLUDE SWALE IS ADEQUATE 0.703 FEET Page 6 of 8 Project No:1590-01-98 Shear Engineering Corporation By: MEO PROPOSED CHANNEL SECTION NORTH SIDE OF EXISTING SHOPS PROJECT NAME: LOFTS @ CAMPUS WEST SWALE DESCRIPTION: RECONSTRUCTED ALLEY SECTION A -A FROM POND OUTFALL TO TRANSFORMER PAD CAPACITY OF TRIANGULAR OR TRAPEZOIDAL CHANNEL CHANNEL CONFIGURATION: TRAPEZOIDAL Q100 @ B1 from 13.59 CHANNEL LINING: ASPHALT . QDES = 1.33*Q100= 18.08 Da Db Dc Sc n W I (ft) (ft) (ft) M) (ft) (ft) 6.00 4.00 0.60 0.97 0.016 2.00 0.10 P-Lt = 6.03 0.10 FT/FT = LEFT BANK SLOPE P-Rt = 4.04 0.15 FT/FT = RIGHT BANK SLOPE Campchan 11/10/98 10.00 :1 (H:V) 6.67 :1 (H:V) DEPTH (ft) WIDTH (ft) AREA (s.f.) PERIM (ft) R 2/3 (A/P) Sc 1/2 Q (cfs) V (ft/sec) 0.60 12.00 4.20 12.07 0.49 0.10 19.00 4.52 0.50 10.33 3.08 -10.40 0.44 0.10 12.54 4.07 0.40 8.67 2.13 8.72 0.39 0.10 7.63 3.58 0.30 7.00 1.35 7.04 0.33 0.10 4.11 3.04 0.20 5.33 0.73 5.36 0.27 0.10 1.78 2.43 0.587 11.79 4..05 11.86 0.49 0.10 18.08 4.47 FLOW DEPTH FOR THE DESIGN FLOW IS APPROXIMATELY CONCLUDE SWALE IS ADEQUATE 0.587 FEET Page 5 of 8 Project No:1590-01-98 Shear Engineering Corporation By: MEO EXISTING ALLEY CAPACITY Campchan 11/10/98 PROJECT NAME: LOFTS @ CAMPUS WEST SWALE DESCRIPTION: EXISTING ALLEY Between Panhandlers and Town Square CAPACITY OF TRIANGULAR OR TRAPEZOIDAL CHANNEL CHANNEL CONFIGURATION: TRIANGULAR Q100 22.14 HISTORIC Q100 @ A CHANNEL LINING: CONCRETE Qdesign 29.45 Da Db Dc Sc n W I (ft) (ft) (ft) (a) (ft) (ft) 9.00 7.00 0.33 0.30 0.016 0.00 0.03 P-Lt = 9.01 0.04 FT/FT = LEFT BANK SLOPE P-Rt = 7.01 0.05 FT/FT = RIGHT BANK SLOPE 27 :1 (H:V) 21 :1 (H:V) DEPTH (ft) WIDTH (ft) AREA (s.f.) PERIM (ft) R 2/3 (A/P) Sc 1/2 Q (cfs) V (ft/sec) 0.33 16.00 2.64 16.01 0.30 0.05 4.04 1.53 0.30 14.55 2..18 14.56 0.28 0.05 3.13 1.44 0.27 13.09 1.77 13.10 0.26 0.05 2.36 1.34 0.24 11.64 1.40 11.65 0.24 0.05 1.73 1.24 0.21 10.18 1.07 10.19 0.22 0.05 1.21 1.13 0.18 8.73 0.79 8.73 0.20 0.05 0.80 1.02 0.15 7.27 0.55 7.28 0.18 0.05 0.49 0.90 0.12 5.82 0.35 5.82 0.15 0.05 0.27 0.78 0.09 4.36 0.20 4.37 0.13 0.05 0.13 0.64 0.06 2.91 0.09 2.91 0.10 0.05 0.04 0.49 0.03 1.45 0.02 1.46 0.06 0.05 0.01 0.31 0.00 0.00 0.00 0.00 0.00 0.05 0.00 0.00 NOTE: THIS IS A WORST CASE SCENARIO OF THE EXISTING CHANNEL BETWEEN PANHANDLERS AND TOWN SQUARE SHOPS THE SLOPE RANGES FROM FLAT TO 0.026 FT/FT DEPTH RANGES FROM APPROXIMATLEY 4" TO 9" MODIFY CHANNEL TO INCREASE CAPACITY Page 4 of 8 Project No:1590-01-98 Shear Engineering Corporation Campchan By: MEO 12/8/98 PROJECT NAME: LOFTS @ CAMPUS WEST SWALE DESCRIPTION: NORTH SIDE OF UNITS FLOWS FROM SITE AND OFFSITE Section L-L CAPACITY OF TRIANGULAR OR TRAPEZOIDAL CHANNEL CHANNEL CONFIGURATION: TRIANGULAR Q100 (CFS) = 4.78 CHANNEL LINING: GRASS Qdesign = 6.36 Da Db Dc Sc n W I (ft) (ft) (ft) (o) (ft) (ft) 3.00 3.00 1.00 . 2.00 0.060 0.00 0.10 P-Lt = 3.16 0.33 FT/FT = LEFT BANK SLOPE P-Rt = 3.16 0.33 FT/FT = RIGHT BANK SLOPE 3.00 :1 (H:V) 3.00 :1 (H:V) DEPTH WIDTH AREA PERIM R 2/3 Sc 1/2 Q V (ft) (ft) (s.f.) (ft) (A/P) (cfs) (ft/sec) 1.00 6.00 3.00 6.32 0.61 0.14 6.39 2.13 6.90 5.40 2.43 5.69 0.57 0.14 4.83 1.99 0.80 4.80 1.92 5.06 0.52 0.14 3.52 1.84 0.70 4.20 1.47 4.43 0.48 0.14 2.47 1.68 0.60 3.60 1.08 3.79 0.43 0.14 1.64 1.52 0.50 3.00 0.75 3.16 0.38 0.14 1.01 1.34 0.40 2.40 0.48 2.53 0.33 0.14 0.56 1.16 0.30 1.80 0.27 1.90 0.27 0.14 0.26 0.95 0.20 1.20 0.12 1.26 0.21 0.14 0.09 0.73 0.10 0.60 0.03 0.63 0.13 0.14 0.01 0.46 0.00 0.00 0.00 0.00 0.00 0.14 0.00 0.00 0.998 5.99 2.99 6.31 0.61 0.14 6.36 2.13 FLOW DEPTH FOR Q = 6.36 CFS IS 0.998 FEET CONCLUDE CHANNEL IS ADEQUATE TO CONVEY FLOW FROM NORTH HALF OF PROPOSED UNITS AND OFFSITE FLOWS FROM CITY PARK CONDOS 6.00 FOOT DRAINAGE AND UTILITY EASEMENT REQUIRED Page 3 of 8 Project No:1590-01-98 Shear Engineering Corporation By: MEO Summary of Swale Sections Campchan 12/8/98 Section Side Slope Channel Slope Mannings Bottom Capacity Design Flow Left Right Depth n Width Flow Depth H:1 H:1 ft % ft cfs cfs ft A -A 10.00 6.67 0.60 0.97 0.02 2.00 19.00 18.08 0.59 B-B 0.67 8.00 0.75 0.97 0.02 2.00 20.84 18.08 0.70 C-C 17.07 21.95 0.41 0.40 0.02 0.M 6.69 30.48 D-D 5.51 7.09 1.27 0.98 0.02 0.00 68.43 30.48 0.91 L-L 3.00 3.00 1.00 2.00 0.06 0.00 6.39 6.36 1.00 Note: Sections A -A and B-B are in the alley behind Town Square Shops Sections C-C D-D are in the alley between Town Square and Panhandlers Section C-C is an existing section and requires modification See Haestads printout and profile for modification Section D-D is an existing section See Haestads printout and profile for modification Section L-L is behind the units on site Page 2 of 8 Project No:1590-01-98 Shear Engineering Corporation Campchan By: MEO 11/10/98 SWALES Page 1 of 8 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 2 5 10 25 50 100 0 TIME YEAR YEAR YEAR YEAR YEAR. YEAR 1 5 3.29 4.70 5.64 7.02 7.95 9.30 2 10 2.54 3.65 4.45 5.50 6.35 7.14 3 15 2.14 3.07 3.75 4.60 5.29 6.06 4 20 1.85 2.65 3.25 4.00 4.60 5.21 5 25 1.63 2.34 2.87 3.54 4.08 4.63 6 30 1.47 2.11 2.60 3.17 3.67 4.20 7 35 1.32 1.92 2.38 2.88 3.35 3.81 8 40 1.20 1.76 2.19 2.67 3.08 3.60 9 45 1.12 1.62 2.02 2.46 2.84 3.28 10 50 1.04 1.51 1.87 2.27 2.65 3.02 11 55 0.97 1.40 1.73 2.12 2.46 2.80 12 60 0.90 1.32 1.62 1.99 2.32 2.60 13 65 0.88 1.24 1.52 1.84 2.18 2.43 14 70 0.82 1.18 1.44 1.72 2.05 2.30 15 75 0.79 1.11 1.38 1.62 1.93 2.17 16 80 0.74 1.07 1.30 1.53 1.82 2.07 17 85 0.70 1.00 1.23 1.46 1.73 1.96 18 90 0.68 0.97 1.20 1.40 1.67 1.87 19 95 0.64 0.91 1.13 1.32 1.59 1.77 20 100 0.61 0.88 1.09 1.27 1.51 1.70 21 105 0.60 0.83, 1.04 1.22 1.46 1.63 22 110 0.57 0.80 1.00 1.18 1.40 1.57 23 115 0.54 0.78 0.96 1.14 1.33 1.50 24 120 0.52 0.76 0.91 1.10 1.19 1.44 25 Project No: 1590-01-97 Shear Engineering Corporation By: MEO VERIFY THAT OVERFLOW WEIR IS ADEQUATE PROJECT: Lofts @ Campus West OVERFLOW WEIR INPUT - WEIR CONSISTS OF 2 "SPEED BUMPS" @ SOUTH AND EAST PROPERTY LINES AND TALL CURB AROUND ELECTRICAL AND TELEPHONE PEDESTALS EMERGENCY OVERFLOW WEIR DELTA HEAD (ft) = 0.02 WEIR LENGTH (ft) = 97.00 WEIR COEF. (Cw) = 2.60 WEIR INVERT (ft) = 30.80 QOVERFLOW (cfs) = 13.59 ELEV. ft OUTPUT HEAD OVER WEIR FT WEIR FLOW CFS 30.80 0.00 0.00 30.82 0.02 0.71 30.84 0.04 2.02 30.86 0.06 3.71 30.88 0.08 5.71 30.90 0.10 7.98 30.92 0.12 10.48 30.94 0.14 13.21 30.96 0.16 " 16.14 30.98 0.18 19.26 31.00 0.20 22.56 30.943 0.143 13.590 WATER ELEVATION IF ORIFICE CLOGGED (WE)= LOWEST FINISHED FLOOR ON SITE (FF) _ DIFFERENCE (FF - WE) _ Height of water over weir = 30.943 FEET 33.00 FEET 2.057 FEET > 0.143 feet 1 46/64 inches 1 11/16 inches CONCLUDE: OVERFLOW WILL SPILL SOUTH AND EAST AND THEN TRAVEL EAST IN SWALE ON NORTH SIDE OF EXISTING BUILDINGS OR ACROSS EXISTING CONDO PARKING LOT DESIGN SWALE ON NORTH SIDE OF TOWN SQUARE TO HANDLE 1331 OF OVERFLOW AMOUNT = 18.08 CFS Camppond 11/11/98 1.50 Page 6 of 6 Project No: 1590-01-97 Shear Engineering Corporation By: MEO OUTLET STRUCTURE PROJECT: LOFTS @ CAMPUS WEST DETERMINE ORIFICE SIZE Q= CA(2gH)^0.5 A = Q/(C(2gH)%.5 H (ft) = 1.13 C = 0.65 Q (cfs)= 2.04 A = 0.37 R (ft) = 0.342 D (ft) = 0.68 USE 8" DIAM ORIFICE STRUCTURE TYPE: ORIFICE LOWER ORIFICE DIAM. (ft) = LOWER ORIFICE INV. (ft) = LOWER ORIFICE COEF. (Cl) = RELEASE RATE (CfS) _ WSEL REQ-D (ft) = EMERGENCY OVERFLOW WEIR' WEIR LENGTH (ft) = WEIR INVERT (ft) = LOWER ORIFICE AREA (A) _ INPUT FOR OUTLET STRUCTURE OVERFLOW WEIR 0.66 WEIR LENGTH (ft) = 29.64 WEIR INVERT (ft) = 0.65 WEIR COEF. (Cw) _ 2.04 TOP OF BERM (ft) = 30.7720 INIT. DELTA (ft) = DELTA HEAD (ft) _ 97.00 WEIR COEF. (Cw) _ 30.80 QOVERFLOW. (cfs) _ 0.3421 SOUARE FEET' BROADCRESTED 10.00 30.70 2.60 32.00 0.16 0.20 2.60 13.59 Camppond 11/11/98 HEAD HEAD ELEV. OVER LOWER OVER WEIR TOTAL STORAGE STORAGE LOWER ORIFICE WEIR FLOW FLOW ORIFICE FLOW ft ft cfs ft cfs cfs ac-ft cf 29.64 0.00 0.00 0.00 0.00 0.00 0.00 0 29.80 0.00 0.00 0.00 0.00 0.00 0.00 16 30.00 0.03 0.31 0.00 0.00 0.31 0.00 182 30.20 0.23 0.86 0.00 0.00 0.86 0.02 661 30.40 0.43 1.17 0.00 0.00 1.17 0.04 1703 30.60 0.63 1.42 0.00 0.00 1.42 0.08 3419 30.70 0.73 1.52 0.00 0.00 1 1.52 0.10 4564 30.77 0.80 1.60 0.07 0.50 2.10 0.12 5389 30.77 0.80 1.59 0.07 0.45 2.04 0.12 5327 30.80 0.83 1.63 0.10 0.82 2.45 0.13 5709 ORIFICE EQUATION: CA(2gH)^1/2 WEIR FLOW EQTN. CwLHA3/2 HEAD OVER ORIFICE = ELEV-CENTER OF ORIFICE 100 - YEAR WSEL BASED ON OUTLET HYDRAULICS = 30.77 FEET > 30.77 CONCLUDE: OUTLET STRUCTURE FUNCTIONS TO RESTRICT RELEASE RATE ADEQUATELY Page 5 of 6 Project No: 1590-01-97 Shear Engineering Corporation By: MEO AVERAGE END AREA METHOD FOR DETENTION BASIN VOLUMES PROJECT LOFTS @ CAMPUS WEST INVERT 29.64 FEET FIRST EVEN CONTOUR TOP ELEV INCREMEN 0.2 FOOT SCALE: 1" _ ELEV AREA VOLUME CUM. CUM. CUM. (V1) VOLUME VOLUME VOLUME ft sq ft cf cf cy ac-ft 29.64 0 0 0 0 0.00 29.80 197 16 16 1 0.00 30.00 1467 166 182 7 0.00 30.20 3319 479 661 24 0.02 30.40 7102 1042 1703 63 0.04 30.60 10060 1716 3419 127 0.08 30.80 12842 2290 5709 211 0.13 FORMULAE V1 = (E2-E1)*05*(A2+A1) 29.8 FEET 30.8 FEET 20 FEET REQUIRED VOLUME = 5389 cubic feet 0.12 AC -FT AVAILABLE POND VOLUME = 5709 CUBIC FEET 0.13 AC -FT REQ'D 100 YEAR W.S. ELEV. 30.772 FEET - BASED ON STAGE STORAGE CURVE ACTUAL 100-YEAR W.S.ELEV. 30.767 FEET ACTUAL 100-YEAR W:S.ELEV. BASED ON OUTLET HYDRAULICS STORAGE REACHED @ ACTUAL 100-YEAR W.S.ELEV. 5327 CF 0.12 AC -FT CONCLUDE TOTAL POND VOLUME IS JUST ADEQUATE REQUEST VARIANCE FROM FREEBOARD REQUIREMENT REQUEST VARIANCE FOR EXCEEDING ALLOWABLE POND DEPTH SPECIAL SIGNS REQUIRED FOR SPEED BUMPS Camppond 11/11/98 Page 4 of 6 Project No: 1590-01-97 Shear Engineering Corporation By: MEO DETENTION VOLUME REQUIRED PROJECT: LOFTS Q CAMPUS WEST NOTES: AREA = SITE AREA ONLY RELEASE RATE IS HISTORIC Q2 FROM SITE ONLY CUMULATIVE RUNOFF METHOD FOR SIZING DETENTION PONDS DESIGN STORM: 100 YEAR RUNOFF COEFFICIENT: RELEASE RATE: 2.04 CFS AREA: INITIAL TIME: 5 MINUTES TIME INCREMENT: 5 MINUTES 0.96 1.24 ACRES Camppond 11/11/98 INFLOW INFLOW RELEASE STORAGE STORAGE TIME TIME INTENSITY RATE VOLUME VOLUME VOLUME VOLUME min sec iph cfs cf cf cf ac-ft 5 300 9.30 11.07 3321.2 612.0 2709.2 0.06 10 600 7.14 8.50 5099.7 1224.0 3875.7 0.09 15 900 6.06 7.21 6492.4 1836.0 4656.4 0.11 20 1200 5.21 6.20 7442.4 2448.0 4994.4 0.11 25 1500 4.63 5.51 8267.3 3060.0 5207.3 0.12 30 1800 4.20 5.00 8999.4 3672.0 5327.4 0.12 35 2100 3.81 4.54 9524.4 4284.0 5240.4 0.12 40 2400 3.60 4.29 10285.1 4896.0 5389.1 0.12 45 2700 3.28 3.90 10542.2 5508.0 5034.2 0.12 50 3000 3.02 3.60 10785.0 6120.0 4665.0 0.11 55 3300 2.80 3.33 10999.3 6732.0 4267.3 0.10 60 3600 2.60 3.10 11142.1 7344.0 3798.1 0.09 65 3900 2.43 2.89 11281.4 7956.0 3325.4 0.08 70 4200 2.30 2.74 11499.3 8568.0 2931.3 0.07 75 4500 2.17 2.58 11624.3 9180.0 2444.3 0.06 80 4800 2.07 2.46 11827.8 9792.0 2035.8 0.05 85 5100 1.96 2.33 11899.2 10404.0 1495.2 0.03 90 5400 1.87 2.23 12020.7 11016.0 1004.7 0.02 95 5700 1.77 2.11 12009.9. 11628.0 381.9 0.01 100 6000 1.70 2.02 12142.1 12240.0 -97.9 0.00 DETENTION VOLUME REQUIRED = 5389 CF 0.12 AC -FT Page 3 of 6 Project No: 1590-01-97 Shear Engineering Corporation Camppond By: MEO 11/11/98 Detention Pond Rating Curve Elevation Volume Volume Release ft cf ac-ft CA 29.64 0 0 0 29.80 16 0.00 0.00 30.00 182 0.00 0.31 30.20 661 0.02 0.86 30.40 1703 0.04 1.17 30.60 3419 0.08 1.42 30.80 5709 0.13 2.45 Page 2 of 6 DETENTION POND Project No: 1590-01-97 Shear Engineering Corporation Camprun By: MEO 12/8/98 DEVELOPED CONDITIONS FLOW TO CONCENTRATION POINT B2 FROM SUBBASIN A2 & B2 PROJECT: LOFTS @ CAMPUS WEST NOTES: FLOW FOR SWALE ON NORTH SIDE OF BUILDINGS AREA (A)= 0.670 ACRES RUNOFF COEF. (C) 2 YEAR 10 YEAR 100 YEAR C = 0.80 0.80 1.00 TIME OF CONCENTRATION (TC) OVERLAND TRAVEL TIME (Ti) (1.87*(1.1-C*Cf)*LA0.5)/SA0.33 LENGTH = 20.00 FEET SLOPE = 1.00 2 YEAR 10 YEAR 100 YEAR C = 0.20 0.20 0.25 Ti (min)= 7.53 7.53 7.11 TRAVEL TIME (Tt) =L/(60*V) NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2 Length Slope Flow Type Velocity 40.00 1.00 gutter 2.00 0.33 300.00 2.00 swale 2.16 2.31 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 TOTAL TRAVEL TIME (min) = 2.65 LENGTH = 360.00 L/180+10 = 12.00 > 9.76 2 YEAR 10 YEAR 100 YEAR Tc (min)= 10.17 10.17 9.76 USE Tc = 12.00 12.00 10.00 INTENSITY (I) (iph) 2 YEAR 10 YEAR 100 YEAR I = 2.38 4.17 7.14 NOTE: INTENSITIES TAKEN FROM FIGURE 3-1 RUNOFF (Q= CIA) (CfS) 2 YEAR 10 YEAR 100 YEAR Q = 1.28 2.25 4.78 CONCLUDE: DESIGN SWALE FOR 133% OF Q100 = 6.36 CFS SWALE ON NORTH SIDE OF BUILDINGS Page 11 of 11 Project No: 1590-01-97 Shear Engineering Corporation By: MEO DEVELOPED CONDITIONS FLOW TO CONCENTRATION POINT FROM SUBBASIN B1 & B2 PROJECT: LOFTS @ CAMPUS WEST FILE: CAMPRUN NOTES: AREA (A)= 1.240 ACRES RUNOFF COEF. (C) 2 YEAR 10 YEAR C = 0.77 0.77 TIME OF CONCENTRATION (TC) B1 100 YEAR 0.96 OVERLAND TRAVEL TIME (Ti) (1.87*(1.1-C*Cf)*L% .5)/S% .33 LENGTH = ? FEET SLOPE = ? °s 2 YEAR 10 YEAR 100 YEAR C = ? ? ? Ti (min)= 0.00 0.00 0.00 TRAVEL TIME (Tt) =L/(60*V) NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2 Length Slope Flow Type Velocity 100.00 2.00 gutter 2.83 0.59 300.00 0.50 gutter 1.50 3.33 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 TOTAL TRAVEL TIME (min) = 3.92 LENGTH = 400.00 L/180+10 = 12.22 > 3.92 2 YEAR 10 YEAR 100 YEAR Tc (min)= 3.92 3.92 3.92 USE Tc = 5.00 5.00 5.00 INTENSITY (I) (iph) 2 YEAR 10 YEAR 100 YEAR I = 3.29 5.64 9.30 NOTE: INTENSITIES TAKEN FROM FIGURE 3-1 RUNOFF (Q= CIA) (cfs) 2 YEAR 10 YEAR 100 YEAR Q = 3.14 5.37 11.08 CONCLUDE: DETAIN IN PARKING LOT DETENTION POND Camprun 11/10/98 Page 10 of 11 Project No: 1590-01-97 Shear Engineering Corporation Camprun By: MEO 11/10/98 FOR REFERENCE ONLY DEVELOPED CONDITIONS FLOW TO CONCENTRATION POINT FROM SUBBASIN Al-A3 A PROJECT: LOFTS @ CAMPUS WEST NOTES: FLOW TO END OF ALLEY @ ELIZABETH FROM UNDETAINED SUBBASINS ADD IN RELEASE FROM DETENTION POND AREA (A)= 2.350 ACRES RUNOFF COEF. (C) 2 YEAR C = 0.89 TIME OF CONCENTRATION (Tc) OVERLAND TRAVEL TIME (Ti) LENGTH = 70.00 FEET 2 YEAR C = 0.20 Ti (min)= 6.95 10 YEAR 0.89 100 YEAR 1.00 (1.87*(1.1-C*Cf)*L% .5)/S"0.33 SLOPE = 8.50 °s 10 YEAR 100 YEAR 0.20 0.25 6.95 6.56 TRAVEL TIME (Tt)=L/(60*V) NOTE: Length Slope Flow Type Velocity 380.00 1.00 Gutter 2.00 170.00 1.00 Gutter 2.00 270.00 0.80 Gutter 1.80 ? 0.00 none 0.00 ? 0.00 none 0.00 ? 0.00 none 0.00 ? 0.00 none 0.00 TOTAL TRAVEL TIME (min) _ LENGTH = 890.00 L/180+10 = 2 YEAR 10 YEAR Tc (min)= 14.03 14.03 USE Tc = 14.00 14.00 INTENSITY (I) (iph) NOTE: 2 YEAR I = 2.22 RUNOFF (Q= CIA) (CfS) 2 YEAR Q = 4.64 Qrel = 2.04 Qtotal = 6.68 ALL VELOCITIES TAKEN FROM FIGURE 3-2 3.17 1.42 2.50 0.00 0.00 0.00 0.00 7.08 14.94 > 100 YEAR 13.65 13.50 13.65 INTENSITIES TAKEN FROM FIGURE 3-1 10 YEAR 100 YEAR 3.89 6.38 10 YEAR 100 YEAR 8.13 15.00 2.04 2.04 .ADD IN RELEASE 10.17 17.04 CONCLUDE: DUE TO THE PROBLEMS DOWNSTREAM AND THE PAST HISTORY IN THIS AREA MODIFY ALLEY TO HANDLE THE DEVELOPED FLOW WITH NO DETENTION DESIGN FLOW FOR ALLEY = 133o OF Q100 = 22.92 DESIGN FLOW = 30.48 CFS SEE HAESTAD METHODS CROSS SECTIONS AND RATING TABLES Page 9 of 11 Project No: 1590-01-97 Shear Engineering Corporation Camprun By: MEO 11/10/98 DEVELOPED CONDITIONS FLOW TO CONCENTRATION POINT A FROM SUBBASIN A1-3 & B1-2 PROJECT: LOFTS @ CAMPUS WEST NOTES: FLOW TO END OF ALLEY @ ELIZABETH from all basins AREA (A)= 3.590 ACRES RUNOFF COEF. (C) 2 YEAR 10 YEAR 100 YEAR C = 0.85 0.85 1.00 TIME OF CONCENTRATION (Tc) OVERLAND TRAVEL TIME (Ti) (1.87*(1.1-C*Cf)*LA0.5)/SA0.33 LENGTH = 70.00 FEET SLOPE = 8.50 6 2 YEAR 10 YEAR 100 YEAR C = 0.20 0.20 0.25 Ti (min)= 6.95 6.95 6.56 TRAVEL TIME (Tt)=L/(60*V) NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2 Length Slope Flow Type Velocity 380.00 1.00 Gutter 2.00 3.17 170.00 1.00 Gutter 2.00 1.42 270.00 0.80 Gutter 1.80 2.50 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 TOTAL TRAVEL TIME (min) = 7.08 LENGTH = 890.00 L/180+10 = 14.94 > 13.65 2 YEAR 10 YEAR 100 YEAR Tc (min)= 14.03 14.03 13.65 USE Tc = 14.00 14.00 13.50 INTENSITY (I) (iph) 2 YEAR 10 YEAR 100 YEAR I = 2.22 3.89 6.38 NOTE: INTENSITIES TAKEN FROM FIGURE 3-1 RUNOFF (Q= CIA) (cfs) 2 YEAR 10 YEAR 100 YEAR Q = 6.76 11.84 22.92 CONCLUDE: DOES NOT TAKE INTO ACCOUNT THAT DETENTION POND ON SITE RESTRICTS RELEASE TO HISTORIC 2-YEAR FLOW = 2.04 CFS Page 8 of 11 Project No: 1590-01-97 Shear Engineering Corporation By: MEO DEVELOPED CONDITIONS FLOW TO CONCENTRATION POINT B1 FROM SUBBASIN B1-2,A2-3 PROJECT: LOFTS Q CAMPUS WEST NOTES: FLOW TO SOUTHEAST CORNER OF SITE AREA (A)= 1.990 ACRES RUNOFF COEF. (C) 2 YEAR C = 0.77 TIME OF CONCENTRATION (TC) OVERLAND TRAVEL TIME (Ti) LENGTH = 70.00 FEET 2 YEAR C = 0.20 Ti (min)= 6.95 10 YEAR 100 YEAR 0.77 0.96 (1.87*(1.1-C*Cf)*L"0.5)/SAO.33 SLOPE = 8.50 10 YEAR 100 YEAR 0.20 0.25 6.95 6.56 TRAVEL TIME (Tt) =L/(60*V) NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2 Length Slope Flow Type Velocity 380.00 1.00 Gutter 2.00 3.17 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 TOTAL TRAVEL TIME (min) = 3.17 LENGTH = 450.00 L/180+10 = 12.50 > 9.73 2 YEAR 10 YEAR 100 YEAR Tc (min)= 10.12 10.12 9.73 USE Tc = 10.00 10.00 10.00 INTENSITY (I) (iph) 2 YEAR 10 YEAR 100 YEAR I = 2.54 4.45 7.14 NOTE: INTENSITIES TAKEN FROM FIGURE 3-1 RUNOFF (Q= CIA) (cfs) 2 YEAR 10 YEAR 100 YEAR Q = 3.87 6.78 13.59 Camprun 11/10/98 CONCLUDE: DETAIN AND RELEASE AT HISTORIC 2-YEAR SIZE DETENTION POND FOR SITE ONLY DESIGN OVERFLOW WEIR TO PASS THIS Q100 WITH MINIMAL HEAD OVER WEIR IN CASE OUTLET PIPE IS CLOGGED Page 7 of 11 Project No: 1590-01-97 Shear Engineering Corporation By: MEO EXISTING CONDITIONS FLOW TO CONCENTRATION POINT A FROM SUBBASIN A1-3 & B PROJECT: LOFTS @ CAMPUS WEST NOTES: FLOW TO END OF ALLEY @ ELIZABETH AREA (A)= 3.590 ACRES RUNOFF COEF. (C) 2 YEAR C = 0.81 TIME OF CONCENTRATION (Tc) OVERLAND TRAVEL TIME (Ti) LENGTH = 70.00 FEET 2 YEAR C = 0.20 Ti (min)= 6.95 10 YEAR 100 YEAR 0.81 1.00 (1.87*(1.1-C*Cf)*L"0.5)/S"0.33 SLOPE = 8.50 0 10 YEAR 100 YEAR 0.20 0.25 6.95 6.56 TRAVEL TIME (TO=L/(60*V) NOTE: Length Slope Flow Type Velocity 200.00 0.50 Lawn 0.50 130.00 0.80 Gutter 1.80 170.00 1.00 Gutter 2.00 270.00 0.80 Gutter 1.80 ? 0.00 none 0.00 ? 0.00 none 0.00 ? 0.00 none 0.00 TOTAL TRAVEL TIME (min) _ LENGTH = 840.00 L/180+10 = Tc =Ti+TOTAL TRAVEL TIME 2 YEAR 10 YEAR Tc (min) 14.67 14.67 USE Tc = 14.50 14.50 INTENSITY (I) (iph) 2 YEAR 10 YEAR I = 2.18 3.82 NOTE: INTENSITIES TAKEN FROM FIGURE RUNOFF (Q= CIA) (cfs) 2 YEAR 10 YEAR Q = 6.35 11.14 ALL VELOCITIES TAKEN FROM FIGURE 3-2 6.67 1.20 1.42 2.50 0.00 0.00 0.00 11.79 14.67 < 18.35 100 YEAR 14.67 14.50 100 YEAR 6.17 3-1 100 YEAR 22.14 CONCLUDE: EXISTING FLOW TO SOUTH END OF ALLEY @ WEST ELIZABETH STREET COMPARE WITH EXISTING CAPACITY OF SWALE BETWEEN BUILDINGS WORST CASE SCENARIO IS WHERE CHANNEL IS SHALLOWEST Camprun 11/10/98 Page 6 of 11 Project No: 1590-01-97 Shear Engineering Corporation By: MEO EXISTING CONDITIONS FLOW TO CONCENTRATION POINT B FROM SUBBASIN B PROJECT: LOFTS @ CAMPUS WEST NOTES: FLOW TO SOUTHEAST CORNER OF SITE AREA (A)= 1.240 ACRES EXISTING SITE ONLY RUNOFF COEF. (C) 2 YEAR 10 YEAR 100 YEAR C = 0.66 0.66 0.82 TIME OF CONCENTRATION (TC) OVERLAND TRAVEL TIME (Ti) (1.87*(1.1-C*Cf)*L"0.5)/S% .33 LENGTH = 50.00 FEET SLOPE = 8.50 2 YEAR 10 YEAR 100 YEAR C = 0.20 0.20 0.25 Ti (min)= 5.87 5.87 5.55 TRAVEL TIME (Tt) =L/(60*V) NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2 Length Slope Flow Type Velocity 120.00 2.00 Lawn 1.00 2.00 130.00 0.80 Bare 0.85 2.55 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 TOTAL TRAVEL TIME (min) = 4.55 LENGTH = 300.00. L/180+10 = 11.67 > 10.10 Tc =Ti+TOTAL TRAVEL TIME 2 YEAR 10 YEAR 100 YEAR Tc (min)= 10.42 10.42 10.10 USE Tc = 10.50 10.50 10.00 INTENSITY (I) (iph) 2 YEAR 10 YEAR 100 YEAR I = 2.50 4.38 7.14 NOTE: INTENSITIES TAKEN FROM FIGURE 3-1 RUNOFF (Q=,CIA) (cfs) 2 YEAR 10 YEAR 100 YEAR Q = 2.04 3.57 7.28 CONCLUDE: USE 2 YEAR FLOW FOR RELEASE RATE FROM DETENTION POND Camprun 11/10/96 Page 5 of 11 Project No: 1590-01-97 Shear Engineering Corporation By: MEO Camprun 11/10/98 FOR REFERENCE ONLY EXISTING CONDITIONS FLOW TO CONCENTRATION POINT B FROM SUBBASIN B & A2-3 PROJECT: LOFTS @ CAMPUS WEST NOTES: FLOW TO SOUTHEAST CORNER OF SITE AREA (A)= 1.990 ACRES AREA INCLUDES OFFSITE AREA TO NORTH RUNOFF COEF. (C) 2 YEAR C = 0.70 TIME OF CONCENTRATION (TC) OVERLAND TRAVEL TIME (Ti) LENGTH = 70.00 FEET 2 YEAR C = 0.20 Ti (min)= 6.95 10, YEAR 100 YEAR 0.70 0.88 (1.87*(1.1-C*Cf)*L"0.5)/SAO.33 SLOPE = 8.50 0 10 YEAR 100 YEAR 0.20 0.25 6.95 6.56 TRAVEL TIME (Tt) =L/(60*V) NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2 Length Slope Flow Type Velocity 200.00 0.50 Lawn 0.50 6.67 130.00 0.80 gutter 1.80 1.20 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 ? 0.00 none 0.00 0.00 TOTAL TRAVEL TIME (min) = 7.87 LENGTH = 400.00 L/180+10 = 12.22 < 14.43 Tc =Ti+TOTAL TRAVEL TIME 2 YEAR 10 YEAR 100 YEAR Tc (min)= 12.22 12.22 12.22 USE Tc = 12.00 12.00 12.00 INTENSITY (I) (iph) 2 YEAR, 10 YEAR 100 YEAR I = 2.38 4.17 6.71 NOTE: INTENSITIES TAKEN FROM FIGURE 3-1 RUNOFF (Q= CIA) (cf5) 2 YEAR 10 YEAR 100 YEAR Q = 3.32 5.82 11.70 CONCLUDE: TOTAL HISTORIC FLOW TO PROPOSED PARKING LOT DETENTION Page 4 of 11 Project NO: 1590-01-97 Shear Engineering Corporation By: MEO PROJECT LOFTS @ CAMPUS WEST Camprun 11/10/98 NOTE: AREAS WITHIN THE LIMITS OF THE ROW WILL NOT BE AFFECTED EXISTING SITE IS PARTIALLY PAVED EXISTING DIRT HAS BEEN MODELLED AS GRAVEL REMAINING AREA IS GRASSED WITH AVERAGE SLOPES OFFSITE AREAS ARE ASSIGNED TO BASIN "A" ONSITE AREAS ARE ASSIGNED TO BASIN "B" EXISTING SITE BREAKDOWN SUBBASIN AREA C2,10 C100 ASPHALT GRAVEL CONCRETE LAWN ROOF CHECK acres 0.95 0.50 0.95 0.25 0.95 Al 1.60 0.95 1.00 0.66 0.00 0.17 0.00 0.77 1.60 A2 0.51 0.87 1.00 0.28 0.00 0.00 0.06 0.17 0.51 A3 0.24 0.57 0.71 0.08 0.00 0.02 0.13 0.01 0.24 SUBTOTAL 2.35 0.89 1.00 1.02 0.00 0.19 0.19 0.95 2.35 SITE 1.24 0.66 0.82 0.44 0.65 0.05 0.10 0.00 1.24 DESIGN BASINS AREA C2,10 C100 FLOW GENERATED POINT A Al-3&SITE 3.59 0.81 1.00 HISTORIC FLOW TO END OF ALLEY B A2-3&SITE 1.99 0.70 0.88 HISTORIC FLOW TO SOUTHEAST CORNER B SITE 1.24 0.66 0.82 DEVELOPED SITE BREAKDOWN SUBBASIN AREA C2,10 C100 ASPHALT GRAVEL CONCRETE LAWN ROOF CHECK OFFSITE acres 0.95 0.50 0.95 0.20 0.95 Al 1.60 0.95 1.00 0.66 0.00 0.17 0.00 0.77 1.60 NO CHANGE FROM EXISTING A2 - 0.51 0.86 1.00 0.28 0.00 0.00 0.06 0.17 0.51 NO CHANGE FROM EXISTING A3 0.24 0.54 0.68 0.08 0.00 0.02 0.13 0.01 0.24 NO CHANGE FROM EXISTING SUBTOTAL 2.35 0.89 1.00 1.02 0.00 0.19 0.19 0.95 2.35 SITE B1 1.08 0.79 0.99 0.56 0.00 0.18 0.23 0.11 1.08 B2 0.16 0.62 0.78 0.00 0.00 0.00 0.07 0.09 0.16 SUBTOTAL 1.24 0.77 0.96 0.56 0.00 0.18 0.30 0.20 1.24 TOTAL 3.59 0.85 1.00 1.58 0.00 0.37 0.49 1.15 3.59 DESIGN BASINS AREA C2,10 C100 FLOW GENERATED POINT A A1-3,B1-2 3.59 0.85 1.00 DEVELOPED FLOW TO END OF ALLEY B1 Bl-2,A2-3 1.99 0.77 0.96 DEVELOPED FLOW TO SOUTHEAST CORNER OF SITE 02 B2,A2 0.67 0.80 1.00 DEVELOPED FLOW TO SWALE BEHIND PROPOSED BUILDINGS A Al-A3 2.35 0.89 1.00 Page 3 of 11 Camprun 12/8/98 Project No: 1590-01-97 Shear Engineering Corporation By: MEO ._\__\dvaa\nrW-a �hmi ral\Camo-DRn_dura This worksheet linked to drainage drawing any changes to it will be reflected in drainage drawing FLOW SUMMARY FOR LOFTS @ CAMPUS WEST DESIGN CONTRIBUTING POINT SUB BASIN(S) AREA ac. C2 CI00 Tc 2,10 min. Tc 100 min 12 iph II00 iph Q2 cfs QI00 cfs EXISTING CONDITIONS B B & A2-3 1.99 0.70 0.88 12.00 12.00 2.38 6.71 3.32 11.70 B B 1.24 0.66 0.82 10.50 10.00 2.50 7.14 2.04 7.28 A AI-3 & B 3.59 0.81 1.00 14.50 14.50 2.19 6.17 6.35 22.14 DEVELOPED CONDITIONS BI Bl-2,A2-3 1.99 0.77 0.96 10.00 10.00 2.54 7.14 3.97 13.59 A Al-3&B1-2 3.59 0.85 1.00 14.00 13.50 2.22 6.38 6.76 22.92 A A1-A3 2.35 0.89 1.00 14.00 13.50 2.22 6.38 6.68 17.04 Bl BI&132 1.24 0.77 0.96 5.00 5.00 3.29 9.30 3.14 11.08 132 A2 & B2 0.67 0.80 1.00 12.00 10.00 2.38 7.14 1.28 4.78 NOTES: THE DETENTION POND HAS AN OVERFLOW WEIR WHICH HAS ENOUGH CAPACITY TO PASS THE DEVELOPED QI00 FROM SUBBASINS BI-B2 DETENTION POND IS SIZED FOR INCREASE IN FLOW FROM THE SITE ONLY Page 2 of 11 Project No: 1590-01-97 Shear Engineering Corporation Camprun By: MEO 11/10/98 I RUNOFF Page 1 of 11 APPENDIX I Drainage Calculations Final Drainage and Erosion Control Report for Lofts at Campus West PAGE 14 2. A 2% longitudinal slope was provided. 3. The maximum side slope is 3: 1. D. A letter is attached to this report in Appendix IV which represents the formal request for the variances listed above VIH. 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. 2. Proposed drainage improvements generally conform to the recommendations of the City of Fort Collins Master Drainage Plan with the exception of the variance requests noted in the report. 3. Proposed erosion control measures conform to the recommendations of the City of Fort Collins standards. B. DRAINAGE CONCEPT 1. The proposed drainage design for The Lofts at Campus West is effective for the control of storm runoff with a considerable reduction in potential downstream effects. 2. The proposed drainage design for The Lofts at Campus West will have no effect on City of Fort Collins Master Drainage Plan recommendations. IX. REFERENCES: A. City of Fort Collins "Storm Drainage Design Criteria and Construction Standards"; May, 1984 B. City of Fort Collins "Erosion Control Reference Manual"; January, 1991 C. Shields Street Drainage Evaluation, Prospect Road to Birch Street; Prepared by Lidstone and Anderson, Inc., Project No. CO-FC-93.I013; Dated April 29, 1994 Final Drainage and Erosion Control Report for Lofts at Campus West PAGE 13 C. EROSION CONTROL SECURITY DEPOSIT 1. An erosion control security deposit is required in accordance with City of Fort Collins policy. In no instance shall the amount of the security be less than $1000.00. 2. See the Erosion Control Security Deposit Requirements document located in Appendix I11. 3. The erosion control security deposit is reimbursable. VII. VARIANCE FROM CITY STANDARDS A. A variance is requested from the City of Fort Collins Standard that all detention ponds provide a minimum of 1.0 foot of freeboard. 1. The pond volume has been maximized in the parking area. 2. The nature of the development requires that the ponding depth not exceed 1.0 foot. This makes it impossible to both provide the storage as well as freeboard. 3. The surrounding existing development prohibits revising the detention., grading to increase the elevation of the berm. B. A variance is requested from the City of Fort Collins Standard that the maximum depth of ponding in the parking area of a residential site be restricted to 1.0 foot. I. The volume requirement could not be met using a depth of 1.0 foot due to site grading constraints. 2. The maximum flow depth in the pond is only 1.2 feet. 3. The area at which the flow will be 1.2 feet deep is in the southeast corner of the site. This is well away from any parking areas or buildings. C. A variance is requested from the City of Fort Collins Standard that the maximum side slope not be less than 4:1 for the Swale section L-L along the north side of the proposed buildings. 1. Adequate capacity in the Swale could not be obtained with a 4:1 side slope due to the proximity of the building to the north property line. Final Drainage and Erosion Control Report for Lofts at Campus West PAGE 12 E. SPECIFIC DETAILS - SWALE ON NORTH SIDE OF PROPOSED BUILDINGS I. A triangular grass lined swale (Section L-L) will be constructed on the north side of the proposed buildings to convey the offsite flows from the north half of the buildings. 2. The swale is designed to convey 133% of the 100-year flow to Design Point B 1 located at the eastern end of Unit 3. 3. The geometry and flow capacity of the swale are summarized below. Slope ft/ft 0.0200 Depth ft 1.0 Bottom Width ft 0.0 Side Sloe Left 3:1 Side Slope(Right) 3:1 Top Width ft 6.0 Q 100 cfs 4.78 Design Flow cfs 6.38 Swale Capacity cfs 6.39 VI. EROSION CONTROL AND WATER QUALITY: A. GENERAL CONCEPT 1. Erosion control measures are specified on the Drainage and Erosion Control plan. 2. Maintenance of erosion control devices will remain the responsibility of the contractor and the owner until the project is complete. B. SPECIFIC DETAILS 1. The following measures are specified on the Drainage and Erosion Control plan: 2. A gravel inlet filter around the proposed detention pond outfall in the parking area. 3. Haybales will be placed in the swale on the north side of the proposed buildings. 4. A water quality device will be installed at the outfall from the detention pond. Maintenance of the device will be the responsibility of the owner. Final Drainage and Erosion Control Report for Lofts at Campus West PAGE 11 3. Approximately 80 lineal feet of 6" vertical face curb will be installed along the west side of the Panhandlers building. The limits of the curb installation are from the northwest corner of the building 80 feet south. The curb stops on the north side of the northernmost door. The curb will not affect accessibility to the building. 4. The design flow for the alley is 133% of the Q100 to the southern end of the alley. This is based on the assumption that The Lofts at Campus West is developed without detention. This is done to improve the existing situation and minimize the possibility of the buildings being flooded in the future during a 100-year storm event. Refer to pages 18 - 22 in the drainage calculations located in Appendix I. Section C-C Section D-D Top Width ft 16.0 16.0 Side Slopes Left West 17.07:1 21.95:1 H:V Side Slopes Right East 5.51:1 7.09:1 H: V Slope ft/ft 0.004 0.0098 Depth ft 0.91 1.27 Mannin s n 0.016 0.016 Capacity cfs 48.72 68.43 Design Flow cfs 28.45 28.45 5. Four additional cross sections (E-E, F-F, G-G, H-H) located at the . northern end of the alley were analyzed for flow capacity. These sections were analyzed to verify that the Q100 would be conveyed safely around the bend. 6. Sections G-G and H-H had adequate capacity using the proposed profile and grading to convey the design flow. 7. Vertical face curb was added to the east sides of Section E-E and F-F in order to provide adequate capacity to convey the design flow around the corner. 8. The curb will be installed along the west side of the Panhandlers building south to the northernmost door. Final Drainage and Erosion Control Report for Lofts at Campus West PAGE 10 C. SPECIFIC DETAILS - SWALE IN ALLEY NORTH OF TOWN SQUARE SHOPS I. The area on the north side of the Town Square shops will be regraded to accommodate the runoff from the detention pond and the upstream area. 2. The overall developed Q100 to the southeast corner of the site is 13.59 cfs. The swale along the north side of the Town Square shops is designed to handle 133% of the developed Q100 from the upstream contributing area. This assumes that the orifice is clogged and 100% of the overflow is conveyed through this swale without detention. This does not consider the fact that approximately one half (1/2) the flow will be conveyed east through the Campus West Condominium parking lot. 4. A T wide valley pan will be constructed in the flowline of the swale. a. Section A -A is the portion of the swale from the detention pond outlet to the transformer pad noted on the plan. b. Section B-B is located at the transformer pad noted on the plan. - Section A -A Section B-B Top Width (ft) 12.0 8.5 Bottom Width (ft) 2.0 2.0 Side Slopes Left 10:1 6.67:1 Right 0.67:1 8:1 Slope (ft/ft) 0.0098 0.0098 Depth (ft) 0.60 0.75 Mannings n 0.016 0.016 Capacity (cfs) 19.00 20.84 Design Flow cfs) 18.08 18.08 D. SPECIFIC DETAILS - SWALE IN THE ALLEY BETWEEN TOWN SQUARE AND PANHANDLERS PIZZA A ten (10') foot wide section of the alley will be reconstructed according to the alley plan and profile (included with Appendix IV of this report). This will include the northern portion of the alley where the stormwater from the north and west turns south in the alley, and is directed towards West Elizabeth Street. 2. A 6" vertical face curb will be installed along the west side of the existing fence at the north end of the Panhandlers building. This curb is installed to ensure that the stormwater is diverted to the south. Final Drainage and Erosion Control Report for Lofts at Campus West PAGE 9 2. The table below summarizes the rating curve of the detention pond. Detention Pond Rating Curve Elevation Volume Volume Release ft cf ac-ft cfs 29.64 0 0 0 29.80 16 0.00 0.00 30.00 182 0.00 0.31 30.20 661 0.02 0.86 30.40 1703 0.04 1.17 30.60 3419 0.08 1.42 30.80 5709 0.13 2.45 3. The outlet device for the pond will consist of an 8" PVC and a concrete channel through the speed bump, which will convey the stormwater from the pond into the adjacent parking lot. The berm over the pipe will act as a speed bump as well as the primary and emergency overflow weirs. The 41 berm over the pipe will be constructed with asphalt. 4. The 2 speed bumps / weirs and the tall curb in the southeast corner of the site will also act as emergency overflow weirs in case the orifice is plugged. x- 5. The invert elevation of the 2 weirs is 30.80 feet. The total length of the weir is approximately 97 feet. 6. The peak 100-year flow from the developed site and sub -basin A2 and A-3 is 13.59 cfs. 7. The approximate water surface elevation over the weir for 13.59 cfs is 30.94 feet if the pipe is completely plugged. This amounts to approximately 1 3/4" deep over the top of the weir. The overflow will be flowing south into the Town Square Shopping Center and east into the parking lot of City Park Condominiums. Final Drainage and Erosion Control Report for Lofts at Campus West PAGE 3. The stormwater released from the detention pond will be conveyed to West Elizabeth Street via the existing alley. Improvements to the channel in the alley are required to ensure that the water is conveyed safely past the existing buildings, which adjoin the alley. 4. The existing channel is approximately 4" deep at its shallowest point. 5. The slope of the existing channel in the alley ranges from flat to approximately .026 ft/ft. 6. The top width of the existing triangular channel in the alley is approximately 16 feet. 7. The entire channel is either asphalt or concrete lined. Therefore, a Mannings n value of 0.016 was used. 8. Offsite flows from the property to the north (City Park Condominiums) will pass through the site. Due to the limited capacity of the detention pond the majority of these flows will pass undetained. 9. Emergency overflow weirs will be installed with the grading of the pond, which will convey.the entire developed 100-year flow from the site and the upstream area safely out of the site. to the alley in case the orifice is plugged. 1o. Alley modifications will increase the capacity of the existing alley to pass the entire Q100 from the upstream contributing area. B. SPECIFIC DETAILS - DETENTION 1. The table below summarizes the desisn of the detention pond. Bottom of Pond elevation 29.60 ft. Top of Berm elevation 30.80 ft. Primary spillway elevation 30.70 ft Emergency Overflowspillway elevation 30.80 ft Detention Volume Provided at elevation 5709 cf. = 30.80 feet 0.13 Ac-ft Detention Volume Required 5389 cf. 0.12 Ac-ft 100- ear W. S. Elevation 30.77 ft Total Contributing Area to Pond Sub -basins B1 - B2 & A2 1.99 ac. Pond Sized using Area Sub -basin BI and 132 1.24 ac Maximum Allowable release rate 2.04 cfs Final Drainage and Erosion Control Report for Lofts at Campus West PAGE 7 C. HYDROLOGICAL CRITERIA 1. The Rainfall -Intensity -Duration curves for the City of Fort Collins were used (Figure 3-1, attached for reference), in conjunction with the "Rational Method" for determining peak flows at various concentration points. 2. The two (2) and one hundred (100) year storms were studied in accordance with Table 3-1 of the City of Fort Collins Storm Drainage Design Criteria Manual for residential sites. 3. Detention pond volumes were determined using the Mass Diagram Method (Cumulative Runoff Method). The maximum allowable release rate is based on the peak 2-year flow for historic conditions generated by the existing site. D. HYDRAULIC CRITERIA 1. Storm sewer and drainage channel capacities are based on the Mannings Equation. The Mannings coefficients will be as suggested by the City of . Fort Collins Storm Drainage Criteria Manual. -All pipe capacities are based a Mannings Equation with the pipe flowing full (HW/D =1.0). 2. Detention outfalls are based on the orifice / weir equation utilizing the orifice / weir equation coefficient as suggested by the City of Fort Collins Storm Drainage Criteria Manual. V. DRAINAGE FACILITY DESIGN: A. GENERAL CONCEPT 1. The parking area will be graded to create a detention pond. The detention design maximizes storage volumes within the design constraints mentioned previously. 2. The grading design in the parking area will provide detention storage in the southeast corner of the site. Final Drainage and Erosion Control Report for Lofts at Campus West PAGE 6 IV. DRAINAGE DESIGN CRITERIA: A. REGULATIONS 1. Design Criteria from the City of Fort Collins Storm Drainage Design Criteria Manual and options for storm drainage improvements discussed by the City of Fort Collins were considered. 2. Erosion Control Criteria from the City of Fort Collins Criteria Manual was used. B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 1. The site is completely developed on all sides, creating grading constraints for the entire perimeter of the project. 2. Detention is required with this project. The flexibility for achieving the required detention volume in the parking area is severely limited due to the surrounding constraints. 3. Allowable ponding depths in the parking lot are restricted by the finished floor elevations of the existing retail buildings to the south. 4. The detention outfall depends entirely on the utilization of the alley southeast of the site. 5. Downstream flooding is a regular occurrence at the intersection of West Elizabeth Street and Shields Street. The increase in impervious surface area on the site will naturally increase the amount of runoff to the intersection if detention is not provided. Therefore, detention will be provided in the parking area of the site. Release rates will be restricted to the historic 2- year peak flow generated by the site. 6. The alley located southeast of the site is the only logical outfall for the runoff from the site. The existing channel has limited capacity. Modifications to the alley will be made in order to increase the capacity of the channel. The modified channel .section will have capacity to accommodate 133% of the developed Q100 to the alley. Improvements will be made even though detention is provided with this project. This is because of the problems which occurred during the flood of July 28, 1997. Final Drainage and Erosion Control Report for Lofts at Campus West PAGE 5 B. DESCRIPTION OF PROPERTY I. Development of the site will consist of the construction of 3 multi -family buildings (6 units) and the necessary infrastructure to service them. There are existing utilities in close proximity to the site. 2. The site has a net area of approximately 1.24 acres. M. DRAINAGE BASINS AND SUB -BASINS: A. MAJOR BASIN DESCRIPTION I. The site is located within the Spring Creek Drainage Basin as defined on the City of Fort Collins Master Stormwater Basin Map. 2. The Basin fee rate for this basin is $2,175 per gross acre according to the. development fee section of the City of Fort Collins Development Manual. This may be reduced if detention is provided. 13 B. SUB -BASIN DESCRIPTION 1. The site slopes from west to east. There is approximately 7 feet of fall from City Park Drive (at the northwest corner of the site) to the southeast corner of the site. 2. Historically, stormwater runoff from the site flows to the east and then south to West Elizabeth Street. The water flows south through an alley located between two retail buildings as noted in the introduction. 3. The site is partially paved to provide a secondary access to the Town Square shopping center and parking for the apartment complex to the east. 4. Stormwater runoff from the property to the north (City Park Condominiums) passes undetained through the site. Final Drainage and Erosion Control Report for Lofts at Campus West PAGE 4 building. Field inspection revealed that doors 1,2, and 4 are blocked up from the inside and are no longer used. The other 2 doors (Doors 3 and 5) open out. Accessibility on the west side of the Panhandlers building will not be affected by this project. c. The southernmost stoop on the Shops at Town Square building has steps going down to the basement. This basement was flooded during the flood on July 28, 1997. One (1) additional step will be added to raise the elevation of the top step in order to minimize the chances of water going into the basement. 6. The area along the north side of the Town Square Shops will also be regraded to improve the conveyance from the detention pond to the alley. These modifications will include; a. Installation of a valley pan in the alley along the north side of the existing shops in Town Square. b. Grading of the alley along the north side of the existing shops in Town Square Shopping Center will be done to create a swale. The swale will consist of asphalt and concrete. H. GENERAL LOCATION AND DESCRIPTION: A. LOCATION 1. The Lofts at Campus West is located in the Northeast quarter of Section 15, T7N, R69W of the 6th P.M., Fort Collins, Colorado. The site is the remaining undeveloped portion of the Town Square Shopping Center. 2. More specifically, it is located approximately 250 feet north of the intersection of City Park Drive and West Elizabeth Street on the east side of City Park Drive. 3. The site is bounded on the south by Town Square Shopping Center, on the east and north by City Park Condominiums and on the west by City Park Drive. Final Drainage and Erosion Control Report for Lofts at Campus West PAGE 3 I. INTRODUCTION: 1. The site is located on City Park Avenue north of West Elizabeth Street. This will be an in -fill development. The surrounding properties are completely developed with retail and residential properties. The site provides a secondary access to the Town Square shopping center and parking areas for several apartment buildings located east of the site. Some of the site is already paved to provide these access and parking areas. 2. Detention will be provided in the parking area of the Lofts at Campus West site to restrict the release rate of the runoff from the site to the historic 2- year release rate. The detention will be provided in the southeast corner of the property. 3. Historically, runoff from the site is conveyed to the east on the north side of the retail shops in Town Square Subdivision. It is then conveyed to West Elizabeth Street in an alley between two (2) retail buildings located south and east of the project site (Please refer to Existing Conditions Plan). The two retail buildings are the Panhandlers Pizza building on the east and the Shops at Town Square on the west. The finished floor elevations of the'_ Shops at Town Square are approximately 2.5 feet higher than the finished floor elevation of the Panhandlers Pizza' building. The existing alley between these two buildings was constructed with an inverted crown to create a triangular channel. 4. The finished- floor of the building on the east sets the upper limit of the depth of flow in the existing channel. The difference between the finished floor and the existing invert of the channel is approximately 4" at the shallowest point of the channel. 5. The channel in the alley will be modified with this project. The modifications are designed to pass the 100-year developed flows from the overall contributing area to the southern end of the alley at West Elizabeth Street. Modifications include; a. Installation of a 6" vertical concrete curb along a portion of the west side of the Panhandlers Pizza building. Curb will be installed from the northwest corner of the building 80 feet south to the northernmost pedestrian door. This will increase the depth of the channel and prohibit water from entering the building. The curb height is set so that the overall capacity of the channel will pass the 100-year developed flows from the upstream area. b. There are 5 pedestrian doors on the alley side of the Panhandlers Pizza building. Three (3) of the doors (Doors 1,2 and 4) open into the Final Drainage and Erosion Control Report for Lofts at Campus West PAGE 2 TABLE OF CONTENTS INTRODUCTION: ................................................... o ........... o ........................................ 3 GENERAL LOCATION AND DESCRIPTION: .............................. o ....................... 4 LOCATION.................................................................................................................... 4 DESCRIPTIONOF PROPERTY.......................................................................................... 4 DRAINAGE BASINS AND SUB —BASINS: ................................................................. 5 MAJOR BASIN DESCRIPTION......................................................................................... 5 SUB -BASIN DESCRIPTION............................................................................................. 5 DRAINAGE DESIGN CRITERIA: ............................................................................ 6 REGULATIONS.............................................................................................................. 6 HYDROLOGICAL CRITERIA............................................................................................ 7 HYDRAULICCRITERIA.................................................................................................. 7 DRAINAGE FACILITY DESIGN: .............................................................................. 7 GENERALCONCEPT...................................................................................................... 7 SPECIFIC DETAILS - DETENTION................................................................................... 8 SPECIFIC DETAILS - SWALE IN ALLEY NORTH OF TOWN SQUARE SHOPS ....................... 10 SPECIFIC DETAILS — S WALE IN THE ALLEY BETWEEN TOWN SQUARE AND PANHANDLERS PIZZA......................................................................................................................... 10 EROSION CONTROL AND WATER QUALITY: .................................................. 12 GENERAL CONCEPT.................................................................................................... 12 SPECIFICDETAILS...................................................................................................... 12 EROSION CONTROL SECURITY DEPOSIT...................................................................... 13 VARIANCE FROM CITY STANDARDS.................................................................13 CONCLUSIONS: ......................................................................................................... 14 COMPLIANCE WITH STANDARDS................................................................................. 14 DRAINAGE CONCEPT.................................................................................................. 14 REFERENCES: .......................................................................................................... 14 APPENDIX I — Drainage Calculations APPENDIX II — Erosion Control APPENDIX III — Charts and Figures APPENDIX IV — Stuffer Envelope VICINITY MAP SCALE: 1" =2000' December 11, 1998 Project No: 1590-01-97 Basil Hamdan City of Fort Collins Stormwater Utility P.O. Box 580 Ft. Collins, Colorado 80522 Re: The Lofts at Campus West; Fort Collins, Colorado Dear Basil, Enclosed, please find the Final Drainage and Erosion Control Report for The Lofts at Campus West. The hydrology data and the hydraulic analysis presented in this report complies with the requirements of the City of Fort Collins Storm Drainage Criteria Manual dated March, 1984 and revised this year, the City of Fort Collins Erosion Control Reference. Manual and the Old Town Master Drainage Basin Plan for the City of Fort Collins. If you have any questions or comments, please call us at 226-5334. Sincerely, Mark Oberschmidt Shear Engineering Corporation MEO / meo Reviewed by 46 LIU Brian W. Shear, P.E. cc: Timberline Property Management 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-0311 Final Drainage and Erosion Control Report For THE LOFTS AT CAMPUS WEST Fort Collins, Colorado Prepared for: Timberline Property Manaeement . 4529 South Stover Street Fort Collins, Colorado 80521 PRINT DATE JAN 13 1999 SHEAH ENGINEERING CORP Prepared by: Shear Enaineerine Corporation Project No: 1590-01-97 l I 1 l hc' Date: December, 1998 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-0311