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MULBERRY & LEMAY CROSSINGS, APTS. (BUFFALO RUN) - FINAL PUD - 36-96C - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT
RBD, Inc 1 1 I 1 EROSION CONTROL COST ESTIMATE Buffalo Run partments#769-001 PREPARED BY: DDH DATE: 08/29/97 Unit ota Method Quantity Unit Cost Cost Notes Reseed/mulch 10.65 ac $500 $5,325 See Note 1. Subtotal $5,325 Contingency 50% $2,663 Total $7.988 EROSION CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes 2 Bare Soil - Freshly disked 4 ac $200 $800 5 Straw Bale Barrier 3 ea $750 $2,250 6 Gravel Filter 3 ea $300 $900 8 Silt Fence Barrier 1400 If $3 $4,200 38 Gravel Mulch 2 ac $1,350 $2,700 Subtotal $10,850 Contingency 50% $5,425 Total $16,275 Total Security $16,275 ' Notes: 1. A<1 ac=$1300/ac; A=1-10 ac=$650/ac; A>10 ac=$500/ac. 1 r I r F-1 L REID. Inc.. Engineering Consultants EROSION CONTROL CONSTRUCTION SEQUENCE CALCULATED BY: DDH DATE 08/29/97 SEQUENCE FOR 1997 ONLY Indicate by use of a bar line or symbols when erosion control measures will be installed Major modifications to an approved scheduie may require submitting a new schedule for approval by the City Engineer. YEAR 98 MONTH J F M A M J J A S O N D STRUCTURES: INSTALLED BY_ VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED 1 MAINTAINED BY APPROVED BY CITY OF FORT COLLINS RBD, Inc., Engineering Consultants ' EFFECTIVENESS CALCULATIONS 1 #769-001 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PROJECT: Buffalo Run Apartments STANDARD FORM B CALCULATED BY: DDH DATE: 08/29/97 Erosion Control C-Facto P-Facto Comment Number Method Value Value 9 Asphalt/Concrete Pavement 0.01 1 12 Established Grass Ground Cover - 30% 0.15 1 14 Established Grass Ground Cover - 50% 0.08 1 18 Established Grass Ground Cover - 90% 0.025 1 SUB PS AREA BASIN (%) (ac) Site 85.9 10.65 SUB SUB AREA Practice C *A P * A Remarks BASIN AREA (ac) AFTER CONSTRUCTION 1 5.68 9 0.06 5.68 Asphalt/Concrete Pavement 2 3.63 9 0.04 3.63 Asphalt/Concrete Pavement 3 1.34 12 0.20 1.34 Established Grass Ground Cover - 30 Cnet = [5.684.01+...+1.344.15]/5.68 = 0.03 Pnet = [5.68x1.00+...+1.34x1.00]/5.68 = 1.00 EFF = (1-C*P)100 = (1-0.03*1.00)100 = 97.24 > 85.9 (PS) 1 RBD, Inc., Engineering Consultants I#769-nn1 I I 0 I I 1 1 u r I EFFECTIVENESS CALCULATIONS PROJECT: Buffalo Run Apartments STANDARD FORM B CALCULATED BY: DDH DATE: 08/29/97 Erosion Control C-Facto P-Facto Comment Number Method Value Value 3 Bare Soil - Rough Irregular Surface 1 0.9 8 Silt Fence Barrier 1 0.5 9 Asphalt/Concrete Pavement 0.01 1 38 Gravel Mulch 0.05 1 SUB PS AREA BASIN (%) (ac) Site 73.0 10.65 SUB SUB AREA Practice C * A P * A Remarks BASIN AREA (ac) DURING CONSTRUCTION 1 5.68 38 0.28 5.68 Gravel Mulch 2 3.63 9 0.04 3.63 Asphalt/Concrete Pavement 3 1.34 3 1.34 1.21 Bare Soil - Rough Irregular Surface Cnet = [5.68x1.00+...+1.34x1.00]/5.68 = 0.16 Pnet = 0.8x[5.68x0.50+...+1.34x0.90]/5.68 = 0.79 EFF = (1-C*P)100 = (1-0.16*0.79)100 = 87.69 > 73.0 (PS) I RBD, Inc., Engineering Consultants RAINFALL PERFORMANCE STANDARD EVALUATION #7RA-nn 1 PROJECT: Buffalo Run Apartments STANDARD FORM CALCULATED BY: DDH DATE: 08/29/97 DEVELOPE ERODIBILIT Asb Lsb Ssb Lb Sb PS SUBBASIN ZONE (ac) (ft) (%) (ft) 1 moderate 5.68 1000 0.5 533.3 0.3 2 moderate 3.63 130 0.4 44.3 0.1 3 moderate 1.34 70 0.4 8.8 0.1 Total 10.65 586.5 0.5 73.0 tAAMF'Lt UALL;ULA I TUNS Lb = sum(AiLi)/sum(Ai) = (5.68 x 1000 + ... + 3.63 x 130)/ 10.65 586.5 ft Sb = sum(AiSi)/sum(Ai) = (5.68 x 0.50 + ... + 3.63 x 0.40)/ 10.65 0.5 % (Slope outside of table limits. RPS extrapolated.) PS (during construction) = 73.0 (from Table 8A) PS (after construction) = 73.0/0.85 = 85.9 d I I L2( I I I 1 11 I I 1 I 1 7 I EROSION CONTROL 3 IURRENT DATE: 08-28-1997 FILE DATE: 08-28-1997 CURRENT TIME: 18:31:12 FILE NAME: 12PIPE TAILWATER ______________________________________________ -T_ CONSTANT WATER SURFACE ELEVATION ' 32.61 ---------- ----- ROADWAY OVERTOPPING DATA =_-- ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 30.00 ft CREST LENGTH 150.00 ft OVERTOPPING CREST ELEVATION 36.00 ft --------------- - 1 1 1 I 1 7 ' S�1 2 ,CURRENT DATE: 08-28-1997 FILE DATE: 08-28-1997 CURRENT TIME: 18:31:12 FILE NAME: 12PIPE ----------- ------------------------------------------------------------------------ PERFORMANCE CURVE FOR CULVERT 1 - 1( ----- 2.50 (ft) -- BY 1.58 (ft)) RCPE ------------------ DIS- CHARGE HEAD- WATER INLET CONTROL OUTLET CONTROL FLOW --- NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) ' 0 00 34 00 0.00 -1 39 0-NF 0.00 0.00 0.00 0.11 0.00 0.00 2.50 34.61 0.61 -0.45 1-S2n 0.36 0.44 0.24 0.11 7.47 0.00 5.00 34.90 0.90 -0.25 1-S2n 0.52 0.64 0.44 0.11 6.56 0.00 ' 7.50 35.16 1.16 0.00 1-S2n 0.65 0.80 0.64 0.11 6.08 0.00 10.00 35.40 1.40 0.31 1-S2n 0.76 0.94 0.64 0.11 8.15 0.00 12.50 35.65 1.65 0.68 1-S2n 0.87 1.06 0.76 0.11 8.21 0.00 15.00 35.92 1.92 1.10 1-S2n 0.97 1.16 0.86 0.11 8.41 0.00 17.50 36.23 2.23 1.60 5-S2n 1.08 1.26 0.96 0.11 8.65 0.00 17.90 36.28 2.28 1.68 5-S2n 1.09 1.27 0.97 0.11 8.71 0.00 36.98 2.98 2.76 5-S2n 1.34 1.40 1.20 0.11 8.72 0.00 '22.50 25.00 37.44 3.44 3.11 2-M2c 1.58 1.47 1.47 0.11 8.02 0.00 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- El. inlet face invert 34.00 ft El. outlet invert El. inlet crest 32.50 0.00 ft ft --------El. -------------------------------------------------------------------------------- -inlet -throat -invert -----0_00-ft -------------- -------- SITE DATA ***** CULVERT INVERT ************** INLET STATION 168.00 ft INLET ELEVATION 34.00 ft OUTLET STATION 0.00 ft OUTLET ELEVATION 32.50 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0089 CULVERT LENGTH ALONG SLOPE 168.01 ft CULVERT DATA SUMMARY ************************ BARREL SHAPE BARREL SPAN BARREL RISE BARREL MATERIAL BARREL MANNING'S n INLET TYPE INLET EDGE AND WALL INLET DEPRESSION ELLIPTICAL 2.50 ft 1.58 ft CONCRETE 0.013 CONVENTIONAL SQ. EDGE WITH HEADWALL NONE ------------------------------------------------------------------ ------------------------------------------------------------------ 1 I 1 CURRENT DATE: 08-28-1997 URRENT TIME: 18:31:12 FILE DATE: 08-28-1997 FILE NAME: 12PIPE ---------------------------- _________________________ FHWA CULVERT ANALYSIS --------------------- HY-8, VERSION 6.0 C----------------------------- SITE DATA -------------- SHAPE, --- ------ - - - MATERIAL, INLET U ------- ----------- -- --CULVERT --------------------------------------- L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 34.00 32.50 168.01 1 RCPE 2.50 1.58 .013 CONVENTIONAL 2 3 4 5 6 UMMARY OF CULVERT FLOWS (cfs) FILE: 12PIPE DATE: 08-28-1997 ELEV (ft) 34.00 TOTAL 0.0 1 0.0 2 0.0 3 0.0 4 0.0 5 0.0 6 0.0 ROADWAY 0.00 ITR 0 34.61 2.5 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 34.90 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 ' 35.16 7.5 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 35.40 10.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 35.65 12.5 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 35.92 15.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 ' 36.23 17.5 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 36.28 17.9 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 36.98 22.5 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 ' 37.44 25.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 -------------------------------------------------------------------------------- 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OVERTOPPING -------------------------------------------------------------------------------- SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: 12PIPE DATE: 08-28-1997 ' HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 34.00 0.000 0.00 0.00 0.00 34.61 0.000 2.50 0.00 0.00 34.90 0.000 5.00 0.00 0.00 35.16 0.000 7.50 0.00 0.00 35.40 0.000 10.00 0.00 0.00 35.65 0.000 12.50 0.00 0.00 35.92 0.000 15.00 0.00 0.00 36.23 0.000 17.50 0.00 0.00 ' 36.28 0.000 17.90 0.00 0.00 36.98 0.000 22.50 0.00 0.00 37.44 0.000 25.00 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 i Program 3EB Version 1.3 Page 2 Company: SBG Project: Buffalo Run Designer: DDH 08-25-1997 File: 19PIPE D-LOAD REQUIREMENTS FOR A 30 in. SPAN HORIZONTAL ELLIPTICAL PIPE aaaaa++++++a+++++++aaa+++++++aaa+a+aaaa+aa+aaa++++aaaa++++++++++++++++++++++•++++++ R E S U L T S O F A ----------------------------------------------------------------------------------- N A L Y S I S Pipe ------Earth Load----- Live Surch Total Bedding IRequired D-Load Depth Arching >Trans Load Load Load Load Factor 0.01 in. Ult. (ft) Factor (lb/ft) (lb/ft) (lb/ft) (lb/ft) DL LL (lb/ft/ft) 1.0 1.04 Y 381. 4075. 0. 4456. 1.9 962. 1442. 1.5 1.07 Y 584. 3050. 0. 3634. 1.9 784. 1176. 1.5 1.07 Y 588. 3030. 0. 3618. 1.9 781. 1171. I n �p Program 3EB Version 1.3 Page 1 Company: SBG Project: Buffalo Run Designer: DDH 08-25-1997 File: 19PIPE ' WARNING rrr##+#++++##rrrr##r+r+##r#rrr#++++#+#++r#+++++++++++r+##rrrrr+rrr+rrrrrrr#+rrrr The successful application and use of this software product is dependent on the application of skilled engineering judgement and is the responsibility of the user. The user must select input values suitable to his specific installation. The information presented in the computer output is for review, interpretation, application and approval by a qualified engineer. rrrrr##r##++++#rrrrrr##+######++++rrr+++##rrrrrrrrrrrrrrrrrrrrr#+##+++rr+##r+##+ ANY IMPLIED OR EXPRESS WARRANTIES COVERING THE SOFTWARE PROGRAM OR ' PROGRAM USER MANUAL INCLUDING ANY WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE ARE EXPRESSLY EXCLUDED. SIMPSON GUMPERTZ & HEGER INC. AND THE AMERICAN CONCRETE PIPE ASSOCIATION SHALL NOT BE LIABLE FOR SPECIAL, INCIDENTAL, CONSEQUENTIAL, INDIRECT OR OTHER SIMILAR DAMAGES ARISING FROM BREACH OF WARRANTY, BREACH OF CONTRACT OR OTHER LEGAL THEORY EVEN IF SUCH PARTIES HAVE BEEN ADVISED OF SUCH DAMAGES. #+#+rrr++#++####+#+rr++rrrrr##+rrrrrr#+r#+++#rrrrr###+++rrrrrrrrrrrr##+##+rr#### D-LOAD REQUIREMENTS FOR A 30 in. SPAN HORIZONTAL ELLIPTICAL PIPE +#+rrrrr####r+++rrr####+++r+rrrrrr##r#+rrrrr+#+##++r+rrrrrrrrr++rrr#++rr+rrr+rrr ' P I P E D A T A -------------------------------------------------------------------------------- Span (in.) 30.00 Rise (in.) 19.00 ' Wall Thickness (in.) 3.250 I N S T A L L A T I O N C O N D I T I O N S -------------------------------------------------------------------------------- Minimum Depth of Fill (ft) 1.00 Maximum Depth of Fill (ft) 1.51 Soil Density (lb/cu. ft) 120.0 Bedding Class 3 ' Installation Type Trench Trench Width;(ft) 5.05 Soil Lateral Pressure/Friction Term (kmu') 0.1300 Parameters to Compute Transition Width ' Positive Projection Ratio 0.50 Soil Lateral Pressure Ratio 0.33 Soil Lateral Pressure/Friction Term (kmu) 0.1300 Settlement Ratio 0.70 ' A D D -- I T I O N A L L O A D S -------------------------------------------------------------------------- - - - - Live Load AASHTO HS-20 ' No Surcharge Load F A C T O R S O F S A F E T Y -------------------------------------------------------------------------------- Factor of Safety on 0.01 Inch Crack D-Load (Earth,Live) 1.00 1.00 Factor of Safety on Ultimate Earth and Live Load (ASTM C 76) DL.01 Less Than 2000 lbs/ft/ft 1.50 DL.01 Greater Than 3000 lbs/ft/ft 1.25 ' DL.01 Between 2000 and 3000 lbs/ft/ft Interpolated 1 IJ�I r— II 1 11 [1 1 1 Culvert Tailwater Worksheet for Trapezoidal Channel Project Description Project File untitled.fm2 Worksheet Buffalo Run - Culvert Swale Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.030 Channel Slope 0.010000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Bottom Width 6.00 ft Discharge 17.90 cfs L L vu c5 l ^ �✓� fug /Lfl w� t �c�1 Results Depth 0.66 I ft — �P l w" -� Flow Area 5.74 ftZ Wetted Perimeter 11.47 ft Top Width 11.30 ft Critical Depth 0.57 ft Critical Slope 0.017456 ft/ft Velocity 3.12 ft/s Velocity Head 0.15 ft Specific Energy 0.81 ft Froude Number 0.77 Flow is subcritical. 08/25/97 FlowMaster v5.15 ' 04:47:52 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I 54 CURRENT DATE: 08-25-1997 CURRENT TIME: 16:55:13 3 FILE DATE: 08 - 25-1997 FILE NAME: ACCESS ---------------------------------------------------------------------- - - ---------- TAILWATER CONSTANT WATER SURFACE ELEVATION ' 35.66 -------------------------------------- ROADWAY OVERTOPPING DATA = ------------------------- ----------------- ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 25.00 ft CREST LENGTH 15.00 ft OVERTOPPING CREST ELEVATION 37.80 ft - ------ - - --------------------- I 1 53 VRENT 2 DATE: 08-25-1997 FILE DATE: 08-25-1997 CURRENT TIME: 16:55:13 FILE NAME: ACCESS PERFORMANCE ------------------- CURVE ------------------------------------------------------- FOR CULVERT 1 -- - 1( -- - 2.50 (ft) BY 1.58 (ft)) RCPE -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- DIS- CHARGE HEAD- WATER INLET CONTROL OUTLET CONTROL FLOW NORMAL GRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) = = = = = = = = = = = = = 0 00 35 66 0 00 0.16 07NF 0 00 0.00 0 00 0 66 0.00 0 00 1.79 36.00 0.50 0.49 1-S2n 0.27 0.37 0.17 0.66 10.35 0.00 3.58 36.24 0.74 0.60 1-S2n 0.38 0.53 0.39 0.66 5.48 0.00 ' 5.37 36.44 0.94 0.71 1-S2n 0.48 0.67 0.49 0.66 6.12 0.00 7.16 36.62 1.12 0.83 1-S2n 0.55 0.78 0.48 0.66 8.45 0.00 36.80 1.30 0.97 1-S2n 0.63 0.88 0.66 0.66 7.04 0.00 '8.95 10.74 36.97 1.47 1.12 1-S2n 0.69 0.97 0.73 0.66 7.33 0.00 12.53 37.15 1.65 1.28 1-S2n 0.75 1.06 0.80 0.66 7.64 0.00 14.32 37.34 1.84 1.46 1-S2n 0.81 1.14 0.88 0.66 7.88 0.00 16.11 37.55 2.05 1.65 5-S2n 0.87 1.21 0.94 0.66 8.14 0.00 17.90 37.78 2.28 1.86 5-S2n 0.93 1.27 1.01 0.66 8.36 0.00 -------------------------------------------------------------------------------- E1. inlet face invert throat invert 35.50 ft 0_00-ft El. outlet invert El. inlet crest 35.00 0.00 ft ft -------El. -inlet 1 _J SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 35.50 ft OUTLET STATION 35.00 ft OUTLET ELEVATION 35.00 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0143 CULVERT LENGTH ALONG SLOPE 35.00 ft CULVERT DATA SUMMARY ************************ BARREL SHAPE BARREL SPAN BARREL RISE BARREL MATERIAL BARREL MANNING'S n INLET TYPE INLET EDGE AND WALL INLET DEPRESSION ELLIPTICAL 2.50 ft 1.58 ft CONCRETE 0.013 CONVENTIONAL SQ. EDGE WITH HEADWALL NONE I 01 5�L ,CURRENT DATE: 08-25-1997 CURRENT TIME: 16:55:13 FILE DATE: 08-25-1997 FILE NAME: ACCESS ----------------------------------_------____- FHWA CULVERT ANALYSIS HY-8, VERSION 6.0 -------------------------------------------------------------------------------- ------------------------------------------------------------------------------ II-------SITE-DATA---------- -----CULVERT -SHAPE, MATERIAL, INLET 11 L V NO 1 2 4 5 6 INLET OUTLET CULVERT ELEV. ELEV. LENGTH (ft) (ft) (ft) 35.50 35.00 35.00 BARRELS SHAPE SPAN RISE MANNING INLET MATERIAL (ft) (ft) n TYPE 1 RCPE 2.50 1.58 .013 CONVENTIONAL UMMARY OF CULVERT FLOWS (cfs) FILE: ACCESS DATE: 08-25-1997 1 ELEV (ft) 35.66 TOTAL 0.0 1 0.0 2 0.0 3 0.0 4 0.0 5 0.0 6 0.0 ROADWAY 0.00 ITR 0 36.00 1.8 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 36.24 3.6 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 36.44 5.4 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 36.62 7.2 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 36.80 8.9 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 36.97 10.7 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 ' 37.15 12.5 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 37.34 14.3 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 37.55 16.1 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 ' 37.78 17.9 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 -------------------------------------------------------------------------------- 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OVERTOPPING -------------------------------------------------------------------------------- SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: ACCESS DATE: 08-25-1997 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 35.66 0.000 0.00 0.00 0.00 36.00 0.000 1.79 0.00 0.00 36.24 0.000 3.58 0.00 0.00 36.44 0.000 5.37 0.00 0.00 36.62 0.000 7.16 0.00 0.00 36.80 0.000 8.95 0.00 0.00 36.97 0.000 10.74 0.00 0.00 37.15 0.000 12.53 0.00 0.00 ' 37.34 0.000 14.32 0.00 0.00 37.55 0.000 16.11 0.00 0.00 37.78 0.000 17.90 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 I 51 1 11 n CULVERT AND STORM DRAIN B i 1 I I I I No 1.00 0 0.96 LL 0.92 E 0.88 0 0.84- 0 AM:@ 11 Figure 1. Peak Flow Adjustment Factor For FAA Method OPO= Peak outflow from ;e pond• Opi=peak inflow to the pond i N IlL !Sxv 0.2 0.4 Opo/Opi Ratio 0.75 No Text Buffalo Run Swale Cross Section for Trapezoidal Channel Worksheet Buffalo Run Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0,032 Channel Slope 0.002000 ft/ft Depth 0.94 ft Left Side Slope 3.000000 H : V Right Side Slope 3.000000 H : V Bottom Width 1.00 ft Discharge 4.79 cfs 08/28/97 05:49:31 PM 1.00ft VL H 3.0 NTS FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 i q- I I I I Buffalo Run Swale Worksheet for Trapezoidal Channel -1(e sJ Project Description Project File h:\user\haferman\projects\buffalo\offsite.fm2 Worksheet Buffalo Run Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.032 Channel Slope 0.002000 ft/ft Left Side Slope 3.000000 H : V Right Side Slope 3.000000 H : V Bottom Width 1.00 ft Q 33 Discharge 4.79 cfs v "• � k \• Results Depth 0.94 ft �+ Flow Area 3.58 ft2 `"`o S i`'OS-4- Wetted Perimeter 6.94 ft Top Width 6.63 ft ' Critical Depth 0.55 ft Critical Slope 0.022609 ft/ft Velocity Velocity Head 1.34 ft/s 0.03 ft Specific Energy 0.97 ft Froude Number 0.32 Flow is subcritical. 17 L! 1 I I r 08/28/97 05:49:52 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 NC Engineering Consultants CLIENT 6r_'_V fA Aj-&�,V� `L�� �; ,. -JOB NO. PROJECT ��61,1 E- l ``• 4'� d CALCULATIONSFOR �(l NOS MADE SYL1j2 DATE �-ICHECKED BY DATE SHEET A- 13OF lafy%aC4,—j evql , l7$? Dc s,9r1 of sm.cll �am.s. �• 4'S8. V SE< = 6 CAS ��i G2 GAT G I d t c YIA G� Ke- — cj- " 1 T _ � Z 1 I L'Aot. 5 �w�2 (. �� 4--- tab less �j�+✓' oy'�� �lh.J� crl (d) Entrance Losses. —The loss of head at the - - -- - — --- entrance of a conduit is comparable with the loss in a short tube or in a sluice. If H is the head pro- ducing the discharge, C is the discharge coefficient, and a is the area, the discharge, Q, is equal to Ca 2g , and the velocity, o, is equal to C V=g , or H C2 g/ (12) Since H = h + h, (the velocity head plus the head lost at the entrance), equation (12) may be written: T + h, V2), or h. U2 then: OrrF� �(a-ise- ei—•� /1 --� K• = (-L-1) z (i3) lGsc i THE SEAR -BROWN GROUP Project: 3 �fi� Project No. By: I>h Checked: _ Date: Z 4 Lam`( `7 Sheet h : as . IF 13 A = 3•C - (4 C`1 • S 3 7� s r-= o.41 -P4 (,9-o01 of Qr h+� �1A/Hr+kIL Q' (LS2 q" �ila�riricF pjh�G (f ih u 't, 5 e4z- I I oq 23.00 0.10 0.10 33.00 33.00 34.87 33.93 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ---------------------------------------------------------------- UPST MANHOLE SEWER ------------- JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF ------------------------------------------------------------- LOSS FT K COEF LOSS FT ID FT 12.0 2.00 34.06 0.87 0.25 - ---------------- 0.00 0.00 0.00 1.00 33.19 23.0 3.00 35.90 0.00 1.78 1.84 0.00 0.00 2.00 34.06 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. I I I I i I I M I i I `i� STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed Civil Metro Denver Cities/Counties U_-of- Colorado und Denver 8 UDFCD Pool Fund Study -by_ _s/CouDepts -_--__---_- USER:RDB-Fort Collins -Colorado ............................................... ON DATA 08-28-1997 AT TIME 18:06:30 VERSION=01-17-1997 *** PROJECT TITLE :Buffalo Run *** RETURN PERIOD OF FLOOD IS 100 YEARS (Design flow hydrology not calculated using UDSEWER) *** SUMMARY OF HYDRAULICS AT MANHOLES ---------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL - ------------- DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR ------------------------------------------------------------ CFS FEET FEET 1.00 2.00 - ----------------- 3.60 32.50 33.19 3.60 33.00 33.93 NO NO 3.00 3.60 33.00 34.87 NO OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER --------------- - -------------------- SIZE RATIO= 1 - ---------------------------------------- SEWER MAMHOLE NUMBER SEWER ID NUMBER UPSTREAM DNSTREAM SHAPE REQUIRED SUGGESTED EXISTING DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. -------------------------------------- -- (IN) (FT) (IN) (FT) (IN) (FT) ---------------------- (FT) 12.00 2.00 1.00 ROUND - -------------- 16.62 18.00 15-00 0.00 1 23.00 3.00 2.00 ROUND 16.62 18.00 9.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET ' REQUIRED DIAMETER WAS DETERMINED BY SEWER SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY HYDRAULIC CAPACITY. AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS i ---------------------------------------------------------------------- 12.0 3.6 2.7 1.25 2.93 0.76 4.58 2.93 0.00 V-LOW 23.0 3-6 0.7 0.75 8.15 0.72 8.24 8.15 0.00 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS --'----------------------------------------------- SEWER SLOPE INVERT ELEVATION -------- BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM y -------------------(FT)(FT) ------ 12.00 0.18 32.50 32.25 (FT) (FT) -0.75 -1.00 NO 23.00 0.18 32.25 32.25 D.00 0.00 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET ------------------------------------------------------------------------------- 12.00 138.00 138.00 33.75 33.50 33.93 33.19 PRSS'ED I THE SEAR -BROWN GROUP 'Project: &AJ:prsln Project No. 1� 9 c3c l By: (�- I2 - Checked: Date: L1.4 In _ �Le Sheet of Qs Z I.(,f cps rz - r36�r cop O • Gk H� /P ;2o "iJ crrn��� 3 s •0a The Sear -Brown Group Buffalo Run #769-001 Detention Pond Capacity -Discharge Rating Curve Elevation Storage Outflow Q (ft) ----------------- (ac-ft) (cfs) 32.50 ----------------- 0.00 ----------------- 0.00 33.00 0.06 0.67 33.50 0.25 1.40 34.00 0.43 2.08 34.50 0.64 2.58 35.00 0.85 2.89 35.50 1.19 3.27 36.00 1.54 3.67 36.50 2.01 4.03 37.00 2.48 4.39 Storage: See stage -storage curve Outflow Q: Per UD Sewer Iterations i 2.5 ------------------ -� - 0.8 2 ---- ------------ - - - - ------ - - - - -- - - - - -- _ 0.6 d L � 0.4 ot ---- - - - - - -- - - -- -- ------------- -- v i 1 1 1 1 0.5 0 IV- 32.5 33 33.5 34 Stage (ft el) Discharge + Capacity 34.5 0.2 40 35 I 28-Aug-97 The Sear -Brown Group Buffalo Run #769-00 Detention Pond Discharge Rating Curve (from UD Sewer Iterations) WSEL Discharge (ft) (cfs) ----------------- ----------------- 32.50 0.00 -s"t- o,.t 0.r5 = 32•Le1 33.25 1.00 33.56 1.50 33.93 2.00 34.38 2.50 35.17 3.00 35.77 3.50 36.46 4.00 r 1 r 1 r r r 28-Aug-97 W The Sear -Brown Group Buffalo Run #769-001 Detention Pond Area -Capacity Rating Curve Cumulative Elev Area Area Storage (ft) (ft2) (ac) (ac-ft) --------------------------------------------------- ---- ------------ V = d/3*(A+(AB)A.5+B) 32.5 33.0 0 15,262 0.00 0.35 0.00 0.06 34.0 17,292 0.40 0.43 35.0 19,466 0.45 0.85 36.0 41,262 0.95 1.54 -� tonal ��u uan IAb�e 37.0 41,262 0.95 2.48 0.6 U f6 v M 0.6 a U 0.4 3 1 to 0.2 0 U 32 33 34 35 36 37 Stage (ft elevation) - �— Area Capacity 3a 28-Aug-97 3y I I 1 r� I 1 1 1 I I 145.00 1.23 2.27 0.30 1.97 150.00 1.19 2.27 0.31 1.96 155.00 1.17 2.30 0.32 1.98 160.00 1.14 2.33 0.33 1.99 165.00 1.12 2.35 0.34 2.01 170.00 1.10 2.37 0.35 2.02 175.00 1.07 2.39 0.36 2.02 180.00 1.05 2.40 0.37 2.03 185.00 1.05 2.47 0.39 2.09 ----------------------------------------------------- THE REQUIRED POND SIZE = 2.085733 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 185 MINUTES I I 317 I I I I I A F I I I I ------------------------------------------------------------------------------ DETENTION POND SIZING BY FAA METHOD Developed by Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado ------------------------------------------------------------------------------ USER=Kevin Gingery........................................................... EXECUTED ON 08-27-1997 AT TIME 14:17:52 PROJECT TITLE: Buffalo Run Detention Pond **** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 1.00 BASIN AREA (acre)= 10.65 RUNOFF COEF = 0.86 ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY(1N/HR)-DURATION(M1N) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = 1.68 CFS OUTFLOW ADJUSTMENT FACTOR = .9 AVERAGE RELEASE RATE = 1.512 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE ----------------------------------------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT ----------------------------------------------------- 0.00 0.00 0.00 0.00 0.00 5.00 9.00 0.57 0.01 0.56 10.00 7.30 0.93 0.02 0.91 15.00 6.25 1.19 0.03 1.16 20.00 5.20 1.32 0.04 1.28 25.00 4.68 1.49 0.05 1.43 30.00 4.15 1.58 0.06 1.52 35.00 3.83 1.70 0.07 1.63 40.00 3.50 1.78 0.08 1.70 45.00 3.25 1.86 0.09 1.77 50.00 3.00 1.91 0.10 1.80 55.00 2.80 1.96 0.11 1.84 60.00 2.60 1.98 0.12 1.86 65.00 2.46 2.04 0.14 1.90 70.00 2.32 2.07 0.15 1.92 75.00 2.19 2.09 0.16 1.93 80.00 2.05 2.09 0.17 1.92 85.00 1.96 2.12 0.18 1.94 90.00 1.88 2.15 0.19 1.96 95.00 1.79 2.16 0.20 1.96 100.00 1.70 2.16 0.21 1.95 105.00 1.64 2.19 0.22 1.97 110.00 1.58 2.20 0.23 1.97 115.00 1.51 2.21 0.24 1.97 120.00 1.45 2.21 0.25 1.96 125.00 1.41 2.24 0.26 1.98 130.00 1.36 2.25 0.27 1.98 135.00 1.32 2.27 0.28 1.99 140.00 1.28 2.27 0.29 1.98 I I 1 1 1 I rI 1 L 11 1 1 1 L 1 1 N DETENTION POND AND OUTLET 1 860 42.2 861 3.1 86. 863 4343.6 864 9.0 865 65.8 866 406.1 867 14.7 868 13.3 869 60.1 870 8.8 871 872 11. 36.5 873 64.0 874 20.3 875 97.8 IENDPROGRAM PROGRAM CALLED 1 I I 1 1 1 .0 11.0 1 B. .0 1.4 1 16. .0 3.5 0 47. .0 1.7 0 44. .0 3.8 1 20. .0 2.6 0 45. .0 5.3 0 39. .0 10.4 1 31. .0 6.3 1 31. .0 34.4 1 26. .0 4.6 1 31. .0 6.0 1 31. .0 1.0 0 46. .0 5.7 0 55. .0 2.7 1 9. .0 3.6 0 51. ' 605 606 607 608 609 610 611 612 613 614 615 128.1 512.3 547.0 602.4 238.5 1236.7 1230.5 983.8 1014.8 1030.2 1738.7 (DIRECT (DIRECT (DIRECT (DIRECT (DIRECT (DIRECT (DIRECT (DIRECT (DIRECT (DIRECT (DIRECT FLOW) FLOW) FLOW) FLOW) FLOW) FLOW) FLOW) FLOW) FLOW) FLOW) FLOW) 1 0 1 1 0 1 1 0 0 0 1 5. 35. 5. 6. 35. 36. 40. 44. 44. 45. 32. 702 55.4 1.8 0 55. cud rL _ ' 703 167.9 2.7 0 38. 705 84.2 2.1 0 42. µ utl= 706 344.8 3.4 0 43. 707 535.3 3.1 0 46. 708 557.7 3.1 0 48. ' 709 219.5 3.1 0 41. 710 211.2 2.7 0 46. 711 559.3 3.2 0 49. 712 604.9 3.3 0 54. 713 105.3 2.4 0 40. 714 256.8 3.3 0 38. 715 753.7 3.3 0 58. 716 746.0 3.2 1 1. 717 861.1 3.0 1 6. ' 719 157.7 2.3 0 54. 720 177.6 1.2 1 49. 721 224.7 1.2 1 50. 722 12.9 1.0 1 31. 723 41.4 1.2 1 22. 724 54.0 1.3 1 31. 725 61.6 1.4 1 35. 727 -M 126.4 154.5 1.8 2-Q 1 1 11. 11_ 729 153.6 2.0 1 15. 730 152.6 2.0 1 20. 732 48.2 1.8 0 43. 733 44.3 1.6 0 53. ' 738 545.6 2.3 1 7. 739 554.9 2.3 1 9. 740 1001.3 2.0 1 23. ' 741 742 944.5 13.1 1.9 .9 1 1 38. 56. 744 106.9 .9 1 2. 745 1032.1 1.9 1 38. 746 57.1 1.9 0 41. 747 49.4 1.8 0 47. ' 748 68.0 2.0 0 45. 750 1225.7 2.0 1 41. 751 8.8 .7 1 44. 753 754 11.4 174.9 .8 2.4 1 0 4. 422. 756 489.5 2.9 0 42. 758 1008.4 2.6 0 45. 760 63.9 1.5 1 32. 761 92.9 1.5 1 30. ' 762 43.7 1.0 1 23. 763 46.0 .8 1 52. 764 51.5 1.3 1 15. ' 765 766 8.8 391.6 .7 3.2 1 0 36. 42. 767 271.2 3.4 0 48. 768 1084.5 1.9 1 38. 769 11.4 .7 1 36. 770 89.4 1.7 1 0. 803 13.1 .0 3.9 1 25. 804 4.8 .0 1.8 1 50. 850 279.0 .0 3.5 0 39. ' 851 852 7.3 17.5 .0 .0 3.4 8.2 1 1 22. 20. 853 45.8 .0 9.4 1 9. 854 26.7 .0 12.6 1 25. 855 67.0 .0 14.8 1 10. 856 43.7 .0 14.8 1 18. 857 31.1 .0 5.9 1 6. 858 46.8 .0 23.1 1 26. 859 51.6 .0 12.3 1 11. 3-f 4 L�� u-n 33 1 *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ' ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 20 278.9 (DIRECT FLOW) 0 35. 21 4.7 .0 7.3 2 17. 22 5.9 1.0 0 41. 23 2.2 .0 3.4 2 16. 25 17.1 .0 6.4 1 20. 26 4.9 .0 2.3 1 28. 27 11.0 .0 5.6 1 35. ' 28 74.3 .0 2.8 0 59. 32 197.1 (DIRECT FLOW) 0 35. 37 386.6 (DIRECT FLOW) 0 35. 158 179.4 .9 0 40. 201 27.9 2.3 1 33. 202 15.6 .8 6 12. 203 10.0 1.2 1 21. 204 78.7 3.2 0 41. 205 75.2 1.5 0 46. ' 206 25.3 1.6 2 18. 207 176.3 3.0 0 36. 209 18.7 1.7 2 29. 211 16.7 1.1 2 2. ' 250 28.1 (DIRECT FLOW) 1 18. 252 80.2 (DIRECT FLOW) 0 42. 253 496.2 (DIRECT FLOW) 0 35. 255 257 179.3 98.3 (DIRECT (DIRECT FLOW) FLOW) 0 0 36, 35. 258 540.9 (DIRECT FLOW) 0 35. 261 258.2 (DIRECT FLOW) 0 35. 262 64.3 (DIRECT FLOW) 1 48. 265 29.7 (DIRECT FLOW) 1 53. ' 267 48.7 (DIRECT FLOW) 1 41. 269 64.0 1.6 2 5. 301 16.1 .0 7.5 1 21. ' 302 303 15.6 25.4 .0 .0 22.8 14.7 6 2 12. 8. 305 18.7 .0 20.8 2 25. 307 16.5 .0 7.8 9 34. 308 16.8 .0 9.0 1 51. 309 13.0 .0 8.3 1 46. 310 19.2 .0 8.0 1 25. 311 13.1 .0 12.3 2 0. 312 11.0 .0 3.7 1 14. ' 313 314 2.8 12.0 .0 .0 .7 3.7 1 1 10. 15. 315 10.0 .0 3.5 1 17. 316 10.1 .0 1.4 0 59. 354 290.2 (DIRECT FLOW) 0 35. 355 442.6 (DIRECT FLOW) 0 35. 356 600.7 (DIRECT FLOW) 0 35. 501 61.2 1.4 0 46. 504 70.8 2.1 0 40. 518 526 170.0 84.5 2.9 2.0 0 0 38. 56. 531 54.9 .6 0 38. 534 83.3 .7 1 7. 535 315.0 1.2 0 50. 536 279.6 1.3 0 58. 537 432.3 1.5 1 0. 543 73.3 2.4 0 42. 549 165.9 .9 0 50. ' 552 555 8.7 437.0 .3 1.2 2 0 0. 38. 557 31.0 1.0 0 44. 559 316.8 5.4 0 41. 600 571.5 (DIRECT FLOW) 0 41. 601 797.6 (DIRECT FLOW) 0 52. 602 871.6 (DIRECT FLOW) 1 0. 603 1156.6 (DIRECT FLOW) 1 7. 604 54.1 (DIRECT FLOW) 1 27. ' 864 9.0 865 65.8 86 4.1 ' 867 1414.7 868 13.3 869 60.1 870 3. 871 16.3 ' 872 36.5 873 64.0 874 20.3 ' 875 97.8 ' ENDPROGRAM PROGRAM CALLED 1 1 t .0 3.8 1 20. .0 2.6 0 45. .0 5.3 0 39. .0 10.4 1 31. .0 6.3 1 31. .0 34.4 1 26. .0 1.5 1 47. .0 8.5 1 38. .0 1.0 0 46. .0 5.7 0 55. .0 2.7 1 9. .0 3.6 0 51. ' 609 610 611 612 613 614 615 238.4 1236.7 1230.5 983.5 1014.5 1029.8 1741.E (DIRECT (DIRECT (DIRECT (DIRECT (DIRECT (DIRECT (DIRECT FLOW) FLOW) FLOW) FLOW) FLOW) FLOW) FLOW) 0 1 1 0 0 0 1 35. 36. 40. 44. 44. 45. ^� � 32. l- 4,\- 'r K ' 702 55.4 1.8 0 55. d 703 167.9 2.7 0 38. 705 84.2 2.1 0 42. 706 344.8 3.4 0 43. 707 535.3 3.1 0 46. 708 557.7 3.1 0 48. 709 219.5 3.1 0 41. 710 211.2 2.7 0 46. 711 559.3 3.2 0 49. 712 604.9 3.3 0 54. ' 713 105.3 2.4 0 40. 714 256.8 3.3 0 38. 715 753.7 3.3 0 58. 716 746.0 3.2 1 1. ' 717 861.1 3.0 1 6. 719 157.7 2.3 0 54. 720 177.6 1.2 1 49. 721 224.7 1.2 1 50. 722 12.9 1.0 1 31. ' 723 41.4 1.2 1 22. 724 54.0 1.3 1 31. 725 61.6 1.4 1 35. 727 126.4 1.8 1 11. ' 728 154.5 2.0 1 11. 729 153.6 2.0 1 15. 730 152.6 2.0 1 20. ' 732 733 48.2 44.3 1.8 1.6 0 0 43. 53. 738 545.6 2.3 1 7. 739 554.9 2.3 1 9. 740 1001.3 2.0 1 23. 741 944.5 1.9 1 38. ' 742 13.1 .9 1 56. 744 106.9 .9 1 2. 745 1032.1 1.9 1 38. 746 747 57.1 49.4 1.9 1.8 0 0 41. 47. 748 68.0 2.0 0 45. 750 1225.7 2.0 1 41. 751 19.5 1.9 1 57. 754 174.4 2.4 0 41. ' 756 489.3 2.9 0 42. 758 1008.0 2.6 0 45. 760 63.9 1.5 1 32. ' 761 762 92.9 43.7 1.5 1.0 1 1 30. 23. 763 46.0 .8 1 52. 764 51.5 1.3 1 15. 765 3.5 .8 2 38. 766 391.6 3.2 0 42. 767 271.2 3.4 0 48. 768 1084.5 1.9 1 38. 769 19.2 (DIRECT FLOW) 2 17. 770 89.4 1.7 1 0. ' 799 47.6 1.0 0 36. 803 13.1 .0 3.9 1 25. 804 4.8 .0 1.8 1 50. 850 279.0 .0 3.5 0 39. 851 7.3 .0 3.4 1 22. 852 17.5 .0 8.2 1 20. 853 45.8 .0 9.4 1 9. 854 26.7 .0 12.6 1 25. 855 67.0 .0 14.8 1 10. ' 856 43.7 .0 14.8 1 18. 857 31.1 .0 5.9 1 6. 858 46.8 .0 23.1 1 26. 859 51.6 .0 12.3 1 11. 860 42.2 .0 11.0 1 B. 861 3.1 .0 1.4 1 16. 862 90.5 .0 3.5 0 47. 863 43.6 .0 1.7 0 44. 31 *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** ' CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 20 278.9 (DIRECT FLOW) 0 35. 21 4.7 .0 7.3 2 17. ' 22 5.9 1.0 0 41. 23 2.2 .0 3.4 2 16. 25 17.1 .0 6.4 1 20. 26 4.9 .0 2.3 1 28. 27 11.0 .0 5.6 1 35. 28 74.3 .0 2.8 0 59. 32 197.1 (DIRECT FLOW) 0 35. 37 386.6 (DIRECT FLOW) 0 35. 158 179.4 .9 0 40. ' 201 27.9 2.3 1 33. 202 15.6 .8 6 12. 203 10.0 1.2 1 21. 204 78.7 3.2 0 41. ' 205 75.2 1.5 0 46. 206 25.3 1.6 2 18. 207 176.3 3.0 0 36. 2 1.7 1. 2 2. 211 11 16.7 1.1 2 2. 2 ' 250 28.1 (DIRECT FLOW) 1 18. 252 80.2 (DIRECT FLOW) 0 42. 253 496.2 (DIRECT FLOW) 0 35. 255 179.3 (DIRECT FLOW) 0 36. ' 257 98.3 (DIRECT FLOW) 0 35. 258 540.9 (DIRECT FLOW) 0 35. 261 258.2 (DIRECT FLOW) 0 35. 262 64.3 (DIRECT FLOW) 1 48. 265 29.7 (DIRECT FLOW) 1 53. ' 267 48.7 (DIRECT FLOW) 1 41. 269 64.0 1.6 2 5. 301 16.1 .0 7.5 1 21. 302 15.6 .0 22.8 6 12. ' 303 25.4 .0 14.7 2 8. 305 18.7 .0 20.8 2 25. 307 16.5 .0 7.8 9 34. 308 16.8 .0 9.0 1 51, 309 13.0 .0 8.3 1 46. 310 19.2 .0 8.0 1 25. 311 13.1 .0 12.3 2 0. 312 11.0 .0 3.7 1 14. 313 2.8 .0 .7 1 10. 314 12.0 .0 3.7 1 15. 315 10.0 .0 3.5 1 17. 316 10.1 .0 1.4 0 59. ' 354 355 290.2 442.6 (DIRECT (DIRECT FLOW) FLOW) 0 0 35. 35. 356 600.7 (DIRECT FLOW) 0 35. 501 61.2 1.4 0 46. 504 70.8 2.1 0 40. 518 170.0 2.9 0 38. ' 526 84.5 2.0 0 56. 531 54.9 .6 0 38. 534 83.3 .7 1 7. ' 535 536 315.0 279.6 1.2 1.3 0 0 50. 58. 537 432.3 1.5 1 0. 543 73.3 2.4 0 42. 549 165.9 .9 0 50. 552 19.2 .6 2 17. 555 436.9 1.2 0 38. 557 31.0 1.0 0 44. 559 316.8 5.4 0 41. ' 600 601 571.5 797.6 (DIRECT (DIRECT FLOW) FLOW) 0 0 41. 52. 602 871.6 (DIRECT FLOW) 1 0. 603 1156.6 (DIRECT FLOW) 1 7. 604 54.1 (DIRECT FLOW) 1 27. 605 128.1 (DIRECT FLOW) 1 5. 606 512.3 (DIRECT FLOW) 0 35. 607 547.0 (DIRECT FLOW) 1 5. 608 602.4 (DIRECT FLOW) 1 6. .,Iy 3.57 1.46(S) 3.57 1.45(S) 3.57 1.45(S) 3.56 1.45(S) 3.56 1.44(S) 3.56 1.44(S) 3.55 1.44(S) 3.55 1.43(S) 3.54 1.43(S) 3.54 1.43(S) 3.54 1.42(S) 3.53 1.42(S) 3.53 1.42(S) 3.53 1.41(S) 3.52 1.41(S) 3.52 1.41(S) 3.51 1.40(S) 3.51 1.40(S) 3.51 1.40(S) 3.50 1.39(S) 3.50 1.39(S) 3.49 1.39(S) 3.49 1.38(S) 3.48 1.38(S) 3.48 1.37(S) 3.48 1.37(S) 3.47 1.37(S) 3.47 1.36(S) 3.46 1.36(S) 3.46 1.36(S) 3.46 1.35(S) 3.45 1.35(S) 3.45 1.34(S) 3.44 1.34(S) 3.44 1.34(S) 3.43 1.33(S) 3.43 1.33(S) 3.43 1.33(S) 3.42 1.32(S) 44. 3.64 1.51(S) 45. 3.64 1.51(S) 46. 3.64 1.51(S) 47. 3.64 1.51(S) 48. 3.64 1.51(S) 49. 3.64 1.51(S) 50. 3.64 1.51(S) 51. 3.64 1.51(S) 52. 3.64 1.51(S) 53. 3.64 1.51(S) 54. 3.64 1.51(S) 55. 3.64 1.51(S) 56. 3.63 1.51(S) 57. 3.63 1.51(S) 58. 3.63 1.51(S) 59. 3.63 1.51(S) 0. 3.63 1.51(S) 1. 3.63 1.50(S) 2. 3.63 1.50(S) 3. 3.63 1.50(S) 4. 3.62 1.50(S) 5. 3.62 1.50(S) 6. 3.62 1.50(S) 7. 3.62 1.49(S) 8. 3.62 1.49(S) 9. 3.61 1.49(S) 10. 3.61 1.49(S) 11. 3.61 1.49(S) 12. 3.61 1.48(S) 13. 3.60 1.48(S) 14. 3.60 1.48(S) 15. 3.60 1.48(S) 16. 3.60 1.47(S) 17. 3.59 1.47(S) 18. 3.59 1.47(S) 19. 3.59 1.47(S) 20. 3.58 1.46(S) 21. 3.58 1.46(S) 22. 3.58 1.46(S) 9"1 5. 3.45 1.34(S) 6. 3.46 1.36(S) 7. 3.47 1.37(S) 8. 3.49 1.38(S) 9. 3.50 1.39(S) 10. 3.51 1.40(S) 11. 3.52 1.41(S) 12. 3.53 1.41(S) 13. 3.54 1.42(S) 14. 3.54 1.43(S) 15. 3.55 1.44(S) 16. 3.56 1.44(S) 17. 3.57 1.45(S) 18. 3.57 1.45(S) 19. 3.58 1.46(S) 20. 3.58 1.46(S) 21. 3.59 1.47(S) 22. 3.59 1.47(S) 23. 3.60 1.48(S) 24. 3.60 1.48(S) 25. 3.61 1.48(S) 26. 3.61 1.49(S) 27. 3.61 1.49(S) 28. 3.62 1.49(S) 29. 3.62 1.50(S) 30. 3.62 1.50(S) 31. 3.62 1.50(S) 32. 3.63 1.50(S) 33. 3.63 1.50(S) 34. 3.63 1.50(S) 35. 3.63 1.51(S) 36. 3.63 1.51(S) 37. 3.63 1.51(S) 38. 3.63 1.51(S) 39. 3.64 1.51(S) 40. 3.64 1.51(S) 41. 3.64 1.51(S) 42. 3.64 1.51(S) 43. 3.64 1.51(S) a(to .69 .06(S) .74 .08(S) .81 .10(S) .89 .12(S) .99 .14(S) 1.10 .17(S) 1.23 .21(S) 1.39 .25(S) 1.57 .30(S) 1.78 .35(S) 2.01 .41(S) 2.19 .47(S) 2.33 .54(S) 2.47 .60(S) 2.60 .65(S) 2.68 .71(S) 2.75 .76(S) 2.82 .80(S) 2.88 .85(S) 2.93 .89(S) 2.97 .92(S) 3.01 .96(S) 3.05 .99(S) 3.09 1.03(S) 3.12 1.05(S) 3.15 1.08(S) 3.18 1.11(S) 3.21 1.13(S) 3.23 1.16(S) 3.26 1.18(S) 3.28 1.20(S) 3.30 1.22(S) 3.33 1.24(S) 3.35 1.26(S) 3.37 1.27(S) 3.38 1.29(S) 3.40 1.30(S) 3.42 1.32(S) 3.43 1.33(S) 869 0 0 0 0 0 0 0 0 0 0 440 0 0 0 0 C 870 799 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ( 871 0 0 0 0 0 0 0 0 0 0 447 0 0 0 0 ( 872 0 0 0 0 0 0 0 0 0 0 401 0 0 0 0 C 873 0 0 0 0 0 0 0 0 0 0 454 0 0 0 0 C 874 0 0 0 0 0 0 0 0 0 0 456 0 0 0 0 C 875 874 0 0 0 0 0 0 0 0 0 455 0 0 0 0 ( LOWER DRY CREEK BASIN (BELOW LARIMER 8 WELD CANAL) FILES: DT100-10.DAT $ .OUT I100-YR DEVELOPED CONDITION W/ 10-YR RELEASE -- REVISED FEBRUARY 1997 BY LA, INC. ARE LISTED FOR THE FOLLOWING 1 CONVEYANCE ELEMENTS IYDROGRAPHS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET ' (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER 'fiME(HR/MIN) 870 0 1. .00 .00( ) ' 0 2. 00 .00( ) 0 3. .00 .00( ) ' 0 4. .0 .00( ) 0 5. .00 .00( ) 0 6. .0 .00( ) 0 7. .00 .00( ) 0 8. .00 .00( ) 0 9. .00 .00( ) 0 10. .00 .00(S) 0 11. .00 .00(S) 0 12. .00 0 13. .00(S) .00 .00(S) 0 14. .01 .00(S) 0 15. .0 .00(S) 0 16. .03 .00(S) 0 17. .05 .00(S) 0 18. .07 .01(S) 0 19. .11 .01(S) 0 20. .15 .01(S) 0 21. .21 .02(S) ' 0 22. .28 .02(S) 0 23. .36 .03(S) 0 24. .0 .04(S) 0 25. .58 .05(S) 0 0 0 0 195.7 0 0 0 0 10.7 0 0 0 0 47.5 0 0 0 0 14.2 0 0 0 0 44.1 0 0 0 0 24.7 0 0 0 0 77.5 614 758 0 0 0 0 0 0 0 0 0 452 0 0 0 0 0 0 0 0 0 561.5 615 611 769 614 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3107.3 702 501 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.4 703 702 0 0 0 0 0 0 0 0 0 403 0 0 0 0 0 0 0 0 0 57.4 705 0 0 0 0 0 0 0 0 0 0 405 0 0 0 0 0 0 0 0 0 23.2 706 705 850 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 80.1 707 600 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 154.5 708 707 0 0 0 0 0 0 0 0 0 407 0 0 0 0 0 0 0 0 0 167.4 709 0 0 0 0 0 0 0 0 0 0 409 0 0 0 0 0 0 0 0 0 48.8 710 709 852 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 94.4 711 708 851 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 186.5 712 711 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 505.4 713 0 0 0 0 0 0 0 0 0 0 411 0 0 0 0 0 0 0 0 0 24.3 714 713 0 0 0 0 0 0 0 0 0 412 0 0 0 0 0 0 0 0 0 54.3 715 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 630.7 716 715 0 0 0 0 0 0 0 0 0 413 0 0 0 0 0 0 0 0 0 640.8 717 602 269 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1157.6 ' 719 518 853 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 136.1 720 761 762 763 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 401.8 721 720 764 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 490.3 722 803 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23.9 723 860 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65.2 724 604 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 89.1 725 724 804 861 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 110.9 727 605 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 146.6 728 727 863 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 162.9 729 728 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 162.9 730 729 0 0 0 0 0 0 0 0 0 430 0 0 0 0 0 0 0 0 0 165.8 732 531 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14.1 733 732 864 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 37.0 738 607 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 376.6 739 738 0 0 0 0 0 0 0 0 0 436 0 0 0 0 0 0 0 0 0 391.3 740 603 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1882.3 ' 741 742 740 868 867 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1936.5 42.0 744 742 543 869 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 257.4 745 741 744 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2193.9 746 0 0 0 0 0 0 0 0 0 0 441 0 0 0 0 0 0 0 0 0 15.4 747 746 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15.4 748 747 0 0 0 0 0 0 0 0 0 442 0 0 0 0 0 0 0 0 0 22.5 750 610 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2469.1 751 765 871 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 58.2 754 756 609 555 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 450 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 41.5 113.9 758 613 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 553.8 760 855 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 108.0 761 760 857 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 151.5 762 856 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100.4 763 858 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 149.9 764 859 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 88.5 765 870 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10.7 ' 766 767 866 559 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 85.6 87.4 768 745 767 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2281.3 769 552 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 58.2 770 875 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 77.5 799 0 0 0 0 0 0 0 0 0 0 446 0 0 0 0 0 0 0 0 0 10.7 803 0 0 0 0 0 0 0 0 0 0 424 0 0 0 0 0 0 0 0 0 23.9 804 0 0 0 0 0 0 0 0 0 0 427 0 0 0 0 0 0 0 0 0 14.2 850 0 0 0 0 0 0 0 0 0 0 406 0 0 0 0 0 0 0 0 0 56.9 ' 851 852 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 408 410 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 19.1 45.6 853 0 0 0 0 0 0 0 0 0 0 416 0 0 0 0 0 0 0 0 0 69.6 854 0 0 0 0 0 0 0 0 0 0 417 0 0 0 0 0 0 0 0 0 82.0 855 0 0 0 0 0 0 0 0 0 0 419 0 0 0 0 0 0 0 0 0 108.0 856 0 0 0 0 0 0 0 0 0 0 420 0 0 0 0 0 0 0 0 0 100.4 857 0 0 0 0 0 0 0 0 0 0 421 0 0 0 0 0 0 0 0 0 43.5 858 0 0 0 0 0 0 0 0 0 0 422 0 0 0 0 0 0 0 0 0 149.9 859 0 0 0 0 0 0 0 0 0 0 423 0 0 0 0 0 0 0 0 0 88.5 ' 860 861 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 425 426 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65.2 7.6 862 0 0 0 0 0 0 0 0 0 0 428 0 0 0 0 0 0 0 0 0 35.7 863 0 0 0 0 0 0 0 0 0 0 429 0 0 0 0 0 0 0 0 0 16.3 864 0 0 0 0 0 0 0 0 0 0 432 0 0 0 0 0 0 0 0 0 22.9 865 0 0 0 0 0 0 0 0 0 0 433 0 0 0 0 0 0 0 0 0 24.9 ' 866 0 0 0 0 0 0 0 0 0 0 434 0 0 0 0 0 0 0 0 0 85.6 867 0 0 0 0 0 0 0 0 0 0 437 0 0 0 0 0 0 0 0 0 54.2 868 0 0 0 0 0 0 0 0 0 0 438 0 0 0 0 0 0 0 0 0 42.0 ' GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.( C) 20 23 0 0 0 0 0 0 0 0 0 119 120 121 123 0 0 0 0 0 0 58.8 21 22 20 21 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 118 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 58.8 60.0 23 0 0 0 0 0 0 0 0 0 0 122 128 0 0 0 0 0 0 0 0 20.3 25 0 0 0 0 0 0 0 0 0 0 125 0 0 0 0 0 0 0 0 0 36.1 26 0 0 0 0 0 0 0 0 0 0 126 0 0 0 0 0 0 0 0 0 12.6 27 0 0 0 0 0 0 0 0 0 0 127 0 0 0 0 0 0 0 0 0 30.8 28 255 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 318.9 32 25 0 0 0 0 0 0 0 0 0 124 0 0 0 0 0 0 0 0 0 61.2 37 22 0 0 0 0 0 0 0 0 0 112 0 0 0 0 0 0 0 0 0 111.4 158 0 0 0 0 0 0 0 0 0 0 130 0 0 0 0 0 0 0 0 0 40.1 ' 201 250 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 66.4 202 302 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 167.7 203 315 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21.8 204 0 0 0 0 0 0 0 0 0 0 103 0 0 0 0 0 0 0 0 0 19.3 205 252 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 187.0 ' 206 303 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 245.2 207 32 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.2 209 305 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 137.1 211 308 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 111.4 ' 250 314 301 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 66.4 252 202 204 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 187.0 253 205 0 0 0 0 0 0 0 0 0 104 0 0 0 0 0 0 0 0 0 245.2 255 206 207 26 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 318.9 257 313 0 0 0 0 0 0 0 0 0 108 0 0 0 0 0 0 0 0 0 16.2 258 355 257 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 123.3 261 209 0 0 0 0 0 0 0 0 0 111 0 0 0 0 0 0 0 0 0 169.8 262 267 307 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 379.1 265 211 309 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 159.8 267 265 310 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 209.2 269 262 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 379.1 301 0 0 0 0 0 0 0 0 0 0 101 0 0 0 0 0 0 0 0 0 42.9 ' 302 303 356 253 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 167.7 245.2 305 258 0 0 0 0 0 0 0 0 0 109 0 0 0 0 0 0 0 0 0 137.1 307 261 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 169.8 308 37 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 111.4 309 0 0 0 0 0 0 0 0 0 0 113 0 0 0 0 0 0 0 0 0 48.5 310 0 0 0 0 0 0 0 0 0 0 114 0 0 0 0 0 0 0 0 0 49.4 311 0 0 0 0 0 0 0 0 0 0 115 0 0 0 0 0 0 0 0 0 69.3 312 0 0 0 0 0 0 0 0 0 0 116 0 0 0 0 0 0 0 0 0 23.0 313 314 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 110 129 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.8 23.5 315 0 0 0 0 0 0 0 0 0 0 107 0 0 0 0 0 0 0 0 0 21.8 316 0 0 0 0 0 0 0 0 0 0 106 0 0 0 0 0 0 0 0 0 10.1 354 316 0 0 0 0 0 0 0 0 0 105 0 0 0 0 0 0 0 0 0 43.1 355 158 312 0 0 0 0 0 0 0 0 117 0 0 0 0 0 0 0 0 0 107.0 356 354 203 201 0 0 0 0 0 0 0 102 0 0 0 0 0 0 0 0 0 167.7 501 872 0 0 0 0 0 0 0 0 0 402 0 0 0 0 0 0 0 0 0 24.4 504 0 0 0 0 0 0 0 0 0 0 404 0 0 0 0 0 0 0 0 0 17.0 518 526 0 862 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 415 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 66.5 35.7 531 0 0 0 0 0 0 0 0 0 0 431 0 0 0 0 0 0 0 0 0 14.1 534 733 865 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.9 535 766 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 85.6 536 535 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 85.6 ' 537 606 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 210.8 543 0 0 0 0 0 0 0 0 0 0 439 0 0 0 0 0 0 0 0 0 19.7 549 0 0 0 0 0 0 0 0 0 0 443 0 0 0 0 0 0 0 0 0 66.2 552 751 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 58.2 555 754 0 0 0 0 0 0 0 0 0 449 0 0 0 0 0 0 0 0 0 95.8 557 0 0 0 0 0 0 0 0 0 0 451 0 0 0 0 0 0 0 0 0 12.6 559 0 0 0 0 0 0 0 0 0 0 453 0 0 0 0 0 0 0 0 0 87.4 600 703 504 706 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 154.5 601 712 710 27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 630.7 ' 602 716 714 311 0 0 0 0 0 0 0 414 0 0 0 0 0 0 0 0 0 778.6 603 717 719 721 854 0 0 0 0 0 0 418 0 0 0 0 0 0 0 0 0 1882.3 604 722 723 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 89.1 605 725 526 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 146.6 ' 606 534 536 0 0 0 0 0 0 0 0 435 0 0 0 0 0 0 0 0 0 210.8 607 730 537 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 376.6 608 739 748 0 0 0 0 0 0 0 0 444 0 0 0 0 0 0 0 0 0 427.3 609 0 0 0 0 0 0 0 0 0 0 448 0 0 0 0 0 0 0 0 0 41.5 610 768 549 770 873 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2469.1 611 750 0 0 0 0 0 0 0 0 0 445 0 0 0 0 0 0 0 0 0 2487.6 612 608 756 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 541.2 613 612 557 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 553.8 725 605 0 1 CHANNEL 10.0 490. 862 526 2 2 PIPE .0 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.5 90.2 526 605 0 1 CHANNEL 10.0 1080. 605 727 0 3 .0 1. 727 728 0 1 CHANNEL 15.0 1200. 863 728 2 2 PIPE .0 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.7 43.2 728 729 0 1 CHANNEL 15.0 1140. 729 730 0 1 CHANNEL 15.0 840. 730 607 0 1 CHANNEL 15.0 1280. 531 732 0 4 CHANNEL .0 590. OVERFLOW 50.0 590. 732 733 0 1 CHANNEL 3.0 870, 864 733 2 2 PIPE .0 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.8 8.9 733 534 0 1 CHANNEL 4.0 1620. 865 534 2 2 PIPE .0 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.6 65.8 534 606 0 4 CHANNEL .0 2510. 866 766 2 2 OVERFLOW PIPE 50.0 .0 2510. 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.3 405-8 766 535 0 1 CHANNEL 15.0 850. 535 536 0 4 CHANNEL .0 1620. OVERFLOW 50.0 1620. 536 606 0 4 CHANNEL .0 1050. OVERFLOW 50.0 1050. 606 537 537 607 0 0 3 4 CHANNEL .0 .0 1. 1120. OVERFLOW 50.0 1120. 607 738 0 3 .0 1. 738 739 0 1 CHANNEL 55.0 570. 739 608 0 1 CHANNEL 55.0 830. 746 747 0 1 CHANNEL 3.0 1670. 747 748 0 1 CHANNEL 3.0 1130. 748 608 0 1 CHANNEL 4.0 670. 608 799 612 870 0 0 3 1 CHANNEL .0 3.0 1. 550. 870 765 10 2 PIPE .0 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .7 .3 1.4 1.2 3.3 1.5 3.7 2.0 4.0 765 751 0 1 CHANNEL 1.0 2100. 751 552 0 2 PIPE 2.8 450- 552 769 0 4 CHANNEL .0 500. ' 871 751 2 2 OVERFLOW PIPE 50.0 .0 1190. 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 6.0 11.5 769 615 0 3 .0 1. 609 754 0 3 .0 1. 754 555 0 1 CHANNEL 10.0 1660. 555 756 0 4 CHANNEL .0 530. OVERFLOW 50.0 530. 756 612 612 613 0 0 1 3 CHANNEL 30.0 .0 1120. 1- 557 613 0 1 CHANNEL 10.0 2450. 613 758 0 3 .0 1. 758 614 0 1 CHANNEL 85.0 510. 614 615 0 3 .0 1. 615 1 0 0 3 .0 1. OTAL NUMBER OF GUTTERS/PIPES, 162 .0040 4.0 4.0 .035 4.00 0 .0010 .0 .0 .001 .00 0 .0037 5.0 5.0 .050 4.00 0 .0010 .0 .0 .001 10.00 0 .0040 4.0 4.0 .035 4.00 0 .0010 .0 .0 .001 .00 0 .0040 4.0 4.0 .035 4.00 0 .0040 4.0 4.0 .035 4.00 0 .0040 4.0 4.0 .035 4.00 0 .0036 50.0 50.0 .016 .50 0 .0036 60.0 60.0 .040 6.00 .0040 4.0 4.0 .035 2.00 0 .0010 .0 .0 .001 .00 0 .0040 4.0 4.0 .035 3.00 0 .0010 .0 .0 .001 .00 0 .0036 50.0 50.0 .016 .50 0 .0036 60.0 60.0 .040 6.00 .0010 .0 .0 .001 .00 0 .0040 4.0 4.0 .035 4.00 0 .0033 50.0 50.0 .016 .50 0 .0033 60.0 60.0 .040 6.00 .0017 50.0 50.0 .016 .50 0 .0017 60.0 60.0 .040 6.00 .0010 .0 .0 .001 10.00 0 .0017 50.0 50.0 .016 .50 0 .0017 60.0 60.0 .040 6.00 .0010 .0 .0 .001 10.00 0 .0030 4.0 4.0 .035 4.00 0 .0030 4.0 4.0 .035 4.00 0 .0040 4.0 4.0 .035 2.00 0 .0040 4.0 4.0 .035 2.00 0 .0040 4.0 4.0 .035 2.50 0 .0010 .0 .0 .001 10.00 0 .0050 10.0 10.0 .020 5.00 0 .0010 .0 .0 .001 .00 0 .4 2.1 .6 2.6 .8 2.9 2.5 4.4 .0015 4.0 4.0 .035 3.00 0 .0020 .0 .0 .013 2.80 0 .0020 50.0 50.0 .035 .50 0 .0008 60.0 60.0 .040 6.00 .0010 .0 .0 .001 .00 0 .0010 .0 .0 .001 10.00 0 .0010 .0 .0 .001 10.00 0 .0040 4.0 4.0 .035 4.00 0 .0057 50.0 50.0 .016 .50 0 .0057 60.0 60.0 .040 6.00 .0030 4.0 4.0 .035 4.00 0 .0010 .0 .0 .001 10.00 0 .0017 6.0 20.0 .035 2.00 0 .0010 .0 .0 .001 10.00 0 .0030 4.0 4.0 .035 4.00 0 .0010 .0 .0 .001 10.00 0 .0010 .0 .0 .001 10.00 0 'LOWER DRY CREEK BASIN (BELOW LARIMER & WELD CANAL) FILES: DT100-10.DAT & .OUT 100-YR DEVELOPED CONDITION W/ 10-YR RELEASE -- REVISED FEBRUARY 1997 BY LA, INC. ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES 760 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 14.8 67.0 761 0 1 CHANNEL 10.0 2980. .0040 4.0 4.0 .035 4.00 761 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.9 31.2 720 0 1 CHANNEL 15.0 810. .0040 4.0 4.0 .035 4.00 762 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 14.8 43.8 720 0 1 CHANNEL 15.0 820. .0040 4.0 4.0 .035 4.00 763 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 23.1 46.8 720 0 1 CHANNEL 30.0 2150. .0030 4.0 4.0 .035 4.00 721 0 1 CHANNEL 55.0 2410. .0030 4.0 4.0 .035 4.00 764 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 12.3 51.6 721 0 1 CHANNEL 10.0 700. .0040 4.0 4.0 .035 4.00 603 0 1 CHANNEL 70-0 1090. .0030 4-0 4.0 .035 4.00 C 603 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 C RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 12.6 26.6 740 0 3 .0 1. .0010 .0 .0 .001 10.00 ( 741 0 1 CHANNEL 135.0 3970. .0030 4.0 4.0 .035 3.50 C 741 2 2 PIPE .0 1. .0010 .0 .0 .001 DO C RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 10.4 14.7 745 0 1 CHANNEL 135.0 3190. .0030 4.0 4.0 -035 3.50 0 742 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 C RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW -0 .0 6.3 13.2 744 0 1 CHANNEL 4.0 2140. .0040 4.0 4.0 .035 3.00 0 767 0 1 CHANNEL 10.0 2080. .0009 2.0 2.0 .035 6.00 0 744 0 1 CHANNEL 15.0 1380. .0014 3.0 3.0 .060 5.00 0 744 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 34.4 60.0 745 0 1 CHANNEL 55.0 1600. .0030 4.0 4.0 .035 4.00 0 768 0 1 CHANNEL 155.0 400. .0030 4.0 4.0 .035 3.50 0 768 0 1 CHANNEL 6.0 1900. .0040 4.0 4.0 .035 3.50 0 610 0 1 CHANNEL 155.0 650. .0030 4.0 4.0 .035 3.50 0 610 0 4 CHANNEL .0 2030. .0034 50.0 50.0 .016 .50 0 OVERFLOW 50.0 2030. .0034 60.0 60.0 .040 6.00 875 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.7 20.1 770 14 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.8 .0 2.4 20.0 2.8 40.0 3.1 60.0 3.4 80.0 3.6 100.0 3.8 120.0 4.0 140.0 4.2 160.0 4.3 180.0 4.5 200.0 4.8 250.0 5.1 300.0 610 0 1 CHANNEL 10.0 1400. -0040 4.0 4.0 .035 4.00 0 610 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.7 64.2 750 0 3 .0 1. .0010 .0 .0 .001 10.00 0 611 0 1 CHANNEL 170.0 1470. .0030 4.0 4.0 .035 3.50 0 615 0 3 .0 1. .0010 .0 .0 .001 10.00 0 722 6 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.8 10.5 4.4 20.5 4.8 30.5 5.1 40.5 5.4 50.5 604 0 1 CHANNEL 3.0 900. .0040 4.0 4.0 .035 2.00 0 723 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 11.0 42.1 604 0 1 CHANNEL 10.0 1790. .0040 4.0 4.0 .035 4.00 0 724 0 3 .0 1. .0010 .0 .0 .001 10.00 0 725 0 1 CHANNEL 10.0 770. .0040 4.0 4.0 .035 4.00 0 725 7 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 .9 .3 1.5 .9 2.0 1.5 2.2 1.7 3.7 1.9 7.0 725 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.4 3.1 Ir 262 269 717 518 853 719 255 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.3 5.0 28 0 3 .0 1. .0010 .0 .0 .001 10.00 0 712 11 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 .0 .7 9.0 .7 19.0 .8 28.0 1.1 37.0 1.4 47.0 1.6 52.0 2.3 65.0 2.8 74.0 3.2 79.0 601 0 1 CHANNEL 30.0 1250. .0030 4.0 4.0 .035 4.00 0 710 0 1 CHANNEL 6.0 1770. .0040 4.0 4.0 .035 3.50 0 710 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 8.2 17.5 601 0 1 CHANNEL 10.0 1220. .0040 4.0 4.0 .035 4.00 0 715 0 3 .0 1. .0010 .0 .0 .001 10.00 0 601 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.6 11.0 716 0 1 CHANNEL 40.0 1560. .0030 4.0 4.0 .035 4.00 0 602 0 1 CHANNEL 40.0 1080. .0030 4.0 4.0 .035 4.00 0 714 0 1 CHANNEL 4.0 2290. .0040 4.0 4.0 .035 3.00 0 602 0 1 CHANNEL 6.0 1330. .0040 4.0 4.0 .035 3.50 0 602 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 12.2 13.0 717 0 3 .0 1. .0010 .0 .0 .001 10.00 0 20 4 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.4 1.2 3.8 2.4 7.2 3.2 21 0 3 .0 1. .0010 .0 .0 .001 10.00 0 22 11 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.8 .5 2.6 1.0 3.4 1.5 4.0 2.0 4.6 2.5 5.2 3.0 5.7 3.5 6.3 4.0 6.9 4.5 7.2 4.7 37 0 1 CHANNEL 2.0 850. .0040 3.0 3.0 .060 4.00 0 308 0 3 .0 1. .0010 .0 .0 .001 10.00 0 211 10 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 2.0 .3 3.0 .5 5.0 .7 7.0 1.5 9.0 2.9 12.0 4.7 14.0 6.8 15.0 9.3 17.0 265 0 1 CHANNEL 5.0 1560. .0025 4.0 4.0 .035 2.80 0 265 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 8.3 13.0 267 0 3 .0 1. .0010 .0 .0 .001 10.00 0 267 12 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.9 .0 2.6 2.0 2.9 4.0 3.5 7.0 4.1 9.0 4.7 11.0 5.5 13.0 6.4 15.0 7.3 18.0 8.5 20.0 9.4 21.3 262 0 3 .0 1. .0010 .0 .0 .001 10.00 0 355 0 1 CHANNEL .0 1825. .0210 60.0 60.0 .035 3.00 0 355 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.7 11.0 258 0 3 .0 1. .0010 .0 .0 .001 10.00 0 257 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .8 3.0 258 0 3 .0 1. .0010 .0 .0 .001 10.00 0 305 0 3 .0 1. .0010 .0 .0 .001 10.00 0 209 8 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.0 7.0 1.7 8.9 5.0 11.9 8.3 14.3 13.4 16.3 18.5 18.1 24.9 19.7 261 0 2 PIPE 3.0 1452. .0020 .0 .0 .013 3.00 0 307 0 3 .0 1. .0010 .0 .0 .001 10.00 0 262 9 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 3.0 .3 7.0 .7 9.0 1.6 11.0 3.0 13.0 4.0 14.0 7.0 16.0 8.7 17.0 269 0 3 .0 1. .0010 .0 .0 .001 10.00 0 717 0 1 CHANNEL 12.0 2200. .0020 4.0 4.0 .035 3.00 0 603 0 1 CHANNEL 55.0 2010. .0030 4.0 4.0 .035 4.00 0 719 0 1 CHANNEL 10.0 1450. .0029 2.0 2.0 .035 10.00 0 719 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 9.4 45.7 603 0 1 CHANNEL 10.0 2680. .0040 4.0 4.0 .035 4.00 0 a TOTAL RAINFALL (INCHES) tOTAL INFILTRATION (INCHES) OTAL WATERSHED OUTFLOW (INCHES) TOTAL SURFACE STORAGE AT END OF STROM (INCHES) 'ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL 2.890 .246 2.479 .165 .000 �OWER DRY CREEK BASIN (BELOW LARIMER 8 WELD CANAL) FILES: DT100-10.DAT 8 .OUT 00-YR DEVELOPED CONDITION W/ 10-YR RELEASE -- REVISED FEBRUARY 1997 BY LA, INC. 203 314 ' 301 250 201 356 302 202 204 252 205 253 303 1206 25 ' 32 207 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK CONNECTION (FT) (FT) (FT/FT) L R N (FT) 501 2 2 PIPE .0 1. .0010 .0 .0 .001 -00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.0 35.6 702 0 1 CHANNEL 10.0 920. .0050 20.0 3.0 .060 2.50 0 703 0 1 CHANNEL 4.0 1500. .0040 4.0 4.0 .035 2.50 0 600 0 1 CHANNEL 6.0 1240. .0040 4.0 4.0 .035 3.50 0 600 0 1 CHANNEL 15.0 1260. .0012 5.0 5.0 .050 3.00 0 706 0 1 CHANNEL 4.0 1670. .0040 4.0 4.0 .035 2.50 0 706 2 2 PIPE .0 1. .0010 -0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.5 280.4 600 0 1 CHANNEL 10.0 880. .0040 4.0 4.0 .035 4.00 0 707 0 3 .0 1. .0010 .0 .0 .001 10.00 0 708 0 1 CHANNEL 30.0 1200. .0030 4.0 4.0 .035 4.00 0 711 0 1 CHANNEL 30.0 800. .0030 4.0 4.0 .035 4.00 0 711 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.4 7.3 712 0 1 CHANNEL 30.0 510. .0030 4.0 4.0 .035 4.00 0 354 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.4 10.1 356 0 3 .0 1. .0010 .0 .0 .001 10.00 0 203 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.5 10.0 356 0 2 PIPE 2.0 1350. .0040 .0 .0 .013 2.00 0 250 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.7 12.0 250 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 7.5 16.0 201 0 3 .0 1. .0010 .0 .0 .001 10.00 0 356 0 2 PIPE 2.5 1350. .0040 .0 .0 .013 2.50 0 302 0 3 .0 1. .0010 .0 .0 .001 10.00 0 202 11 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 4.3 2.0 6.5 4.0 8.5 5.0 10.3 7.0 11.5 9.0 13.0 11.0 14.4 13.0 15.9 14.0 24.6 16.0 33.2 17.0 252 0 1 CHANNEL 12.0 978. .0045 4.0 4.0 .060 5.50 0 252 0 5 PIPE 2.5 923. .0030 .0 .0 .013 2.50 0 OVERFLOW .0 923. .0030 37.7 37.7 .016 4.00 205 0 3 .0 1. .0010 .0 .0 .001 10.00 0 253 0 1 CHANNEL 30.0 423. .0025 4.0 4.0 .060 2.30 0 303 0 3 .0 1. .0010 .0 .0 .001 10.00 0 206 11 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.1 3.0 4.9 6.0 6.3 10.0 7.6 13.0 9.0 16.0 10.7 19.0 12.8 22.0 15.1 26.0 18.2 29.0 21.7 32.0 255 0 1 CHANNEL 7.0 845. .0019 4.0 4.0 .060 5.00 0 32 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 6.4 17.0 207 0 3 .0 1. .0010 .0 .0 .001 10.00 0 255 0 5 PIPE 2.0 520. .0040 .0 .0 .013 2.00 0 OVERFLOW .0 520. .0040 41.0 41.0 .016 4.00 1 414 602 3090.0 14.2 60.0 .0080 .016 .250 .100 .300 .51 .50 .00180 115 311 6000.0 69.3 40.0 .0040 .016 .035 .100 .500 2.19 .05 .00710 411 713 3530.0 24.3 80.0 .0100 .016 .250 .100 .300 .51 .50 .00180 412 714 5230.0 30.0 88.0 .0150 .016 .250 .100 .300 .51 .50 .00180 122 23 700.0 4.3 .0 .0100 .016 .035 .100 .500 2.19 .05 .00710 128 23 1000.0 16.0 5.0 .0120 .016 .035 .100 .500 2.19 .05 _00710 119 20 2200.0 9.8 40.0 .0250 .016 .035 .100 .500 2.19 120 20 1240.0 14.0 40.9 .0370 .016 .035 .100 .500 2.19 .05 .05 .00710 .00710 1 121 20 440.0 9.7 .0 .0160 .016 .040 .100 .500 2.19 .05 .00710 123 20 750.0 5.1 40.0 .0100 .016 .035 .100 .500 2.19 .05 .00710 118 22 850.0 1.2 40.0 .0100 .016 .035 .100 .500 2.19 .05 .00710 112 37 4300.0 51.3 49.5 .0080 .016 .035 .100 .500 2.19 .05 .00710 113 309 4200.0 48.5 45.0 .0040 _016 .035 .100 .500 2.19 .05 .00710 114 310 4900.0 49.4 40.0 .0050 .016 .035 .100 .500 2.19 .05 .00710 130 158 2500.0 40.1 40.0 .0200 .016 -035 .100 .500 2.19 .05 .00710 116 312 2000.0 23.0 40.0 .0320 .016 .035 .100 2.19 .05 117 355 2550.0 43.9 30.0 .0210 .016 .036 .100 .500 .470 2.19 .05 .00710 .00710 110 313 450.0 4.8 40.0 .0350 .016 .035 .100 .500 2.19 .05 .00710 108 257 1000.0 11.5 40.0 .0480 .016 .035 .100 .500 2.19 .05 .00710 109 305 1210.0 13.9 10.1 .0420 .016 .035 .100 .500 2.19 .05 .00710 111 261 3800.0 32.7 40.0 .0080 .016 .035 .100 .500 2.19 .05 .00710 415 518 7240.0 66.5 30.0 .0070 .016 .250 .100 .300 .51 .50 .00180 416 853 10110.0 69.6 50.0 .0200 .016 .250 .100 .300 .51 .50 .00180 417 854 11910.0 82.0 50.0 .0200 .016 .250 .100 .300 .51 .50 .00180 418 603 4730.0 16.3 50.0 .0200 .016 .250 .50 419 855 15680.0 108.0 50.0 .0200 .016 .250 .100 .100 .300 .300 .51 .51 .50 .00180 .00180 420 856 14580.0 100.4 50.0 .0200 .016 .250 .100 .300 .51 .50 .00180 421 857 7580.0 43.5 50.0 .0200 .016 .250 .100 .300 .51 .50 .00180 422 858 21770.0 149.9 49.0 .0200 .016 .250 .100 .300 .51 .50 .00180 423 859 12850.0 88.5 50.0 .0200 .016 .250 .100 .300 .51 .50 .00180 437 867 7870.0 54.2 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 438 868 6100.0 42.0 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 439 543 2860.0 19.7 90.0 .0060 .016 .250 .100 .300 .51 .50 .00180 453 559 12690.0 87.4 60.0 .0130 .016 440 869 28420.0 195.7 74.0 .0100 .016 .250 .250 .100 .100 .3D0 .300 .51 .51 .50 .50 .00180 .00180 443 549 1600.0 66.2 80.0 .0040 .016 .250 .100 .300 .51 .50 .00180 456 874 2690.0 24.7 50.0 .0060 .016 .250 .100 .300 .51 .50 .00180 455 875 2300.0 52.8 45.0 .0060 .016 .250 .100 .300 .51 .50 .00180 454 873 4800.0 44.1 80.0 .0150 .016 .250 .100 .300 .51 .50 .00180 445 611 2690.0 18.5 90.0 .0050 .016 .250 .100 .300 .51 .50 .00180 424 803 800.0 23.9 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 425 860 9470.0 65.2 90.0 .0100 .016 .250 _100 .300 .51 .50 .00180 426 861 1660.0 7.6 90.0 .0100 .016 427 804 1030.0 14.2 40.0 .0060 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 428 862 3890.0 35.7 90.0 .0050 .016 .250 .100 .300 .51 .50 .00180 429 863 2840.0 16.3 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 430 730 840.0 2.9 90.0 .0050 .016 .250 .100 .300 .51 .50 .00180 531 1380.0 14.1 55.0 .0040 .016 .250 .100 _300 .51 .50 .00180 '431 432 864 3760.0 22.9 70.0 .0100 .016 .250 .100 .300 .51 .50 .00180 433 865 3620.0 24.9 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 434 866 12430.0 85.6 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 '435 436 606 739 5510.0 1420.0 63.3 14.7 90.0 90.0 .0080 .0060 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 441 746 1680.0 15.4 65.0 .0050 .016 .250 .100 .300 .51 .50 .00180 442 748 1240.0 7.1 80.0 .0050 .016 .250 .100 .300 .51 .50 .00180 444 608 1070.0 13.5 90.0 .0080 .016 .250 .100 .300 .51 .50 .00180 446 799 675.0 10.7 62.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 447 871 2870.0 47.5 90.0 .0050 .016 .250 .100 .300 .51 .50 .00180 448 609 2260.0 41.5 90.0 .0040 .016 .250 .100 .300 .51 .50 .00180 449 555 3940.0 54.3 85.0 .0050 .016 .250 .100 .300 .51 .50 .00180 '450 451 756 557 1970.0 10980.0 18.1 12.6 90.0 65.0 .0040 .0030 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 452 614 670.0 7.7 75.0 .0100 .016 .250 .100 .300 .51 .50 .00180 ` TOTAL NUMBER OF SUBCATCHMENTS, 86 TOTAL TRIBUTARY AREA (ACRES), 3107.31 LOWER DRY CREEK BASIN (BELOW LARIMER & WELD CANAL) FILES: DT100-10.DAT & .OUT I100-YR DEVELOPED CONDITION W/ 10-YR RELEASE -- REVISED FEBRUARY 1997 BY LA, INC. *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** tATERSHED AREA (ACRES) 3107.310 l� iJ 17 SWMM output file DT100-10.0UT: August 28, 1997 ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) 1ATERSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** LOWER DRY CREEK BASIN (BELOW LARIMER & WELD CANAL) FILES: DT100-10.DAT & .OUT 100-YR DEVELOPED CONDITION W/ 10-YR RELEASE -- REVISED FEBRUARY 1997 BY LA, INC. UMBER OF TIME STEPS 600 NTEGRATION TIME INTERVAL (MINUTES) 1.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 �OWER DRY CREEK BASIN (BELOW LARIMER & WELD CANAL) FILES: DT100-10.DAT & .OUT 00-YR DEVELOPED CONDITION W/ 10-YR RELEASE -- REVISED FEBRUARY 1997 BY LA, INC. UBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE UMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO -2 0 .0 .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 401 872 2060.0 14.2 68.0 .0024 .016 .250 .100 .300 .51 .50 .00180 1 402 1 501 1480.0 10.2 55.0 .0092 .016 .250 -100 .300 .51 .50 .00180 1 403 703 4790.0 33.0 60.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 404 504 3370.0 17.0 95.0 .0200 .016 .250 -100 .300 .51 .50 .00180 1 405 705 1330.0 23.2 78.0 .0034 .016 .250 .100 .300 .51 .50 .00180 1 850 8260.0 56.9 95.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 1406 407 708 1400.0 12.9 85.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 408 851 2080.0 19.1 85.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 105 354 2900.0 33.0 61.2 .0300 .016 .035 .100 .500 2.19 .05 .00710 1 316 1200.0 10.1 42.7 .0300 .016 .035 .100 .500 2.19 .05 .00710 1 �106 107 315 1600.0 21.8 44.4 .0250 .016 .035 .100 .500 2.19 .05 .00710 1 129 314 2050.0 23.5 41.6 .0150 .016 .035 .100 .500 2.19 .05 .00710 1 101 301 3750.0 42.9 61.1 .0250 .016 .035 .100 .500 2.19 .05 .00710 1 102 356 3200.0 36.3 74.9 .0120 .016 .035 -100 -500 2.19 .05 .00710 1 204 600.0 19.3 90.0 .0050 .016 .035 .100 .500 2.19 .05 .00710 1 '103 104 253 5600.0 58.2 63.2 .0080 .016 .035 .100 .500 2.19 .05 .00710 1 124 32 2700.0 25.1 97.4 .0050 .016 .035 .100 .500 2.19 .05 .00710 1 125 25 3900.0 36.1 90.0 .0050 .016 .035 .100 .500 2.19 .05 .00710 1 26 1090.0 12.6 90.0 .0040 .016 .035 .100 .500 2.19 -05 .00710 1 1126 409 709 2660.0 48.8 95.0 .0057 .016 .250 .100 .300 .51 .50 .00180 1 410 852 6620.0 45.6 85.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 127 27 1800.0 30.8 90.0 .0060 .016 .035 .100 .500 2.19 .05 .00710 1 716 4400.0 10.1 88.0 .0110 .016 .251 .100 .300 .51 .51 .01180 1 1413 0. 0. 1.4 3.1 725 605 1 10. 490. .0040 4. 4. .035 862 526 2 2 1. 0. 0. 0. 3.5 90.2 526 605 1 10. 1080. .0037 5. 5. .050 * NW CORNER OF LINCOLN AND LEMAY 601 727 3 1, 727 727 728 1 15. 1200. .0040 4. 4. .035 863 728 2 2 1. 0. 0. 1.7 43.2 728 729 1 15. 1140. .0040 4. 4. .035 729 730 1 15. 840. .0040 4. 4. .035 730 607 1 15. 1280. .0040 4. 4. .035 531 732 4 0. 590. .0036 50. 50. .016 50. 590. .0036 60. 60. .040 732 733 1 3. 870, 0040 4, 4, 035 864 733 2 2 1. 0. 0. 3.8 8.9 733 534 1 4. 1620. .0040 4. 4. .035 865 534 2 2 1. 0. 0. 2.6 65.8 534 606 4 0. 2510. .0036 50. 50. .016 50. 2510. .0036 60. 60. .040 866 766 2 2 1. 0. 0. 5.3 405.8 766 535 1 15. 850. .0040 4. 4. .035 535 536 4 0. 1620. .0033 50. 50. .016 50. 1620. .0033 60. 60. .040 536 606 4 0. 1050. .0017 50. 50. .016 50. 1050. .0017 60. 60. .040 606 537 3 1. 537 607 4 0. 1120. .0017 50. 50. .016 50. 1120. .0017 60. 60. .040 NW CORNER OF LINCOLN AND AIRPARK 607 738 3 1. 738 739 1 55. 570. .0030 4. 4. .035 739 608 1 55. 830. .0030 4. 4. .035 746 747 1 3. 1670. .0040 4. 4. .035 747 748 1 3. 1130. .0040 4. 4. .035 748 608 1 4. 670. .0040 4. 4. .035 EXISTING DRY CREEK AT LINCOLN JUST NORTH OF THE MULBERRY CROSSING 608 612 3 1. 799 870 870 765 1 10 2 3, 550. 1. 0050 10. 10. .020 0. 0. 0.06 0.67 0.25 1.40 0.43 0.64 2.58 0.85 2.89 1.19 3.27 1.54 2.01 4.03 2.48 4.39 765 751 1 1. 2100. .0015 4. 4. .035 751 552 2 2.8 450. .0020 0. 0. .013 552 769 4 0. 500. .0020 50. 50. .035 50. 1190. .0032 60. 60. .040 871 751 2 2 1. 0. 0. 6.0 11.5 769 615 3 1. NW CORNER OF LINK LN. AND MULBERRY 609 754 3 1. 754 555 1 10. 1660. .0040 4. 4. .035 555 756 4 0. 530. .0057 50. 50. .016 50. 530. .0057 60. 60. .040 756 612 1 30. 1120. .0030 4. 4. .035 EXISTING DRY CREEK AT MULBERRY 612 613 3 1. 557 613 1 10. 2450. .0017 6. 20. .035 613 758 3 1. 758 614 1 85. 510. .0030 4. 4. .035 CONFLUENCE OF EXISTING DRY CREEK CHANNEL AND POUDRE RIVER 614 615 3 1. TOTAL DRY CREEK INFLOW INTO POUDRE RIVER 615 3 1. 0 1 1 870 NDPROGRAM 4.0 4.0 4.0 4.0 4.0 4.0 0.5 6.0 2.0 3.0 0.5 6.0 4.0 0.5 6.0 0.5 6.0 0.5 6.0 4.0 4.0 2.0 2.0 2.5 5.0 2.08 3.67 3.0 2.8 0.5 6.0 4.0 0.5 6.0 4.0 2.0 4.0 Ap i 1.61 11.0 3.04 13.0 4.03 14.0 7.04 16.0 8.68 17.0 262 269 3 1. GREENBRIAR/EVERGREEN NORTHEAST AREA END COMBINE AND ROUTE NE AND SE AREAS TO DRY CREEK 269 717 1 12.0 2200. 0.0020 4. 4. 0.035 3.0 717 603 1 55, 2010, 0030 4, 4, 035 4.0 518 719 1 10. 1450. .0029 2. 2. .035 10.0 853 719 2 2 1. 0. 0. 9.4 45.7 719 603 1 10. 2680. .0040 4. 4. .035 4.0 855 760 2 2 1. 0. 0. 14.8 67.0 760 761 1 10. 2980. .0040 4. 4. .035 4.0 857 761 2 2 1. 0. 761 720 0. 1 5.9 15. 31.2 810. .0040 4. 4. .035 4.0 856 762 2 2 1. 0. 0. 14.8 43.8 762 720 1 15. 820. .0040 4. 4. .035 4.0 858 763 2 2 1. 0. 0. 23.1 46.8 763 720 1 30. 2150. .0030 4. 4. .035 4.0 720 721 1 55. 2410. .0030 4. 4. .035 4.0 859 764 2 2 1. 0. 0. 0. 12.3 51.6 764 721 1 10. 700. .0040 4. 4. .035 4.0 721 603 1 70. 1090. .0030 4. 4. .035 4.0 * CULVERT AT VINE FOR DRY CREEK 854 603 2 2 1. 0. 0. 12.6 26.6 EXISTING DRY CREEK AT VINE 603 740 3 1. 740 867 741 741 1 2 2 135. 3970. .0030 1. 4. 4. .035 3.5 0. 0. 10.4 14.7 741 745 1 135. 3190. .0030 4. 4. .035 3.5 868 742 2 2 1. 0. 0. 6.3 13.2 742 744 1 4. 2140. .0040 4. 4. .035 3.0 559 767 1 10 2080. .0009 2. 2. .035 6.0 543 744 1 15. 1380. .0014 3. 3. .060 5.0 869 0. 0. 744 2 2 0. 34.4 1. 60.0 744 745 1 55. 1600. .0030 4. 4. .035 4.0 745 768 1 155. 400. .0030 4. 4. .035 3.5 767 768 1 6. 1900. .0040 4. 4. .035 3.5 768 610 1 155. 650. .0030 4. 4. .035 3.5 549 610 4 0. 2030. .0034 50. 50. .016 0.5 50. 2030. .0034 60. 60. .040 6.0 874 875 2 2 1. 0. 0. 2.7 20.1 87575 770 14 2 1. 0 0 1.77 0 2.44 20 2.80 40 3.14 60 3.42 80 3.62 100 3.82 120 4.03 140 4.16 160 4.30 180 4.50 200 4.78 250 5.12 300 770 610 1 10. 1400. .0040 4. 4. .035 4.0 873 610 2 2 1. 0. 0. 5.7 64.2 PROPOSED DRY CREEK AT MULBERRY 610 750 3 1. 750 611 1 170. 1470. .0030 4. 4. .035 3.5 * CONFLUENCE OF PROPOSED DRY CREEK CHANNEL AND POUDRE RIVER 611 615 3 1. 803 722 6 2 1. 0 0 3.77 10.5 4.43 20.5 4.80 30.5 5.09 40.5 5.37 50.5 722 604 1 3. 900. .0040 4. 4. .035 2.0 860 723 2 2 1. 0. 0. 11.0 42.1 723 604 1 10. 1790. .0040 4. 4. .035 4.0 604 724 3 1. 724 804 725 725 1 7 2 10. 770. .0040 1. 4. 4, 035 4.0 0 0 0.17 0.89 0.33 1.53 0.95 1.97 1.49 2.19 1.68 3.66 1.91 6.98 861 725 2 2 1. is ' 0.0 0.0 3.14 3.0 4.90 7.62 13.0 9.04 16.0 10.73 15.11 26.0 18.22 29.0 21.67 206 255 1 7. 845. 0.0019 4. 25 32 2 2 1. 0. 0. 6.4 17. 1 32 257 3 1. 207 255 5 2.0 520. 0.004 0.001 520. 0.004 41. 26 255 2 2 1. 0, 0. 2.3 5, 255 28 3 1. 28 712 11 2 1. 0.0 0.0 0.56 0.0 0.65 0.77 28.0 1.11 37.0 1.44 2.27 65.0 2.83 74.0 3.111 GREENBRIAR/EVERGREEN WEST AREA END 712 601 1 30. 1250. .0030 4. 709 710 1 6. 1770. .0040 4. 852 710 2 2 1. 0. 0. 8.2 17.5 710 601 1 10. 1220. .0040 4. CROSSING OF EXISTING DRY CREEK AND LAKE CANAL 601 715 3 1. * GREENBRIAR/EVERGREEN WEST AREA BEGIN 27 601 2 2 1. 0. 0. 5.6 11. GREENBRIAR/EVERGREEN WEST AREA END 715 716 1 40. 1560. .0030 4. 716 602 1 40. 1080. .0030 4. 713 714 1 4. 2290. .0040 4. 714 602 1 6. 1330. .0040 4. * GREENBRIAR/EVERGREEN SOUTHEAST AREA BEGIN 311 602 2 2 1. 0. 0. 12.2 13.0 GREENBRIAR/EVERGREEN SOUTHEAST AREA END * EXISTING DRY CREEK AT LEMAY 602 717 3 1. GREENBRIAR/EVERGREEN SOUTHEAST AREA BEGIN 23 20 4 2 1. 0. 0. 1.43 1.23 3.77 20 21 3 1. 21 22 11 2 1. 0. 0. 1.75 0.5 2.61 3.96 2.0 4.58 2.5 5.15 6.35 4.0 6.87 4.5 7.23 22 37 1 2.0 850. 0.0040 3. 37 308 3 1. 308 211 10 2 1. 0. 0. 0.06 2. 0.33 0.67 7. 1.48 9. 2.89 6.75 159.33 17. 21111 265 1 1 5.0 1560. 0. 0.0025 4. 309 265 2 2 1. 0. 0. 8.3 13.0 265 267 3 1. 310 267 12 2 1. 0. 0. 1.88 0. 2.57 3.52 7. 4.13 9. 4.74 6.36 15. 7.33 18. 8.48 267 262 3 1. GREENBRIAR/EVERGREEN SOUTHEAST AREA END GREENBRIAR/EVERGREEN NORTHEAST AREA BEGIN 158 355 1 0.0 1825. 0.021 60 312 355 2 2 1. 0. 0. 3.7 11. 355 258 3 1. 313 257 2 2 1. 0. 0. 0.8 3. 257 258 3 1. 258 305 3 1. 305 209 8 2 1. 0. 0. 0.97 7.0 1.68 8.29 14.3 13.40 16.3 18.50 209 261 2 3.0 1452. 0.002 261 307 3 1. 307 262 9 2 1. 0. 0. 0.03 3.0 0.31 6.0 6.32 10.0 19.0 12.76 22.0 32.0 4. 0.060 5.0 0.013 2.0 41. 0.016 4.0 9.0 0.71 19.0 47.0 1.64 52.0 79.0 4. .035 4.0 4. .035 3.5 4. .035 4.0 4. .035 4.0 4. .035 4.0 4. .035 3.0 4. .035 3.5 2.42 7.23 3.20 1.0 3.39 1.5 3.0 5.72 3.5 4.68 3. 0.060 4.0 3. 0.54 5. 12. 4.72 14. 4. 0.035 2.8 2. 2.91 4. 11. 5.55 13. 20. 9.4 21.3 60 0.035 3. 8.9 4.99 11.9 18.1 24.90 19.7 0.013 3. 7.0 0.72 9.0 14 i ' 1 439 543 2860 19.7 90..0060 1 453 55912690 87.4 60..0130 13 1 440 86928420195.7 74..0100 1 443 549 1600 66.2 80..0040 1 456 874 2690 24.7 50..0060 1 455 875 2300 52.8 45..0060 1 454 873 4800 44.1 80..0150 1 445 611 2690 18.5 90..0050 STREETS DEPARTMENT DEVELOPMENT 1 424 803 800 23.9 90..0100 1 425 860 9470 65.2 90..0100 1 426 861 1660 7.6 90..0100 VAN WORKS DEVELOPMENT 1 427 804 1030 14.2 40..0060 1 428 862 3890 35.7 90..0050 1 429 863 2840 16.3 90..0100 1 430 730 840 2.9 90..0050 1 431 531 1380 14.1 55..0040 1 432 864 3760 22.9 70..0100 1 433 865 3620 24.9 90..0100 1 434 86612430 85.6 90..0100 1 435 606 5510 63.3 90..0080 1 436 739 1420 14.7 90..0060 1 441 746 1680 15.4 65..0050 1 442 748 1240 7.1 80..0050 1 444 608 1070 13.5 90..0080 1 446 799 67510.65 62..0050 1 447 871 287047.55 90..0050 1 448 609 2260 41.5 90..0040 1 449 555 3940 54.3 85..0050 1 450 756 1970 18.1 90..0040 1 451 55710980 12.6 65..0030 1 452 614 670 7.7 75..0100 0 0 872 501 2 2 1. 0. 0. 1.0 35.6 501 702 1 10. 920. .0050 20. 702 703 1 4. 1500. .0040 4. 703 600 1 6. 1240. .0040 4. 504 600 1 15. 1260. .0012 5. 705 850 706 706 1 2 2 4, 1670. 1. 0040 4, 0. 0. 3.5 280.4 706 600 1 10. 880. .0040 4. EXISTING DRY CREEK AT COLLEGE AVE. AND HICKORY ST. 600 707 3 1. 707 708 1 30. 1200. .0030 4. 708 711 1 30. 800. .0030 4. 851 711 2 2 1. 0. 0. 3.4 7.3 711 712 1 30. 510. .0030 4. GREENBRIAR/EVERGREEN WEST AREA BEGIN 316 354 2 2 1. 0. 0. 1.4 10.1 354 356 3 1. 315 203 2 2 1. 0. 0. 3.55 10.0 203 356 2 2.0 1350. 0.004 314 250 2 2 1. 0. 0. 0. 3.7 12.0 301 250 2 2 1. 0. 0. 7.5 16. 250 201 3 1. 20101 356 2 2.5 1350. 0.004 356 302 3 1. 302 202 11 2 1. 0.0 0.0 4.28 2.0 6.49 10.25 7.0 11.46 9.0 13.02 15.86 14.0 24.56 16.0 33.20 202 252 1 12.0 978. 0.0045 4. 204 252 5 2.5 923. 0.003 252 205 3 205 253 1 253 303 3 303 206 11 2 0.001 923. 0.004 1. 30. 423. 0.0025 1. 1. 3. .060 2.5 4. .035 2.5 4. .035 3.5 5. .050 3.0 4. .035 2.5 4. .035 4.0 4. .035 4.0 4. .035 4.0 4. .035 4.0 4.0 11.0 17.0 4. 37.7 37.7 0.013 2.0 0.013 2.5 8.48 5.0 14.37 13.0 0.060 5.5 0.013 2.5 0.016 4.0 4. 4. 0.060 2.3 ISWMM input file DT100-10.DAT: August 28, 1997 I72 1 2 1 1 2 3 4 ATERSHED 0 LOWER DRY CREEK BASIN (BELOW LARIMER & WELD CANAL) FILES: DT100-10.DAT & .OUT 00-YR DEVELOPED CONDITION W/ 10-YR RELEASE -- REVISED August, 1997 by SBG 600 0000 1. 1 1. 24 5. .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.20 .84 .60 .48 .36 .36 .24 .24 .24 24 .24 .12 .12 -2 .016 .25 1 401 872 2060 14.2 68..0024 1 402 501 1480 10.2 55..0092 1 403 703 4790 33.0 60..0100 1 404 504 3370 17.0 95..0200 1 405 705 1330 23.2 78..0034 1 406 850 8260 56.9 95..0100 1 407 708 1400 12.9 85..0100 1 408 851 2080 19.1 85..0100 GREENBRIAR/EVERGREEN WEST AREA BEGIN 1 105 3542900.33.00 61.2 .030 .016 .035 1 106 3161200.10.07 42.7 .030 .016 .035 1 107 3151600.21.83 44.4 .025 .016 .035 1 129 3142050.23.53 41.6 .015 .016 .035 1 101 3013750.42.91 61.1 .025 .016 .035 1 102 3563200.36.34 74.9 .012 .016 .035 1 103 204 600,19,29 90.0 .005 .016 .035 1 104 2535600.58.24 63.2 .008 .016 .035 1 124 322700.25.06 97.4 .005 .016 .035 1 125 253900.36.11 90.0 .005 .016 .035 1 126 261090.12.55 90.0 .004 .016 .035 GREENBRIAR/EVERGREEN WEST AREA END 1 409 709 2660 48.8 95..0057 1 410 852 6620 45.6 85..0100 • GREENBRIAR/EVERGREEN WEST AREA BEGIN 1 127 271800.30.82 90.0 .006 .016 .035 GREENBRIAR/EVERGREEN WEST AREA END 1 413 716 4400 10.1 88..0100 1 414 602 3090 14.2 60..0080 GREENBRIAR/EVERGREEN SOUTHEAST AREA BEGIN 1 115 3116000.69.30 40.0 .004 .016 .035 GREENBRIAR/EVERGREEN SOUTHEAST AREA END 1 411 713 3530 24.3 80..0100 1 412 714 5230 30.0 88..0150 GREENBRIAR/EVERGREEN SOUTHEAST AREA BEGIN 1 122 23 700. 4.3 0.0 .010 .016 .035 1 128 231000. 16.0 5.0 .012 .016 .035 1 119 202200. 9.77 40.0 .025 .016 .035 1 120 201240.13.97 40.9 .037 .016 .035 1 121 20 440. 9.70 0.0 .016 .016 .040 1 123 20 750 5.10 40.0 .010 .016 .035 1 118 22 850. 1.20 40.0 .010 .016 .035 1 112 374300.51.33 49.5 .008 .016 .035 1 113 3094200.48.46 45.0 .004 .016 .035 1 114 3104900.49.41 40.0 .005 .016 .035 GREENBRIAR/EVERGREEN SOUTHEAST AREA END " GREENBRIAR/EVERGREEN NORTHEAST AREA BEGIN 1 130 1582100,40,10 40.0 .020 .016 .035 1 116 3122000.23.00 40.0 .032 .016 .035 1 117 3552550.43.93 30.0 .021 .016 .036 1 110 313 450. 4.76 40.0 .035 .016 .035 1 108 2571000.11.48 40.0 .048 .016 .035 1 109 3051210.13,85 10.1 .042 .016 .035 1 111 2613800. 32.7 40.0 .008 .016 .035 GREENBRIAR/EVERGREEN NORTHEAST AREA END 1 415 518 7240 66.5 30..0070 1 416 85310110 69.6 50..0200 1 417 85411910 82.0 50..0200 1 418 603 4730 16.3 50..0200 1 419 85515680108.0 50..0200 1 420 85614580100.4 50..0200 1 421 857 7580 43.5 50..0200 1 422 85821770149.9 49..0200 1 423 85912850 88.5 50..0200 1 437 867 7870 54.2 90..0100 1 438 868 6100 42.0 50..0100 1.56 .24 .3 .51 .50 .0018 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .47 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 L M i M M m m M M M M m m � M � m= M IMI 446 799 �.n 46IxhA 3w ale. 1765 751 4e-fwsS Ip}.•••j.l� 0 552 609 449 450 739 c FUNKANE 754 555 .; 756 OLD DRY CREEK_ AT MULBERRY LOWER DRY CREEK BASIN DEVELOPED CONDITIONS W/ DETENTION (EXISTING DRY CREEK CHANNEL) STREETS DEPT 424 425 431 803 860 434 531 432 722 723 866 732 864 VAN WORKS 604 433 n42 426 766 733 865 NW CORNER OF LEMAY k LINCOLN n 7241 II 861II -- (42) 1 535I 1534 862 725 R 435 526 605 606 863 727 44 7728 111 �( 4301 1729 730 NW CORNER OF 607 LINCOLN h AIRPARK ?u9 448 (436) 1738 537 441 746 442 747 444 74877 LEGEND 4 a 453 SUBBASIN ID • : �. %' �`' '� Ln,' •' wi ; ••��` / h • �•j 1._ I•�y ail 1 If CONVEYANCEi r ' 559 ELEMENT ( 451 557 AO MATCH NODE O 804 DETENTION POND/ ON -SITE DETENTION -5 'I�,j':• ::!ti ; ; n ,'452 -3:al°({;�l'a/; '.; '.. .•. .�I h1t -' M'I�s�'tj"xl.'r /r,p � � � Z a .��'. 1�•1 .:. :�_i ry •-1, a, l.;t .!` •! 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' 1 •�,+'.: r1I '- .,v,_f•::_1 _ •.' . •. .. , 612 613 758 m Y m m m o m LOWER DRY CREEK BASIN DEVELOPED CONDITIONS W/ DETENTION (EXISTING DRY CREEK CHANNEL) STREETS DEPT. 424 425 431 803 860 434 531 432 722 723 866 732 864 VAN WORKS 604 433 427 426 766 733 865 804 724 861 428 535 534 862 725 536 435 526 NW CORNER OF LEMAY & LINCOLN 605 606 429 863 727 446 447 728 537 441 870 871 430 729 746 765 769 730 442 747 751 I 1753 I NW CORNER �f 607 LINCOLN & AIRIRPARK \ 748 448 552 436 738 LEGEND i 444 ! . 453 SUBBASIN ID rti ; , '•�'" 609 449 450 739 LINK LANE 559 CONVEYANCE.`r ❑ ELEMENT 754 555 756 608 ' 451 NODE 601 OLD DRY CREEK 612 AT MULBERRY 557 O MATCH NODE 613 80 DETENTION POND/ rr 4,ITC L1tTCAfT1(lli1.-- 00 758 452tilt o EXISTING CONFLUENCE y 61.4', W/ POUDRE RIVER' t a', � ' ci a k,y,,�� , a a.r ?> yiT• , e ) ♦ � ; ,• i1 � � � ♦' :1+� ✓;w _ ,� A �.y r Cl r�' i(i," �'iT . ,fix qy�j F{ ♦a rP. ... rL y�"�i�� � . ♦ a r tii f., if . .. M V Q�' I; , t'�i • I , sly I i�i.l' P'� !,' L ♦Y � � A`,!N , t + d�j � " , •y,,�yy ��( �� r; (� r"r- ,- n 1 ♦ /' ��{'�Ga'�h% r,a. r y j'!A f ,.�Jly�'�t x r •c (� CID ,ytto i111 +. _ ` 1 �.. t:r f a r {. ''i!• )I S �. r - r r1L. ) Q' Q v i >' Nr ,fir ♦r ~{�! t y r 4 M ..Y ! Syr f _wyM 1 �i (` '+f T• '� 1 Apo py t .:. {1� 1 -..ftt , L.�. r _ 1 Y " 4. • y } Y ym ': r . i t a',`,y �'1 r ti14r, i V r�� H• 21 ♦ �' '♦': Svc /)/,�. A >C• O �' �)r'rY� v ) v. �,. t. h- - C MrI .yy r f, C" H p - Y ,� *:r '�rr; dry - r: i I ..� .� • r ,�� �' k i n , t ♦ � ? '.�. < '' � t' �!r •� .�?��„ b� .y!• 3, ,; ~• Q - vt' w �aq ��• ?�1 '..l i r 1t. v,�. r .,;,•. •, a, , r , �:iI .., r •1 ��' , r Ala ,,.. � 7 � �i2r . i•�1'. �� :�'�% ^ ��SaFv i`C ,� ,1•_ � ,1+ .y.. r i +. , n�{ 1..,+rJ.•♦ �w r-..�A.t 1N �M. J,,.¢T,., 1 C-'AM7.J+ih •iM -. n •I ..r".. . , r. .f+ 1•: iS��R' e' r;,�.. .a"uc GA., '�Y .� 1� Y81+` I "1','.i'C t:' . A r,,.. ♦7��i6?,j� . ...: r I ri I I I I I I 11 I 1 1 I SWMM EXHIBITS M ! = = = M M = = = = = M i M RBD, Inc., Engnimil p Camusents 769-001 SUBDIVISION: Buffalo Run Apartments P.U.D. CALCULATED BY. DDH STORM DRAINAGE SYSTEM DESIGN DATA STORM iD0 yr (developed) cf = 1 25 DATE 0e129N7 D.P. BASINS to ROUTING FLOW TIME (IL) IC C INTENSIT AREA DIRECT RUNOF OTHER RUNOFF TOTAL RUNOFF STREET/CHANNEL PIPE STREET/CHNL PIPE REMARKS LENGTH CHANNEL PIPE SLOPE CAPACITY SLOPE SIZE CAPACIT DESIG VELOCIT DESIG VELOCITY LOC- (min) (ft) (min) (min) (min) (in/hr) (ac) (cfs) (cfs) (cis) N (Cfs) (%) (in) (CIS) (cfs) (fUs) (ds) (fus) 1 1 17.1 17.1 0.65 5.61 5,68 261 26.1 Buffalo Run Apartments 2 2 19.9 19.9 0.76 5.20 3.63 17.9 17.9 0.60 A 125.9 Linwln/Lemay/12th 3 3 17A 17.4 0.61 5.56 1.34 56 5.6 060 A 125.9 Access Drive 1 1.2.3 19.9 19.9 0.69 5.20 10.65 47.7 477 Complete site Notes'. 1 Column 4a identifies the type of channel used to calculate the velci for the travel time calculations 2. Column 14a identifies whether the street is a main arterial, Collector, of local street for use in the Street capacity ;alwlahons. Slone Drainage Design and Technical Crilena 1 RBD, Inc., Engineering Consultants 769-001 SUBDIVISION: Buffalo Run Apartments P.U.D. CALCULATED BY: DDH TIME OF CONCENTRATION STORM 100 yr DATE 08/29/97 cf = 1.25 ti = 1.8701 - C x COD^0.5 S^(1/3) tc = ti + tL SUB -BASIN DATA INITIAL/OVERLAND TIME TRAVEL TIME FINAL REMARKS DESIG: AREA C LENGTH SLOPE ti LENGTH SLOPE VELOCITY tL tc (ac) (ft) N (min) (ft) N (ft/s) (min) (min) 1 5.68 0.66 95 1.00 5.1 960 PA 0.50 1.34 12.0 17.1 Site 2 3.63 0.76 130 2.00 2.6 1240 PA 0.40 1.19 17.3 19.9 Lincn/Lmy/12th 3 1.34 0.61 70 2.00 4.3 940 PA 0.40 1.19 13.1 17.4 access drive Note: Column 7a codes the channel type for velocity calculations. Storm Drainage Design and Technical Criteria R80, Inc., Etilneering Consultants 769-001 SUBDIVISION Buffalo Run Apartments P.U.D. CALCULATED BY DOH STORM DRAINAGE SYSTEM DESIGN DATA STORM 2 yr (developed) d = 1.00 DATE 08MM7 D.P. BASINS tCi ROUTING FL 1 tL ld C INTENSIT AREA I T RUNOF HER RUNOFF T AL RUNOFF ! HAN L I PIPE E A K LENOT HANNEL PIPE PCAPACITY L Z A A I I L TY DE 1 VEL ITV LOC. (min) (fl) (min) (min) (min) (inlhr) (ac) We) (ds) (ds) (%) Ids) (%) (in) ids) (ds) (Ns) (ds) (f 1s) 1 1 20.1 20.1 0.66 1.83 5.60 6.0 6.8 Buffalo Run Apartments 2 2 23.1 23.1 0.76 1.71 3.63 4.7 4.7 0.40 A 4.3 LinwlNLemayll21h 3 3 19.3 19.3 0.61 1.88 1.34 1.5 1.5 0.40 A 4.3 Awss Drive 1 1,2,3 23.1 23.1 0.69 1.71 10,65 12.5 12.5 0.40 A 43 Complete site Notes: 1. Column 4a identifies the type of channel used to calculate the velocity for the travel time calculations 2. Column 14a identifies whether the street is a main arterial, collector, or local street for use in the street capacity calculations. Stone Drainage Deslgn and Technical Criteria r r r r Ir i r r �■ rr r r r lr r r r �r r RBD, Inc., Engineering Consultants 769-001 SUBDIVISION: Buffalo Run Apartments P.U.D. CALCULATED BY: DDH TIME OF CONCENTRATION STORM 2 yr DATE 08/29/97 cf = 1.00 ti = 1.87(1.1 - C x CflD^0.5 SA( 1 /3) tc = ti + tL SUB -BASIN DATA INITIAUOVERLAND TIME TRAVEL TIME FINAL REMARKS DESIG: AREA C LENGTH SLOPE ti LENGTH SLOPE VELOCITY tL tc (ac) (ft) (%) (min) (ft) (%) (ft/s) (min) (min) 1 5.68 0.66 95 1.00 8.1 960 PA 0.50 1.34 12.0 20.1 Site 2 3.63 0.76 130 2.00 5.8 1240 PA 0.40 1.19 17.3 23.1 Lincn/Lmy/12th 3 1.34 0.61 70 2.00 6.1 940 PA 0.40 1.19 13.1 19.3 access drive Note: Column 7a codes the channel type for velocity calculations. PA = Paved Area, PL = Pasture& Lawns, GW = Grassed Waterway, Storm Drainage Design and Technical Criteria % RBD, Inc., Engineering Consultants Weighted Runoff Coefficients Project 769-001 DDH Buffalo Run Apartments P.U.D. 08/29/97 This sheet calculates the composite "C" values for the Rational Method. eslgn Area Impervious "C" Flervious "C" A,total,imp (ac.) (ac.) Percent Imperv. Percentcomp. Pervious "C" SVVMW Basin 1 0.95 0.25 5.68 3.29 57.9 42.1 0.66 446 2 0.95 0.25 3.63 2.63 72.5 27.5 0.76 446 3 0.95 0.25 1.34 0.68 50.7 49.3 0.61 446 SITE 10.651 6.6 62.0 Storm Drainage Design and Technical Criteria r- 7 p I 1 1 r HYDROLOGY 11 LI 1 I 1 I I r 1 1 VICINITY MAP NOT TO SCALE I PROJECT SITE I q I I wl � 0 < I m }I < �I �I NI L-------------T-1 - - - - - - MUNICIPAL BOUNDARY LINE - J w z Y z r I I I r I I I I I I i 1 I I VICINITY MAP Cl I r I 1 r I I r I 1 I [1 I I [1 I REFERENCES 1. Storm Drainage Design Criteria and Construction Standards, by the City of Fort Collins, Colorado, May 1984, revised January 1991. 2. Erosion Control Reference Manual for Construction Sites, by the City of Fort Collins, Colorado, January 1991. 3. "Proposed Hydrologic Model Update for the Dry Creek Master Drainage Plan", Lidstone & Anderson, Inc. March 1997 7 C. E. Storm Water Quality Because storm water quality has become a requirement, the site has addressed this storm water aspect. We have designed the erosion control to reduce the sediment which runs into the storm water system. The on -site detention pond and water quality outlet also provides a settling period during which impurities may be filtered out of the storm water runoff before leaving the site. Erosion Control Concept The proposed erosion control plan adequately provides for the control of wind and rainfall erosion from the study site. The proposed erosion control concepts presented in this report and shown on the Erosion Control Plan are in compliance with the City of Fort Collins erosion control criteria. 6 Colorado Department of Health NPDES Permit will be required before any construction grading can begin. VI. EROSION CONTROL A. General Concept The Buffalo Run Apartments P.U.D. lies within the Moderate Rainfall and Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists for silt movement during construction of the parking lots and buildings. Thus the new improvements will be subjected to both wind and rainfall ' B. Specific Concept The property's east and south border should be protected by a silt fence. The outlet from the pond, storm drain B, the culvert and the curb cuts and chases should be protected by straw bale barriers and gravel filters as appropriate. The silt fencing shown on the drainage and erosion control plan should be installed as soon as possible. During construction, the performance standard (PS) was found to be 73.0. The effectiveness (EFF) during construction is 87.69. After construction, the PS and EFF are 85.9 and 97.24 respectively. VII. CONCLUSIONS A. Compliance with Standards All computations that have been completed within this report are in compliance with the City of Fort Collins Erosion Control Reference Manual for construction Sites and the Storm Drainage Design Criteria Manual. B. Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provide for the conveyance and release of developed on -site flows into revised conveyance element ##765 shown in SWMM. The combination of on - site pond capacities and storm drain system will provide for the 2 and 100 year developed flows to reach the Poudre River in a detain and release fashion. ' If groundwater is encountered at the time of construction, a Colorado Department of Health Construction Dewatering Permit will be required. I I in the southeast portion of the property. The '/z-street widths of Lemay Avenue, Lincoln Avenue , 12th Street, and the proposed access drive will be diverted off the street at curb returns along the streets. Both Lincoln and Lemay will be built out to arterial width as part of this project. However, construction of Buffalo Run will begin before these streets are widened. Detention volume has been calculated from ultimate built out conditions. Based on the most current version of the Dry Creek Basin SWMM, the 2-year historic release was calculated to be 0.158 cfs per acre for Basin 446. Because of site constraints, the maximum detention volume obtained is 1.54 acre-ft. This results in a release rate from Basin 446 of 3.6 cfs. The impact on the Poudre River is an increase of 2.9 cfs from the Lower Dry Creek Basin. B. Specific Details Rational Basin #1 will flow via the parking lots to curb cuts and chases into the detention pond. A water quality outlet will be provided to address the quality of this runoff. Rational Basin #2 will drain during interim conditions to the existing barrow ditch on the south side of Lincoln avenue. A culvert will be placed under the proposed access drive from Lincoln and a pipe will carry flow from the terminal end of the barrow ditch to the detention pond. When Lincoln Avenue is widened, this "system" will be re-evaluated and curb inlets and additional storm drain will be implemented as appropriate. During interim conditions and until the south access drive is built, Rational Basin #3 will continue to drain to the south and east until it is intercepted by the irrigation return swale. Ultimately, this basin will drain via the proposed 30' access drive curb and gutter to the detention pond. ' The detained release from the detention pond will flow through a water quality outlet into an existing irrigation return swale that parallels the eastern border of Basin 446 and 447. From there it will enter existing culverts under Highway 14 ' and flow to the Poudre River. V. STORM WATER QUALITY A. General Concept The water quality of storm water runoff must be addressed on all final design utility plans. The Buffalo Run Apartments developer is anticipating construction beginning in early 1998. The on -site detention pond with its water quality outlet will serve to capture impurities from parking lot and street runoff. All construction activities must comply with the State of Colorado permitting process for Storm Water Discharges Associated with Construction Activity. A 1 4 17 LJ t The culvert carrying irrigations flows to the site from the northwest comer will be plugged and abandoned. Irrigation water will remain in the Coy ditch and will be diverted at an existing structure further south in order to irrigate Basin 447. ' C. Hydrological Criteria The Rational Method and SWMM were used for determining surface runoff for the project site. The 2-year and 100-year storm event criteria, obtained by the City of Fort Collins, were used in calculating runoff values. These calculations and criteria are included in the Appendix. The allowable release rate from the detention pond was determined from the most current version of the "Proposed Hydrologic Model Update for the Dry Creek Master Drainage Plan". The 2-yr historical release for Basin 446 is 0.158cfs/acre (4 cfs for 25.3 acres). For 10.65 acres, the allowable release rate is 1.68cfs. D. Hydraulic Criteria All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Storm Drainage Criteria and are included in the Appendix. E. Variances from Criteria A variance for the pond release rate is being requested. Due to site constraints, I attainable pond storage is 1.54 acre-feet. In order to prevent the 100-yr WSEL from overtopping Lincoln Avenue, a release rate of 3.6 cfs is required. The design of improvements to N. Lemay and Lincoln Avenue along the frontage of this ' project are considered a part of this project. The design of the roadway improvements will include drainage components that will need to be integrated into the existing site drainage design. A variance for minimum slope is being requested. Due to the extremely flat topography of Basin 446 and 447, slopes for the pond outlet pipe and the conveyance swale (SWMM #765) are 0.18 percent and 0.2 percent respectively. IV. DRAINAGE FACILITY DESIGN A. General Concept The on -site runoff produced by the Buffalo Run Apartments P.U.D. will flow via curb & gutter and sidewalk chases through the site to the detention pond located I L 1 III. DRAINAGE DESIGN CRITERIA B. I I I I I Regulations The City of Fort Collins Storm Drainage Design Criteria is being used for the subject site. Development Criteria Reference and Constraints The criteria set forth by the City of Fort Collins and information gathered from Lidstone & Anderson regarding the "Proposed Hydrologic Model Update for the Dry Creek Master Drainage Plan" was used for this site. With this development, we are proposing that Basin 446 of the Dry Creek Basin be modified. As it exists now, Basin 446 is defined by Lincoln and Lemay Avenues on the north and west, by an existing irrigation ditch to the south, and by natural grades to the east. As can be seen from the site plan, there is a proposed 30' wide access drive (by others) dividing the southern retail site and Buffalo Run Apartments. This drive redefines the southern boundary of Basin 446. Revisions to the Developed Conditions SWMM Basins 446 and 447 are presented in the following table: Basin # Area Tributary Width Percent Impervious 446 25.3(Ex) to 2200(Ex) to 90(Ex) to 62(Dev)* 10.65(Dev) 675(Dev)* 447 32.9(Ex) to No Change No Change 47.55 (Dev) *Developed values are consistent with Rational Method calculations. Conveyance element 799 was added in order to reflect runoff conditions for Basin 446 into Pond 870. In the revised model, Basin 446 is designed to drain entirely to the south through SWMM element 765. The historical path to the east will be eliminated and is replaced by discharging to an existing swale along the eastern edge of Basin 446 where water will flow south across Basin 447 through existing culverts under Highway 14, and south to the Poudre River. If the retail site to the ' south is developed, discharge from the pond will be piped within the right-of-way of 12th Avenue to the existing culverts. 2 i u. 1 1 1 FINAL DRAINAGE STUDY FOR BUFFALO RUN APARTMENTS P.U.D. FORT COLLINS, COLORADO GENERAL LOCATION AND DESCRIPTION A. Location The proposed development is located in the Southeast quadrant of the intersection of South Lemay Avenue and East Lincoln Avenue in northeast Fort Collins. The project is bounded to the north by Lincoln Avenue, to the west by South Lemay Avenue, to the east the East Mulberry Subdivision and to the south by undeveloped land. More precisely the proposed development is located in the Southwest Quarter of Section 7, Township 7 North, Range 68 West of the 6th Principal Meridian, City of Fort Collins, Larimer County, Colorado. The project site is shown on the Vicinity Map in the Appendix. B. Description of Property The area which needs to be detained for this site consists of the Buffalo Run Apartments P.U.D., the south 1/2-street width of Lincoln Avenue, the east 1/2-street width of Lemay Avenue, 'h-street width of the proposed 12th Street and the north '/z-street width of the proposed access drive to the south. This area contains a total of approximately 10.65 acres and, with the exception of Lincoln and Lemay, is generally undeveloped at the present. The existing site is presently open ground covered with crops. The site has a very flat grade, sloping from west to east. DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description The project site is located in the Dry Creek Basin and is described in the report entitled "Proposed Hydrologic Model Update for the Dry Creek Master Drainage Plan", prepared by Lidstone & Anderson, 1996. B. Sub -Basin Description This site is included as a portion of Basin 446 of the Master Plan Update. A SWMM exhibit of the Lower Dry Creek Basin, Developed Conditions with Detention is included in the Appendix of this report. 1 I P"Will VICINITY MAP HYDROLOGY SWMM EXHIBITS DETENTION POND AND OUTLET CULVERT AND STORM DRAIN B ' EROSION CONTROL 1 I r i I t I A 11 3 9 36 51 61 J e I. GENERAL LOCATION AND DESCRIPTION A. LOCATION 1 B. DESCRIPTION OF PROPERTY 1 II. DRAINAGE BASINS AND SUB -BASINS A. MAJOR BASIN DESCRIPTION I B. SUB -BASIN DESCRIPTION I 1 �)�7�� M�►[a1�� 1�I.� Cei�[�i MCI �17I:� A. REGULATIONS 2 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 2 C. HYDROLOGIC CRITERIA 3 D. HYDRAULIC CRITERIA 3 E. VARIANCES FROM CRITERIA 3 IV. DRAINAGE FACILITY DESIGN A. GENERAL CONCEPT 3 B. SPECIFIC DETAILS 4 V. STORM WATER QUALITY A. GENERAL CONCEPT 4 VI. EROSION CONTROL A. GENERAL CONCEPT 5 B. SPECIFIC CONCEPT 5 VII. CONCLUSIONS A. COMPLIANCE WITH STANDARDS 5 B. DRAINAGE CONCEPT 5 C. STORM WATER QUALITY 6 D. EROSION CONTROL CONCEPT 6 REFERENCES 7 THE SEAR -BROWN GROUP FULL -SERVICE DESIGN PROFESSIONALS FORMERLY RBD, INC. 209 SOUTH MELDRUM FORT COLLINS, COLORADO 110521-2603 970-482-5922 FAX:970-482-6368 August 29, 1997 Mr. Basil Hamdan City of Fort Collins Utility Services, Stormwater 235 Matthews Fort Collins, Colorado 80522 ' RE: Final Drainage and Erosion Control Study for the Buffalo Run Apartments P.U.D. Dear Basil: We are pleased to submit to you, for your review, this Final Drainage and Erosion Control Study for the Buffalo Run Apartments P.U.D. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, The Sear -Brown Group Prepared by: Reviewed by: Debbie D. Haferman, EIT Kevin D. Gingery, P.E. Water Resource Engineer Water Resource Project Manager d 11 I NEW YORK•PENNSYLVANIA COLORADO•UTAH STANDARDS IN EXCELLENCE EQUAL OPPORTUNITY EMPLOYER I I 1 1 I I I 1 1 1 1 1 1 P I I 1 Final Drainage and Erosion Control Study Buffalo Run Apartments Fort Collins, Colorado August, 1997 THE SEAR -BROWN GROUP Standards in Excellence 1