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HomeMy WebLinkAboutDrainage Reports - 02/22/2005ADDENDUM TO FINAL DRAINAGE AND EROSION CONTROL REPORT Rigden Farm - Filing Six F1 ftlAnnrclved RePOrt 176gi�ftate -z - ft-) J-R ENGINEERING A Subsidiary of Westrian ADDENDUM TO FINAL DRAINAGE AND EROSION CONTROL REPORT Rigden Farm - Filing Six Prepared for: Rigden Farm LLC c/o Wheeler Commercial 1027 W. Horsetooth Road, Suite 200 Fort Collins, Colorado 80526 (970)225-9305 Prepared by: A Engineering 2620 E. Prospect Road, Suite 190 Fort Collins, Colorado 80525 (970)491-9888 June 30, 2004 Job Number 9164.12 June 30, 2004 Mr. Basil Hamdan City of Fort Collins CA Stormwater Utility JR ENGINEERING 700 Wood Street A Westrian Company Fort Collins, CO 80521 RE: Rigden Farm Filing Six — Drainage Addendum for "Final Drainage and Erosion Control Report" JR PN 39164.12 Dear Mr. Basil Harridan: We are pleased to submit for your review and approval this proposed addendum for minor interim grading changes for phase one to the approved Rigden Farm Filing Six "Final Drainage and Erosion Control Report" dated 05/20/02. The only existing drainage facilities affected by the revised interim grading are the addition of four drainage swales (U-U, V-V, W-W and X-X) and one stormwater pipe for conveyance to Pond 269 during the interim conditions before phase two development begins. Attached is the proposed plan showing the revisions to this interim grading condition. All four swales will discharge to Pond 269. Swale X-X will convey runoff from Rigden Parkway at a 100-yr discharge of about 6 cfs to Swale U-U. Swale U-U will convey runoff from an area of about 2 acres at a 100-yr discharge of about 14 cfs. Swale V-V will convey runoff from an area of about 5.3 acres at a 100-yr discharge of about 43 cfs. Finally, W-W drainage swale will convey runoff from an area of about 6.1 acres at a 100-yr discharge of about 38 cfs. Please refer to attachments for swale descriptions and cross -sections. A stormwater pipe has been included to convey water under the interim fire lane. This ' temporary pipe is sized to be a 27-inch HDPE and to convey about 33 cfs to swale W-W. Please refer to attachments for pipe sizing calculations. ' The existing Pond 269 was designed to detain 11.29 ac-ft at the spillway elevation of 4882.16 feet. During the 100-yr storm event, the interim condition will require 5.16 ac-ft of storage with a release of Ocfs at an elevation of 4880.62 feet. Pond 269 exceeds the required 5.16 ac-ft of ' storage by 6.13 ac-ft and is adequately sized for this interim condition. Please refer to attachments for pond sizing calculations. JR Engineering has reviewed and concluded that the revised interim grading conditions will not negatively impact the site in any way. This interim grading will occur during phase one and will only be implemented until phase 2 development occurs. The proposed drainage swales U-U, V- ' V, W-W and X-X, stormwater pipe and existing detention pond 269 are adequately sized for the proposed interim conditions. 2620 East Prospect Road, Suite 190, Fort Collins, CO 80525 970-491-9888 • Fax: 970-491-9984 • w jrenginmrmg.com We appreciate your time and consideration in reviewing this submittal. If you have any questions or need additional information please call (970) 491-9888. Prepared by: Erika Schneider, PEITzk� Design Engineer, II I 1 1 11 1 1 1 E Project ' XA3910000.a11\3916412\1)rainage\Drainage LetterREV06-30-04.doc 7/25/01 DRAINAGE SUMMARY TABLE Design Point Interim Sub -basin to' Rigden Filing 6 Sub -basin ID Area (ac) C (2) C (10) C (100) to (2) (min) tc (10) (min) tc (100) (min) 0(2)tot (Cis) O(10)tot (cfs) O(100)tot (Cts) DRAINAGE STRUCTURE /REMARKS 1 101 136, 144-146 2.15 0.65 0.65 0.81 11.96 12.0 8.7 2.89 4.93 14.3 2 102 147. 149, 150. 153 5.28 0.69 0.69 0.86 7.15 7.2 5.7 9.14 15,62 42.9 3 103 148, 167, 168 6.13 0.64 0.64 0.80 15.52 15.5 14.0 7.23 12.34 33.1 'Interim basins include all or portions of listed Rigden Filing 6 basins. Please refer to Rigden Filing 6 Drainage and Erosion Control Report. 3916412interimflow.xls Page 6 7/25/01 RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: Rigden VI Interim Drainage PROJECT NO: 39164.12 COMPUTATIONS BY: es DATE: 5/I2/2004 Recommended Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria Recommended % Impervious from Urban Storm Drainage Criteria Manual Runoff coefficient Impervious C Streets, parking lots (asphalt): 0.95 100 Sidewalks (concrete): 0.95 96 Lawns (flat <2%, sandy soil): 0.10 0 General multi -family area: 0.65 70 General single-family area: 0.65 55 General commercical area: 0.85 90 SUBBASIN DESIGNATION TOTAL AREA (ac.) TOTAL AREA (sq.ft) SIDEWALK AREA (sq.ft) PAVED AREA (sq.ft) LANDSCAPE AREA (sq.ft) MULTI- FAMILY (sq.ft) SINGLE- FAMILY (sq.ft) COMMER. AREA (sq.ft) RUNOFF COEFF. (C) Impervious 101 2.15 93,600 4,726 15,765 11,127 61,982 0 0 0.65 68 102 5.28 230,000 14,320 18,626 1,927 0 195.127 0 0.69 61 103 9 6.13 1 267,000 1 9.350 27,038 23,222 1 0 207,390 0 0.64 56 Equations - Calculated C coefficients & % Impervious are area weighted C=E(Ci Ai) /At Ci = runoff coefficient for specific area, Ai Ai = areas of surface with runoff coefficient of Ci n = number of different surfaces to consider At = total area over which C is applicable; the sum of all Ai's 3916412interimflow. xls Page 1 7/25101 1 1 1 1 1 STANDMD FORM SF-2 TIME OF CONCENTRATION - 2 YR LOCATION: Rigden VI Interim Drainage PROJECT NO: 39164.12 COMPUTATIONS BY: es DATE: 5/122004 2-yr storm Cl= 1.00 SUB-BASW DATA WmALMVERLAND TIME 00 TRAVEL TIME I GUTTER OR CHANNEL FLOW (n) to CHECK (URBANIZED BMW) FWAL to REMARKS DESIGN PONT SUBBASW(a) () Aran (xl (2) C 131 LengM (h) (4) Snpn (%) (5) 9 (mn) (6) Length (B) (7) Maim I%) (a) n Mnnnng mugs. V.I. (Nn) (9) D (Mn) (10) le fi.B (11) TaMIL (0) (12) 1cyV140)N0 (,in) (13) (min) (14) 1 101 2.15 O.65 330 5.0 0,9 256 0.5 0016 1.0 103 72.0 5B8 13.3 12,0 2 102 5.28 O.fi9 111 12:a 3.61 340 3.0 0.035 1.6 3.56 T2 050 12.6 7.2 3 103 6.13 0U I2 2.0 44 7,10 0.4 0.016 1.6 11.12 15.5 1,2<t 18.9 155 CVUXI IUNO: tc=6+B 6=[1.87(1.1-CC,)Laspsla t1=UVel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + B and urbanized basin check 3916412interimflow.xls Page 2 7125/01 STANDARD FORM SF-2 TIME OF CONCENTRATION - 10 YR LOCATION: Rigden VI Interim Drainage PROJECT NO: 39164.12 COMPUTATIONS BY: es DATE: 5/122004 10-yrstorm Cf= 1.00 SUB -BASIN DATA INITIAL/OVERLAND TIME (0) TRAVEL TIME GUTTER OR CHANNEL FLOW (K) to CHECK (URBAN BASIN) FINAL be REMARKS DESIGN PONIT SUBBASIN(s) (1) Area (W) (2) C (3) Length (it) (4) Slope I%) (5) o (min) (6) Length (it) (7) Slope (%) (8) It Manning rough. Vel. (Ws) (9) It (min) (10) Ie= ti ♦ 0 (11) Total (0) (12) k=(g180)NO (min) (13) (min) (14) 1 101 2.15 0.65 330 5.0 8.9 258 0,5 0.016 14 3.03 12.0 568 13.3 12.0 2 102 5.28 0.69 114 12.0 3.6 340 3.0 0.035 1.6 3.56 7.2 454 12.5 7.2 3 103 6.13 0.64 4206 2.0 4.4 1190.7 0.6 0.016 1.8 11.12 15.5 1240+76 16.9 15.5 tc=ti+d ti=j1.67(1.1-CC,)L0-°]/S 1n tt=Wel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final to = minimum of ti + R and urbanized basin check min. to = 5 min. due to limits of IDF curves 3916412interimflow.xls Page 3 7/25/O7 STANDARD FORM SF-2 TIME OF CONCENTRATION -100 YR LOCATION: Rigden VI Interim Drainage PROJECT NO: 39164.12 COMPUTATIONS BY: es DATE: 5/12/2O04 100-yr storm Cf = 1.25 SUB-BASPA DATA NITIAL/OVERLAND TIME(te TRAVEL TWIE A GUTTER OR CHANNEL FLOW (a) to CHECK (URBANIZED BASH) FNAL to REMARKS DESIGN PONIT SuB8MWHa) (1) Area lac) (2) C (3) C-Ct Length (Io 141 sbpa 1%) I51 8 iron) 161 LangO IN 171 11'. %) (61 Mannng rough. V.I. (WO) (9) a Imo) (10) W. 5+n (11) TOIolL (n) (12) Io=(V180)+10 (mn) 113) (mu) (14) 1 101 2.15 0.65 0.81 330 50 51 256 OE 0.016 1.4 3.03 BJ 568 13.3 8.7 2 102 5.26 OAS 0.86 114 120 2.1 340 3.0 0.035 1.6 3.58 5.] 454 12.5 5.7 3 103 6.13 am 0.80 02.08 20 2.9 1196.7 0.8 0.018 1.8 11.12 14.0 1240.]B 16.9 14.0 C V UN 1 NIYJ: Ic=Ill +a Ii=[1.97(1.1- CC,) 06]/Sin It Wet. , Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + R and urbanized basin check min. to = 5 min. due to limits of IDF curves 3916412intedmflow. xls Page 4 7/25/01 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 2-Yr Storm) LOCATION: Rigden VI Interim Drainage PROJECT NO: 39164.12 COMPUTATIONS BY: es DATE: 5/12/2004 2 yr storm, Cf= 1.00 DIRECT RUNOFF CARRYOVER ITOTAL REMARKS Design Point Tributary Sub -basin A (so) C Cf tc (min) i (inthr) 0 (2) (ofs) from Design Point 0 (2) (cfs) O(2)tot (cfs) 1 101 2.15 0.65 12.0 2.07 2.89 2.89 2 102 5.28 0.69 7.2 2.52 9.14 9.14 3 103 6.13 0.64 15.5 1.83 7.23 7.23 U=Vt GIA 0 = peak discharge (cfs) C = runoff coefficient CI = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins OF curve (4/16/99) A = drainage area (acres) i = 24.2211 (10. to)" 3916412 i n t e ri m f l ow. x l s Page 5 7/25/01 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 10-Yr Storm) LOCATION: Rigden VI Interim Drainage PROJECT NO: 39164.12 COMPUTATIONS BY: es DATE: 5/12/2004 10 yr storm, Cf = 1.00 DIRECT RUNOFF CARRY OVER ITOTAL REMARKS Design Point Tributary Sub -basin A (ac) C Cf tc (min) i (inthr) O (10) (cfs) from Design Point O (10) lots) O(10)tot (cfs) 1 101 2.15 0.65 12.0 3.53 4.93 4.93 2 102 5.28 0.69 7.2 4.30 15.62 15.62 3 103 6.13 0.64 15.5 3.13 12.34 12.34 U=Lot I: IA O = peak discharge (cfs) C = runoff coefficient CI = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 41.44 / (10+ tc)0 "' 3916412interimf low.xls Page 6 7/25/01 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: Rigden VI Interim Drainage PROJECT NO: 39164.12 COMPUTATIONS BY: es DATE: 5/12/2004 100 yr storm, Cf = 1.25 DIRECT RUNOFF CARRY OVER ITOTAL REMARKS Des. Point Area Design. A (ac) C Cf tc (min) i (inthr) 0 (100) (cfs) from Design Point 0 (100) (CIS) O(100)tot (cfs) 1 101 2.15 0.81 8.7 8.18 14.29 14.3 2 102 5.28 0.86 5.7 9.44 42.90 42.9 3 103 6.13 0.80 14.0 6.72 33.12 33.1 V =Ii IH 0 = peak discharge (CIS) C = runoff coefficient i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 84.6821(10+ tc)°" 3916412 i n to r i m f l o w. xl s Page 7 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method 100-Year Event LOCATION: RIGDEN FILING 6 INTERIM DRAINAGE PROJECT NO: 39164.12 COMPUTATIONS BY: ES DATE: 5/13/2004 Equations: Area trib. to pond = 13.56 Developed flow = Qp = CIA C (100) = 0.66 Vol. In = Vi = T C I A = T Qp Developed C A = 8.9 Vol. Out = Vo =K QPo T Release rate, QPo = 0.0 storage = S = Vi - Vo K = 0.9 Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall JR Engineering acre acre cis (from fig 2.1) Storm Duration, T (min) Rainfall Intensity, I (in/hr) Qo (cfs) Vol. In Vi (ft) Vol. Out Vo (ft) Storage S (ft) Storage S (ac-ft) 5 9.95 89.0 26715 0 26715 0.61 10 7.77 69.5 41704 0 41704 0.96 20 5.62 50.3 60363 0 60363 1.39 30 4.47 40.0 71982 0 71982 1.65 40 3.74 33.5 80330 0 80330 1.84 50 3.23 28.9 86824 0 86824 1.99 60 2.86 25.6 92136 0 92136 2.12 70 2.57 23.0 96634 0 96634 2.22 80 2.34 20.9 100537 0 100537 2.31 90 2.15 19.3 103989 0 103989 2.39 100 1.99 17.8 107087 0 107087 2.46 110 1.86 16.7 109898 0 109898 2.52 120 1.75 15.6 112475 0 112475 2.58 Required Storage Volume: 112475 W 2.58 acre-ft I 3916412interimpond.xis, FAA- 100yr JR Engineering DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method 100-Year Event LOCATION: RIGDEN FILING 6 INTERIM DRAINAGE PROJECT NO: 39164.12 COMPUTATIONS BY: ES DATE: 5/ 13/2004 120000 100000 80000 E 60000 40000 20000 04 0 3916412interimpond. xls, FAA- 100yr 20 40 60 80 100 120 140 Storm Duration (min) t Inflow Volume —E--Outflow Volume JR Engineering DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method 100-Year Event LOCATION: RIGDEN FILING 6 INTERIM DRAINAGE PROJECT NO: 39164.12 COMPUTATIONS BY: ES DATE: 5/13/2004 120000 100000 80000 E 60000 0 40000 20000 — 0 0 20 40 60 80 100 120 140 Storm Duration (min) —*---storage Volume 3916412interim pond.xls, FAA-100yr Scenario: Base I I I I 1 I I I I I I I I I al Title: RIGDEN FILING 6INTERIM DRAINAGE Project Engineer: ES ' x:\3910000.all\3916412\drainage\interim pipe.stm JR Engineering StormCAD v5.5 [5.5003] 06122/04 07:12:59 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 I 1 I I CO n O rn a o 0O Co Oi o y 0 O U_ m� d d =o U d OD �« v N U N O ai a>v _V d �UU N O t0 n o n P, P, D(7 cz m m c n d C O indm^ n c>ir t0 o w d o n n n co = v v v c n mro n N day^ m C >co N a— d W v c o 0 0 o O E itl coODa:Q cq Co W v v to 0'V N OUv Cl) 0 0 0 �d3y O NOU Cl)07 07 LL .... Cl)Cl) (7 t O CD_ O v J _O CD CA O o N�� 0 O p 0 O CA N_ C C O [: O m d 2 N — 0E 2_m m m m � o U c d m oa G m 2 Cl) N U O o d'a L C In w n (A a)N d co J _ d o y9- W O y N d IA d N N c CL O oU a € O N N w v I 1 11 [1 11 C Interim Drainage Swale U Worksheet for Triangular Channel Project Description Worksheet Interim Drainage Swale U Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.028000 ft/ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 14.30 cfs Results Depth 0.93 ft Flow Area 3.4 ft2 Wetted Perimeter 7.64 ft Top Width 7.41 It Critical Depth 0.95 ft Critical Slope 0.023788 ft/ft Velocity 4.17 Ws Velocity Head 0.27 ft Specific Energy 1.20 ft Froude Number 1.08 Flow Type Supercritical Title: untitled Project Engineer: John Edmonds ' x:\3910000.all\3916412\flowmaster\swales.fm2 JR Engineering FlowMaster v7.0 (7.00051 06/22/04 07:09:08 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Interim Drainage Swale U Cross Section Cross Section for Triangular Channel Project Description Worksheet Interim Drainage Swale U Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.035 Channel Slope 0.028000 ft/ft Depth 0.93 ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge . 14.30 cfs I 11 1! 0.93 ft V:1 N H:1 NTS Title: untitled Project Engineer: John Edmonds ' x:\3910000.all\3916412\flowmaster\swales.fm2 JR Engineering FlowMaster v7.0 [7.0005] 06/22/04 07:15:49 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 [1 II Interim Drainage Swale V Worksheet for Triangular Channel Project Description Worksheet Interim Drainage Swale V Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.020000 ft/ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 42.90 cfs Results Depth 1.49 It Flow Area 8.9 ft2 Wetted Perimeter 12.28 ft Top Width 11.91 ft Critical Depth 1.48 It Critical Slope 0.020552 ft/ft Velocity 4.84 ft/s Velocity Head 0.36 ft Specific Energy 1.85 ft Froude Number 0.99 Flow Type Subcritical 1 Title: untitled Project Engineer: John Edmonds x:\3910000.all\3916412\flowmaster\swales.fm2 JR Engineering FlowMaster v7.0 [7.0005] 06/22/04 07:09:16 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Interim Drainage Swale V Cross Section Cross Section for Triangular Channel Project Description Worksheet Interim Drainage Swale V Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.035 Channel Slope 0.020000 ft/ft Depth 1.49 ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 42.90 cfs 1.49 ft V:1 N H:1 NTS Title: untitled Project Engineer: John Edmonds x:\3910000.all\3916412\flowmaster\swales.fm2 JH Engineering FlowMaster v7.0 [7.00051 06/22/04 07:15:59 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Interim Drainage Swale W Worksheet for Triangular Channel Project Description Worksheet Interim Drainage Swale W Flow Element Triangular Channel Method Manning's Formula ' Solve For Channel Depth Input Data Mannings Coefficient 0.035 ' Channel Slope 0.010000 ft/ft Left Side Slope 4.00 H : V Right Side Slope 4,00 H : V ' Discharge 38.35 cfs Results ' Depth 1.63 ft Flow Area 10.6 ft2 Wetted Perimeter 13.41 ft Top Width 13.01 ft ' Critical Depth 1.42 ft Critical Slope 0.020836 ft/ft Velocity 3.63 f /s ' Velocity Head 0.20 ft Specific Energy 1.83 ft Froude Number 0.71 ' Flow Type Subcritical 1 1 [1 Title: untitled Project Engineer: John Edmonds ' x:\3910000.all\3916412\flowmaster\swales.fm2 JR Engineering FlowMaster v7.0 [7.0005] 06/29/04 10:29:39 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Interim Drainage Swale W Cross Section Cross Section for Triangular Channel Project Description Worksheet Interim Drainage Swale W Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.035 Channel Slope 0.010000 ft/ft Depth 1.63 it Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 38.35 cis 1.63 ft V:1 H:1 NTS I Title: untitled Project Engineer: John Edmonds x:\3910000.all\3916412\flowmaster\swales.fm2 JR Engineering FlowMaster v7.0 [7.0005] 06/29/04 10:29:44 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 [I 1 Interim Drainage Swale X Worksheet for Triangular Channel Project Description Worksheet Interim Drainage Swale X Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.020000 ft/ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 6.00 cfs Results Depth 0.71 ft Flow Area 2.0 112 Wetted Perimeter 5.87 ft Top Width 5.70 ft Critical Depth 0.67 ft Critical Slope 0.026749 ft/ft Velocity 2.96 f /s Velocity Head 0.14 ft Specific Energy 0.85 It Froude Number 0.87 Flow Type Subcritical Title: untitled Project Engineer: John Edmonds x:\3910000.all\3916412\flowmaster\swales.fm2 JR Engineering FlowMaster v7.0 [7.0005] 06/29/04 10:08:22 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 LI 1 1 I 1 1 I r 1 I Interim Drainage Swale X Cross Section Cross Section for Triangular Channel Project Description Worksheet Interim Drainage Swale X Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.035 Channel Slope 0.020000 ft/ft Depth 0.71 ft Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Discharge 6.00 cis 0.71 ft HA NTS Title: untitled Project Engineer: John Edmonds 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L - -1 -� - Y ` -��!..:._. ti a + i ' •._ 1 '_i-;- ' -f-1 i-I I ' 1 _ _ t. f I J f i r !- I .! .fjj'��. 1 i_ 1 -. 1Tc .{ >• -1 1-. r i Y �r� ..I , 1_ _ L.l �_ _� • r 1 � i __7.. .1.._I.. }..�_ I '__..._ r_-i_i_ f �y.�`i^1 , ... 1 1 1 1 1 1 1 Rigden Parkway Interim Flow Off of Street Worksheet for Irregular Channel Project Description Worksheet Rigden Parkway Interim Flow Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Channel Slope 0.020000 ft/ft Discharge 6.00 cfs Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Metho� Horton's Method Results Mannings Coefficient 0.035 Water Surface Elevation 0.04 ft Elevation Range 0.00 to 0.50 Flow Area 14.1 ft2 Wetted Perimeter 751.91 ft Top Width 751.91 ft Actual Depth 0.04 It Critical Elevation 0.03 ft Critical Slope 0.071729 ft/ft Velocity 0.42 ft/s Velocity Head 0.00 ft Specific Energy 0.04 ft Froude Number 0.55 Flow Type Subcritical Calculation Messages: Flow is divided. Roughness Segments Start End Mannings Station Station Coefficient -38+00 38+00 0.035 Natural Channel Points Station Elevation (ft) (ft) -38+00 0.26 -25+00 0.00 0+00 0.50 25+00 0.00 38+00 0.26 Title: untitled Project Engineer: John Edmonds x:\3910000.all\3916412\flowmaster\swales.fm2 JR Engineering FlowMaster v7.0 [7.0005) 06/29/04 07:17:54 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Cross Section—Rigden Parkway Interim Flow Off of Street Cross Section for Irregular Channel Project Description Worksheet Rigden Parkway Interim Flow Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.035 Channel Slope 0.020000 ft/ff Water Surface Elevation 0.04 It Elevation Range 0.00 to 0.50 Discharge 6.00 cfs -20+00 -10+00 0+00 10+00 20+00 30+00 40+00 v:1000.0L, H:1 NITS Title: untitled Project Engineer: John Edmonds x:\3910000.all\3916412\flowmasteAswales.fm2 JR Engineering FlowMaster v7.0 [7.0005] O6/29/04 07:17:59 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Slade Street Interim Flow Off of Street ' Worksheet for Irregular Channel Project Description ' Worksheet Slade Street Interim Flow Flow Element Irregular Channel Method Manning's Formula ' Solve For Channel Depth Input Data ' Channel Slope 0.250000 tuft Discharge 3.00 cfs. Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Metho, Horton's Method ' Results Mannings Coefficient 0,035 t Water Surface Elevation 0.02 ft Elevation Range 0.00 to 0.30 Flow Area 3.3 ft2 ' Wetted Perimeter 361.09 ft Top Width 361.09 ft Actual Depth 0.02 ft Critical Elevation 0.02 ft Critical Slope 0.079091 Wit Velocity 0.92 ft/s Velocity Head 0.01 ft ' Specific Energy 0.03 ft Froude Number 1.71 Flow Type Supercritical ' Calculation Messages: Flow is divided. Roughness Segments Start End Mannings Station Station Coefficient -25+50 25+50 0.035 Natural Channel Points ' Station Elevation (ft) (ft) -25+50 0.21 ' 15+00 0.00 0+00 0.30 15+00 0.00 ' 25+50 0,21 Title: untitled Project Engineer: John Edmonds ' x:\3910000.all\3916412\flowmaster\swales.fm2 JR Engineering FlowMaster v7.0 [7.0005) 06/29/04 07:01:39 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 I 1 Cross Section --Slade Street Interim Flow Off of Street Cross Section for Irregular Channel Project Description Worksheet Slade Street Interim Flow Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.035 ' Channel Slope 0.250000 ft/ft Water Surface Elevation 0.02 ft Elevation Range 0.00 to 0.30 ' Discharge 3.00 cfs ' 8.20 0.00 -30+00 -25+00 -20+00 -15+00 -10+00 -5+00 0+00 5+00 10+00 15+00 20+00 25+00 30+00 V:1000.0� HA PETS 1 Title: untitled Project Engineer: John Edmonds ' x:\3910000.all\3916412\flowmaster\swales.fm2 JR Engineering FlowMaster v7.0 j7.00051 06/29/04 07:01:46 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Chase Drive Interim Flow Off of East Side of Street Worksheet for Irregular Channel Project Description Worksheet Chase Drive Interim Flow --East Side Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Channel Slope 0.060000 fttft Discharge 5.25 cfs Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Metho- Horton's Method Results Mannings Coefficient 0.035 Water Surface Elevation 0.04 It Elevation Range 0.00 to 0.36 Flow Area 7.1 ftz Wetted Perimeter 377.42 It Top Width 377.42 ft Actual Depth 0.04 It Critical Elevation 0.04 It Critical Slope 0.067024 ft/ft Velocity 0.74 ft/s Velocity Head 0.01 It Specific Energy 0.05 It Froude Number 0.95 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 28+50 0.035 Natural Channel Points Station Elevation (ft) (tt) 0+00 0.36 18+00 0.00 28+50 0.21 Title: untitled Project Engineer: John Edmonds x:\3910000.all\3916412\flowmaster\swales.fm2 JR Engineering FlowMaster v7.0 [7.0005) 06/29/04 07:10:13 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 1 1 1 1 Cross Section —Chase Drive Interim Flow Off of East Side of Street Cross Section for Irregular Channel Project Description Worksheet Chase Drive Interim Flow --East Side Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.035 Channel Slope 0.060000 Wit Water Surface Elevation 0.04 It Elevation Range 0.00 to 0.36 Discharge 5.25 cts 0.10 WMi 0.00 1 11 11 1 11 11 1 11 11 30+00 v:i000.oN HA NTS Title: untitled Project Engineer: John Edmonds x:\3910000.all\3916412\flowmaster\swales.fm2 JR Engineering FlowMaster v7.0 [7.0005] 06/29/04 07:10:27 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Chase Drive Interim Flow Off of West Side of Street Worksheet for Irregular Channel Project Description Worksheet Chase Drive Interim Flow --West Side Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Channel Slope 0.060000 ft/ft Discharge 33.10 cfs Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Metho- Horton's Method Results Mannings Coefficient 0.035 Water Surface Elevation 0.08 ft Elevation Range 0.00 to 0.36 Flow Area 28.3 ftz Wetted Perimeter 752.84 ft Top Width 752.84 ft Actual Depth 0.08 ft Critical Elevation 0.08 ft Critical Slope 0.053180 ft/ft Velocity 1.17 ft/s Velocity Head 0.02 It Specific Energy 0.10 It Froude Number 1.06 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient -28+50 0+00 0.035 Natural Channel Points Station Elevation (ft) (ft) -28+50 0.21 -18+00 0.00 0+00 0.36 Title: untitled Project Engineer: John Edmonds x:\3910000.all\3916412\flowmaster\swales.fm2 JR Engineering FlowMaster v7.0 [7.0005] 06/29/04 07:11:05 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Cross Section —Chase Drive Interim Flow Off of West Side of Street Cross Section for Irregular Channel Project Description Worksheet Chase Drive Interim Flow --West Side Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.035 Channel Slope 0.060000 ft/ft Water Surface Elevation 0.08 it Elevation Range 0.00 to 0.36 Discharge 33.10 cis 1 11 -25+00 -20+00 -15+00 -10+00 -5+00 U+UU v:1000.0N H:1 NTS Title: untitled Project Engineer: John Edmonds ' x:\3910000.all\3916412\flowmaster\swales.fm2 JR Engineering FlowMaster v7.0 17.00051 06/29/04 07:11:16 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 6/29/2004 LOCATION: RIGDEN FILING 6INTERIM DRAINAGE ITEM: RIPRAP CALCULATIONS FOR SWALES COMPUTATIONS BY: ES SUBMITTED BY: JR ENGINEERING DATE: 5/12/2004 Riprap requirements for a stable channel lining are based on the equation from Storm Drainage Design Criteria, City of Fort Collins, CO, May 1984 V S" 1r = 5.8 (dw) (S> - 1) where: V = mean channel velocity (ft/s) S = longitudinal channel slope ((Uft) S. = specific gravity of rock (minimum S. = 2.50) d, = rock size in feet for which 50 percent of the riprap by weight is smaller Determine if riprap is required using Table 8-2 ' LOCATION Swale U-U Swale V-V Swale W-W ' Swale X-X Flows off of East Side of Chase Drive Flows off of West Side of Chase Drive t Flows off of Slade Street Flows off of Rigden Pkwy Longitudinal Specific Velocity MIS) Slope (ft/ft) Gravity of Rock 4.17 0.0280 2.5 4.84 0.0200 2.5 3.63 0.0100 2.5 2.96 0.0200 2.5 0.74 0.0600 2.5 1.17 0.0600 2.5 0.92 0.2500 2.5 0.42 0.0200 2.5 Class of dso Min. Riprap f S" ' Froude Is Riprap Table B-1 Thickness -1)0," Number F < 0.8 ? Table 8-2 (in) (in) 1.74 1.08 FALSE 6 6 10.5 1.90 0.99 FALSE 6 6 10.5 1.27 0.71 TRUE 0 0 0 1.16 0.87 FALSE 0 0 0 0.35 0.95 FALSE 0 0 0 0.55 1.06 FALSE 0 0 0 0.56 1.71 FALSE 0 0 0 0.17 0.55 TRUE 0 0 0 LAC) NSCi- ' 4: ��- ' 3916412intedmR IPRAP.xls