The URL can be used to link to this page

Home My WebLink AboutDrainage Reports - 07/21/2003F ADDENDUM TO THE 2004 HIGH SCHOOL FINAL DRAINAGE STUDY - ZIEGLER ROAD WIDENING - B E Y 0 N D E N G I N E E R I N G 1 1 1 1 ADDENDUM TO THE 2004 HIGH SCHOOL FINAL DRAINAGE STUDY - ZIEGLER ROAD WIDENING - For 2407 LaPorte Avenue Fort Collins, Colorado 80521 Nolte Associates, Inc. 1901 Sharp Point Drive, Suite A Fort Collins, Colorado 80525 (970) 221-2400 April 8, 2003 April 8, 2003 FC019401 Mr. Basil Harridan City of Fort Collins Stormwater Utilities 700 Wood Street Fort Collins, CO 80521 BEYOND ENGINEERING SUBJECT: 2004 High School - Ziegler Road Widening - Drainage Addendum Dear Basil: Please include this drainage analysis for the proposed improvements on Ziegler Road north of Kechter Road to Celestica as an addendum to the 2004 High School Final Drainage Report. The proposed improvements include a 15-ft and 5-ft Type R inlets with reinforced concrete pipe outfalls going to McCellands Creek and a proposed 6' diameter manhole to be constructed over an existing 42" RCP within Ziegler Road. Two sump conditions exist along the length of Ziegler Road that is proposed to be widened. Drainage analyses have been performed for these sump locations and presented below. The low point north of the McClellands Creek crossing has been analyzed as part of the 2004 High School Final Drainage Report and the results are summarized in Table 1. TABLE 1 Basin Area ac Design Point Qlo ors Q100 ca 502 2.04 502 4.9 12.4 503 0.88 502 3.1 8.0 502,503 2.92 502 7.4 18.9 The inlet ponding analysis for Q looy, was computed to have a depth of 0.48 ft using the urban drainage curb opening inlet in a sump worksheet with a 10 percent clogging factor for a 15-ft. Type R inlet. The outlet pipe (24" RCP) was sized using the StormCadd and Culvert Master programs from Haestad Methods. Allowable street capacities were analyzed using the City's criteria and the calculations were within the City's guidelines. The existing sump condition along the east side Ziegler Road, north of Rock Creek Drive has been analyzed with the following results. The contributing basin is 808' in length from high point to high point and includes half of Ziegler Road (42% a 10' tree lawn and a 6' sidewalk. The area of the basin is 46,840 ft or 1.08 acres. A NOLTE ASSOCIATES. INC. 1901 SHARP POINT DRIVE, SUITE -A FORT COLLINS, CO 80525 970.221.2400 TEL 970.221.2415 FAX WWW.NOLTE.COM 0 composite C was determined to be 0.82. The T, was calculated which provided the resultant I 2yr, I ,on and I ,00yr to be 2.21 hVhr, 3.78 inft and 8.31 hvbr respectively. From these values the ' Rational Method was used to determine the Q 2yr (1.96 cfs), Q ,0yr(3.35 cfs), and the Q 100yr(8.97 cfs). ' The inlet ponding analysis for Q ,00nwas found to be 0.97 ft (0.22 feet above the top of curb) using the Urban Drainage curb opening inlet in a sump worksheet with a 20% clogging factor for a 5' Type R inlet. The outlet (14" X 23") HERCP was sized using the StonnCadd and Culvert ' Master programs from Haestad Methods. The 14" X 23" HERCP was used to provide adequate clearance over the existing sanitary sewer line. The stormwater will then flow into an existing 42" ' RCP. Our calculations indicate that this pipe will adequately convey this additional flow. Future development of the Hewlett Packard site should include rerouting the storm flow from the ' inlet to onsite detention facilities. Consider this letter and attached information as a drainage addendum to the 2004 High School ' Final Drainage Report for the street widening of Ziegler Road. Please call if you have any questions, or if this is acceptable, please sign and date below and forward a copy back to our office. Sincerely, Nolte Associat Il'�vu-�k 11 1 E q Thomas M. Oc] Project Manage Attachments City of Fort Collins Stormwater Dept. Acceptance: Date ' NOLTE ASSOCIATES, INC. I 1 1 SUBJECT F'C019HP I ,GP JOB NO. DESIGNED BY �l3/�03 DAT CHECKED BY M I I I q PIN IPG Oil t - - - — — — — — — — --- — — — — — — — — — — — — — --- - 0 0 31+00 S400 56' --- -�3at0— 32+00 35+00 too 5I 738M03:: Zbo 61 m ■ aw-wm Aw�m mv-�mw — ZIEGLER- ROAD NZ ----------- NZ - NEW-M z ------------------- ------------------------------------- di NN z z w co ac -W w cc Lo z < 0 0 0 z w JI Ucc 0 0- LEGEND w cc 0 BASIN DESIGNATION X PROPOSED STORM DRAIN cc 'CC,' (4x MANHOLE Ir 2-yr. 0 1.96 CFS XX.X 1D-yr. COEFFICIENT BASIN AREA IDO-yr. 'CC,' COEFFICIENT PROPOSED STORM DRAIN PIPE BENCHMARKS. HORIZONTAL CONTROL: 10-yr. 0 3.35 CFS 100-yr. 0 8.97 A C= PROPOSED STORM DRAIN INLET FORT COLLINS BENCHMARK 35-94 ELEVATION 4915.79 NORTHEAST CORNER OF COUNTY ROAD 36 AND COUNTY CENTER QUARTER CORNER SECTION 4, T6N, R68W CFS DESIGN POINT ROAD 9, ON TOP OF A CONCRETE IRRIGATION N 10000.00 d ------- EXISTINGV CONTOUR STRUCTURE. E 10000.00 m BASIN BOUNDARY FORT COLLINS BENCHMARK 13-94 ELEVATION 4928.96 SOUTH QUARTER CORNER w - - - - - - - EXISTING 5' CONTOUR NORTHEAST CORNER OF EAST HARMONY RD. AND SECTION 4, T6N, R68W 4930 COUNTY ROAD 9., ON TOP OF A CONCRETE IRRIGATION N 7406.76 w STRUCTURE. E 10093.19 4930 4925 jLU 4925 O IT� T-7 - - - - - - - - - - - - - -0.4W Fo - - - - - - - - 0.80% 4920 n 4920 w 99 Al -- ------ 7---?T4-0 -- - - - - - - - --- - - - - - - - - - - -- -1374ux n ci n n 6 c; 4915 W ru- 4915 —vc—. 105.00' 75 DO- VC 100.00, VC E LOW DINT ELEV - 4919.. 0 HIGH POINT ELEV - 4922.53 4910 -S�A 1 LOW POINT STA - 31.+77.95 RMI 4910 i PM dLEV - 4920.571 r... bIA - �17`1.95 I AM L - 0.92 1 VI-EAU---49ta-7� A.D. - 180 I L%-EUEV�4922.63- A.D. = 4 I�A X - 93.75 -0.86 K - 12500i SHEET NUMBER `!2 bo MN n,IN 'pig pa PE SHM§ X' 6 Rid od N N Rio, OIC� R 0, R: oi6 N oic6 oia; 0,16 '016 0,16 N dj� ci�,s C;;6 ci 6 16' Zn 2!-� N IN N N NJ, N;,4 ",4 -IN N N MI. ijt! SCALE .;o CI!; 00 . N J., m N 0,0 Nl,5 0 00 N.- NE "IF4 -I& N N N NI g N N ,I NI VI dp L r 7 ry 29+00 29+50 30+00 30+50 31+00 31*50 32+00 32+50 33+00 33+50 34+00 34+50 35+00 35+50 36+00 36+50 37+00 37+50 38+00 38+50 39+00 39+50 NUMBER FC019401 I 1 1 1 1 1 I l �I 1 1 1 APPENDIX A Street Capacity Calculations 1 Street Capacity Calculations - Minor Storm Event (10-year) Worksheet for Gutter Section Project Description Worksheet Minor Storm Event -North Ziegler Dls1&pJ Pr #)Z Type Gutter Section Solve For Discharge Input Data Slope 0.0040 ft/ft Gutter Width 2.00 It Gutter Cross Slope 0.0833 ft/ft Road Cross Slope 0.0200 fVft Spread 18.65 ft Mannings Coefficient 0.016 Results Discharge 8.63 cfs 0.3 QiDucTroa rAcrait ;� if. 32 CFS ALLOVIA BL6 Flow Area 3.6 ft' Depth 0.50 ft Gutter Depression 1.5 in Velocity 2.39 ft/s 010 3.35 cF5 3.35 cf5 e- 4.32 cf5 o.k. n:\...\fc019401_street_capacity_flowmaster.fm2 Nolte Associates Inc ' FlowMaster v6.1 [614o] 03/31/03 03:36:00 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ' .Street Capacity Calculations - Major Storm Event (100-year) Worksheet for Irregular Channel Project Description Worksheet Major Storm Event - North Ziegler Q[Stu w N. ri . Flow Element Irregular Channel Method Manning's Formula Solve For Discharge ' Input Data Slope 0.0040 ft/ft Water Surface Elevation 0.82 ft .. 1Z,0.41. Ce.uTRO L 5 Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method ' Results Mannings Coefficient 0.017 Elevation Range 0.00 to 1.40 Discharge 34.40 cfs o.So uvor-rro" Fwc-rag : j7. 90 GFS ALLOWASLE Flow Area 14.6 ft' Wetted Perimeter 51.02 ft Top Width 50.50 ft Actual Depth 0.82 ft Critical Elevation 0.76 ft Critical Slope 0.0069 f fft Velocity 2.36 Ws Velocity Head 0.09 ft Specific Energy 0.91 ft Froude Number 0.77 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+16 0.020 0+16 0+55 0.016 Natural Channel Points Station Elevation (ft) (ft) 0+00 0.82 ' 0+16 0.50 0+16 0.00 0+18 0.17 0+55 0+55 0.90 1.40 aloe* 5.97 c.FS 8.51 J5 < 11.20 cis o.k. n:%..\fc019401_street _capacity_flowmaster.fm2 Nolte Associates Inc FlowMaster v6.1 [614o] ' 03/31/03 03:49:35 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Street Capacity Calculations - Minor Storm Event (10-year) Worksheet for Gutter Section fl r r Project Description Worksheet Minor Storm Event -South Ziegler DESI&r#j ft So a Type Gutter Section Solve For Discharge Input Data Slope 0.0225 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.0833 Wft Road Cross Slope 0.0200 Wit Spread 13.00 It Mannings Coefficient 0.016 Results Discharge 8.48 efs 0.77 Rapucvgri rAc'roR :. (p.53 CFf ALLocJA81-E Flow Area 1.8 ft' Depth 0.39 It Gutter Depression 1.5 in Velocity 4.67 Ws oro ° H. 9 ors 4.90cf5 <(o•53 cf.5.'. o.k. nA... Uc019401_street capacity_flowmaster.fm2 Nolte Associates Inc FlowMaster v6.1 [614o] 03/31/03 03:52:51 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Street Capacity Calculations - Major Storm Event (100-year) Worksheet for Irregular Channel I 1 Project Description Worksheet Major Storm Event -South Ziegler DESIGN P;, 502 Flow Element Irregular Channel "Method Manning's Formula Solve For Discharge Input Data Slope __ 0.0225 ft/ft Water Surface Elevation 0.83 ft f2.p,Lj, CoNrRot_s Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Results Mannings Coefficient 0.018 Elevation Range 0.00 to 1.15 Discharge 86.68 cfs 0.77 ReOucT/oa F'ACToR 4 (oeo,7y CFS ALLowARLE Flow Area 14.3 ft' Wetted Perimeter 43.20 it Top Width 42.50 it Actual Depth 0.83 ft Critical Elevation 1.00 ft Critical Slope 0.0059 ft/ft Velocity 6.06 ft/s Velocity Head 0.57 ft Specific Energy 1.40 it Froude Number 1.84 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+18 0.020 ' 0+18 0+44 0.016 Natural Channel Points Station Elevation (ft) (ft) 0+00 0.86 ' 0+18 0.50 0+18 0.00 0+20 0.17 0+44 0.65 0+44 1.15 Qloo 3 [a.4o CFS 12.40 cf5 e GG-14 cfs .'. o.k• n:\...\fc019401_street_capacity_flowmaster.fm2 Nolte Associates Inc FlowMaster v6.1 [614o] 03/31/03 03:59:38 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ' Street Capacity Calculations - Minor Storm Event (10-year) Worksheet for Gutter Section ' Project Description Worksheet Minor Storm Event - South Ziegler 2 D", &*J P}, 503 Type Gutter Section ' Solve For Discharge Input Data Slope 0.0135 ft/ft Gutter Width 2.00 fi Gutter Cross Slope Road Cross Slope 0.0833 ft/ft 0.0200 ft/ft Spread 13.00 ft Mannings Coefficient 0.016 tResults Discharge 6.57 cfs o.So REouCTroa irAcroR ,�� C.06 CfrS A1.LOUJABLE Flow Area 1.8 ft' ' Depth 0.39 ft Gutter Depression 1.5 in ' Velocity 3.62 Ws 0,0 = 3. 10 c-F-5 ' 3.10 c{5 < 5.26 cfs :. o.k. 1 1 n:l..\fc019401 —street _capadty_flowmaster.fm2 Notte Associates Inc FlowMaster v6.1 [614o] ' 03/31/03 04:00:05 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA (203) 755-1666 Page 1 of 1 Street Capacity Calculations - Major Storm Event (100-year) Worksheet for Irregular Channel ' Project Description Worksheet Major Storm Event - South Ziegler 2 t7C3t9N P4. 503 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge ' Input Data Slope 0.0138 ft/ft Water Surface Elevation 0.86 it do Options Current Roughness Method Improved Lotter's Method ' Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method 1 11 Results Mannings Coefficient 0.018 Elevation Range 0.00 to 1.15 Discharge 76.30 cis 0.90 R&Dt)Grio^t Fgc.TbR ,^. Col.0q CFS ALLOWABLE Flow Area 15.6 ft' Wetted Perimeter 44.73 It 0100 - g• 00 CFS Top Width 44.00 It $.00 CFS G fol.O�i GFS Actual Depth 0.86 ft Critical Elevation 0.96 ft Critical Slope 0.0061 ft/ft Velocity 4.89 ft/s Velocity Head 0.37 ft Specific Energy 1.23 It Froude Number 1.45 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+18 0.020 0+18 0+44 0.016 Natural Channel Points Station Elevation (ft) (ft) 0+00 0+18 0.86 0.50 0+18 0.00 0+20 0.17 0+44 0.65 ' 0+44 1.15 n:\..Vc019401_street_capacity_flowmaster.fm2 Nolte Associates Inc FlowMaster v6.1 [61401 04/01/03 09:03:20 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA (203) 755-1666 Page 1 of 1 I ' APPENDIX B Inlet Design 1 I 1 11 I 1 I 1 1 1 Project = FC01.94--2004.High School Inlet ID =-Ziealer Road North of Rock C Z WP Lu WP �[--------��- ->[---� Yd H .,, led- F'an Gutter gn Information (Input) gn Discharge on the Street (from Street Hy) th of a Unit Inlet Width for Depression Pan Sing Factor for a Single Unit ht of Curb Opening in Inches :e Coefficient Coefficient :r Depth for the Design Condition of Throat (see USDCM Chapter 6, Figure ST-5) ber of Curb Opening Inlets a Weir al Length of Curb Opening Inlet )acity as a Weir without Clogging gging Coefficient for Multiple Units gging Factor for Multiple Units )acity as a Weir with Clogging an Orifice )acity as an Orifice without Clogging )acity as an Orifice with Clogging Percentage for this Inlet = Qa / Qo = Ovate r Flaw Direction Qo= 9.0,cfs Lu = 5.00•ft Wp = 3.00 ft Co = 0.20. H = 6.00' inches Cd = -`•.0.65 Cw = '3:00 Yd== 0.97.ft Theta= -63.O degrees L=T 5.00;ft Qwi = ! .' : ;=d '.29.8: cfs Clog-Coeff ' 1.007 Clog Qwa = ',26:91cfs Qoi Qoa = 9:O cfs Qa=90 cfs C% = % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. Ziegler.xls, Curb-S 3/31/2003, 3:09 PM Project = FC0194 - Street ID =Ziegler Rr GUTTER CONVEYANCE CAPACITY School Side walk sheet <----rs---> CMWNL --- Y Qw QX �_ Sx x D �Sw T <------------------------> <- 'T <--------- Tx -------- > G mer Sheet in Discharge in the Gutter Height r Width r Depression Transverse Slope Longitudinal Slope ng's Roughness ler Cross Slope er Spread Width er Depth without Gutter Depression er Depth with a Gutter Depression :ad for Side Flow on the Street :ad for Gutter Flow along Gutter Slope rrate Carried by Width Ts irate Carried by Width (Ts - W) or Flow Flow I Flow (Check against Qo) ar Flow to Design Flow Ratio valent Slope for the Street Area Velocity product Qo = 18.9 cfs H = 6.00 inches W = 2.00 ft Ds = 1.52 inches Sx = 0.0200 ft/ft So = 0.0225 ft/ft N = 0.016 Sw = 0.08 ft/ft T = 18.06 ft Y = .0.36 ft D = 0.49 ft Tx = 16.06 ft Ts = 5.85 ft Qws = 9.3 cis Qww = 3.0 cfs Ow = 62 cfs Qx = 12.7 cis Qs = 18.9 efs Eo = 0.33 Se = 0.04 ft/ft As = 3.39 sq ft Vs = 5.57 fps VsD = 2.72 ftZ/s UD-Inlet 0.00-vis, Street Hy 3/6/2002, 2:55 PM Project = Inlet ID = Ziegler Road - D.P.502:= _ WP Lu WP E- -------)E-- ><- -- Gutter gn Information (Input) gn Discharge on the Street (from Street Hy) th of a Unit Inlet Width for Depression Pan ling Factor for a Single Unit it of Curb Opening in Inches e Coefficient Coefficient r Depth for the Design Condition of Throat (see USDCM Chapter 6, Figure ST-5) )er of Curb Opening Inlets a Weir al Length of Curb Opening Inlet :)acity as a Weir without Clogging gging Coefficient for Multiple Units gging Factor for Multiple Units )acity as a Weir with Clogging an Orifice 3acity as an Orifice without Clogging )acity as an Orifice with Clogging re Percentage for this Inlet = Qa / Qo = Yd H Pan 9 wate r Flow Direction .18:9 cfs Lu=-' 5.00;ft Wp=:.,.... 3.00ft Co = i 0:10 H =`; , _ 6.00 inches Cw=P :3:00 Yd = ' : 0.48�ft Theta =S . ' 63.0 degrees No = 3 L = ' 15.00,ft Qwi = 20.4 cfs Clog-Coeff ='_' 1.31 Clog =) 0.04! Qwa = 19.71 cfs Qoi cfs Qoa 19.0 cfs Qa : -9'0 cfs C% = R, f10o 00(% Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. DP_502.xis, Curb-S 4/1/2003, 9:19 AM 11 I 1 1 1 i 1 1 APPENDIX C 1 Storm Drain Design 1 1 1 1 1 1 1 i Ci 1 W J Z N Z 2 N Z I N O � U Z W t O O u N J 4d J Z r o a Q N m O E- a: U N O p m O W p NUJ N N E H N cl N O � (7 Q d U O - o U Q O —L c} M N O O O a . W U W N p � W � n N I CY L'i Q Z Z O N Z F C5 H H Li U Li Uj ?i Q Q R W S a d X 0 N Scenario: Base I 1 11 Node Report Label Total Rim Hydraulic Hydraulic Sump Description System Elevation Grade Grade Elevation Flow (ft) Line In Line Out (ft) (cfs) (it) (ft) MH ST2 41.30 4,921.17 4,919.74 4,919.74 4,911.01 Label from RBD UDSEWER Discription NZ -INLET 8.97 4,920.80 4,920.30 4.919.82 4,917.15 Proposed Inlet NZ-MH 50.27 4,920.32 4,919.37 4,918.84 4,910.73 Proposed 6' Manhole MH ST1 ' 50.27 4,920.91 4,918.14 4,918.14 4,910.38 Label from RBD UDSEWER Discription Title: N Ziegler Project Engineer. JEP n:%fc0194NstormcadV-ziegler.stm Nolte Associates Inc StormCAD v4.1.1 [4.2014a) ' 04/02/03 03:59:26 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 r- 0 Q d Q T d S M CD N rn rn rn .u) 3 r r v v O ... 0) M of iC75 0) 0) m co m ao m c r ao ci dr o_ o mi o my rn m c 0)3— m v a v 0 w c+) o r T d C O N N @Z m m d� O O 0) N N O O w J a •t a Uv co co C 0) O) CO C ` 0) 0) 0) C m r O O a r m N C 'v � r O aiCD rnrno) w a a v 0 co N N W N M— ^ m U 0 V O d Q> O r r f7 q N y0 (D 3 N '- m O F0- >LL`U.. V Lon 0) fD -IT _T O O •f — U (D r N LL a U M m " U 0) m <7 c7 c O O O E c c O O O m L C U d —0 N C U t7 U CDcn V) C X C N R N 0 d 0j OOO L O N O p O r O c v N r N J N (D CO E m d d c 0 _ = 2 F 3z cn 0 z z E d N w y 0 O) Z Z D Z Z U 0_ w m= m Q X m 0 4 a J Y W 3 tu 0 4 00 ac to H r O' Us m H O O O v) N r 0 N t N Z) m 0 CD O H U U c 0 E N m O) d N c a ar €� m o d N O N m ") ZCDo u o F C O o�>> (n N C C � I LUa Io ¢z no cn a N O O K1 O 4) O rn a cm co a J- 00 al O N N C G co N ',d. O O Oj ai O a CO 00 OD ¢ � 0 o�>> fN N C C i w so -1 1 LF] u L_J L 1 1 `o e b 0 ❑ y y ^. g n e O P N a N 0 n n O e YI V 17 m !1 8 wm mmmb$mmm4mm$mmmmsm w U? f f Y v a f a a a Y f a a v a a f a v v f a v a v d d v c i a+ v f a a v v a � a e T N O n n N O g a O N^ 00v n N N g Y 1� V O O Ifl ppc p C ''e@zmm&Wm$BmmRm$$xm�mmmm$mmm��mmmm$mmmcmm, W U 7 a Y Y a v a f a O f a o a f Y e v a o a f a v a a v a a Yea f a a a Y va a f a a a v a f Y y 10'1 O n A A A A n' a A n NmaN0o @aA ONNNN0 NA'WN 14 N eP gN mN moO $momO $n m0 g o a f a a e Y d a f a o a v a a a d a a v a v f f m n oi, mv (4,4 q WW$90 mmOOm N p 8 N OOGp O Oa 0 O O O s s OOn�a eGaGa OGnGa ena a$Coa OpO O C0 0 ry h pp Wrva PGav $SaIRD $$Oe $$ua 0NmN14a $$a OnesY ♦pWaOpa pmgOd qppY Pm $O pO$ymsl Wd $am qpe OerSR. OOW$ 0m$$ QAd qqa $ oW pm$ O0v qgY Wma WWa Oppmarv�i Wa �❑W O E C CCO WOI1 $ O$ 0192 w b V 9$N2 N n N 0 OO OYI 5 z�' n nO IOV OO Q rm lm'1 ss m O N zz O 0 O IV yy N IV f1 h OI OI n YI 17 O IV m O m m N W 16 Oj Np y Y oma v mm i,m $$�$$�$�$m Y pt oa,oe oaf of oa favpf a dfva a fa aoa + f oa E O O O W W m N m (p7 q n n m P m $ O A N A O N$ g y A A p 0 IO A z Y A A A N n n W r g m A O N O $ a N N$ O O y O qq qq Vq p y N IR P O$ 0 W$$ O O O m g O O O 0 O O 0 0 m p q O 0 0 O 0 0 O m O 0 O yqq P 16 W O 8 O O >> f e a e v O W m a f e e a e O a f a v O e e Y O e Y O O V Y p W ❑ f O a e f O Y Y e e e e O a Y O O$ n r f qq qq C n N n N m WOryN m a O N O ANoo N aNb m10p $Oy m0 grygw �$mmm O a mmm a m mo m m m $$ $q jC Ye e a e OO Om e f Y a a e f O eO Y O Y e p ^m 8 S nb b d bNm No. N ry m E n m N o o n N o 0 0 0 -ono a n m a o n m a$ n o "�, $ o �i, o o s o$ o m N a n ry m ry r m m N r n +, r o e m f$ ry W a o ry OO a N 0' 0 on N $ 9 yp .I lV YI f O OO N O m YI C A ry N v N P roi, N O' U 0 n n n 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o P o 0 0 0 0 0 0 0 0 0 0 0 0 d d d d d d d d d d d 0 0 0 0 0 d d d d d 6 d d d d d d d d d d d 6 d d d d d d d d d d 6 d d d d d d d d d d a� 5 5 fi fi fi 5 5 fi e 5 5 5 5 5 5 S m ry c c c c_ A 5 f 5 5 5 5 5 5 fi 5 5 fi 5 5 fi 5 5 5 5 5 5 fi 5 5 fi 5 5 fi 5 5 fi o 3 $9.N W$oOmy�m9.n$�ug$in 9�$�R g.$9i$gi �R$$�,R$m$r 9. gir aW 9im$n$n$$nm9io momma000�o$$oS8o 9i e_ s8od0 o d doss88S$88sss8s$$$ ddd oo 6 s SN� U d d d d d d d d o d d d d d d8$ d0 6 do dedo$dodd o op ^^ m 1 n N pppp9 6 P N O Y1 N O$ O ry qS p W O 0 n P$ 0 N rm m N N O e^ O a bp N O INs 6 m N N a N J y�y m � S YNI A 1ND N n N '^) N a N n m N O N N m N N N N m 0 N m' 0 N m a N N N A N N A E g8 a N a mO_s__I a❑yW W Da❑ 2 2doao �❑ ao mO W O ❑s_❑Ss ❑om%❑S=T ch%T %a %m26 �❑ m❑ m❑ m❑O ❑To' ❑T ❑ ❑ ❑ ❑a❑mm❑ m❑am❑ m❑ m❑ ❑ ❑ ❑oOs ❑O ❑tjs ❑ Om❑ ❑ Om❑ ❑�omom❑ om❑�coo ❑ F E E o me g z g€ y E o u m N 3^ o e 8 A o a o ^o 0 0 0 '0 aamaaammaa�aa%ammaam�aaa��m��mamm��am�a��aa�� 0 a0 o sao==s===mN===N ==n aN=== y 4 9 SaaS�'T'd S S S O O W O ry O n P q e dN nmm� m� o �iiiS��13 ��g ��dSB og o 000800o80'an oo � e ag o% m w o m y% m N woo wwwwwo 88g gS888 g 9 ' ra esi+gn Calcri _`ons Circu ar Ou all Project : F1 Project Name: Ziegler Calculated By. JEP Date: 3/26/2003 BEYOND ENGIN EERI N G Calculations per Urban Drainage and Flood Control District Section 5.6.2 Required Rock Size and Section 5.6.3 Extent of Protection Location: Storm Drain System H Outlet McClellands Channel. Outfall Pipe Diameter, in:' _ ` Velocity, ft/s: - 76:59 . Qtm cfs, t - ,18l9' Depth of flow, ft:" 2`- _ Tailwater depth, ft: - - 0.5 Froude Number: 0.82 supercritical Where, F = V/(gY)os F>0.80, supercritical flow F<0.80, subcritical flow Required Rock Size: a. Q/D2.5= W. Q/D1.5= n/a b. YM-- n/a C. (d50(D)(YM)t.2/(Q/D2.5) = 0.023 From Figure 5-7, Use Type i-7u%a;==: -14Riprap d5o=L :-n/a`.':,,@inches If the flow in the culvert is supercritical, substitute D. for D. Where: D. = t/2(D + YJ Therefore: D,= 2.00 ft a, Q/D a5= 3.34 Q/D.1.5= 6.68 V. YMi= 0.25 c'. (dso/DJ(Y/D J'.2/(Q/D.2.5) = 0.023 From Figure 5-7, Use Type 'M -' 9 Rlprap so 12�;T,aJ inches Extent of Protection: L = (1/(2tanO))(A,/Y, - W) Where: .1/(2tan0)=.2}3;-per;Aigrue`5=9�_f ;� A. QN Where, V = acceptable velocity, 5.5 fps A� 3.44 ft2 Therefore: Calculated L= 29.24 ft Cheat Results: L> 3D •L < 1 OD • When Q/D3> 6 Maximum Depth: D = 2d5o Riprop Iidth: W=3D Minimum = 6 ft Maximum L = 20 ft UseL= 10 feet Use D = 24 inches Use W = 6 feet ' APPENDIX D Charts, Tables & Graphs I I I 1 I 1 1 I I I L C C L C MAY 19". a S 0. 4 0/go FzO-5 _T BELOW MINIMUM >- ALLOWABLE LSTREET GRADE X 0 2 4, 6 8 10 12 14 SLOPE OF GUTTER Figure 4-2 REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain -allowable gutter capacity,. (From:-U.S. Dept. of Commerce, Bureau of Public Roads-, 1965) 4-4: DESIGN CRITERIA:' .... DRAINAGE CRITERIA MANUAL RIPRAP E i 8 = Expansion Angle �1 .1 .c .a .4 .6 .7 .8 TAILWATER DEPTH/.CONDUIT HEIGHT; Y t / D FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS i l-]5-82 URBAN DRAINAGE & FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL RIPRAP Z4 n n 4t 0 is 0 dF co AT N I IT�PE� L Yt/D I.O Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 30 downstream . FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT :Onsultants z7/ CLIENT 'N\\e1N.� Oe s; f 14 O S' i 9✓�S PROJECT % L0. L II-0..Ir rJ� CAUTIONS FOR si0 MADE BY= DATE-45 CHECKED BY DATA SHEET OF � 4z`i Z S'T 3 --_._--r z/ REPORT OF STORM SEVER SYSTEM DESIGN USING UDSEWER-MODEL VERSION 4 DEVELOPED _- BY JAMES C.Y..GUO ,PHD, PE DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER IN COOPERATION WITH URBAN DRAINAGE AND FLOOD CONTROL DISTRICT DENVER, COLORADO •'* EXECUTED BY DENVER CITY/COUNTY USE ONLY .................... ON DATA 10-15-1993 AT TIME 09:22:52 * PROJECT TITLE : COUNTY ROAD 9 STORM SEWER "* SUMMARY OF HYDRAULICS AT MANHOLES "------------------------------------' MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS 1D NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION ----------- --- - _ MINUTES INCH/HR CFS FEET FEET 15.00 1.90 5.00 4.90 9.30 21.25 20.45 OK 14.00 13.00 1.90 6.53 5.00 4.90 5.00 4.90 9.30 32.00 21.25 21.06 20.41 22.10 OK `1 NO P51 12.00 6.53 5.00 4.90 32.00 21.06 21.93 �` 11.00 8.43 5.66 4.90 41.30 22.00 20.24 NO OK 10.00 8.43 5.94 4.90 41.30 21.90 19.90 OK 9.00 8.43 9.82 4.90 41.30 19.61 18.14 OK 8.00 7.00 14..10 0.00 9.95 4.90 69.10 20.00 17.36 OK 17.00 8.43 0.00 0.00 7.88 4.90 69.10 41.30 20.50 20.60 17.51 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION 19.05 OK * SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 --------------------------------------- ID BENSBER . SEWER ------------'-----------------'- REQUIRED SUGGESTED EXISTING NUMBER UPSTREAM DTREAM SHAPE DIA(HIGH DIA(HIGH DIA(HIGH) LIDTHID ---------------'--'----:- No IDNO (IN) (FT) (IN) (FT) (IN) (FT) (FT) 19.00 20.00 17.00 9.00 ROUND 42.93 48.00 42.00 0.00 21.00 10.00 17.00 ROUND 42.93 48.00 42.00 0.00 22.00 ll.OD 12.00 10.00 ROUND .42.93 48.00 42.00 0.00 23.00 11.00 ROUND 30.79 33.00 30.00 0.00 24.00 13.00 14.00 12.00 11.00 ROUND 30.58 33.00 30.00 0.00 18.00 9.00 8.00 ROUND 12.93 15.00 24.00 0.00 17.00 8.00 7.00 ROUND 42.93 48.00 42.00 0.00 25.00 15.00 14.00 ROUND' 47:32 48.00 42.00 0.00 ROUND 13.26 15.00 24.00 0.00 uttMSION-UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES IMENSION UNITS FOR BOX SEWER ARE IN FEET EOUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED '------------------------------------ SEWER DESIGN FLOW NORMAL NORMAL CRITIC CRITIC FULL FROUDE COMMENT ID FLOW 0 FULL O DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS - ------------------------------------ - ----------------------- 19.0 41.3 39.1 3.50 4.29 2.00 1.64 4.29 0.00 V-OK 20.0 41.3 39.1 3.50 1.29 2.00 1.64 4.29 0.00 V-OK 21.0 41.3 39.1 3.50 1.29 2.00 5.64 4.29 0.00 V-OK 22.0 32.0 29.9 2.50 6.52 1.93 7.88 6.52 0.00 V-OK 23.0 32.0 30.5 2.50 6.52 1.93 10.17 6.52 0.00 V-OK 24.0 9.3 48.5 0.59 11.91 1.09 23.49 2.96 3.21 V-OK 18.0 41.3 39.1 3.50 4.29 2.00 7.27 4.29 0.00 V-OK 17.0 69.1 50.4 3.50 7.18 2.61 8.99 7.18 0.00 V-OK 25.0 9.3 45.4 0.61 11.35 1.09 39.30 2.96 3.00 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ---------------------------------------------------------------------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM, ONSTREAM UPSTREAM DNSTREAM ----- --__.X__ (FT) -------------------- (FT) (FT) (FT) 19.00 0.15 11.39 10.64 ----------------------------- 5.71 5.47 OK 20.00 0.15 12.14 11.39 6.26 5.71 OK 21.00 0.15 12.25 12.15 6.25 6.25 OK 22.00 0.53 13.64 . 12.26 4.92 7.24 OK 23.00 0.55 13.64 13-64 4.92 4.92 OK 24.00 4.58 12.80 12_25 6.45 7.75 OK 18.00 0.15 10.64 10.59 5.47 5.91 OK 17.00 0.25 10.55 10-23 5.95 6.77 OK 25.00 4.00 12.80 12.80 6.45 6.45 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1.5 FEET SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROW ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET - -- - ------------------------------------------------------ ----- 19.00 500.00 500.00 14.89 14.14 19.05 18.14 PRSS'ED 20.00 500.00 500.00 15.64 14.89 19.90 19.05 PRSS'ED 21.00 70.00 70.00 15.75 15.65 20.24 19.90 PRSS'ED 22.00 260.00 260.00 16.14 14.76 21.93 20.24 PRSS'ED 23.00 0.10 0.10 16.14 16.14 22.10 21.93 PRSS'ED 24.00 12.00 12.00 14.80 14.25 20.41 20.24 PRSS'ED 18.00 33.00 33.00 14.14 14.09 18.14 17.36 PRSS'ED 17.00 130.00 130.00 14.05 13.73 17.36 17.51 PRSS'ED 25.00 0.10 0.10 14.80 14.80 20.45 20.41 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 F7 FT K COEF LOSS FT K COEF LOSS FT ID 19.0 ---0.00----- FT 17.00 19.34 0.84 0.25 0.07p.pp_---9.00_- 21.0 11.00 20.79 0.84 0.05 18.43 0.01 0.00 0.00 17.00 21.0 71.00 20.52 0.12 0.75 0.21 0.00 0.00. 19.34 34 19.19 10.00 23.0 13.00 22.760.00 0.00 11-00 0.00 20.52 24.0 0.25 0.16 0.00 0.00 12.00 14.00 20.55 0.02 0.05 0.01 0.00 22.59 0.00 11.00 18.0 9.00 18.43 0.06 0.75 0.21 0.00 0.00 17.0 20.52 8.00 8.00 18.16 0.61 0.05 0.04 0.00 0.00 7.00 25.0 15.00 20.58 0.00 18.16, 17.51 0.25 0.03 0.00 0.00 14.00 20.55 .BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VNEAD 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.