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HomeMy WebLinkAboutPD 460; KOOP RESIDENCE; HYDROLOGY AND HYDRAULIC CALCULATIONS; 1989-10-17FLE -. V E D SDE 3644 0176 .MIS NOV 13 9 OCTOBER 17, 1989 CTY OF CARLSBAD DZLCP. R33. SERV. Y. HYDROLOGY & HYDRAULIC CALCULATIONS FOR THE DONAHOE RESIDENCES DESCRIPTION: PARCELS 3& 4 OF P.M. 12016 CITY OF, CARLSBAD PERMIT NO. DRAWING NO. 299-8-& 299-9 I ENGINEER OF WORK RECEIVED 9 2Ld JUL 251997 ENGINEERING 7 si c . \\ DEPARTMENT - ............. ........... * SDE 3644 OCTOBER 17, PAGE 2 1989 /\•* p J:- ,' ':_•.-_ - HYDROLOGY STUDY PARCELS 3 & 4, P.M. 12016 DRAWING NO 299-8 & 9 D ASSUMPTIONS BASED UPON A SITE INVESTIGATION, IT IS MY DETERMINATION THAT AN OVERALL HYDROLOGY STUDY WOULD BE THE MOST EFFICIENT WAY TO ANALYZE THESE PROPERTIES. THE COUNTY "DESIGN & PROCEDURE MANUAL" WAS EMPLOYED, BASED ON THE FOLLOWING CRITERIA: -SOIL TYPE - GROUP D (WORST CASE) LAND USE - SINGLE FAMILY RESIDENTIAL C=0.55 II. DESCRIPTION OF LAND .& HISTORY THE MAJORITY OF THE DRAINAGE BASIN CONSISTS OF GENTLY ROLL- ING TERRAIN WITH A MIXTURE OF BOTH OLDER AND NEWER HOMES. THE VEGETATION SEEMS TO BE CONSISTENT WITH SOUTHERN CALIFOR- NIA, ie, SCRUBS, GRASS LAWNS, MIXTURE OF IMPERIOUS SURFACES TREES ETC. EXPLANATIONS OF CALCULATIONS THE DRAINAGE BASIN IN QUESTION WAS DIVIDED INTO SUB- WATERSHEDS. THESE WATERSHEDS WERE DETERMINED WITH CON- SIDERATION GIVEN TO THE TOPOGRAPHY OF THE AREA AND THE PRESENSE OF STREETS AND "GUTTER" FLOW. (NOTE THAT BOUND- ARIES FOR THE WATERSHEDS NOT LYING ON EXISTING STREETS CROSS THE TOPOGRAPHICAL LINES AT RIGHT ANGLES. THE DRAINAGE BASIN HAS BEEN DIVIDED INTO FIVE MAIN SECTIONS A-E. SECTION A HAS BEEN SUBDIVIDED INTO SIX AREAS TO CALCU- LATE THE APPROPRIATE Tc, TIME OF CONCENTRATION AND Q FLOW FOR THE AREA. ALL CALCULATIONS TO FIND Tc AND Q FOR AREAS Al - A6 -E WERE DONE IN FOLLOWING MANNER. THE RESULTS ARE PRESENTED IN TABULAR FORM. SDE 3644 OCTOBER 17, 1989 PAGE 3 EXAMPLE: AREA Ac AREA (A2) 2.4 Ac DELTA H = MAX HEIGHT - MIN HEIGHT = 320' - 245' = 75.' OVERLAND LENGTH = DISTANCE FROM MAX HEIGHT TO MIN HEIGHT L = 650' % SLOPE = DELTA H/L (100%) S = 75'/650' (100%) = 11.5% USE URBAN DRAINAGE CHART WITH % SLOPE. ABOVE AND OVERLAND LENGTH TO FIND OVERLAND TRAVEL TIME . T=15MIN USE INTENSITY-DURATION DESIGN. CHART WITH DURATION, T TO FIND IN- TENSITY. . I = 3.4 IN/HR USE RATIONAL METHOD Q = CIA WHERE C = 0.55 Q100 = 0.55 X 3.4 X 2.4.= 4.5 cfs CHECK FOR GUTTER FLOW AND GUTTER FLOW APPLIES FOR THIS AREA. / £ 2- ) SDE 3644 OCTOBER 17, 1989 PAGE 4 GUTTER FLOW: DELTA H = MAX STREET HEIGHT - MIN STREET HEIGHT = USE ELEVATION @ INLET FOR MIN STREET HEIGHT = 2451 - 205' =40' GUTTER LENGTH = 1100' % STREET SLOPE = DELTA H/L (100%) = 40/1100 (100%) 3.6% USE Q100 = 4.5 cfs (FROM OVERLAND PART), THE GUTTER AND ROADWAY DISCHARGE - VELOCITY CHART INCLUDED AND THE % STREET SLOPE TO FIND THE VELOCITY OF Q. V=4.4fps S TIME = DISTANCE/VELOCITY = 11001 /4.4 fps = (244 SEC) / 60 =4MIN.. Tc ='Toverland+ Tgutter . = 15 MIN. + 4 MIN. S = 19 MIN. = 2.9 IN/KR Q100 = CIA S = 0.55 X 2.9 X 2.4 = Q100.= 3.8 cfs .- •-;' 0 _r - OVERLAND FLOW: GUTTER FLOW CONCENTRATED FLOW SUBAREA AREA H I S T I 'QIOO APPLIES H I S V I Ic Ic QlOO • (AC) (Fl) (FT) (%) (MIN) (IN/HR) (cfs) (YES,NO) (Fl) (Fl) (%) (fps) (HIM) (HIM) (IN/HR) '(CFS) Al' 2.9 40 750 5.3 18 3.1 4.9 NO - - - - - 18 3.1. 4.9 A2 2.4 75 650 11.5 15 3.4 4.5 YES 40 1100 3.6 4.4 4 19 2.9 3.8 PU 8.5 97 1000 9.7 19 3 14' YES 15 400 3.8 5.5 1.2 20 2.8 13 A4 5.7 65 350 186 10 4.5 14 YES 55 1800 3.1 5 6 16 ' 3.4 10.7 AS 4.1 65 450 14.4 11 4.2 9.5 YES 60 2500 2.4 4.5 9 19 3 6.8 A6 • 3.1 30 550 5.6 16 3.4 5.9 YES 55 800 6.9 "6 2.2 18, 3.1 5.3 TOTAL 44.5 cfs 8 4 40 1000 4 23 2.6 5.7 YES 15 400 3.8 4.6 1.4 24 2.6 5.7 C 2.6 25 600 4.2 8 4.5 .6.4 NO - - - - - 8 4.5 6.4 0 0.35 10 250 4 11. 4.1, 0.8 NO - - - -. - 11 4.1 0.8 E 0.8 10 250 4 11 4.1 1.8 NO - - - - - 11 4.1 '1.8 COLH(TY OF SAHDIEGO D FLOOD C011TAOL EPARTMENT OF SANITATION 100vEic HU PRECIP ITATIMN . 20..-' ISOP1.UVIALS OF 100-YEAR 6-II00fl S P[1ECIPLTitTIOI INET1S O U1 lCII 451 2 5-71 12 u 301,1 • 30 'S ( L_____ SAN \k 2 t3 Iq 151 a 252' ..,j '-:,'r'.' l:L,.H:' . S. 1.0 .25 25 30 \ )(L MARS)) S • 23'r 4'Mw 451 S 2 ICAX)u 20' U - - = SPECIAL I IIRYCC SAI Ito 11.0 301 20 118' • I15' 30' 15' • 117' 1 5' 30' • 15' 116' J:irusITy-ouMTiou DESIGN CHART 0 :1I14I!TJTImrITrITrnnmh II,4I'1)nmrn'irrmIrnlr—.- FTI I.I.I 1iI,ITflflhlflI Directions for Application: '. ...IlI j Equationi I •• 7,44 p 0 FR • . 6 1) From-precipitation naps determine 6 hr. and Intensity (In. /Hr ' ) 24. hr. amounts for the selected frequency. a . These maps are printed In the County Hydro10 P6 u 6 Hr. Precipitation (In.) Jiarival (10, 50 ,nd 100 yr. maps included In U " I I Design and Procedure Manual). ••! 1 H1'i jr i'Ifl' 9 2) Adjust 6 hr. precipitation (If necessary) so that i t is wt thin' the- range of 45Z to 65%-of the 24 hr. C lo l l it to -Dusert) Cn 3) Plot 6 hr. precipitation on the riq~t tide L of the chart. ht 4) Draw a line through the point parallel to the h . plotted lines. 5) This line'.1s. the intensity-duration curve for + +f1 fill "h1Ji Il 1 1ib &I11' , 0 Application Form. ,* — — — --I. 4 14141 .h,!1.... ''%._• 3 5 fl • :; -; .. Ii. ..:I : 'ir: • ' 0) Selected Frequency I 00 yr3.0 . - 24 Zk- 7 - 7 to 3) t min. * 4).. J in/hr. I 1. 0 *tlot Applicable to Desert Region jjJ-j_1. 4-- :-i 15 20 30 40 50 I 2 3 4 APPENDIX 10 xl ,...- •d •.,S..•.?/ Minutes .4,, Hours / 1 Revised 1/85 I - I RUNOFF.COEFFICIENTS (RATIONAL METhOD) LAND USE Coefficient, 'C . - . Soil Group (1) Undeveloped .30 .35 .40 .45 ••. Residential: Rural .30 .35 .40 ..:5 Single Family .40 .45 .50 .55. Multi-Units .45 .50 .60 .70 Mobile Homes (2) .45 .50 .55 •.. .65 Commercial (2) .70 .75 .80 .35 80% Impervious Industrial (2) . .80 .85 .90 .95 90% Impervious NOTES:. Obtain soil group from maps on file with the Department of Sanitation and Flood Control. Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil group. • Actual imperviousness = 50% Tabulated imperviousness = 30" 0 L)j;) Revised C = X 0 85 = 0 53 ..2. ou II 2 1 . APPENDIX IX z•• -_--:- --.;rj. a -a £ Jfo a'> . 60 1•i < rl V : • A ,0 , 0 I4 0 I Y ' E • .0 • C • Zia J-0 1 •• . 2 io SO _____ - s • : -t. 4 g5 •A ___ • r' . ,, 'S'-\ • risk \\V U( ;ç•' :.r -• 3.c :.1? rp;4 • 0 F1w03.10 OvsrfindVm. of flow graph. F fr.\. L5 -H .015 wit D*Pcb 0.13 RESIDENVAL STREET ONLY 20 Is I6L :F: __ 4?1• . / r L- k-J_ i - :•• I: :. / S) -. ri 0. i,*j TZ/ :j — 7 :7 / zu- --.••,••-- .;-_. ..... —- -- — . 6 —_Th. .-4:1• —. — 4 i to "•' - •. ...::r4J$:::!: 0 !: EH / : LLTi:.: — 04 I 2 3 4 5 6 789 10 DISCHARGE (c.Fs.) 1:P Dl't4\ EXAMPLE: -Given s 0=10 5 - 2.59 ? rO 23O Chart Depth 04, Velocity 4.4 f AIL Ex 3-')i SAN DIEGO COUNTY DEPARTMENT OF SPECIAL. DISTRICT SERVICES DESIGN MAL- APPROVED i4 tz- GUTTER AND ROADWAY DISCHARGE—VELOCITY CHART DATE F2/a/?._• APPENDIX X-D SDE 3644 OCTOBER 17, 1989 PAGE 12 HYDRAULIC CALCULATIONS PARCEL 3, P.M. 12016 -- '\ 1'i•-"•• I. ASSUMPTIONS DRAWING NO. 299-8 THE FLOW ONTO THIS PROPERTY IS VIA AN EXISTING 18" CMP CULVERT SYSTEM, COLLECTING DRAINAGE FROM AREAS A & B AND OVERLAND FLOW FROM AREA C. AREA A'S FLOWS COLLECT INTO THE RIGHT GUTTER OF PARK DRIVE AND AREA B'S FLOWS COLLECT INTO THE LEFT GUTTER OF PARK DRIVE. II, CALCULATIONS AREAS A, B & C. THE FOLLOWING CALCULATE THE DEPTH OF FLOW AND CAPACITIES ALONG PARK DRIVE TO DETERMINE. THE FLOWS ENTERING THE 18" CMI' AND TO 'S DETERMINE IF THERE IS ANY OVERFLOW FROM PARK DRIVE ABOVE THE SUB- JECT PROPERTY THAT WOULD. AFFECT THE FLOWS ONTO THE SUBJECT PROPERTY. FIVE SECTIONS WERE CHOSEN - ABOVE THE INLETS, AT THE UPPER INLET, ONE BETWEEN THE INLETS, AT THE LOWER INLET AND AT THE DRIVEWAY WITH THE LOWEST --- BELOW THE STATION INLETS. . STATION UPSTREAM oF INLETS 0.0 +14.8 -ZO -iS -tO -5 0 *5 -HO SLOPE - 3.0% LEFT GUTTER= 5.7 CFS- RIGHT GUTTER 39.6 CFS WATER DEPTH= 0.33 FT WATER DEPTH= 0.63 FT WATER SURF= 207.38 ELV WATER SURF= 207.05 ELV u N-1 SDE 3644 - No. OCTOBER 17, 1989 PAGE 13 STATION 8+10 - INLET ON RIGHT -20 -15 -10 -5 0 #10 +IS • SLOPE = 2.3% LEFT GUTTER 5.7 CFS RIGHT GUTTER= 44.5 CFS WATER DEPTH= 0.40 FT WATER DEPTH= 0.63 FT WATER SURF= 205.29 ELV WATER SURF= 205.27 ELy THE INLET CAPACITY IS CALCULATED FROM THE "CAPACITY OF GRATE IN- LET IN SUMP." CHART AS S P = 2(a+b) = 2(1.6+3.0) = 9.2 Q = p*3o*H(3/2) = 9.2*3.0+(0.63)3/2 = 13.8 CFS. * THIS IS THE MAXIMUM FLOW INTO THIS INLET, NOT- DEDUCTING ANY- THING FOR THE CMP PIPE BLOCKING FLOW FROM THE 2 SIDES. THE FLOW REMAINING IN THE LEFT GUTTER IS 44.5 - 13.8 OR 30.7 CPS STATION 8+00 - BETWEEN INLETS 205.18 : W.s.205.il 05. 0.0 -20 -15 -10 -5 +0 +5 410 4-15 SLOPE = 2.3% LEFT GUTTER= 5.7 CFS RIGHT GUTTER= 30.7 CFS WATER DEPTH= 0.4 FT WATER DEPTH=. 0.51 FT WATER SURF= 205.11 ELV WATER SURF= 205.17 FT SINCE THE FLOW IN THE RIGHT GUTTER IS DEEPER THAN THE CENTERLINE OF PAVEMENT, WATER FLOWS FROM THE RIGHT GUTTER TO THE LEFT GUT- TER. THE CAPACITY OF THE RIGHT GUTTER -AT THIS POINT IS 22.2 CFS. THEREFORE 8.5 CFS FLOWS INTO THE LEFT GUTTER, BRINGING THE TOTAL FLOW IN THE LEFT GUTTER TO 13.2 CFS. ID 'k SDE 3644 OCTOBER 17, 1989 PAGE 14 -* , A- STATION 7+85 INLET ON LEFT 204.58 1 -7 -15.5 204.13 -eo -15 -10 -5 0 +5 +10 *15 4ZO SLOPE = 2.3% LEFT GUTTER= 13.2 CFS RIGHT GUTTER= 22.2 CFS - WATER DEPTH= 0.37 FT WATER DEPTH 0.45 FT WATER SURF= 204.25 ELV WATER SURF= 204.73 ELV THE INLET CAPACITY OF THE LEFT INLET CALCULATED FROM THE "CAPACITY OF GRATE INLETS IN SUMP" CHART IS: - P= 2(a+b) = 2(.2.2+3.6)= 11.60 FT Q= p*30*H(3/2) = 11.:6*3.0*(0.37)312 = 7.8 CFS THE FLOW REMAINING IN THE LEFT GUTTER IS 13.2 - 7.8 CFS OR 5.4 CFS. THE LOWEST DRIVEWAY CREST IS AT STATION 7+55 BELOW THE INLETS, THEREFORE THE WATER DEPTHS ARE CALCULATED AT THIS POINT. STATION 7+55 w.g.'a04.t5 203.T1 O4-.tO \ 2O.(o5 14Z:~_ Z +15 SLOPE = 2.15% LEFT GUTTER= 5.4 CFS RIGHT GUTTER= 22.2 CFS WATER DEPTH= 0.26 FT WATER DEPTH= 0.45 FT WATER SURF= 203.42 ELV WATER SURF 204.15 ELV GUTTER CAP= 45.7 CFS GUTTER CA= 14.6 CFS EVEN THOUGH THE RIGHT-GUTTER CAPACITY IS DECREASED AS THE SLOPE FLATTENS, THE LEFT GUTTER HAS AMPLE CAPACITY TO RETAIN THE FLOWS WELL PAST THE SUBJECT PROPERTY. SDE 3644 OCTOBER 17, 1989 PAGE 15 THE TOTAL FLOW IN THE 18" CMP SERVING THE INLETSTh THE SUM OF THE FLOW FROM THE 2 INLETS PLUS AREA C OR Q100= 13.8 CFS + 7.8 CFS.+ 6.4 CFS = 28 CFS THE FLOW ENTERING THE PROPOSED 24" CMP IS 28 CFS. THE HYDRAULIC CALCULATION FOR THE FLOW IS: DIAMETER (INCHES) 24 •' MANNINGS N ........ 013 SLOPE (FT/FT) ........0.0175 Q, (cfs) ...........28 DEPTH (FT) ............1.53 DEPTH/DIAMETER.... 0.77 VELOCITY (fps).; ..... VELOCITY HEAD ..... 1.82 AREA (Sq> Ft.) .......2.59 CRITICAL DEPTH.......1.83 CRITICAL SLOPE.... 0.0133 CRITICAL VELOCITY.... 9.30 FROUDE NUMBER.....1.54 THE CAPACITY OF THE' 24" AT THIS SLOPE IS 37.5 CFS WHICH IS GREATER THAN THE 'REQUIRED CAPACITY. AREA D Q100 = 1.8cfs - FROM HYDROLOGY STUDY THIS FLOW IS FROM ALTHEA IN AND ENTERS PROPOSED CURB OUTLET PER IMPROVEMENT PLAN DWG. NO. 292-4 -CAPACITY OF TYPE "A" (D'-25) ' CURB OUTLET A = 0.75 S.F. R = 0.75/6.5 = 0.115 N = 0.014 5 = .017 Qcap = 1.486 X 0.75.X 0.115X .011 '2.43 CFS 0.014 Q cap > Q100 O.K. THE 'FLOW EXITING THE 24" CMP INTO THE ENERGY DISSAPATER 'HAS A VELOCITY OF 10.8 FPS. BASED UPON S.C.S. TABLE 200-1.6.1 SELEC- TION OF ' RIPRAP AND FILTER. BLANKET MATERIAL, A ROCK CLASS OF "LIGHT" IS REQUIRED. SDE 3644 OCTOER 17, 1989 PAGE 16A CHECK VELOCITY AND Q FOR PROPOSED EARTHEN SWALE ALONG THE EAST PROPERTY LINE OF PARCEL 3 TO VERIFY BERMUDAGRASS AS BEING A SUITABLE SLOPE PROTECTION. THE SWALE EMPTIES INTO CATCH BASINS AT THE NORTH AND SOUTH ENDS OF PARCEL 3 AND THE HOST CRITICAL SLOPE IS 7.07%. TRIANGULAR CHANNEL INVERT WIDTH (feet) 0.00 SLOPE (feet/foot) '.0707 LEFT SIDE SLOPE (X to 1) ........4.0. DEPTH (feet) ...........0.30 VELOCITY (fps) .........3.02 AREA (square feet)....' '0.26 CRITICAL DEPTH ......... 0.34 CRITICAL VELOCITY 2.32 TIHE:12:46:08 MANNINGS n .035 Q(cfs) .........0.80 RIGHT SIDE SLOPE (,X to 1)... 2.00 'TOP WIDTH (feet). 1.78 VEL. HEAD (feet). 0.14 P + H (pounds)... 6 CRITICAL SLOPE... 0.0344, FROUDE NUMBER.... 1.38 THE VELOCITY FOR THE EARTHEN SWALE AT A SLOPE OF 7.07% IS 3.0 F.P.S. WHICH IS LESS THAN THE 8.0 F.P.S. ALLOWABLE FOR BUR- MUDAGRASS, THEREFORE IT IS SUITABLE TO BE USED FOR SLOPE PROTEC- TION. SN F— c:C-J -. -; 2; SDE 3644 OCTOBER 17, 1989 PAGE 16B CHECK CAPACITY AND VELOCITY OF D-75 (TPYE A) BROW DITCH AT• SOUTHEAST CORNER OF PARCEL 3 AND WHICH EMPTIES INTO PROPOSED DIS- SIPATOR BOX. USE Q100= 0.8 C.F.S. AND A SLOPE OF 2.0%. BROW DITCH D-75 (TYPE A DIAMETER (inches) ...... SLOPE (ft/ft) ......... DEPTH (ft) ............ VELOCITY (fps) ........ AREA (Sq. Ft.) ........ CRITICAL DEPTH........ CRITICAL VELOCITY..... 24 MANNINGS N..........013 0.0200 Q(cfs) ............0.80 0.22 DEPTH/DIAMETER 0.11 4.31 VELOCITY HEAD..... 0.2a 0.19 0.31 CRITICAL SLOPE 0.0048 2.62 FROUDE NUMBER.....1.97 THE CAPACITY AND VELOCITY IS SIGNIFICANTLY. LESS THAN THE MAXIMUM ALLOWABLE1 THEREFORE THE BROW DITCH DESIGN IS SUITABLE. .... SDE 3644 OCTOBER 17, 1989 PAGE 17 HYDRAULIC CALCULATIONS PARCEL 4 P.M. 12016 DRAWING NO. 299-9 CHECK VELOCITY AND Q FOR PROPOSED EARTHEN SWALE AT NORTH SIDE OF PARCEL 4 TO VERIFY BERMUDAGRASS AS BEING A SUITABLE SLOPE PROTEC- TION. THE MOST CRITICAL SLOPE OF THE SWALE Is 14%. - TRIANGULAR CHANNEL INVERT WIDTH (feet) 0.00 HANNINGS n.......035 SLOPE (feet/foot) ........1400 Q (cf s) .........1.80 LEFT SIDE RIGHT SIDE SLOPE (X to 1) ...........2.00 SLOPE (X to 1).. 2.00 DEPTH (feet) ...............0.42 TOP WIDTH. (feet) 1.67 VELOCITY (fps) ...........5.18 VEL. HEAD (feet) 0.42 AREA (square feet) ......0.35 P + M (pounds).. 21 CRITICAL DEPTH..........0.55 CRITICAL SLOPE.. 0.0319 CRITICAL VELOCITY ........ 2.98 FROUDE NUMBER... 2.00 THE VELOCITY FOR THE EARTHEN SWALE AT A SLOPE OF 14% IS 5.18 F.P.S. WHICH IS LESS THAN THE 6.0 F.P.S. ALLOWABLE FOR BUR- MUJDAGRASS, THEREFORE IT IS SUITABLE TO BE USED FOR SLOPE PROTEC- TION L SDE 3644 OCTOBER 17, 1989 PAGE 18 CHECK VELOCITY AND Q @ PROPOSED CURB OUTLET @ SOUTHWEST CORNER OF PROPERTY. DIAMETER (INCHES)... SLOPE (FT/FT) ........ DEPTH (FT) ............. VELOCITY (fps) ....... AREA (Sg> Ft.)........ CRITICAL DEPTH....... CRITICAL VELOCITY..... MANNINGS N ....... .016 0150 Q (cfs) .............1.8 38 DEPTH/DIAMETER.... Q.1-9 29 VELOCITY HEAD.....0.29 42 46 CRITICAL SLOPE.... 0.0068 25 FROUDE NUMBER 1.46 BASED ON CURB OUTLET CALC FOR D.P. #3 Qcap 243 > Q100 = 2 (0.9) 1.8 CFS 3 \ - HE- p:a(o+b) A. 6 C V iLL' .-. ________l•I. I I I / • - • I - - - I .711,T1J ILIL I utj L I Ir 9 i . Z) !41?iEE EEl E 1EEE EE E'E E[t'____ HE&DSUI?O 1 1:: L; E i (d 1 P.UES HEA6SAh0''E I I).!3'7. E C,' TA ??L1ES __ BET1EENô.iji ,jr STIO1 _14 SEC IO?FTJ!OJJ ) 1JDIT 1101 0]J . PL;,~ C.C;.: I P 7-! OdT S A-R A .?4 IT ,_ -- . - - - - • ••• • . . z r. / . t - 107302 - . 0.1 .t .. • .w b .1 •U.J I." -. -. .. __l - - - • - - uuu OF p1:LC no,', CAPACITY OF GRATE INLET I SUMP ) DI Y SI C T 10 WA SH. D. C. WATER P 011 D £0 ON G RAT E 1+00.00, 191.1000 ci.. Park & Tamarac 00 -0 215.4200 1+80.50, 21 9.9700 ci Park & Monroe ADS Pipe Hydraulics - Capacity Comparison 24"(300 mm) N.12 vs. 24" Corrugated 200(6). ADS N 12 HDPE .1 .2 slope .3 .4 .5 ADS Recommended Manning's 'In" For Design Pipe Diameter ADS Corrugated Polyethylene ADS-M-12 Polyethylene Concrete Pipe* Corrugated Metal Pipe* 4,6,8,10,12" .018 .010-.012 .011 -.015 .022-026 15" - .018 .010 -.012 .011-.015 .022-.026 18" .020 .010-.012 .011-.015 .022-026 24" .020 .010-.012 .011-.015 .022-.026 30" .020 .010-.012 .011-.0IS .022-.026 36" .020 .010-.012 .011-.015 .022-.026 ASCE Manual and Report on Engineering Practice #37 ADS N-I 2 Pipe Stiffness Pipe Diameter In. (mm) Minimum Pipe Stiffness* PSI (kPa) 4,6,6(100,150,200) 50 (345) 10"(250) 50(345) 12(300) 50(34 S) 15"(375) 42 (289) 18"(450) 40(276) 24"(600) 34(23S) 30"(750) 28 (193) 36"(900) - 22 (152) "Per ASTM 02412 Weight Comparison Pounds/Linear Foot Inside Diameter (inches) ADS N42 HOPE Pipe Clay or Concrete Corrugated Metal 10" 2.0 50 9.0 12" 3.2 79 10.5 IS" 4.6 103 12.9 18" 6.4 131 15.8 24" 11.5 217 19.4 30" 15.4 384 30.0 36" 18.1 524 36.0 'Standard Length of N.12 Pipe is 20' Height of Cover Table for ADS N-I 2 or Corrugated Pipe —Depth of Cover for Corrugated Polyethylene Pipe —1120 or E80 Live Load —Pipe Manufactured to AASHTO M.294 or M.252 Diameter Minimum Cover Maximum Cover In. (mm) H20 in. (mm) EBO feet (meters) 4,6,8,10,12"(100.300) 12(300) 24 (600) 58 (18) 15"(375) 12(300) 24 (600) 59 (18) 18"(450) 12(300) 24 (600) 62 (119) 24"(600) 12(300) 24 (600) 61 (19) 30(750) 12(300) 24(600) 61 (19) 36"(900) 12(300) 24 (600) 61 (19) Notes: I. Cover limitations calculated using load factor design per AASHTO Procedures. Soil density of 1001/cu. ft. (1600 kg/ml) Is assumed. Backfill around the pipe must be compacted to a density of 90% per AASHTO T.99. Use reasonable care in handling and installation. S. Cover limitations are measured from the top of the pipe. 6. Special situations such as cover less than 12" (300mm) or fills greater than 60 ft. (18 meters) should be discussed with an ADS Regional Engineer.