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HomeMy WebLinkAbout1986-09-02 Drainage Calculations Orchard Path Estates Richard F. Kaminski & Associates, Inc. Drainage Calculations For orchard Path Estates H. Michael & Stephen M. Smolak 315 South Bradford Street North Andover, MA November 10 , 1986 Architects 0 Engineers 0 Surveyors o Land Planners 200 Sutton St., North Andover, MA 01845, (617) 687-1483 RICI-IARD F KAMINSKI AND AsSOCIATES , INC. • • PLANNERS • SURVEYORS ENGINEERS 1�RCr-llrEcrS LAND NORTH ANDOVER MASS, 01845 TELEPHONE 687-1483 n Ir Crn :RIB o13 CaC Cp a�0' CbC ( Lets iCbB DID y C.p a ` 8e F'cE' {CbC h c SOIL TYPES U . S . D . A . So i I Conservation Service ) r SO - 1 lj.. F, Kaminski & Assoc, Ir- 200 Sutton St, N. Andover, MA 01845 Exi:sting Sheet 1 of L4 RUNOFF WORKSHEET FOR USE WITH TR-55F APPENDIX D METHOD Subject Orchard Path Estates Computed by Yw Date 11 Checked by PAR Date 11 10 8 Drainage Area 4.38 acres Rainfall Frequency _100 years Av. Flow Slope g n Rainfall Depth 6,4 inches CURVE NUMBER Hydra. Land Use and Hydrologic Impervious Runoff Area Col . 4 Soil Conditions Area Curve (ac) x Group (ac or %) Number Col . 5 (1) (2) (3) (4) (5) (6) B Woods Good 55 4,28 235.4 R Impervious 98 .10 9,8 Totals 4.30 245. 20 Weighted Runoff Curve No. (CN) = Col. 6 245. 20 - 55,98 use 60 CN Col. 5 4,38 RUNOFF DEPTH (from Table 2-11 pg. 2-3) 2, 19 in. HAJ!E LDJUETMENT Hydraulic Length 1,020 ft. Equivalent Drainage Area (Fig. E-1) 14 acres Equivalent Drainage Area Peak (Fig. D-2) = 17.5 cfs/in 4,38 Actual peak (q) = equivalent peak x Actual Drain. Area _ -- 5.48 cfs/in 17.5 Equivalent Drain. Area 14 ADJUSTMENT FACTORS Slope: (Table E--1 for actual drainage area) ,92 Fslope Ponding area = .37 ac % of drainage 8 ; (Tables E2-4) .85 _ Fpond Impervious area = . 10 ac % of drainage 2 ; (Fig. 4-1) 1.0 Pimp Hydraulic length improved (Fig. 4--2) PEAK DISCHARGE Q ( 2.19 x 5.48 ) x ( 92 x 85 x 1,0 x - ) = 9.38 cfs runoff peak q s� lope -Ip d . , imp -m d RUNOFF VOLUME .pth2, 19 4.38 ,$0 AF 12 in/ft R. F. Kaminski & Assoc. Inc. ,200 Sutton St; r N, ..Aradover,, MA 01845 Existing Sheet '2 of 14 RUNOFF WORKSHEET FOR USE WITH TR-55, APPENDIX D METHOD Subject orchard Path Estates Computed by IwP Date 11 10 8b Checked by PAR Date 11 10 86 Drainage Area 3.0 acres . Rainfall Frequency 100 years Av. Flow Slope 15.0 % Rainfall Depth 6.4 inches CURVE NUMBER Hydro. Land Use and Hydrologic Impervious Runoff Area Col.. 4 Soil Conditions Area Curve (ac) x Group (ac or Number Col. 5 (1) (2) (3) (4) (5) (6) B Woods - Good 55 3.0 165 Totals 3 .0 165 Weighted Runoff Curve No. (CN) = Col . 6 = 163 55 use 6.0 CN Col. . 5 3.0 RUNOFF DEPTH (from Table 2-1, pg. 2-3) 2.19 in. SHAPE ADJUSTMENT Hydraulic Length = 360 ft. Equivalent Drainage Area (Fig. E-I) 2.47 acres Equivalent Drainage Area Peak (Fig. D-2) . = 5.0 cfs/in 3.0 Actual peak (q) = equivalent peak x Actual Drain. Ares, _ - 6.07 cfs/in 5.0, Equivalent Drain. Area 2.47 ADJUSTMENT F6CTORS Slope: (Table E-1 for actual drainage area) 9.9 Fslope Ponding area = r ac '% of drainage - ; (Tables E2--4) - Fpond Impervious area = - ac = of drainage - ; (Fig. 4-1) - Fimp Hydraulic length improved - % (.Fig. 4-2) PEhK DISCHARGE Q = ( 2.19 X 6.07 ) x( .99 X - x - X - ) = 13.17 cfs runoff ' peak q slope Lpoond pimp _T d RUNOFF YQLUME Runoff depth 2.19 3.0 ac = .55 AF 12 in/ft R. P. Kaminski & Assoc. , Inc. 2OO. Sutton St. N, Andover, MA 01845 j Existing Sheet 3 of 14 RUNOFF WORRSHEET FOR USE WITH TR-55F APPENDIX D METHOD Subject Orchard Path. Estates Computed by IWP Date 11 10 8b ; Checked by PAR Date 11/10/86 Drainage Area 3.83 _ . acres Rainfall Frequency 100 years Av. Flow Slope 8.0 Rainfall Depth 6.4 inches CURVE NUMBER Hydro. Land Use and Hydrologic Impervious Runoff Area Col. 4 Soil Conditions Area Curve (ac) x Group (ac or . %) Number Col . 5 (1) (2) (3) (4) (5) (6) B Woods - Good B Impervious 98 .14 13.72 Totals 3.83 216.67 Weighted Runoff Curve No. (CN) = Col . 6 = 216.67 = 56.57 use 60 CN Col . 5 3.83 RQNOFF DEPTH (from Table 2-1, pg. 2-3) 2. 19 in. SHAPE ADJUSTMENT Hydraulic Length = 880 ft. Equivalent Drainage Area (Fig. Ew-1) 13 �© acres .Equivalent Drainage Area Peak (Fig. D-2) . = 14.5 cfs/in 3.83 5.05 Actual peak (q) = equivalent peak x actual Drain. Area _ = cfs/in 14.5 Equivalent Drain. Area 11.0 ADJUSTMENT FACTORS Slope: (Table E--1 for actual drainagb area) .92 Fslope Ponding area = :17 ac = $ of drainage 4.5 ; (Tables E2-4) .72 Fpond Impervious area = .14 as = of drainage 3.7 ; (Fig. 4-1) 1.02 Wimp Hydraulic length improved - % (Fig. 4--2) REAK D H R E Q = ( 2.19 x 5.05 ) x( 92 x 72 x 1.02 x ) = 7.47 cf's runoff - peak q slope pond wimp Fm od RUNOFF VOLUME 2.19 3.11 _ .70 AF 12 in/ft k R. F. Yaminski & Assoc. , Inc. �00 Sutton St. N. Andover, MA 01845 _. Proposed 4 14 Sheet of RUNOFF WORKSHEET FOR USE WITH TR-55 , APPENDIX D METHOD Subject Orchard Path Estates Computed by xWP Date 11/4/86 ; Checked by PAN Date11/10/86 Drainage Area 7 .75 acres Rainfall Frequency 100 years Av. Flow Slope 8.0 Rainfall Depth 6.4 inches CT,JRVE NUMBER Hydro. Land Use and Hydrologic Impervious Runoff Area Col. 4 Soil Conditions Area Curve (ac) x Group (ac or %) Number Col . 5 (1) (2) (3) (4) (5) (6) B Woods - Good 55 5.65 310. 75 B Lawn - Good 68 1 .09 74. 12 B Im ervious 98 1 .01 98.98 Totals 7 .75 483.85 Weighted Runoff Curve No. (CN) = Col . 6 483.85 62.43 use 62 CN Col . 5 7.75 RUNOFF DEPTH (from Table 2-1, pg. 2-3 ) 2.37 in. SHARE ADJUSTMENT Hydraulic Length = 1,280 ft. Equivalent Drainage Area (Fig. E-1) 21 acres Equivalent Drainage Area Peak (Fig. D-2) .24 cfs/in 7.75 8,86 Actual peak (q) = equivalent peak x &ctual Drain. Area_ ____ _. W cfs/in 24 Equivalent Drain. Area 21 ADJUSTMENT FACTORS Slope: (Table E-1 for actual drainage area) .92 Fslope Ponding area = r ac % of drainage ; (Tables E2-4) _ Fpond Impervious area = 1.01 ac of drainage 13.0 ; (Fig. 4-1) 1 .1 Fimp Hydraulic length improved - % (Fig. 4-2) PEAK DISCHARGE 2.37 8.86 .92 - 1.1 - 21.25 cfs runoff - peak q slope pond imp mod RUNOFF VOLUME 2.37 ill x drainage a re 7.75 _ 1.53 AF 12 in/ft RICHARD F. KAMINSKIi ASSOCIATES, INC. ARCHITECTS • ENGINEERS • SURVEYORS • LAND PLANNERS 4 14 JOB NO. ____------- SHEET__. ........�yOF----- PROJEC7----Q �1L� _ Pf1<L ,�� ZES=—L�'%LN��Y�t� CA LC. ��1 W./�— 1]ATE --��F� --- SUBJECT----;G '&/_&_�G -- C'ALC -------- -----_--CHK►J._— --- DATE UUTLCT Ci3��IG/Ty /2 �� .�Cj' 1XILET WITH FL/�RED ��tID CLEvi4Tio1v ye�u�wQ�e'- A1ea/wccler Uun`/vu� Q ISo,aa 4,o 4,0 816- /0,0 182 150 o h w _ 178 , 0 2 g Id I, RICHARD F. KAMINSKI ,_ ASSOCIATES, INC. ARCHITECTS • ENGINEERS • SURVEYORS • LAND PLANNERS b 14 �j J O H NO- ----------- SHEET-----OF----- CALC.__ L' W.l -- DATE -- 17c---- SUC3JECT---- -J2J & C_ iLCS. - ------------- CHKD.__ /. _-- DATE /�l�///L�13LG-: sro,e.NGE' ..zc/ a�T�.vr1o� ,Z3ifs��tl GaN7a vl� AR,5,4 J C. /7C� •ov 4) 000 a 4�320 �,37G 19�392 (0�2.88 4 f7R h 177 30 00 /vJ ocea jr , o,/000 a25t S7agA&r 5 VoLOME (FT�) 7 of 14 Orchard Path estates Drainage Calculations Calc. By: IWP Dates 11/6/86 in flow hydrograph to detention basin Lag Fig. 3-3 Length 11280 ft. Slope 8.0% Lag = .20 hrs. Tc .20 (1 . 67) .33 hrs. Q Qp DA Q Fp Fp - . 06 Ac. Qp .012 2.37 1.0 - .028 Qp Tc-= .33 Q cfs 11.0 21 .59 il.5 43 1.20 11.7 141 3 .95 11. 8 324 9.07 11. 9 586 16 .41 12.0 658 18. 42 12.1 535 14. 98 12.2 372 10 . 42 12.3 251 7.03 12.4 184 5 .15 12. 5 148 4.14 12.6 124 3 . 47 12.7 102 2. 86 12. 8 86 2. 41 12. 9 77 2.16 13.0 71 1. 99 13 .2 61 1.70 13 .5 51 1.43 14.0 41 1.15 14 .5 34 .95 15.0 30 . 84 16 .0 24 .67 18 .0 18 .50 20 .0 14 .39 Richard F. xanAnski and Associates, Inc. STORAGE ROUTING CHARACTERISTICS Page 8 of 14 200 Sutton Street North Andover, MA 01845 Project: Orchard Path Estates Calculated by IWP 11/6186 Checked by PAR 11/10/86 Location: 'Dale St., N. Andover, MA ' Avg. Avg. Frail. Ouflow outflow Incr. Total Res.Elev. Time 6.T Inflow Inflow Inflow Storage at At for &t Outflow Storage Storage @ end Tm Min Cu.ft./Sec. for At Cu-ft. Elev. ® At Ft./Sdc. Ft./Sec. Cu.Ft. Cu.Ft„ • Cu.1't. A t 0 0 - 660 .30 11,880 176.175 .55 .275 10,890 990 990 176.175 i I 59 30 .90 1,620 176,25 .70 .675 1,125 495 1,485 176.25 11.5 1.20 - 12 . 260 1,872 176.58 1.8 1.25 900 972 2 457 1 58i 11.7 3.95 6 6.51 2,340 176.7 2.0 1.9 684 1,656' 4,113 176.7 9.07 fi 12,74 4,586 177,.6 3.8 2.9 1,044. 3,542 7,655 177.6 1$14-98 41 17.42 6,271 178.6 5.7 4.75 1,710 4,561 2,216 178.6 [ 42 16.70 6,012 179.5 7.2 6.45 2,322 3,690 15,906 179.5 6 12.70 ,572 179.8 7.8 7.5 2,700 1,872 17,778 179.8 j 12.2 10.42 Richard F. Kaminski and Associates, Inc. -- STORAGE ROUTING CHARACTERISTICS Page 9 Of 14 20o Sutton Street Calculated by Orchard Path Estates I.W.P. 11/6/86 North Andover, MA 01845 Project: Dale St., N_ Andover, MA Checked by PAR 11/10/86 Location: - ' Avg. Avg. Trail Ouflow Outflow Incr. Total Res:Elev. Time AT Inflow Inflow Inflow Storage at Lit for pt Outflow Storage Storage @ end TM Min Cu.ft./Sec. for 4t Cu-ft. Elev. @ l&t Ft./Sdc. Ft./Sec. CII.Ft. Cu.ft' Cu.ft. 1%t 6 8.73 3,143 179.85 7.85 7.825 2,817 326.0 18,104 179.85 7.03 6 6.09 2,192 179.70 7.70 7.78 2,799 --607 17,497 179.70 12.4 5.15 6 4.65 1,674 t 12.5 4.14 6 1 3.81 1,372 Max Outflow 7.85 cfs 12.6 3.47 Max Elev. 179.85 I 6 3.17 1,141 12.7 2.86 6 _ 2.64 950 - 12.8 2.41 I 6 2.29 824 12.9 2.16 6 2.08 749 13.0 1.99 12 1 R. F. Kaminski & Assoc. , Inc. 200 Sutton St. N. Andover, MA 01845 Proposed Sheet 10 of 14 RUNOFF WORKSHEET FOR USE WITH TR-551 APPENDIX D METHOD Subject orchard Path Estates Computed by IWP Date 11/10/86 Checked by PAR Date 11 10 86 Drainage Area 3.47 acres Rainfall Frequency 100 years Av. Flow slope 8.0 % Rainfall Depth 6.4 inches CURVE NUMBER Hydro. Land Use and Hydrologic Impervious Runoff Area Col. 4 soil Conditions Area Curve (ac) x Group (ac or %) Number Col. 5 (1) (2) (3) (4) (5) (6) B Woods - Good 55 2L22 122.10 B L awn - C.Ood 68 .87 59.16 B Impervious Totals 3.47 218 .50 Weighted Runoff Curve No. (CN) = Col '-__6 = 218. 50 67.96 use 63 CN Col . 5 3.47 RUNOFF DEPTH (from Table 2-1j. pg. 2-3) 2,47 in. SHAPE ADJUOTMENT Hydraulic Length = 380 ft. Equivalent Drainage Area (Fig. E-1) 2.72 acres Equivalent Drainage Area Peak (Fig. D-2) . = S 5 cfs/in 3.47 _ 7 .02 Actual peak (q) = equivalent peak x D cfs/in 5.5 Equivalent Drain. Area 2.72 ADJ-USTMENT FACTORS Slope: (Table E-1 for actual drainage area) .92 Pslope Ponding area = - ac of drainage r ; (Tables E2-4) - Fpond Impervious area .38 ac = % of drainage 11 ; (Fig. 4-1) 1.07 imp Hydraulic length improved 30 % (Fig. 4-2) 1.24 F PEAK DI_SCHAR-E Q - ( 2.47 x- 7 .02 ) x( 92 x - x 1 .07 x 1.24 ) = 21. 17 cfs runoff peak q slope - � p �m d VOLUMERUNQEF Runoff depth 2.47 in x drainage area 3.47 - .71 AF i 12 in/ft ' D F. KAMINSKI t ASSOCIATES INC. RICHAR , ARCHITECT'S • ENGINEERS • SURVEYORS LAND PLANNERS JOB NO. -__..................___ SHEET OFJ_�_ PROJECT---�1 GHAJ27a__P�4TH STAT 5=_N_. ANt�y e CALc.__ _w•��---- DATE IIv-7-/E(v_.___ DATE: 13A5/5 : J ,47-)o VAL IWC-7-Ha+O Q = G [ C k- alher� Q = J���k runar� ir1 C�5 C = Jt'vn0{7� Cde�TICJ,eJT� nY,�erv�oUS = , `1 /n wn 5 N V i o7S Year Sfor,„ re uenc DRANv�IG�' J9RE�1 � ' y T 3 J iym-- nr cauc4-.vrRAr/ov EN�N�f#GL ZiViZJlls/7� use Te. e = 3 % (U• 3.5 /sec 7 . 4 r� S E$7'1n 'rcD R0A1QfF DR,41AIW E A9EA :E } 7 3) TJwF aF emje4cwmArwAi 9,4/JvFALL �=. rex,,.5/7Y 1 L - �,ZH7in J .Uur� C TJ rnri� Alp 4.) . EsTimJ�TED -�J�uNaFF; �7 RICHARD F. KAMINSKI ASSOCIATES, INC. ARCHITECTS • ENGINEERS SURVEYORS • LAND PLANNERS J a 9 NO- ----------- SHEET- 1.2 _O _1.4__ PROJECT__4RCHARD_PATH_ CST TE5_= N. A,U�D✓�� cALc._ ��✓_.-ram-_- DATE _ lq 7/8� SUBJECT _ �/l i�� _ (f-4Z- grio�/s--------- P, A, ,--- _-- C!-IKIa. R _..—_ DATE 1 /w = .C�= 220 S�JJJ�e - 3.(0% itl"w 3.8 /sec !•O m,il hn /f'vNo.�F 7,z) c UR,41,V,4G E AR&--,4 1� I� /10EA = ,35 Ac. 35 3� ilmE �� L'o.VC�.UTRsfTia�tl � �i1/�t1FrfLG �.VT�t/SiTS/ 'c = SrYrl� La, DRA1NA G F A k4 q _Y 02) RuNaFF CoL1^FiCJE=AfT; C- . •306.6/0) + /.99 c = . 34 RumoFF QUANTITY TNCf-UDC-D IN SC-5 M GTHOD 13 of 14 CALCULATIONS FOR RUNOFF DETERMINATION Orchard Path Estates COMP' BY T.W.P. DATE 11/3/86 DESIGN STORM 25 YEAR FREQUENCY LOCATION CHECKED BY DATE Orchard Path N. Andover From Pipe Inlet To Pipe Inlet Through Reach Through Reach Pipe Flowline Flowline A C CA CA tc I Q Size Qfull o vn L Flow ElevationEleyation Location A M' i - CB#1 189.35 CB#2 189.08 .38 .55 .21 5 min. 12" 2.9 .005 3.5 55 C3#2 188.98 HOWL 178.20 .67 _49 .33 .54 5 min. 6, l -12r, 10. CB#33 186.00 CB#4 185.80 5,41 .31 1.68 18 min 4.3 7.22 15" 7.5 .01 6.0 20 CB#4 185.70 OMH#1 18 .58 .3 54 .19 j.87 8 5-MH#_1 185.48 DMH#2 180.20 1.87 18 min. 4.3 8.04 15" 8.5 .015 6.8 352- OMH#2 180.10 HDWL 178.00 1.87 18 min. 4.3 8.04 15" 8.5 .015 5=$ 140 i ......... .._..... .......... 14 of 14 Summary Existing 100 yr. storm frequency runoff „ Area 1 9 .38 cfs !. WILLIAM �yf Area 11 7.47 cfs PLACE CIVIH No.31012� Area 111 13.17 cfs �a,�� ► °� � � Total 30 .02 cfs Proposed 100 yr. storm frequency runoff Area 1 21.25 cfs before detention 7. 85 cfs after detention Area 11 21.17 cfs Total 29.02 cfs 29.02 cfs [ 30 .02 cfs ©J-c r then computed by dividin�o - he total overland flow lengt',. 3y the average 1 velocity. •2 ,3 .5 1 2 3 5 10 20 s0 30 - 30I VI } 3 j ! I TJ 20 20 10 ,t d �T o i � O S l cs� t 1 1 by —v i _y�� 3 ti. ! 4 f l i iI I rc i i 4 a I i V +. j i 1 i �. - T-� — i- ' I 20 VELOCITY M FEET P£R SECOND Figure 3-1. ---Average velocities for estimating' travel time for ' overland f low. Storm sewer or road tter flow Travel time through the storm sewer or road gutter system to the main - open channel is the sun of travel times in each individual component of. the system between the uppermost inlet and the outlet. In most cases average velocities can be used without a significant loss of accuracy. During major storm events, the sewer system may be fully taxed and ad- ditional, overland flow may occur, generally at a significantly lower velocity than the flow in the storm severs. By using average conduit sizes and an average slope (excluding any vertical drops in the system), the average velocity can be estimated using Manni ng t s formula. Since the hydraulic radius of a pipe flowing half full is the same as when flowing full, the respective velocities are equal.. Travel time may i i HYDRAULICS OF SEWERS 81 1 11500 2,40o 2,000 0.004 0.5 0.4 1 r 1,000 1,500 0.005 013 Soo 01006 0.6 0.2 600 1,000 0,007 500 Soo 0.008 0.7 0,009 " 400 600 0.01 0.8 500 0.08 300 0.9 0.06 400 0.05 200 300 20 1.0 0.04 v 0.02 0.03 200 15 0.02 100 a 0.03 80 10 60 0.01 100 8 0.04 1.5 0.008 50 8Q 96 8 _ 84 7 0 0.10 0.05 0.006 a 0,08 40 50 72 6 0.06 0.005 m 0.06 - 0.004 b 0 IS 60� 0.05 0.01 a 30 40 u w 54 5 Q 0.04 0.08 0.003 L 0.010,09 0 2 48 4 u 0 0 w N 0. it 0.002 0 20 w a 33 3_ s �5 3 a 10 n 30 Q D--- n � �9`�0.010 c` � 0.001 1 `0 27 c"' 0,008 a 0.0008 c Y`m 24 m w a 0.0006 10 21 4 C 0.0005 15 R o 18 0.0004 N 0.3 d 4 6 0 0.0003 3 5 `' w 0,0002 0.5 l• 2 10 6 0.6 0.0QE 8 0.00008 2 0.8 0.9 0.00006 '0 6 1,0 8 O.Q0005 0.8 0.00004 0.6 Lo w 9 0100003 0.8 4 =_ 10 0.5 0.00002 a 0.4 0.6 2 0.3 0.4 0.00001 0.2 y 3 0.000008 } 0.3 15 0.000006 4 01000005 0.13 0.2 5 YS 0.000004 1 FIGURE 22,-Alignment chart for Manning formula for pipe flow, � 1n which the nomenclature is basically the same as that used in Equation 1 i 13 and C is a coefficient related to roughness. The formula.is used widely for pressure-conduit or pipe flow, although .it is equally applicable to open-channel conditions. Published values for C liave come largely from pipe-flog experiments, while many of the reported n values are from open-channel flaw tests. The Hazen-Williams ' a = Crcf0- Secr1Drk771 ? For pipc.� {u1 orecr of woferwou or half- f j/l p= wef ied perimeter �� ,Q R ydroulic radius SECTION OF ANY OPEN C14ANNEL SECTION OF CIRCULAR PIP& Y=A vercge or mean ve to c i r<y i1- }ec f jc c r s e cor7d. Q = c V -Discharge of pipe or channel in cubic Ile f per secarrd (c. f.s.). n = Caef'f/'cienf of couyhncss of'Pipe or eh0`1717e/ svrfoce , see �b/e �4-Py./8 68. $ = 5/ape o ` hydrae/ic Grao'ienf (vvcfer- 5Urf0ce ir7 open c17c17nc'5 or P/Pes trot unc'er Pres.sure, some cs s/oPe of chonrre/ or pipe Inver-i or)/y Wherr flow /5 Uni:arm %n Conte�an7` Section. FIG. A— H`c'DRAULIC ELEMENT5 OF CHANNEL SECT IONS . too 90 8o 2 d to 60 5D ; O � J LL .4 o - 5 o a -20jo i 1O - 0 -� j 0 10 20 30 40 50 60 70 60 90 100 110 120 HYDRAULIC ELEMENT5 PER CENT OF VALUE FOR FULL SECTION (APPpoXIMATE) EX.41„PLE: GivErr : Discharge /2c.f's. lhrou9h a pipe which has capaci/y {/ortiing fu// of /5 c.f.s. Cl -a ve/o c//y of 7 D ff per .sec. RFyuii-ecl/© fira' V for Q = 12 C. f._5 ". Percentage of fu// G� cfiargc is ` Bo% . Enter ch�orf of 3D% of Ya/ue l'oi- Aullsec/%n of �yardu/%c E/emenfs, Ind Y- I/2.5%x7-7.9 f'/ Per Sac. FIG.B-I/ALUES OF HYDRAULIC ELEMENTS OF CIRCULAR SECTION FOR VARIOUS DEPTHS OF FLOW. CHART 2 ISO 10,000 168 8,000 EXAMPLE Z J (2) (3) 156 6 000 0•42 Inches ($,5 feel) 6' 6 r Q.t20 cis i 44 5,000 5, i 4,000 ?' Hw 6. 5. I 132 D foot 4. 3,000 (1) 2.5 8.8 5 4• 120 (2) 2.1 7.4 _ 108 2,000 (3) 2.2 7.7 4' 3. ID in fool 3' 96 1,000 3. Boo 84 600 // 2. 2 500 T2 400 2. 7`>-° N 300 �y 1.5 1.5 60 U 200 l.5 0 z 54 / a w 100 z J 48 / � 60 a a /2 60 a 1.0 1.0 4'0 0 50 H A ENTRANCE S L I.O 40 TYPE UJ 9 .wit j 36 30 (1) Square edge x' 9 9 ::2 33 haodxalt C r,p 20 2) Groove Ad xith W 30 h dWalt z 8 S (3) room and '6 s: 27 Projecting Y .7 r 24 .7 6 use seats (2) or (3) Project 21 5 horliontolly to scale (1),then use straight Inclined line through 4 D and Q scales,or revrrso as .6 Illustrated, 6 6 18 2 .s 5 1.0 5 s 12 HEADWATER DEPTH FOR y { � CONCRETE PIPE CULVERTS HEADWATER SCALES 283 BURIEAV OF PUBLIC RpAp9 JAN.1983 REVISED MAY 1964 WITH INLET CONTROL Z-ti' 5-22