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HomeMy WebLinkAboutStormwater Report - 980 OSGOOD STREET 8/7/1995 AfER 1AMCK ENGINEERLVG SEA VICES, INC 66 PARK STREET ANDOVER, MA 01810. (508)475-35SS FAX (508)475-1448 FACSLVILE COVER PAGE DATE: NUMBER OF PAGES: _(INCLUDING COVER SHEET) TO: C A-E Ss/W FROM: a 04 c gZL COMMENTS: Af ti -r�x A c o -le -LCoi << i!7 CG✓ �� Cj ca l 0 `fj(. �J U vvt•-c CAe u f�.y`T,� S SE�tDING TO FAX NUMBER: G S--f 7 v CONFIRMVG TELEPHONE NUMBER: FOR PROBLEMS,PLEASE CALL OPERATOR: (508)475-3555 TRANSI.IISSION: CONF m NO CONFRVATION NEEDED w e CC_ / �nerrnnnnr2 c�r_wccrnNr_CGf?VIC.'-S.WC hh PAPV'MFXT ANC(`vcn .inn ccerw iccrrc n,o,n Data for JOHN FERREIRA-DRAINAGE REVISIONS Page 2 Prepared by Merrimack Engineering Services, Inc. 7 Aug 96 HydroCAD 4.51 000899 (c) 1986-1996 Applied Microcomputer Systems POND 1 INFLOW & OUTFLOW. y►C. POST-DEUEL . INFLOW FROM CB 1 .0 STOR-IND METHOD g 1 PEAK STOR= 765 CF PEAK ELEU= 142.6 FT .8 ^ 7 Din= 1 ,.07 CFS 4 Qout= :48 CFS U 6 LAG= 10.3 MIN U 5 0 4 1 LL J � 8 r 0.Om J N � d` - In t0 r- ! m 01 m TIME (hou.-s) Data for JOHN FERREIRA-DRAINAGE REVISIONS Page 1 Prepared by Merrimack Engineering Services, Inc. 7 Aug 96 HvdroCAD 4.51 00089 (c) 1986-1996 ADDlied Microcomputer vstems POND 1 POST-DEVEL. - INFLOW FROM CB Qin = 1.07 CFS @ 12.05 HRS, VOLUME' .07 AF Qout= .48 CFS @ 12.22 HRS, . VOLUME= .07 AF, ATTEN= 55%, LAG= 10.3 Mi1v ELEVATION; AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 765 CF 140.9 1 0 0 : PEAK ELEVATIONS 142.6 FT 11.4 1 1 1 FLOOD ELEVATION7i 145.2 FT 142:0 i 1 i 1 1 START ELEVATIONS 140.9 FT 142.1 1500 75 76 SPAN= 10-20 HRS, dt=.05 HRS 143.7 1550 2440 2516 Tdet= 32.7 MIN ( .07 AF) 145.2 50 :1200 3716 -# ROUTE INVERT OUTLET DEVICES r 1 P 142.0' 6" CULVERT i n=.013 L=15' S=.02'/' Ke=.6 Cc=.9 Cd=.56 jata for JOHN FERREIRA-DRAINAGE REVISIONS Page 3 Prepared by Merrimack Engineering Services, Inc. 7 Aug 96 HydroCAD 4 51 000899 (c) 1986-1996 AQQlied MicroCOfTiDUter SvstPms POND 1 ' INFLOW & OUTFLOW ® y K POST-DEUEL . INFLOW FROM CB 1 .6 STOR-INDIMETHOD _ 1 .4 PEAK STOR= 1242 CF i 4 PEAK ELEU= 142.9 FT 1 .2 QIn= 1 .69 CFS '+ 1 .0 Qout= .69 CFS 9 LAG= 12. 1 MIN 3 .7 o0 6 f �� LL,; 5 4 j 3 :? TIME (hours) POND 1 POST-REVEL. ' INFLOW FROMCB Qin = 1.69 CFS @ 12.05 HRS, VOLUME .11 AF Qout= .69 CFS @ 12.25 HRS, VOLUME=: .11 AF; ATTEN= 59%, LAG= 12.1 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND.METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 1242 CF 140.9 1 0 0 PEAK ELEVATION= 142.9 FT 141.4 1 1 1 FLOOD!ELEVATION= 145.2 FT 142.0 1 1 1 START:ELEVATION= 140.9 PT :142.1 : 1500 76 76 SPAN= 10-20 HRS, dt='.05 HRS_ 143.7 ` 1550 2440 2516 Tdet='31.7 MIN ( .11 AF) 145.2 50 1200 3716 s i ROUTE .INVERT OUTLET, DEVICES 1 P 142.p' 6" CULVERTS n=.013 L=15' S=.02'/' Ke=.6 Cc=.9 Cd=.56 1 1 i Ullilu Jata for JOHN FERREIRA-DRAINAGE REVISIONS Page 4 Prepared by Merrimack Engineering Services, Inc. 7 Aug 96 HydroCAD 4.51 000899 (c) 1986-1996 Applied MicrocomDUter Systems POND 1 INFLOW & OUTFLOW POST-DEUEL . INFLOW FROM CB ;, O O 2.4 STOR-IND METHOD 1 2.2 ' PEAK STOR= 1996 CF ' 2.0 - PEAK ELEU= 143.4 FT Din= 2.57 CFS 1 .6 Qout= .93 CFS u 1 .4 LAG= 14.5 MIN v 1 .2 LL .6 j 4 d 2 0i•em N ,In �, ,� r- m M ; m TIME (hours) t POND 1 'POST-DEVEL. , INFLOW FROM CB Qin = 2.57 CFS @` 12.05 HRS, -VOLUME= .16 AF Qout= .93 CFS @ 12:29 HRS, VOLUME= .16 AF, ATTEN= 64%, LAG= 14.5 MIN ELEVATION AREAL INC.STOR CUM.STOR STOR=IND METHOD. (FT) (SF) :(CF) (CF)' PEAK STORAGE = 1996 CF ` 140.:9 0 PEAK ELEVATION= 143.4 FT 141.4 1 1 1 FLOOD ELEVATION= 145,2 FT 142.0 1 1 1 START ELEVATION= 140.9 .FT 142.1 1500 75 ' 76 SPAN=; 10-20 HRS;, dt=.05 :HRS 143.7. 1,550 ` 2440 ' 2516 Tdet=, 32.7 MIN (.16 AF) 145.2 50 1200 3716 i ROUTE ANVERT OUTLET DEVICES 1 P 142.0' 6" CULVERT r n=.013 L=15' $=.02ry/' Ke=.6 Cc=.9 Cd=.56 i � Data for JOHN FERREIRA-DRAINAGE REVISIONS Page 1 100 YR STORM, 24 HR RAINFALL= 6.5 IN. Prepared by Merrimack Engineering Services , Inc. 16 Jul 96 HydroCAD 4 51 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 1 POST DEVEL. INFLOW TO CB PEAK= 2'.57 CFS @ 12. 05 HRS, VOLUME= . 16 AF PERCENT CN SCS TR-20 METHOD 66.00 98 PAVEMENT TYPE III 24-HOUR 18.00 79 LAWNS RAINFALL= 6.5 IN 16.00 73 WOODS SPAN= 10-20 HRS, dt=. 05 HRS 100.00 91 TOTAL AREA = .42 AC Method Comment Tc (min) DIRECT ENTRY ALLOW FOR MINIMUM TIME 5.0 SUBCATCHMENT 1 RUNOFF POST QEUEL . INFLOW TO CB 2 . 4 AREA= 42 AC 2 . 2 Tc= 5 MIN 2 , O CN= 91 1 . 8 SCS TR-20 METHOD 1 . 6 TYPE III 24-HOUR u 1 . 4 RAINFALL= 6 . 5 IN 1 . 2 PEAK= 2 . 57 CFS 0 1 , O e 12 . 05 HRS J . 8 UOLUME= '16 AF LL 6 . 4 . l TIME (hours ) Data for JOHN FERREIRA-DRAINAGE REVISIONS Page 2 100 YR STORM, 24 HR RAINFALL= 6.5 IN. Prepared by Merrimack Engineering Services , Inc. 16 Jul 96 HydroCAD 4.51 000899 (c) 1986-1996 Applied Microcomputer Systems POND 1 POST-DEVEL. INFLOW FROM CB Qin = 2.57 CFS @ 12.05 HRS. VOLUME= . 16 AF Qout= .92 CFS @ 12.29 HRS, VOLUME= . 15 AF, ATTEN= 64%, LAG= 14.7 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 2500 CF 140 .9 1 0 0 PEAK ELEVATION= 143.3 FT 141.4 1 1 1 FLOOD ELEVATION= 145.2 FT 142.0 1500 450 451 START ELEVATION= 140 .9 FT 143.7 1550 2592 3043 SPAN= 10-20 HRS, dt=. 05 HRS 145.2 50 1200 4243 Tdet= 66.5 MIN ( . 15 AF) # ROUTE INVERT OUTLET DEVICES 1 P 142.0' 6" CULVERT n=.013 L=15' S=.02' / ' Ke=.6 Cc=.9 Cd=.56 POND 1 INFLOW & OUTFLOW POST-DEUEL . INFLOW FROM CB 2 . 4 STOR-IND METHOD 2 . 2 PEAK STOR-_ 2500 CF 2 . 0 PEAK ELEU= 143 , 3 FT 1 . 8 Qin= 2 . 57 CFS O 1 , 6 Qout= , 92 CFS U 1 . 4 LAG= 14 . 7 MIN 1 . 2 0 1 , � J . 8 4 � � i . 2 _�� 0 , Om (�a M -I- Ln r-- M cn m TIME (hours ) Data for JOHN FERREIRA-DRAINAGE REVISIONS Page 3 10 YR STORM, 24 HR RAINFALL= 4.5 IN. Prepared by Merrimack Engineering Services , Inc. 16 Jul 96 HvdroCAD 4.51 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 1 POST DEVEL. INFLOW TO CB PEAK= 1.69 CFS @ 12.05 HRS, VOLUME= . 11 AF PERCENT CN SCS TR-20 METHOD 66.00 98 PAVEMENT TYPE III 24-HOUR 18.00 79 LAWNS RAINFALL= 4.5 IN 16.00 73 WOODS SPAN= 10-20 HRS, dt=.05 HRS 100.00 91 TOTAL AREA = .42 AC Method Comment Tc (min) DIRECT ENTRY ALLOW FOR MINIMUM TIME 5.0 SUBCATCHMENT 1 RUNOFF POST DEUEL , INFLOW TO CB 1 . 6 1 . 5 AREA= . 42 AC 1 . 4 Tc= 5 MIN 1 . 3 C N= 91 _ 1 . SCS TR-20 METHOD 1 . 1 TYPE III 24—HOUR U 1 . 9 RAINFALL— 4 . 5 IN 7 PEAK= 1 . 69 CFS CD 6 @ 12 , 05 HRS —� 5 VOLUME= 11 AF 4 . 3 . 2 . 1 0 , Om cu r� d r- m M m TIME (hours ) Data for JOHN FERREIRA-DRAINAGE REVISIONS Page 4 10 YR STORM, 24 HR RAINFALL= 4.5 IN. Prepared by Merrimack Engineering Services, Inc. 16 Jul 96 HydroCAD 4.51 000899 (c) 1986-1996 Applied Microcomputer Systems POND 1 POST-DEVEL. INFLOW FROM CB Q7n = 1.69 CFS @ 12.05 HRS, VOLUME= .11 AF Qout= .67 CFS @ 12.26 HRS, VOLUME= .09 AF, ATTEN= 60%, LAG= 12.7 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 1716 CF 140.9 1 0 0 PEAK ELEVATION= 142.8 FT 141.4 1 1 1 FLOOD ELEVATION= 145.2 FT 142.0 1500 450 451 START ELEVATION= 140.9 FT 143.7 1550 2592 3043 SPAN= 10-20 HRS, dt=.05 HRS 145.2 50 1200 4243 Tdet= 79 MIN ( .09 AF) #ROUTE INVERT OUTLET DEVICES 1 P 142.0' 6" CULVERT ! n=.013 L=15' S=.02'/ ' Ke=.6 Cc=.9 Cd=.56 POND 1 INFLOW & OUTFLOW POST--DEUEL , INFLOW FROM CEO 1 . 6 STOR-IND METHOD 1 . 5 PEAK STOR-_ 1716 CF 1 , 4 PEAK ELEU= 142 . 8 FT 1 . 3 1 . 2 j 1 , 1 01n= 1 . 69 CFS - 1 Qout= ,. 67 CFS ;u 9 LAG- 12 . 7 MIN 8 , 7 J r J � � kD r- ao rn m TIME (hours ) Data for JOHN FERREIRA-DRAINAGE REVISIONS Page 6 2 YR STORM, 24 HR RAINFALL= 3.1 IN. Prepared by Merrimack Engineering Services , Inc. 16 Jul 96 HydroCAD 4.51 000899 (c) 1986-1996 Apolied Microcomputer Systems POND 1 POST-DEVEL. INFLOW FROM CB Qin = 1.07 CFS @ 12.05 HRS, VOLUME= .07 AF Qout= .42 CFS @ 12.27 HRS, VOLUME= . .05 AF, ATTEN= 60%, LAG= 13.2 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 1187 CF 140.9 1 0 0 PEAK ELEVATION= 142.5 FT 141.4 1 1 1 FLOOD ELEVATION= 145.2 FT 142.0 1500 450 451 START ELEVATION= 140.9 FT 143.7 1550 2592 3043 SPAN= 10-20 HRS, dt=.05 HRS 145.2 50 1200 4243 Tdet= 99.8 MIN ( .05 AF) # ROUTE INVERT OUTLET DEVICES 1 P 142.0' 67 CULVERT n=.013 L=15' S=.02'/' Ke=.6 Cc=.9 Cd=.56 POND 1 INFLOW & OUTFLOW POST-DEVEL INFLOW FROM CB STOR-IND METHOD , g PEAK STOR= 1187 CF PEAK ELEU= 142 . 5 FT . 8 n 7 Qin= 1 . 07 CFS Dout- . 42 CFS u . 6 LAG= 13 . 2 MIN . 5 o . 4 f L� . 3 + 1 8 , �m -- N M b- to 4 4�� r- as 0) m TIME (hours ) Data for JOHN FERREIRA-DRAINAGE REVISIONS Page 5 2 YR STORM, 24 HR RAINFALL= 3.1 IN. Prepared by Merrimack Engineering Services, Inc. 16 Jul 96 HydroCAD 4.51 000899 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 1 POST DEVEL. INFLOW TO CB PEAK= 1.07 CFS @ 12.05` HRS, VOLUME= .07 AF PERCENT CN SCS TR-20 METHOD 66.00 98 PAVEMENT TYPE III 24-HOUR 18.00 79 LAWNS RAINFALL= 3.1 IN 16.00 73 WOODS SPAN= 10-20 HRS; dt=.05 HRS 100.00 91 TOTAL AREA = .42 AC Method Comment Tc (min) DIRECT ENTRY ALLOW FOR MINIMUM TIME 5.0 SUBCATCHMENT 1 RUNOFF POST DEUEL , � INFLOW TO CB 1 . � AREA-- 42 AC g Tc= 5 MIN CN= 91 . 8 7 SCS TR-20 METHOD '� TYPE III 24—HOUR 6 RAINFALL= 3 . 1 IN U u 5 PEAK= 1 . 07 CFS p 4 @ 12 . 05 HR5 LL . 3 UOLUME= 07 AF 2 . 1 0 , am t� M b- Ln �D r— as a� m TIME (hours ) Cap F y'I v / 147 J °1 "P761 vza 1" `� l V)G �o� �( ✓o �; �i � � � f .� POP ¢'!•ir/Gc 4 Au r �� ANk ^G 1 y r ,, PR �OP LMI� Cb � 1 '� U. INV:143.i9(/v) �P `r I N tJ=143.2?(//t/I 14(, I NY=143.15 061r)- T �� L/NE ANDOr -'�s.:l� 2 2�= ' � Op 4S LF �2"Cwt URaJ C'Uleg +�F is L4 fi L wroE rc/f�� �r ri-,,� _�. 1Db -� _ �C/ 6�,17L` ert; 7_ •• v 4 Z2.L.J 1 4, t�" in° �-t- o 4 4 q✓ o FM a i P(1..s.�.s. PRoP S`L)c---t - iz"cto/ }T2E. 12 .�;;v LAYovT � -- � ) pO 4 _ `- i X155+ -5 2 03 r ic„u ors c� — T toP ��Yl WC Page 2 of 2 COMPUTED VARIABLE , Elev. Pressure Elev. Pressure Discharge Diameter Length Hazen-W C @ 1 @ 1 @ 2 @ 2 gpm in ft ft psi ft psi 143 .55 0 .11 143 .45 0 . 11 251 . 00 (f,,►1) 6 .00 10 .00 100 . 00 143 .55 0 .11 143 .45 0 .11 256 .00 6 .00 10 .00 100 . 00 143 .55 0 .111 143 .45 0 . 11 261 .00 6 .00 10 .00 100 . 00 143 .55 0 .11 143 .45 0 . 11 266 . 00 6 .00 10 .00 100 . 00 1.43 .55 0 . 11 143 .45 0 . 11 271 . 00 6 .00 10 .00 100 . 00 143 .55 0 . 11 143 .45 0 . 11 276 . 00 6 .00 10 .00 100 . 00 143 .55 0 . 12 143 .45 0 . 11 281 . 00 6 .00 10 .00 100 . 00 143 .55 0 . 12 143 .45 0-. 11 286 . 00 6 . 00 10 . 00 100. 00 143 .55 0 . 12 143.45 0'.11 291 . 00 6 .00 10 .00 100. 00 143 .55 0 .12 1431.45 0!.11 296 . 00 6 .00 10 .00 100'. 00 143 .55 0 . 12 143 .45 0 . 11 301 .00 6 .00 10 .00 100 . 00 143 .55 0 .12 143 .45 0 .11 306 .00 6 .00 10 .00 100 . 00 143 .55 0 . 13 1431.45 0 . 11 311 . 00 6 .00 10 .00 100 . 00 143 .55 0 . 13 143 .45 0 . 11 316 . 00 6 .00 10 . 00 100 . 00 143 .55 0 . 13 143 .45 0:. 11 321 . 00 6 .00 10 .00 10G. 00 143 .55 0 .13 143 .45 0 .11 326 . 00 6 . 00 10 .00 100 . 00 143 .55 0 .13 143 .45 0 .11 331 . 00 4 6 . 00 10 .00 100 . 00 143 .55 0 .14 143 .45 0 .11 336 . 00 6 .00 10 .00 100 . 00 143 .55 0 . 14 143 .45 0-11 341 . 00 6 .00 10 . 00 100. 00 143 .55 0 .14 143.45 0 . 11 346 . 00 i 6 .00 10 . 00 100 . 00 143 .55 0 .14 143 .45 0 . 11 351 .00 6, 00 10 .00 100 . 00 143 .55 0 . 14 143 .45 0 .11 356 . 00 6 .00 10 .00 100 . 00 143 .55 0 . 15 143 .45 0 .11 36100 6 . 00 10 .00 100 . 00 143 .55 0 .15 143 .45 0 . 11 366 . 00 6 . 00 10 .00 100 . 00 143 .55 0 .15 143 .45 0 . 11 371 . 00 6 . 00 10 .00 100 . 00 143 .55 0 . 15 143 .45 0 .11 376 . 00 6 .00 10 .00 100 . 00 143 .55 0 . 15 143 .45 0 .11 381 . 00 6 .00 10 . 00 100 . 00 143 .55 0 . 16 143:.45 0 . 11 386 . 0Q.-4-- 6 . 00 10 .00 100 . 00 143 .55 'r-16 143-.45 0 . 11 391 . 00 6 .00 10 .00 100 . 00 143 .55 0 . 16 143:.45 0 .11 396 . 00 6 . 00 10 . 100 100 . 00 143 .55 0 . 16 143 .45 0 . 11 401 . 00 6 . 00 10 .00 100 . 00 sGr/cLlc' e 7O d c � r��'�-r ( Qa9 Z� ? C,7rr O_ S6 ens 2.57 3 V= 4f Open Channel Flow Module, Version 3 . 16 (c) Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 Page 1 of 2 Circular Channel Analysis & Design Solved with Manning' s Equation 'Open Channel - Uniform flow Worksheet Name: PIPE FLOW INTO POND Description: SUBSURFACE DETENTION FACILITY o::� NO A®.4OaJ%32 T X,AC o Solve For Actual Depth Given Constant Data; 74P. FOP , ACR ®F Diameter. . . . . . . . . . . 0 .50 Slope. . . . . . . . .. . . . . . 0 . 0100 Mannings n. . . . . . . . . 0 .0.13 Variable Input Data Minimum Maximum Increment By Discharge 0 . 02 0 . 60 0 . 02 VARIABLE COMPUTED COMPUTED COMPUTED Diameter Channel Mannings Discharge Depth Velocity Capacity ft Slope 'n' cfs ft fps Full ft/ft cfs 0 .50 0 . 0100 0 . 013 0 . 02 0 . 06 1 .35 0 .56 . 0 .50 0 . 0100 ,0 . 013 0 . 04 0 . 09 1 . 65 0 .56 0 .50 0 . 0100 0 . 013 0 . 06 0 . 11 1 . 86 0 .56 n 0 .50 0 . 0100 °;0 . 013 0 . 08 0 . 13 2 . 03 :0 .56 ' 0 .50 0. 0100 :0 . 013 0 . 10 0 . 14 2 . 16 10 .56 ►.0 C.fS 3 0 .50 0 .0100 0 . 013 0 . 12 0 . 16 2 .27 0 .56 _C� ,'�(r L°_�S 0 .50 0 . 0100 0 . 013 0 .14 0 . 17 2 . 37 0 .50 0 .0100 0 . 013 0 .`16 0 . 18 2 .46 0 .56 0 .50 0 .0100 0 . 013 0 . 18 0 . 19 2 . 5 0 .56, 0 .50 0 .0100 0 . 013 0 .20 0 .21 2 . 2 0 .56 0 .50 0 .0100 0 . 013 0 . 22 0 .22 . 68 0 .56 0 .50 0 . 0100 .0 . 013 0 .24 0 . 23 2 . 75 .0 .56 0 .50 0 . 0100 0 . 013 0 .26 0 .24 2 . 80 0 .56 U � �• jQfWAK 0 .50 0 . 0100 0 . 013 0 .28 0 .25 2 . 86 0 .56 ' , C, `� CFS -1. 13 0 .50 0 . 0100 0 . 013 0 .30 0 . 2 . 91 0 .56 n 0.5 Co e f.s 0 .50 0 . 0100 0 . 013 0 .32 0 . 27 2 . 95 . 0 .50 0 . 0100 0 . 013 0 .34 . 28 2 . 99 0 .56 0 .50 0 .0100 0 . 013 0 .36 . 29 3 . 03 0 .56 0 .50 0 .0100 0 . 013 0 .38 0 . 30 3 . 07 0 .56 0 .50 0 .0100 0 . 013 0 .40 0 .31 3 . 10 0 .56 0 .50 0 .0100 0 . 013 0 .A2 0 .32 3 . 13 0 .56 0 .50 0 .0100 0 . 013 0 .44 0 . 33 3 . 16 0 .56 d d 0 .50 0 .0100 0 . 013 0 .46 0 . 34 3 . 19 0 .56 2,517 (!f5' 3 0 .50 0 .0100 0 . 013 0 .48 0 . 36 3 .21 0 .56 =0.8 6 C� S 0 .50 0 .0100 0 . 013 0 .50 0 . 37 3 .23 0 .56 0 .50 0 . 0100 0 . 013 0 . 52 0 . 38 3 . 0 .56 �� 'T'o S6lT 0 .50 0 .0100 0 . 013 0 . 54 0 . 39 3 .25 0 .56 0 .50 0 .0100 0 . 013 0 . 1 3 . 26 0 .56 0 .50 0 .0100 0 . 013 0 .58 0 .43 3 . 25 0 .56 0 .50 0 .0100 0 . 013 0 . 60 0 .45 . 20 0 .56 uLL Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name: Prop.CB Peak Inflow Comment : 12 "RCP Outlet Pipe to Detention Facility Solve For Full Flow Capacity Given Input Data: Diameter. . . . . . . . . . 1 . 00 ft Slope. . . . . . . . . . . . . 0 . 0100 ft/ft Manning' s n. . . . . . . 0 . 013 Discharge. . . . . .. . 3 .56 cfs Computed Results : Full Flow Capacity. . . . . 3 .56 cfs -�-- Full Flow Depth. . . . . . . . 1 . 00 ft Velocity. . . . . . . . . . 4 .54 fps Flow Area. . . . . . . . 0 . 79 sf Critical Depth. . . . 0 . 81 ft Critical Slope. . . . 0 . 0103 ft/ft Percent Full . . . . . . 100 . 00 0 Full Capacity. . . . . 3 .56 cfs QMAX @. 94D. . . . . . . . 3 . 83 cfs Froude Number. . . . . FULL VARIABLE COMPUTED COMPUTED COMPUTED! Diameter Channel: Manning' Discharge Depth Velocity° Capacity ft Slope 'n' cfs ft fps Full ft/ft cfs 1 .00 .0 . 0100 0 .013 0 . 05 0 . 08 1. 61 3 .56 a) (�- 1101 CF S 11 .0 0 0 . 0100 0 . 013 0'. 2 5 0 .18 2 . 61 3 .56 d _ ®,°3°] pt 1 . 00 0 . 0100 0 . 013 0 . 45 0 .24 3 . 10 3 `J= 3.9 + Fe 1 . 00 0 . 0100 0 . 013 0 . 65 0 .2 3 . 56 '1 .00 0 . 0100 0 . 013 0 . 85 33 3 . 72 3 .56 1 . 00' 0 .0100 0 . 013 1 . Q�, Q ,37 3 . 95 3 .56 Q a 1•rO9 CP 1 .00 0 .0100 0 .013 1 . 25 0 .4 d = 0 F 1.00 0 . 0100 0 . 013 1 .45 - 44 4 . 30 3 .56 V = `f: $ FPS 1 . 00 0 . 0100 0 . 013 1. 65,, 0 .48 4 .45 3 .56 1 .00 0 .0100 0 . 013 1. 85 0 .51 4 .58 3 .56 1.00 0 . 0100 0 .013 2 . 05 0 .54 4 . 69 3 . 56 1 03 1. 00 0 . 0100 0 . 013 2 .25 8 4 . 80 3 .56 d = 1 . 00 0 . 0100 0 .013 2 .45 ...0 . 61 4 . 89 3 .56 V - + 9 f F5' 1 .00 0 . 0100 0 . 013 2 . 65 0 . 64 4 . 97 3 .56 1 . 00 0 . 0100 0 .013 2 . 85 0 . 68 5 . 04 3 . 56 1 . 00 0 . 0100 0 . 013 3 . 05 0 . 71 5 .10 3 . 56 1 . 00 0 . 0100 0 . 013 3 . 25 0 .75 5 .14 3 .56 1 . 00 0 . 0100 0 . 013 3 .45 0 . 79 5 .17 3 .56 1 . 00 0 . 0100 0 .013 3 . 65 0 . 84 5 . 16 3 .56 Unable to compute this instance . Circular Channel Analysis & Design Solved with Manning' s Equation. Open Channel - Uniform flow Worksheet Name : CB Outlet Pipe [max] Comment : 12 " RCP Outlet Pipe to Detention Facility Solve For Full Flow Capacity Given Input Data : Diameter. . . . . . . . . . 1 . 00 ft Slope . . . . . . . . . . . . . 0 . 0100 ft/ft Manning' s n. . . . . . . 0 . 013 Discharge . . . . . . . . . 3 .56 cfs Computed Results : Full Flow Capacity. . . . . 3 . 56 cfs -�- Full Flow Depth. . . . . . . . 1 . 00 ft Velocity. . . . . . . . . . 4 . 54 fps Flow Area. . . . . . . . . 0 . 79 sf Critical Depth. . . . 0 . 81 ft Critical Slope . . . . 0 . 0103 ft/ft Percent Full . . . . . . 100 . 00 0 Full. Capacity. . . . . 3 .56 cfs QMAX @. 94D . . . . . . . . 3 . 83 cfs Froude Number. . . . . FULL Open Channel Flow Module, Version 3 . 16 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name : CB Outlet Pipe [max] Comment : 3-6 in. Outlet Pipes to Detention Facility Solve For Full Flow Capacity Given Input Data: Diameter. . . . . . . . . . 0 . 50 ft Slope . . . . . . . . . . . . . 0 . 0100 ft/ft Manning' s n. . . . . . . 0 . 013 Discharge. . . . . . . . . 0 . 56 cfs a.e� 3 ' (, 6 e fr .t,,j7 Computed Results : \\ Full Flow Capacity. .. . . 0 . 56 cfs Full Flow Depth. . . . . . . . 0 . 50 ft Velocity. . . . . . . . . . 2 . 86 fps Flow Area. . . . . . . . . 0 . 20 sf Critical Depth. . . . 0 . 38 ft Critical Slope . . . . 0 . 0116 ft/ft Percent Full . . . . . . 100 . 00 0 Full Capacity. . . . . 0 .56 cfs QMAX @. 94D. . . . . . 0 . 60 cfs Froude Number. . . . . FULL Open Channel Flow Module, Version 3 . 16 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708