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HomeMy WebLinkAboutPM 166524 ' Addendum to HYDROLOGY REPORT Dated March 3, 2006 FOR PARCEL MAP NO. 16652 Prepared for: Lebanoff Development Group 2595 West Post Road Suite "A" Las Vegas, NV 89119 W.O. 160 -05 -001 Prepared by: Development Inc. 3536 Concours Street, Suite 220 Ontario, CA 91764 (909) 581 -7212 Ph (909) 581 -7217 Fax November 22, 2006 Ar ?PROVED I. DISCUSSION This addendum provides the additional hydraulic calculations required due to a storm drain redesign resulting from crossing conflicts with an existing 10 -inch high pressure gas line and an existing 6 -inch gas line. The storm drain was revised from Station 86 +08.50 to Station 87 +32.53. After discussions with the City and upon their review, it was decided that joining to the existing arch 28 "x20" CSP to avoid the existing gas lines would be the best solution. r� 0 FILE: A- Q100- 16652ONLY- Deltal.WSW W S P G W - EDIT LISTING - Version 14.06 Date:11-21 -2006 Time: 9:33:55 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 6 4 1 3.500 CD 7 4 1 3.500 CD 8 4 1 2.000 CD 9 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - PM 16652 LINE A Q100 (USING WS CONTROL FROM DWG. NO. 3817) HEADING LINE NO 2 IS - FROM N'LY BNDRY OF TRACT 16678 TO JUNIPER /SLOVER HEADING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 7364.790 1060.040 6 1063.100 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 7700.000 1063.170 6 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 7705.500 1063.230 6 .013 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA 'STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 8008.000 1066.250 6 .013 .000 .000 .000 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 8013.500 1066.300 7 8 0 .013 22.900 .000 1067.250 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 8344.500 1069.630 7 .013 .000 .000 .000 0 ELEMENT NO 7 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 8350.000 1069.690 7 8 0 .013 10.000 .000 1070.880 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 8608.500 1072.270 7 .013 .000 .000 .000 0 ELEMENT NO 9 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 8614.000 1074.160 9 .013 .000 .000 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 8640.000 1078.500 9 .013 .000 .000 .000 0 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH W U/S DATA STATION INVERT SECT 8732.530 1079.160 9 ELEMENT NO 12 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 8732.530 1079.160 9 N RADIUS ANGLE ANG PT MAN H .013 .000 .000 .000 0 * W S ELEV 1079.160 FILE: A- Q100- 16652ONLY- Deltal.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1734 ' WATER SURFACE PROFILE LISTING Date:11-21 -2006 Time: 9:33:57 PM 16652 LINE A Q100 (USING WS CONTROL FROM DWG. NO. 3817) FROM N'LY BNDRY OF TRACT 16678 TO JUNIPER /SLOVER I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - I - L /Elem - I - ICh Slope I - I - - I - I - I - I I - I - - I - SF Avel - I - HF ISE - I - - I - DpthlFroude NINorm - I - Dp - I - I "N" - I - I X -Fall) ZR - I IType Ch 7364.790 I I 1060.040 3.155 I 1063.195 I I 108.50 11.88 - I - 2.19 - I - I I 1065.39 I .00 3.16 I 2.09 I 3.500 I I .000 .00 I 1 .0 - I - 78.271 - I - .0093 - I - - i - - I - .0103 - I - .81 - I - 3.16 - I - 1.00 - I - 3.50 - I - .013 - I - .00 .00 1- PIPE 7443.061 I I 1060.771 3.432 I 1064.203 I I 108.50 11.33 1.99 - I- I I 1066.20 I .00 3.16 I .97 I 3.500 I I .000 .00 I 1 .0 -I- 34.871 -I- .0093 -I- -I- -I- -I- .0108 -I- .38 -I- 3.43 -I- .63 -I- 3.50 -I- .013 - I- .00 .00 1- PIPE 7477.932 I I 1061.096 3.500 - I- I 1064.596 -I- I I 108.50 11.28 -I- 1.97 - I- I I 1066.57 -I- I .00 3.16 I .00 I 3.500 I I .000 .00 I 1 .0 -I- 222.068 -I .0093 -I- .0114 2.52 -I- 3.50 -I- .00 -I- 3.50 -I- .013 - I- .00 .00 1- PIPE 7700.000 I 1063.170 I 4.009 I 1067.179 I I 108.50 11.28 1.97 I I 1069.15 I .00 3.16 I .00 I 3.500 I I .000 .00 I 1 .0 - I- 5.500 -I .0109 - I - - I - - I - - I - -I .0116 - I- .06 - I - 4.01 -I .00 -I 2.99 -I .013 - I- .00 .00 1- PIPE 7705.500 I 1063.230 I 4.013 - I- I 1067.243 -I- I I 108.50 11.28 1.97 I I 1069.22 I .00 3.16 I .00 I 3.500 I I .000 .00 I 1 .0 -I- 302.500 -I- .0100 -I- -I- -I- .0116 -I- 3.52 -I- 4.01 -I- .00 -I- 3.50 -1- .013 -I- .00 .00 1- PIPE 8008.000 I 1066.250 I 4.511 I 1070.761 I I 108.50 11.28 1.97 I I 1072.74 I .00 3.16 I .00 I 3.500 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0091 -I- -I- -I- -I- -I- .0094 -I- .05 -I- 4.51 -I- .00 -I- -I- .013 - I- .00 .00 I- PIPE 8013.500 I 1066.300 I 5.623 I 1071.923 I I 85.60 8.90 1.23 I I 1073.15 I .00 2.88 I .00 I 3.500 I I .000 .00 I 1 .0 -I- 331.000 -I- .0101 - I - -I -I- -I- -I- .0072 -I- 2.40 - I - 5.62 -I- .00 -I- 2.47 -I- .013 - I- .00 .00 1- PIPE 8344.500 I 1069.630 I 4.689 - I- I 1074.319 -I- I I 85.60 8.90 -I- 1.23 I I 1075.55 I .00 2.88 I .00 I 3.500 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0109 -I- -I- .0064 -I- .04 -I- 4.69 -I- .00 -I- -I- .013 - I- .00 .00 I- PIPE 8350.000 I 1069.690 -I- I 5.133 -I- I 1074.823 -I- I I 75.60 -I- 7.86 -I- .96 -I- I I 1075.78 -I- I .00 2.72 -I- I .00 I 3.500 I I .000 .00 I 1 .0 -I- 127.525 .0100 .0056 .72 -I- 5.13 .00 -I- 2.27 -I- .013 - I- .00 .00 1- PIPE FILE: A- Q100- 166520NLY- Deltal.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1734 ' WATER SURFACE PROFILE LISTING Date:11-21 -2006 Time: 9:33:57 PM 16652 LINE A Q100 (USING WS CONTROL FROM DWG. NO. 3817) FROM N'LY BNDRY OF TRACT 16678 TO JUNIPER /SLOVER Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - I - L /Elem - I - ICh Slope - I - I - I - I - I - I I - I - - I - SF Avel - I - HF ISE - I - - I - DpthlFroude NINorm - I - Dp - I - I "N" - I - I X -Fall) ZR - I IType Ch 8477.525 I 1070.963 I 4.580 I 1075.542 I I 75.60 7.86 I .96 I 107 6. 50 I .00 2.72 I .00 I 3.500 I I .000 .00 I 1 .0 HYDRAULIC JUMP 8477.525 I 1070.963 I 1.552 I 1072.514 I I 75.60 18.36 I 5.23 I 1077.75 I .00 2.72 I 3.48 1 3.500 I I .000 .00 I 1 .0 - I - 5.243 - I - .0100 - I - - I - - I - - I - - I - .0348 - I - .18 - I - 1.55 - I - 2.97 - I - 2.27 - I - .013 - I - .00 .00 1- PIPE 8482.769 I 1071.015 I 1.540 I 1072.555 I I 75.60 18.55 I 5.34 I 1077.90 I .00 2.72 I 3.47 I 3.500 I I .000 .00 I 1 .0 - I - 17.291 -I .0100 -I - I - - I - -I -I- .0377 - I - .65 - I - 1.54 -I 3.02 - I - 2.27 - I - .013 - I- .00 .00 1- PIPE 8500.060 I 1071.188 I 1.485 I 1072.673 I I 75.60 19.45 I 5.88 I 1078.55 I .00 2.72 I 3.46 I 3.500 I I .000 .00 I 1 .0 - I - 16.239 - I - .0100 - I - - I - - I - - I - - I - _.0429 - I - .70 - I - 1.48 - I - 3.23 - I - 2.27 - I - .013 - I - .00 .00 1- PIPE 8516.299 I 1071.350 I 1.433 I 1072.782 I I 75.60 20.40 I 6.46 I 1079.25 I .00 2.72 I 3.44 I 3.500 I I .000 .00 I 1 .0 -I- 15.313 -I- .0100 -I- -I- -I- -I- -I- .0489 -I- .75 -I- 1.43 -I- 3.46 -I- 2.27 -I- .013 - I- .00 .00 1- PIPE 8531.612 I 1071.503 I 1.382 I 1072.885 I I 75.60 21.40 I 7.11 I 1079.99 I .00 2.72 I 3.42 I 3.500 I f .000 .00 I 1 .0 -I- 14.485 -I .0100 -I -I- -I- -I- - I- .0557 - I- .81 -I- 1.38 -I- 3.71 -I- 2.27 -I- .013 -I- .00 .00 1- PIPE 8546.098 I 1071.647 I 1.334 I 1072.981 I I 75.60 22.44 I 7.82 I 1080.80 I .00 2.72 I 3.40 I 3.500 I I .000 .00 I 1 .0 - I - 13.738 - I - .0100 - I - - I - - I - - I - - I - .0635 - I - .87 - I - 1.33 - I - 3.97 - I - 2.27 - I - .013 - I - .00 .00 1- PIPE 8559.836 I 1071.784 I 1.288 I 1073.072 I I 75.60 -I- 23.54 I 8.60 - I - I 1081.67 - I- I .00 2.72 I 3.38 I 3.500 I I .000 .00 I 1 .0 -I- 13.058 -I- .0100 -I- -I- -I- .0725 .95 -I- 1.29 -I- 4.25 -I- 2.27 -I- .013 -I- .00 .00 1- PIPE 8572.894 I 1071.915 I 1.243 I 1073.158 I I 75.60 24.69 I 9.46 b 1082.62 I .00 2.72 I 3.35 I 3.500 I I .000 .00 I 1 .0 12.434 .0100 .0827 1.03 1.24 4.55 2.27 .013 .00 .00 PIPE FILE: A- Q100- 16652ONLY- Deltal.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date:11-21 -2006 Time: 9:33:57 PM 16652 LINE A Q100 (USING WS CONTROL FROM DWG. NO. 3817) FROM N'LY BNDRY OF TRACT 16678 TO JUNIPER /SLOVER I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTlor I.D.1 ZL IPrs /Pip - I - L /Elem ICh - I - Slope I - I - I - I - - I - I I - I - - I - SF Ave[ - I - HF ISE - I - - I - DpthlFroude NINorm Dp - I - - I - I "N" - I - I X -Fa111 ZR - I IType Ch I 8585.327 I 1072.039 I 1.201 1073.239 I I 75.60 25.89 I 10.41 I 1083.65 I .00 2.72 I 3.32 I 3.500 I I .000 .00 I 1 .0 -I- 11.855 -I- .0100 -I- -I- -I- -I- -I- .0943 -I- 1.12 -I 1.20 -I- 4.87 2.27 -I- - I- .013 - I- .00 .00 1 PIPE 8597.183 I I 1072.157 I 1.160 1073.317 I I 75.60 27.15 I 11.45 I 1084.77 I .00 2.72 I 3.29 I 3.500 I I .000 .00 I 1 .0 -I- 11.317 -I- .0100 -I- -I -I- -I -I- .1077 -I 1.22 -I- 1.16 -I- 5.21 2.27 -I- - I - .013 -I- .00 .00 1- PIPE 8608.500 I 1072.270 I I 1.120 1073.390 I I 75.60 28.48 I 12.59 I 1085.98 I .00 2.72 I 3.27 I 3.500 I I .000 .00 I 1 .0 TRANS STR .3436 .1101 .61 1.12 5.57 .013 .00 .00 PIPE 8614.000 I 1074.160 I 1.698 I 1075.858 I I 75.60 26.60 I 10.98 I 1086.84 I .00 2.00 I 1.43 I 2.000 I I .000 .00 I 1 .0 -I- 1.451 -I .1669 - I - - I - - I - - I - - I - .1050 - I - .15 - I - 1.70 - I - 3.33 1.38 - I - - I - .013 - I - .00 .00 1- PIPE 8615.451 I 1074.402 I 1.707 I 1076.109 I I 75.60 26.48 I 10.88 I 1086.99 I .00 2.00 I 1.42 I 2.000 I I .000 .00 I 1 .0 -I- 13.410 -I- .1669 -I- -I- -I- -I- -I- .1012 -I- 1.36 -I- 1.71 -I- 3.28 1.38 -I- -I- .013 -I- .00 .00 1- PIPE 8628.861 I 1076.641 I 1.1314 I 1078.455 I I 75.60 25.24 I 9.90 I 1088.35 I .00 2.00 I 1.16 I 2.000 I I .000 .00 I 1 .0 -I- 11.139 -I- .1669 -I- -I- -I- -I- -I- .1027 -I- 1.14 -I- 1.81 -I- 2.77 1.38 -I- -I- .013 -I- .00 .00 1- PIPE 8640.000 I 1078.500 I 1.996 I 1080.496 I I 75.60 24.07 I 8.99 I 1089.49 I .00 2.00 I .18 I 2.000 I I .000 .00 I 1 .0 -I- .013 -I- .0071 -I- - I - -I- -I- -I- .1060 -I- .00 -I- 2.00 -I- 1.00 2.00 -I- -I .013 - I- .00 .00 1- PIPE 8640.013 I 1078.500 I 2.000 I 1080.500 -I- I I 75.60 -I- 24.06 I 8.99 I 1089.49 I .00 2.00 I .00 I 2.000 I I .000 .00 I 1 .0 -I- 92.518 -I- .0071 -I- -I -I- .1083 -I 10.02 -I- 2.00 -I- .00 2.00 - I - -I- .013 - I- .00 .00 1- PIPE 8732.530 -I- I 1079.160 -I- I 11.672 -I- I 1090.832 -I- I I 75.60 -I- 24.06 -I- I 8.99 -I- I 1099.82 -I- I .00 -I- 2.00 -I- I .00 I 2.000 -I- - I - I I .000 - I- .00 I 1 I- .0 1080— 1070— 1060— HGL790 --_/ n � x a a EX. & FINISH SURFACE n Q EK. 26"X20' OVER PIPE CL ARCIi C9P� rn ° 0 8 C r IN PIACE O 1i 1/2- O II 00 + — — — .. — _ --r —rr 14) C4 w l .. - , i-0.0 6 1 10b N . N 1070.88 INV I K I W W V F- g PROP. 8" SEWER N no 0 0 0 0 V e o g 8 mll� mll�b DUA AT" - ' RT DIAL 11M BE ORE DAYS B�EF� YOU BIG YOU DIG TOLL RREE 1- 800 - 227 -2600 A PLYLIC SERVICE 61'l � SERVICE ALERT r'7 W U 5 M n AO a O NI m W TABLE 2 Al 258.50' INSTALL 362500 LF 42" RCP _Z J N O ` EX. 28"X20" ARCH. CSP _ 1350 D —LOAD i EX. WATER LINE TO BE RELOCATED BY F0 O+oo- 75 .Eef9 —' Q+so= 75.6cfs V-- 24.1fps DUA AT" - ' RT DIAL 11M BE ORE DAYS B�EF� YOU BIG YOU DIG TOLL RREE 1- 800 - 227 -2600 A PLYLIC SERVICE 61'l � SERVICE ALERT r'7 W U 5 M n AO a O NI m W TABLE 2 88.E EX. 6" WATER _Z J N O i =1 � Ln i EX. WATER LINE TO BE RELOCATED BY F0 R/W = () v m K U WATER CO. TO PROVIDE 1' MIN. CLEARANCE N PROP CURB & GUTTER . PROP. SWALE F- — ,,-IX. N V V- 5.3fps PM 16652 . W 1+00 N00'00'02 "E Q W PARCEL 2 N v) IX. 6' WATER + ° z o g0 ' SD LINE PER HHEERE BE BY�FONNTTANNAA INSTALL 44.50 LF 42' RCP -YsrTti9fps 1350 D -LQAD 11 m.- 19.8fps /28.5fps INSTALL 26 LF 24' RCP (1 Q+ao- 85.6cfs LINE �� A cis V—= 8.9fps V-- 75.6fps Vm.- 26.6fpe 83 +00 84 +00 85 +00 86 +00 87 +00 •EX. 1 mg.�OF CO GAS 1 —1070 n _ c4 o n ,8 w 52' 1 40' � W II 3 N I LU II Wo II ` In —1060 I I�PROTECT IN PLACE ' `EX. SO UNE A" PROTECT IN PLACE STA. 36 +40.93 JUNIPER AVE. STA. 10 +00.00 SLOVER AVE. I I I l W «i WF� FINISH SURFACE z OVER PIPE CL agn c �V _ ui � n 5� 1 080— a <= FINISH SURFACE 1 080 "mil S I \010. W •� OVER PIPE CL Z� TABLE I 88.E iv 5 r'J N1 O O O i =1 � Ln V pp pp 00 II ODD d NB NZ O O 0 c it "� EX. R/W EP + C14 — ,,-IX. 00 F- V- 5.3fps a 7 JUNIPER AVE . W 1+00 N00'00'02 "E Q W N v) IX. 6' WATER LINE "A -2' 2 g0 ' SD LINE PER HHEERE BE BY�FONNTTANNAA MI N. W W — INSTALL 44.50 LF 42' RCP -YsrTti9fps 1350 D -LQAD 11 m.- 19.8fps /28.5fps INSTALL 26 LF 24' RCP (1 Q+ao- 85.6cfs LINE �� A cis V—= 8.9fps V-- 75.6fps Vm.- 26.6fpe 83 +00 84 +00 85 +00 86 +00 87 +00 •EX. 1 mg.�OF CO GAS 1 —1070 n _ c4 o n ,8 w 52' 1 40' � W II 3 N I LU II Wo II ` In —1060 I I�PROTECT IN PLACE ' `EX. SO UNE A" PROTECT IN PLACE STA. 36 +40.93 JUNIPER AVE. STA. 10 +00.00 SLOVER AVE. I I I l W «i WF� FINISH SURFACE z OVER PIPE CL agn c �V _ ui � n 5� 1 080— a <= FINISH SURFACE 1 080 "mil S I \010. W •� OVER PIPE CL Z� TABLE CURVE 88.E RADIUS LENGTH TANGENT Cl 24'59'19 V pp pp 00 II ODD 1 19.63 1 9.97 HGL 100 12zl& WS 5= 0.0422 INSTALL 17.68 LF 24" R 1350 D —LOAD 1070— V- 5.3fps —1070- "A -2" 1+00 2 +00 1' MIN. 0 4 IX. 6' WATER g0 ' SD LINE PER HHEERE BE BY�FONNTTANNAA MI N. ONSITE IMPS. WATER COMPANY 1060— I+ + I —1060— INSTALL 29.15 LF 24" RAP 1350 D -LOAD Q+oo= 26.9cfs V-- 8.6fps LAT. "A -1 " 1 +00 2 +00 CURVE TABLE CURVE DELTA RADIUS LENGTH TANGENT Cl 24'59'19 45.00 1 19.63 1 9.97 V-- 4.lfps INSTALL 17.68 LF 24" R CONSTRUCTION NOTES ME INLET GRATE ASSEMBLY PER ONSITE IMPS. —1070 O2 INSTALL 24" RCP, D -LOAD PER PROFILE ® INSTALL 42" RCP, D -LOAD PER PROFILE SO CONSTRUCT MANHOLE PER AP.W.A. STD. PLAN 320 -1, SEE DETAIL ON SHEET 4. 6O CONSTRUCT CONC. COLLAR PER APWA STD. PLAN 380 -2, SEE DETAIL ON SHEET 4 0 TRENCHING PER CITY OF FONTANA STD. DWG. NO. 131 O REMOVE EXISTING RECTANGULAR CHANNEL 9O REMOVE EXISTING 28" X 20' CSPA 10 JOIN PROP. RCP TO EXISTING CATCH BASIN 21 i GRAPHIC SCALE b 0 b b lb I ( IN MT) 1 I inch — 40 tL I N N + INSTALL 12.50 LF 24 1 a c1 + + 1350 D -LOOD + Q,00= 12.Bcls V-- 4.lfps INSTALL 17.68 LF 24" R 1350 D —LOAD O+oo= 16.5ofs V- 5.3fps LAT. "A -2" 1+00 2 +00 O2 INSTALL 24" RCP, D -LOAD PER PROFILE ® INSTALL 42" RCP, D -LOAD PER PROFILE SO CONSTRUCT MANHOLE PER AP.W.A. STD. PLAN 320 -1, SEE DETAIL ON SHEET 4. 6O CONSTRUCT CONC. COLLAR PER APWA STD. PLAN 380 -2, SEE DETAIL ON SHEET 4 0 TRENCHING PER CITY OF FONTANA STD. DWG. NO. 131 O REMOVE EXISTING RECTANGULAR CHANNEL 9O REMOVE EXISTING 28" X 20' CSPA 10 JOIN PROP. RCP TO EXISTING CATCH BASIN 21 i GRAPHIC SCALE b 0 b b lb I ( IN MT) 1 I inch — 40 tL I HYDROLOGY REPORT FOR PARCEL MAP NO. 16652 gn 14 Prepared for: Lebanoff Development Group 2595 West Post Road Suite "A" Las Vegas, NV 89119 W.O. 160 -05 -001 Prepared by: 3536 Concours Street, Suite 220 Ontario, CA 91764 Phone: (951) 476 -9555 Fax: (951) 476 -9001 March 3, 2006 AJa% - 0 4k M s T e�/u CONTENTS SECTION TITLE I. DISCUSSION i. VICINITY MAP HYDROLOGY i. PROPOSED 25 YEAR ANALYSIS ii. PROPOSED 100 YEAR ANALYSIS III. HYDRAULICS i. STORM DRAIN LINE "A ", LATERAL "A -1 ", LATERAL "A -2" ii. Q100 & Q25 LINE A (ASSUMES ENTIRE INTERCEPTION OF TRIBUTARY RUNOFF) iii. Q100 (ASSUMES PARTIAL INTERCEPTION OF RUNOFF LIMITED TO EXISTING CB'S AND IMMEDIATELY PROPOSED CB'S ) iv. HYDRAULIC SUMMARY EXHIBIT v. CATCH BASIN ANALYSIS vi. BIO -SWALE CAPACITY vii. STREET CAPACITY CALCULATION IV. REFERENCES & MAPS f APPENDIX A - HYDROLOGY MAP FOR PARCEL MAP NO. 16652: EXISTING & PROPOSED CONDITION APPENDIX B - HYDROLOGY MAP FOR MASTER DRAINAGE PLAN PREPARED BY HALL & FOREMAN INC. WITH THE CORRESPONDING HYROLOGY CALCULATIONS FROM THE APPROVED REPORT APPENDIX C - PROPOSED STORM DRAIN PLANS FOR LINE "A" LATERAL "A -1 ", LATERAL "A -2" APPENDIX D - SOIL MAP & ISOHYETALS FOR 10 YEAR -1 HOUR AND 100 YEAR -1 HOUR APPENDIX E - ADS PRODUCTS: 24" DRAIN BASIN, INLET CAPACITY, AND BASIN FRAME & GRATE APPENDIX F - JUNIPER AVE STORM DRAIN PLANS PREPARED BY CROUSE & BEERS WITH THE CORRESPONDING HYDRAULIC CALCULATIONS FROM THE APPROVED REPORT. I. DISCUSSION Im Purpose The purpose of this drainage study is to determine the drainage facility requirements and mitigation requirements Parcel Map 16652. The project site is bounded by Slover Avenue on the north, Juniper Avenue on the west, existing residential tract on the south and vacant land on the east. The project site is located in the City of Fontana, County of San Bernardino, California. Tributary Areas and Flow Pattern The subject site will consist of five commercial /light industrial buildings with an approximate gross area of 5 acres. Proposed drainage is overland and by street flow in generally a southwesterly direction. On -site tributary area consists of approximately 4.9 undeveloped acres. Off -site tributary areas are on the easterly side of the subject site with approximately 3.3 acres. (See Appendix A - Hydrology Map). Note that flows at Slover Avenue and Juniper Avenue will be intercepted as part of this proposed development. The existing drainage pattern has been kept on this design. Off -Site Drainage According to the Master Plan Drainage Study prepared by Hall & Foreman, Inc. Volume No. 1 for South Fontana Master Drainage Plan (See Appendix B — Master Plan Hydrology Map), the ultimate developed flow from a 100 -year storm generated at the northwest corner of Slover and Juniper is 75.6 cfs (as shown for Node 1 on Hydrology Map). The combined street and proposed storm drain line, DZ -5, will convey the entire 75.6 cfs. Juniper Storm Drain A 42 -inch storm drain line will be constructed with Parcel Map (PM) 16652 from the northerly tract boundary of Tract 16678 to the northwest corner of Juniper and Slover Avenues to collect the offsite flow north of Slover Avenue and the onsite flow from PM 16652. On -site Drainage A concrete gutter is proposed throughout the site to convey all on -site flow to a Bio -swale located south of the property. On -site area generates a total flow of 15.3 cfs for a 100 storm event and the area east to subject property generates a total of 11.6 cfs for a total of 26.9 cfs. The total 26.9 cfs will be captured by two proposed 24" drain basins shown at Node 16 & 18 (See Appendix E for Inlet Capacity). Hydraulics Calculations /Models Model 1 The first hydraulic model was prepared using the water surface control from the approved Juniper Avenue storm drain plans prepared by Crouse /Beers, as is industry standard. The hydraulic grade line generated from the said control is shown on the proposed storm drain plans prepared with this Parcel Map 16652. Model's 2 & 3 The Santa Ave - Juniper storm drain system was modeled from Cypress Avenue and Santa Ana Avenue to Slover Avenue and Juniper Avenue. In these models it was assumed that the entire tributary runoff (as calculated by the Hall & Foreman Master drainage report) was intercepted. Model 2 used a 25 -year storm event. Given that there was no available downstream control and that the pipe will not be under pressure during a 25 -year storm, the partially filled pipe elevation was used as the water surface control. The hydraulic grade line from this model was not used on the storm drain plans since it would not be a true representation of the water surface elevation on the street. Model 3 used a 100 -year storm event. A water surface control elevation of 1045 from the approved Crouse /Beers plan was used. The hydraulic grade line from this model was not used on the storm drain plans since it would not be a true representation on the water surface elevation on the street. Model 4 A fourth model was prepared to prove that the combined pipe /street capacity will accommodate a 100 -year storm event. In this model it is assumed that no additional catch basins will be constructed or increased after the entire tributary area is developed. This was done provide the worst case scenario of potential flooding on Juniper Avenue. The existing and immediately proposed catch basins by Tract 16678 and Parcel Map 16652 were analyzed to determine the actual interception of flow. It was found that 107.9 cfs will be �... intercepted, therefore leaving 87 cfs in Juniper Avenue. Using the street flow capacity table, it was determined that 87 cfs (43.5 cfs per half street flowing at 0.8 %) would reach a water depth of 0.74 feet, therefore below the right of way. The hydraulic grade line from this model was not used on the storm drain plans since it would not be a true representation of the water surface elevation on the street. Conclusion The Juniper storm drain pipe as designed by others was found to be deficient in both an ultimate 25 year and a 100 year storm condition resulting from a bottleneck created by the designed 42 inch RCP at Juniper and Santa Ana Avenue. However, the combined pipe and street capacity will accommodate the flow produced by a 100 -year storm event. The 100 - year flow will be contained under the right of way elevation. The hydraulic grade line from this model was not used on the storm drain plans since it would not be a true representation of the water surface elevation on the street. Methodology and Computer Programs used All storm events were modeled using the rational method as defined by Flood Control for San Bernardino County. Civil Design software program was used to size catch basins and WSPG hydraulic software was used to validate pipe sizes. San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study ------------------------------------------------------------------------ HYDROLOGY REPORT FOR PARCEL MAP 16652 25 YEAR FLOOD EVENT PREPARED BY TGA DEVELOPMENT 6 ENGINEERING INC. JN 160 -05 -001 ------------------------------------------------------------------ - - - - -- Program License Serial Number 4043 ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.380(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.109 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++.....++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 1.000 * * ** USER DEFINED FLOW INFORMATION AT A POINT * * ** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group.B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In /Hr) Rainfall intensity = 1.920(In /Hr) for a 25.0 year storm User specified values are as follows: TC = 24.03 min. Rain intensity = 1.92(In /Hr) Total area this stream = 40.00(Ac.) Total Study Area (Main Stream No. 1) = 40.00(Ac.) Total runoff = 56.10(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1077.200(Ft.) Downstream point /station elevation = 1070.900(Ft.) Pipe length = 387.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow- = 56.100(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 56.100(CFS) OOOK Normal flow depth in pipe = 22.97(In.) Flow top width inside pipe = 30.36(In.) Critical Depth = 29.21(In.) Pipe flow velocity = 12.71(Ft /s) Travel time through pipe = 0.51 min. Time of concentration (TC) = 24.54 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 2.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside. Main Stream is listed: In Main Stream number: 1 Stream flow area = 40.000(Ac.) Runoff from this stream = 56.100(CFS) Time of concentration = 24.54 min. Rainfall intensity = 1.896(In /Hr) Area averaged loss rate (Fm) = 0.3422(In /Hr) Area averaged Pervious ratio (Ap) = 0.3500 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 4.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: �- Initial area flow distance = 770.000(Ft.) Top (of.initial area) elevation = 1087.000(Ft.) Bottom (of initial area) elevation = 1078.300(Ft.) Difference in elevation = 8.700(Ft.) Slope = 0.01130 s( %)= 1.13 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 10.638 min. Rainfall intensity = 3.131(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.872 Subarea runoff = 10.238(CFS) Total initial stream area = 3.750(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.000 to Point /Station 6.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1072.300(Ft.) Downstream point /station elevation = 1071.600(Ft.) Pipe length = 17.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.238(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 10.238(CFS) Normal flow depth in pipe = 9.97(In.) Flow top width inside pipe = 14.16(In.) Critical depth could not be calculated. Pipe flow velocity = 11.81(Ft /s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 10.66 min. 11 r +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.000 to Point /Station 6.000 CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.750(Ac.) Runoff from this stream = 10.238(CFS) Time of concentration = 10.66 min. Rainfall intensity = 3.127(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 14 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 7.000 to Point /Station 8.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 983.000(Ft.) Top (of initial area) elevation = 1088.300(Ft.) Bottom (of initial area) elevation = 1081.500(Ft.) Difference in elevation = 6.800(Ft.) Slope = 0.00692 s(%)= 0.69 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration =t 12.939 min. Rainfall intensity = 2.784(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.868 Subarea runoff = 2.877(CFS) Total initial stream area = 1.190(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 8.000 to Point /Station 6.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1081.500(Ft.) End of street segment elevation = 1077.600(Ft.) Length of street segment = 298.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.500(Ft Slope from gutter to grade break (v /hz) = 0.024 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.680(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.321(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.563(Ft.) Flow velocity = 2.60(Ft /s) 3.118(CFS) 2.602(Ft /s) Travel time = 1.91 min. TC = 14.85 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 2.564(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.866 Subarea runoff = 0.407(CFS) for 0.290(Ac.) Total runoff = 3.284(CFS) Effective area this stream = 1.48(Ac.) Total Study Area (Main Stream No. 2) = 45.23(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 3.284(CFS) Half street flow at end of street = 3.284(CFS) Depth of flow = 0.326(Ft.), Average velocity = 2.634(Ft/s) Flow width (from curb towards crown)= 10.790(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.000 to Point /Station 6.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.480(Ac.) Runoff from this stream = 3.284(CFS) ,,. Time of concentration = 14.85 min. Rainfall intensity = 2.564(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 10.24 3.750 10.66 0.098 3.127 2 3.28 1.480 14.85 0.098 2.564 Qmax(1) = 1.000 * 1.000 * 10.238) + 1.229 * 0.718 * 3.284) + = 13.136 Qmax(2) = 0.814 * 1.000 * 10.238) + 1.000 * 1 1.000 * 3.284) + = 11.618 Total of 2 streams to confluence: Flow rates before confluence point: 10.238 3.284 Maximum flow rates at confluence using above data: 13.136 11.618 Area of streams before confluence: 3.750 1.480 Effective area values after confluence: 4.813 5.230 Results of confluence: Total flow rate = 13.136(CFS) Time of concentration = 10.662 min. Effective stream area after confluence = 4.813(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 5.23(Ac.) Nftw +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.000 to Point /Station 2.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1071.600(Ft.) Downstream point /station elevation = 1070.900(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.136(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 13.136(CFS) Normal flow depth in pipe = 10_76(In.) Flow top width inside pipe = 17.65(In.) Critical Depth = 16.27(In.) Pipe flow velocity = 11.91(Ft /s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 10.69 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 2.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.813(Ac.) Runoff from this stream = 13.136(CFS) Time of concentration = 10.69 min. Rainfall intensity = 3.122(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 56.10 40.000 24.54 0.342 1.896 2 13.14 4.813 10.69 0.098 3.122 Qmax(1) = 1.000 * 1.000 * 56.100) + 0.595 * 1.000 * 13.136) + = 63.912 Qmax(2) = 1.789 * 0.436 * 56.100) + 1.000 * 1.000 * 13.136) + = 56.851 Total of 2 main streams to confluence: Flow rates before confluence point: 57.100 14.136 Maximum flow rates at confluence using above data: 63.912 56.851 Area of streams before confluence: 40.000 4.813 Effective area values after confluence: 44.813 22.239 40w. Results of confluence: Total flow rate = 63.912(CFS) NOW Time of concentration = 24.538 min. Effective stream area after confluence = 44.813(Ac.) Study area average Pervious fraction(Ap) = 0.323 Study area average soil loss rate(Fm) = 0.316(In /Hr) Study area total = 44.81(Ac.) +++++++++++++++++++++++++++++++++++++++ + + ± + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 9.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1070.900(Ft.) Downstream point /station elevation = 1066.300(Ft.) Pipe length = 336.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 63.912(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 63.912(CFS) Normal flow depth in pipe = 24.80(In.) Flow top width inside pipe = 33.33(In.) Critical Depth = 30.80(In.) Pipe flow velocity = 12.32(Ft /s) Travel time through pipe = 0.45 min. Time of concentration (TC) = 24.99 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 9.000 to Point /Station 9.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 44.813(Ac.) Runoff from this stream = 63.912(CFS) Time of concentration = 24.99 min. Rainfall intensity = 1.876(In /Hr) Area averaged loss rate (Fm) = 0.3160(In /Hr) Area averaged Pervious ratio (Ap) = 0.3232 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 10.000 to Point /Station 11.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 - SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 667.000(Ft.) Top (of initial area) elevation = 1087.600(Ft.) Bottom (of initial area) elevation = 1081.200(Ft.) Difference in elevation = 6.400(Ft.) Slope = 0.00960 s( %)= 0.96 TC = k(0.304) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 10.378 min. Rainfall intensity = 3.178(In /Hr) for a 25.0 Effective runoff coefficient used for area (Q =KCIA) Subarea runoff = 9.232(CFS) Total initial stream area = 3.330(Ac.) Pervious area fraction = O.lbO Initial area Fm value = 0.098(In /Hr) 0.098(In /Hr) year storm is C = 0.872 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 11.000 to Point /Station 12.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1081.200(Ft.) Downstream point elevation = 1078.700(Ft.) Channel length thru subarea = 146.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.500 Slope or 'Z' of right channel bank = 2.500 Estimated mean flow rate at midpoint of channel = 9.274(CFS) Manning's 'N' = 0.020 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 9.274(CFS) Depth of flow = 0.844(Ft.), Average velocity = 5.206(Ft /s) Channel flow top width = 4.220(Ft.) Flow Velocity = 5.21(Ft /s) Travel time = 0.47 min. Time of concentration = 10.85 min. Critical depth = 0.969(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) The area added to the existing stream causes a a lower flow rate of Q = 9.065(CFS) therefore the upstream flow rate of Q = 9.232(CFS) is being used Rainfall intensity = 3.095(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.872 Subarea runoff = 0.000(CFS) for 0.030(Ac.) Total runoff = 9.232(CFS) Effective area this stream = 3.36(Ac.) Total Study Area (Main Stream No. 2) = 48.59(Ac.) Area averaged Fm value = 0.098(In /Hr) Depth of flow = 0.843(Ft.), Average velocity = 5.201(Ft /s) Critical depth = 0.969(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 12.000 to Point /Station 12.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.360(Ac.) Runoff from this stream = 9.232(CFS) Time of concentration = 10.85 min. Rainfall intensity = 3.095(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++.++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 13.000 to Point /Station 12.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 331.000(Ft.) Top (of initial area) elevation = 1083.900(Ft.) Bottom (of initial area) elevation = 1078.700(Ft.) Difference in elevation = 5.200(Ft.) Slope = 0.01571 s( %)= 1.57 TC = k(0.304) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 7.105 min. Rainfall intensity = 3.989(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.878 Subarea runoff = 3.047(CFS) Total initial stream area = 0.870(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 12.000 to Point /Station 12.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.870(Ac.) Runoff from this stream = 3.047(CFS) Time of concentration = 7.11 min. Rainfall intensity = 3.989(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 9.23 3.360 10.85 0.098 3.095 2 3.05 0.870 7.11 0.098 3.989 Qmax(1) = 1.000 * 1.000 * 9.232) + 0.770 * 1.000 * 3.047) + = 11.579 Qmax(2) _ 1.298 * 0.655 * 9.232) + 1.000 * 1.000 * 3.047) + = 10.899 Total of 2 streams to confluence: Flow rates before confluence point: 9.232 3.047 Maximum flow rates at confluence using above data: 11.579 10.899 Area of streams before confluence: 3.360 0.870 Effective area values after confluence: 4.230 3.071 Results of confluence: Total flow rate = 11.579(CFS) Time of concentration = 10.845 min. Effective stream area after confluence = 4.230(Ac.) Study area average Pervious fraction(Ap) = 0.100 ,0 Study area average soil loss rate(Fm) = 0.098(In /Hr) 1%00- Study area total (this main stream) = 4.23(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 12.000 to Point /Station 14.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1078.700(Ft.) Downstream point elevation = 1075.900(Ft..) Channel length thru subarea = 283.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.500 Slope or 'Z' of right channel bank = 2.500 Estimated mean flow rate at midpoint of channel = 11.627(CFS) Manning's 'N' = 0.020 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 11.627(CFS) Depth of flow = 1.018(Ft.), Average velocity = 4.485(Ft/s) Channel flow top width = 5.092(Ft.) Flow Velocity = 4.48(Ft /s) Travel time = 1.05 min. Time of concentration = 11.90 min. Critical depth = 1.063(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) The area added to the existing stream causes a a lower flow rate of Q = 10.953(CFS) therefore the upstream flow rate of Q = 11.579(CFS) is being used Rainfall intensity = 2.928(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = .0.870 Subarea runoff = 0.000(CFS) for 0.070(Ac.) Total runoff = 11.579(CFS) Effective area this stream = 4.30(Ac.) Total Study Area (Main Stream No. 2). = 49.53(Ac.) Area averaged Fm value = 0.098(In /Hr) Depth of flow = 1.017(Ft.), Average velocity = 4.480(Ft /s) Critical depth = 1.063(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 14.000 to Point /Station 14.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.300(Ac.) Runoff from this stream = 11.579(CFS) Time of concentration = 11.90 min. Rainfall intensity = 2.928(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 15.000 to Point /Station 14.000 * * ** INITIAL AREA EVALUATION * * ** Affft- . COMMERCIAL subarea type Decimal fraction soil group A = 1.000 *OP., Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 292.000(Ft.) Top (of initial area) elevation = 1081.900(Ft.) Bottom (of initial area) elevation = 1075.900(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.02055 s( %)= 2.05 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.404 min. Rainfall intensity = 4.246(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.879 Subarea runoff = 2.277(CFS) Total initial stream area = 0.610(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) N IN +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 14.000 to Point/Station 14.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.610(Ac.) Runoff from this stream = 2.277(CFS) Time of concentration = 6.40 min. Rainfall intensity = 4.246(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 11.58 2 2.28 Qmax (1) _ 1.000 * 0.682 * Qmax(2) _ 1.466 * 1.000 * 4.300 0.610 TC Fm (min) (In /Hr) 11.90 0.098 6.40 0.098 Rainfall Intensity (In /Hr) 2.928 4.246 13.133 11.413 1.000 * 11.579) + 1.000 * 2.277) + _ 0.538 * 11.579) + 1.000 * 2.277) + _ Total of 2 streams to confluence: Flow rates before confluence point: 11.579 2.277 Maximum flow rates at confluence using above data: - 13.133 11.413 Area of streams before confluence: 4.300 0.610 Effective area values after confluence: 4.910 2.925 Results of confluence: Total flow rate = 13.133(CFS) Time of concentration = 11.897 min. Effective stream area after confluence = 4.910(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 4.91(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 14.000 to Point /Station 16.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1075.900(Ft.) Downstream point elevation = 1074.700(Ft.) Channel length thru subarea = 117.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.500 Slope or 'Z' of right channel bank = 2.500 Estimated mean flow rate at midpoint of channel = 13.173(CFS) Manning's 'N' = 0.020 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 13.173(CFS) Depth of flow = 1.060(Ft.), Average velocity = 4.690(Ft /s) Channel flow top width = .5.300(Ft.) Flow Velocity = 4.69(Ft /s) Travel time = 0.42 min. Time of concentration = 12.31 min. Critical depth = 1.117(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) The area added to the existing stream causes a a lower flow rate of Q = 12.318(CFS) therefore the upstream flow rate of Q = 13.133(CFS) is being used Rainfall intensity = 2.868(In /Hr) for a 25.0 year storm "^ Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.869 Subarea runoff = 0.000(CFS) for 0.030(Ac.) Total runoff = 13.133(CFS) Effective area this stream = 4.94(Ac.) Total Study Area (Main Stream No. 2) = 50.17(Ac.) Area averaged Fm value = 0.098(In /Hr) Depth of flow = 1.059(Ft.), Average velocity = 4.686(Ft/s) Critical depth = 1.109(Ft.) . +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 16.000 to Point /Station 16.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.940(Ac.) Runoff from this stream = 13.133(CFS) Time of concentration = 12.31 min. Rainfall intensity = 2.868(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 17.000 to Point /Station 16.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type s^. Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 " O "" Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 496.000(Ft.) Top (of initial area) elevation = 1081.500(Ft.) Bottom (of initial area) elevation = 1074.700(Ft.) Difference in elevation = 6.800(Ft.) Slope = 0.01371 s( %)= 1.37 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.583 min. Rainfall intensity = 3.562(In /Hr) for a 25.0 Effective runoff coefficient used for area (Q =KCIA) Subarea runoff = 3.492(CFS) Total initial stream area = 1.120(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) 0.098(In /Hr) year storm is C = 0.875 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 16.000 to Point /Station 16.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.120(Ac.) Runoff from this stream = 3.492(CFS) Time of concentration = 8.58 min. Rainfall intensity = 3.562(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 6.060 4.564 Results of confluence: 1 13.13 4.940 12.31 0.098 2.868 2 3.49 1.120 8.58 0.098 3.562 Qmax(1) _ 0.098(In /Hr) Study area total (this main stream) = 6.06(Ac.) 1.000 * 1.000 * 13.133) + Process from Point /Station 16.000 to 0.800 * 1.000 * 3.492) + = 15.926 Qmax(2) 1.250 * 1.000 * Total of 2 streams Flow rates before 13.133 Maximum flow rates 0.697 * 13.133) + 1.000 * 3.492) + = 14.938 to confluence: confluence point: 3.492 at confluence using above data: 15.926 14.938 Area of streams before confluence: 4.940 1.120 Effective area values after confluence: 6.060 4.564 Results of confluence: Total flow rate = 15.926(CFS) Time of concentration = 12.313 min. Effective stream area after confluence = 6.060(Ac.) Study area average Pervious fraction•(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 6.06(Ac.) ` +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 16.000 to Point /Station 18.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1072.500(Ft.) Downstream point /station elevation = 1069.000(Ft.) Pipe length = 54.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = I 15.926(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 15.926(CFS) Normal flow depth in pipe = 11.88(In.) Flow top width inside pipe = 12.17(In.) Critical depth could not be calculated. Pipe flow velocity = 15.27(Ft /s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 12.37 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 18.000 to Point /Station 18.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 6.060(Ac.) Runoff from this stream = 15.926(CFS) Time of concentration = 12.37 min. Rainfall intensity = 2.860(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 19.000 to Point /Station 18.000 INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 911.000(Ft.) Top (of initial area) elevation = 1084.500(Ft.) Bottom (of initial area) elevation = 1075.200(Ft.) Difference in elevation = 9.300(Ft.) Slope = 0.01021 s( %)= 1.02 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.611 min. Rainfall intensity = 2.971(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.870 Subarea runoff = 5.715(CFS) Total initial stream area = 2.210(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 18.000 to Point /Station 18.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Am- Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.210(Ac.) 1 %WW Runoff from this stream = 5.715(CFS) Time of concentration = 11.61 min. Rainfall intensity = 2.971(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 15.93 6.060 12.37 0.098 2.860 2 5.72 2.210 11.61 0.098 2.971 Qmax(1) _ 1.000 * 1.000 * 15.926) + 0.961 * 1.000 * 5.715) + = 21.420 Qmax(2) _ 1.040 * 0.939 * 15.926) + 1.000 * 1.000 * 5.715) + = 21.262 Total of 2 streams to confluence: Flow rates before confluence point: 15.926 5.715 Maximum flow rates at confluence using above data: 21.420 21.262 Area of streams before confluence: 6.060 2.210 Effective area values after confluence: 8.270 7.898 Results of confluence: Total flow rate = 21.420(CFS) Time of concentration = - 12.372 min. Effective stream area after confluence = 8.270(Ac.) �- Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 8.27(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 18.000 to Point /Station 9.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1069.000(Ft.) Downstream point /station elevation = 1066.300(Ft.) Pipe length = 55.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.420(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 21.420(CFS) Normal flow depth in pipe = 13.66(In.) Flow top width inside pipe = 15.39(In.) Critical depth could not be calculated. Pipe flow velocity = 14.87(Ft /s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 12.43 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 9.000 to Point /Station 9.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 8.270 (Ac. ) Runoff from this stream = 21.420(CFS) ' Time of concentration = 12.43 min. Rainfall intensity = 2.852(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 63.91 44.813 24.99 0.316 1.876 2 21.42 8.270 12.43 0.098 2.852 Qmax(1) = 1.000 * 1.000 * 63.912) + 0.646 * 1.000 * 21.420) + = 77.742 Qmax(2) = 1.626 * 0.498 * 63.912) + 1.000 * 1.000 * 21.420) + = 73.111 Total of 2 main streams to confluence: Flow rates before confluence point: 64.912 22.420 Maximum flow rates at confluence using above data: 77.742 73.111 Area of streams before confluence: 44.813 8.270 Effective area values after confluence: 53.083 30.565 Results of confluence: Total flow rate = 77.742(CFS) Time of concentration = 24.992 min. Effective stream area after confluence = 53.083(Ac.) Study area average Pervious fraction(Ap) = 0.288 Study area average soil loss rate(Fm) = 0.282(In /Hr) Study area total = 53.08(Ac.) End of computations, Total Study Area = 53.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.287 Area averaged SCS curve number = 32.0 N San Bernardino County Rational Hydrology Program- (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/18/05 HYDROLOGY REPORT FOR PARCEL MAP 16652 100 YEAR EVENT - EXISTING CONDITION PREPARED BY TGA DEVELOPMENT & ENGINEERING INC. PROJECT No. 160 -05 -001 DATE: 04 -15 -2005 Program License Serial Number 4043 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.380 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 603.000(Ft.) Top (of initial area) elevation = 1087.600(Ft.) Bottom (of initial area) elevation = 1081.300(Ft.) Difference in elevation = 6.300(Ft.) Slope = 0.01045 s( %)= 1.04 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.799 min. Rainfall intensity = 4.093(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.878 Subarea runoff = 17.296(CFS) Total initial stream area = 4.810(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++±+++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 3.000 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Time of concentration = 9.80 min. Rainfall intensity = 4.093(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.878 _ Subarea runoff = 18.303(CFS) for 5.090(Ac.) Total runoff = 35.598(CFS) Effective area this stream = 9.90(Ac.) Total Study Area (Main Stream No. 1) = 9.90(Ac.) Area averaged Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.000 to Point /Station 3.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.900(Ac.) Runoff from this stream = 35.598(CFS) Time of concentration = 9.80 min. - Rainfall intensity = 4.093(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.000 to Point /Station 5.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 994.000(Ft.) Top (of initial area) elevation = 1088.300(Ft.) Bottom (of initial area) elevation = 1081.500(Ft.) Difference in elevation = 6.800(Ft.) Slope = 0.00684 s( %)= 0.68 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 13.026 min. Rainfall intensity = 3.451(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.874 Subarea runoff = 3.742(CFS) Total initial stream area = 1.240(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 3.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1081.500(Ft.) End of street segment elevation = 1074.200(Ft.) Length of street segment = 597.000(Ft.) " Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.680(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.999( Depth of flow = 0.406(Ft.), Average velocity = 3.083(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.791(Ft.) Flow velocity = 3.08(Ft /s) Travel time = 3.23 min. TC = 16.25 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.021(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.871 Subarea runoff = 6.41.5(CFS) for 2.620(Ac.) Total runoff = 10.157(CFS) Effective area this stream = 3.86(Ac.) Total Study Area (Main Stream No. 1) = 13.76(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 10.157(CFS) Half street flow at end of street = 10.157(CFS) Depth of flow = 0.452(Ft.), Average velocity = 3.378(Ft/s) Flow width (from curb towards crown)= 17.101(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.000 to Point /Station 3.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.860(Ac.) Runoff from this stream = 10.157(CFS) Time of concentration = 16.25 min. Rainfall intensity = 3.021(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 35.60 9.900 9.80 0.098 4.093 2 10.16 3.860 16.25 0.098 3.021 Qmax(1) = 1.000 * 1.000 * 35.598) + 1.367 * 0.603 * 10.157) + = 43.967 Qmax(2) = 0.732 * 1.000 * 35.598) + 1.000 * 1.000 * 10.157) + = 36.206 ,Total of 2 streams to confluence: Flow rates before confluence point: 35.598 10.157 Maximum flow rates at confluence using above data: 43.967 36.206 Area of streams before confluence: 9.900 3.860 Effective area values after confluence: 12.227 13.760 Results of confluence: Total flow rate = 43.967(CFS) Time of concentration = . 9.799 min. Effective stream area after confluence = 12.227(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 13.76(Ac.) End of computations, Total Study Area = 13.76 (Ac. The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 32.0 14 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 06/29/05 HYDROLOGY REPORT FOR PARCEL MAP 16652 100 YEAR FLOOD EVENT PREPARED BY TGA DEVELOPMENT & ENGINEERING INC. JN 160 -05 -001 Program License Serial Number 4043 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.380(In.) Computed rainfall intensity: Storm year = 100.00 Ihour rainfall = 1.380 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture (AMC) = 2 +++++++++++++++++++++++++`:- 1-+++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 1.000 * * ** USER DEFINED FLOW INFORMATION AT A POINT * * ** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 -` Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In /Hr) Rainfall intensity = - .2.429(In /Hr) for a 100.0 year storm User specified values areas follows: TC = 23.39 min. Rain intensity = 2.43(In /Hr) Total area this stream = 40.00(Ac.) Total Study Area (Main Stream No. 1) = 40.00(Ac.) Total runoff = 75.60(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1077.200(Ft.) Downstream point /station elevation = 1070.900(Ft.) Pipe length = 387.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 75.600(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 75.600(CFS) Normal flow depth in pipe = 26.41(In.) r Flow top width inside pipe = 31.82(In.) ,. Critical Depth = 32.71(In.) Pipe flow velocity = 13.60(Ft /s) Travel time through pipe = 0.47 min. Time of concentration (TC) = 23.86 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 2.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 40.000(Ac.) Runoff from this stream = 75.600(CFS) Time of concentration = 23.86 min. Rainfall intensity = 2.400(In /Hr) Area averaged loss rate (Fm) = 0.3422(In /Hr) Area averaged Pervious ratio (Ap) = 0.3500 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 4.000 * * ** INITIAL AREA EVALUATION * * ** ,n COMMERCIAL subarea type Decimal fraction soil'group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 770.000(Ft.) Top (of initial area) elevation = 1087.000(Ft.) Bottom (of initial area) elevation = 1078.300(Ft.) Difference in elevation = 8.700(Ft.) Slope = 0.01130 s(%)= 1.13 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 10.638 min. Rainfall intensity = 3.896(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.877 Subarea runoff = 12.820(CFS) Total initial stream area = 3.750(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.000 to Point /Station 6.000 * * ** * * ** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point /station elevation = 1072.300(Ft.) -Downstream point /station elevation = 1071.600(Ft.) Pipe length = 17.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.820(CFS) * Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 12.820(CFS) Normal flow depth in pipe = 12.00(In.) Flow top width inside pipe = 12.00(In.) �*- Critical depth could not be calculated. Pipe flow velocity = 12.17(Ft /s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 10.66 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.000 to Point /Station 6.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.750(Ac.) Runoff from this stream = 12.820(CFS) Time of concentration = 10.66 min. Rainfall intensity = 3.891(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 7.000 to Point /Station 8.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = .0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) ` Initial subarea data: Initial area flow distance = 983.000(Ft.) Top (of initial area) elevation = 1088.300(Ft.) Bottom (of initial area) elevation = 1081.500(Ft.) Difference in elevation = 6.800(Ft.) Slope = 0.00692 s(�)= 0.69 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 12.939 min. Rainfall intensity = 3.464(In /Hr) for a 100.0 year storm Effective runoff coeffdient used for area (Q =KCIA) is C = 0.875 :,- Subarea runoff = 3;606(CFS) Total initial stream area = 1.190(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) - +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 8.000 to Point /Station 6.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1081.500(Ft.) End of street segment elevation = 1077.600(Ft.) Length of street segment = 298.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown). = 22.000(Ft.) Distance from crown to crossfall grade break = 20.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.680(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.915(CFS) Depth of flow = 0.342(Ft.), Average velocity = 2.748(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.586(Ft.) Flow velocity = 2.75(Ft /s) Travel time = 1.81 min. TC = 14.75 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.203(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.873 Subarea runoff = 0.530(CFS) for 0.290(Ac.) Total runoff = 4.136(CFS) Effective area this stream = 1.48(Ac.) Total Study Area (Main Stream No. 2) = 45.23(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 4.136(CFS) Half street flow at end of street = 4.136(CFS) Depth of flow = 0.347(Ft.), Average velocity = 2.784(Ft/s) Flow width (from curb towards crown)= 11.845(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.000 to Point /Station 6.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.480(Ac.) Runoff from this stream = 4.136(CFS) Time of concentration = 14.75 min. Rainfall intensity = 3.203(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 12.82 3.750 10.66 0.098 3.891 2 4.14 1.480 14.75 0.098 3.203 Qmax(1) _ 1.000 * 1.000 * 12.820) + 1.222 * 0.723 * 4.136) + = 16.473 Qmax (2 ) _ 0.819 * 1.000 * 12.820) + 1.000 * 1.000 * 4.136) + = 14.630 Total of 2 streams to confluence: Flow rates before confluence point: Alm- 12.820 4.136 Maximum flow rates at confluence using above data: 16.473 14.630 Area of streams before confluence: 3.750 1.480 Effective area values after confluence: 4.820 5.230 Results of confluence: Total flow rate = 16.473(CFS) Time of concentration = 10.661 min. Effective stream area after confluence = 4.820(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 5.23(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.000 to Point /Station 2.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1071.600(Ft.) Downstream point /station elevation = 1070.900(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.473(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 16.473(CFS) Normal flow depth in pipe = 12.61(In.) Flow top width inside pipe = 16.49(In.) low Critical depth could not be calculated. Pipe flow velocity = 12.45(Ft /s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 10.69 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 2.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.820(Ac.) Runoff from this stream = 16.473(CFS) Time of concentration = 10.69 min. Rainfall intensity = 3.885(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (AP) = 0.1000:-_ Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 75.60 40.000 23.86 0.342 2.400 2 16.47 4.820 10.69 0.098 3.885 Qmax(1) _ 1.000 * 1.000 * 75.600) + 0.608 * 1.000 * 16.473) + = 85.611 ,ems Qmax (2 ) _ 1.722 * 0.448 * 75.600) + 1.000 * 1.000 * 16.473) + = 74.786 Total of 2 main streams to confluence: Flow rates before confluence point: 76.600 17.473 Maximum flow rates at confluence using above data: 85.611 74.786 Area of streams before confluence: 40.000 4.820 Effective area values after confluence: 44.820 22.735 Results of confluence: Total flow rate = 85.611(CFS) Time of concentration = 23.864 min. Effective stream area after confluence = 44.820(Ac.) Study area average Pervious fraction(Ap) = 0.323 Study area average soil loss rate(Fm) = 0.316(In /Hr) Study area total = 44.82(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 9.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1070.900(Ft.) Downstream point /station elevation = 1066.300(Ft.) Pipe length = =,336.00(Ft.) Manning's N = 0.013 No. of pipes = 1_,Required pipe flow = 85.611(CFS) Nearest computed pipe diameter = 39.00(In.) Calcuiated individual pipe flow = 85.611(CFS) Normal flow depth in pipe = 28.55(In.) Flow top width inside pipe = 34.55(In.) Critical Depth = 34.58(In.) Pipe flow velocity = 13.15(Ft /s) Travel time through pipe = 0.43 min. Time of concentration (TC) = 24.29 min. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point /Station 9.000 to Point /Station 9.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 44.820(Ac.) Runoff from this stream = 85.611(CFS) Time of concentration = 24.29 min. Rainfall intensity = 2.374(In /Hr) Area averaged loss rate (Fm) = 0.3159(In /Hr) Area averaged Pervious ratio (Ap) = 0.3231 Program is now starting with Main Stream No. 2 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point /Station 10..000 to Point /Station 11.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 667.000(Ft.) Top (of initial area) elevation = 1087.600(Ft.) Bottom (of initial area) elevation = 1081.200(Ft.) Difference in elevation = 6.400(Ft.) Slope = 0.00960 s(%)= 0.96 TC = k(0.304) *[(length ^ 3) /(elevation change)] ^0.2 Initial area time of concentration = 10.378 min. Rainfall intensity = 3.955(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.878 Subarea runoff = 11.559(CFS) Total initial stream area = 3.330(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) ++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ++ ++ + +++ + + + ++ +++ ++ ++ T ++ ++ ++ Process from Point /Station 11.000 to Point /Station 12.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point- elevation = 1081.200(Ft.) Downstream point elevation = 1078.700(Ft.) Channel length ;thru subarea = 146.000(Ft.) Channel basei'dth = 0.000 (Ft. ) Slope or 'Z'' "of left channel bank = 2.500 Slope or 'Z'of right channel bank = 2.500 Estimated mean flow rate at midpoint of channel = 11.585(CFS) Manning's 'N'_;" = 0.020 Maximum depth'of channel = 2.000(Ft.) Flow(q) thru subarea = 11.585(CFS) Depth of flow = 0.918(Ft.), Average velocity = 5.504(Ft /s) Channel flow top width = 4.588(Ft.) Flow Velocity -= 5.50(Ft /s) Travel time 0.44 min. Time of concentration = 10.82 min. Critical depth = 1.063(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) The area added to the existing stream causes a a lower flow rate of Q = 11.367(CFS) therefore the upstream flow rate of Q = 11.559(CFS) is being used Rainfall intensity = 3.857(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.877 Subarea runoff = 0.000(CFS) for 0.030(Ac.) Total runoff = 11.559(CFS) - Effective area this stream = 3.36(Ac.) Total Study Area (Main Stream No. 2) = 48.59(Ac.) Area averaged Fm value = 0.098(In /Hr) Depth of flow = 0.917(Ft.), Average velocity = 5.501(Ft /s) Critical depth = 1.063(Ft.) .Ale.. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 12.000 to Point /Station 12.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.360(Ac.) Runoff from this stream = 11.559(CFS) Time of concentration = 10.82 min. Rainfall intensity = 3.857(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 13.000 to Point /Station 12.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 331.000(Ft.) Top (of initial area) elevation = 1083.900(Ft.) �•. Bottom (of initial area) elevation = 1078.700(Ft.) Difference in elevation = 5.200(Ft.) Slope = 0.01571 s(o)= 1.57 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.105 min. Rainfall intensity = 4.964(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.882 Subarea runoff = 3.810(CFS) Total initial stream area = 0.870(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 12.000 to Point /Station 12.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.870(Ac.) Runoff from this stream = 3.810(CFS) Time of concentration = 7.11 min. Rainfall intensity = 4.964(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) TC Fm Rainfall Intensity (min) (In /Hr) (In /Hr) 1 11.56 3.360 2 3.81 0.870 Qmax (1) _ 10.82 0.098 3.857 7.11 0.098 4.964 cm cm 1.000 * 1.000 * 11.559) + 0.772 * 1.000 * 3.810) + = 14.502 Qmax (2 ) 0.657 * 11.559) + 1.000 * 3.810) + = 13.636 to confluence: confluence point: 3.810 at confluence using above data: axi 14.502 13.636 Area of streams before confluence: 3.360 0.870 Effective area values after confluence: 4.230 3.076 Results of confluence: Total flow rate = 14.502(CFS) Time of concentration = 10.820 min. Effective stream area after confluence = 4.230(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 4.23(Ac.) 1.295 * 1.000 * Total of 2 streams Flow rates before 11.559 M 'mum flow rates +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 12.000 to Point /Station 14.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1078.700(Ft.) Downstream point elevation = 1075.900(Ft.) Channel length thru subarea = 283.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.500 Slope or 'Z' of right channel bank = 2.500 Estimated mean flow rate at midpoint of channel = 14.532(CFS) Manning's 'N' = 0.020 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 14.532(CFS) Depth of flow = 1.107(Ft.), Average velocity = 4.742(Ft/s) Channel flow top width = 5.536(Ft.) Flow Velocity.= 4.74(Ft /s) Travel time = 0.99 min. Time of concentration = 11.81 min. Critical depth = 1.156(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098 (In /Hr) The area added to the existing stream causes a a lower flow rate of Q = 13.780(CFS) therefore the upstream flow rate of .Q = 14.502(CFS) is being used Rainfall intensity = 3.659(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.876 Subarea runoff = 0.000(CFS) for 0.070(Ac.) Total runoff = 14.502(CFS) Effective area this stream = 4.30(Ac.) �?0011 Total Study Area (Main Stream No. 2) = 49.53(Ac.) 1 k1 W . Area averaged Fm value = 0.098(In /Hr) Depth of flow = 1.106(Ft.), Average velocity = 4.740(Ft /s) Critical depth = 1.156(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 14.000 to Point /Station 14.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.300(Ac.) Runoff from this stream = 14.502(CFS) Time of concentration = 11.81 min. Rainfall intensity = 3.659(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 15.000 to Point /Station 14.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) ,,. Initial subarea data: Initial area flow distance = 292.000(Ft.) Top (of initial area) elevation = 1081.900(Ft.) Bottom (of•.initial area) elevation = 1075.900(Ft.) Difference:-in elevation = 6.000(Ft.) Slope = x,0.02055 s( %)= 2.05 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.404 min. Rainfall intensity = 5.283(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.883 Subarea runoff = 2.847(CFS) Total initial stream area = 0.610(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 14.000 to Point /Station 14.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.610(Ac.) Runoff from this stream = 2.847(CFS) Time of concentration = 6.40 min. Rainfall intensity = 5.283(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 14.50 4.300 11.81 0.098 3.659 2 2.85 0.610 6.40 0.098 5.283 Qmax(1) _ 1.000 * 1.000 * 14.502) + 0.687 * 1.000 * 2.847) + = 16.457 Qmax(2) _ 1.456 * 0.542 * 14.502) + 1.000 * 1.000 * 2.847) + = 14.294 Total of 2 streams to confluence: Flow rates before confluence point: 14.502 2.847 Maximum flow rates at confluence using above data: 16.457 14.294 Area of streams before confluence: 4.300 0.610 Effective area values after confluence: 4.910 2.941 Results of confluence: Total flow rate = 16.457(CFS) Time of concentration = 11.815 min. Effective stream area after confluence = 4.910(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study ar6a (this main stream) = 4.91(Ac.) ++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + ± + + + + + + + + + + ++ Process from Point /Station 14.000 to Point /Station :` 16.000 * * ** IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 1075.900(Ft.) Downstream point elevation = 1074.700(Ft.) Channel length thru subarea = 117.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.500 Slope or 'Z' of right channel bank = 2.500 Estimated mean flow rate at midpoint of channel = 16.482(CFS) Manning's 'N' = 0.020 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 16.482(CFS) Depth of flow = 1.153(Ft.), Average velocity = 4.960 {Ft /s) Channel flow top width = 5.764(Ft.) Flow Velocity = 4.96(Ft /s) Travel time = 0.39 min. Time of concentration = 12.21 min. Critical depth = 1.219(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.00.0 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) .ate- The area added to the existing stream causes a a lower flow rate of Q = 15.515(CFS) therefore the upstream flow rate of Q = 16.457(CFS) is being used Rainfall intensity = 3.587(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified �rrw rational method)(Q =KCIA) is C = 0.875 Subarea runoff = 0.000(CFS) for 0.030(Ac.) Total runoff = 16.457(CFS) Effective area this stream = 4.94(Ac.) Total Study Area (Main Stream No. 2) = 50.17(Ac.) Area averaged Fm value = 0.098(In /Hr) Depth of flow = 1.152(Ft.), Average velocity = 4.958(Ft/s) Critical depth = 1.219(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 16.000 to Point /Station 16.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.940(Ac.) Runoff from this stream = 16.457(CFS) Time of concentration = 12.21 min. Rainfall intensity = 3.587(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process .from Point /Station 17.000 to Point /Station 16.000 * * ** INITIAL AREA EVALUATION * * ** rwv:- ,, COMMERCIAL subarea type Decimal;.fraction soil group A = 1.000 Decimal Iraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data:. Initial area flow distance = 496.000(Ft.) Top (of initial area) elevation = 1081.500(Ft.) Bottom (of initial area) elevation = 1074.700(Ft.) Difference in elevation = 6.800(Ft.) Slope = 0.01371 s( %)= 1.37 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.583 min. Rainfall intensity = 4.432(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.880 Subarea runoff = 4.369(CFS) Total initial stream area = 1.120(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 16.000 to Point /Station 16.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream nu Stream flow area = 1.120(Ac.) Runoff from this stream = 4.369(CFS) Time of concentration = 8.58 min. Rainfall intensity = 4.432(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 16.46 4.940 12.21 0.098 3.587 2 4.37 1.120 8.58 0.098 4.432 Qmax(1) _ 1.000 * 1.000 * 16.457) + 0.805 * 1.000 * 4.369) + = 19.975 Qmax(2) _ 1.242 * 0.703 * 16.457) + 1.000 * 1.000 * 4.369) + = 18.739 Total of 2 streams to confluence: Flow rates before confluence point: 16.457 4.369 Maximum flow rates at confluence using above data: 19.975 18.739 Area of streams before confluence: 4.940 1.120 Effective area values after confluence: 6.060 4.593 Results of confluence: Total flow rate = 19.975(CFS) Time of concentration = 12.208 min. Effective stream area after confluence = 6.060(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 6.06(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 16.000 to Point /Station 18.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1072.500(Ft.) Downstream point /station elevation = 1069.000(Ft.) Pipe length = 54.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.975(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 19.975(CFS) Normal flow depth in pipe = 11.60(In.) Flow top width inside pipe = 17.23(In.) Critical depth could not be calculated. Pipe flow velocity = 16.60(Ft /s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 12.26 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 18.000 to Point /Station 18.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 6.060(Ac.) Runoff from this stream = 19.975(CFS) 1 4 0W Time of concentration = 12.26 min. Rainfall intensity = 3.578(In /Hr) "" Area averaged loss rate (Fm) = 0.0978(In /Hr) o Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 19.000 to Point /Station 18.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 911.000(Ft.) Top (of initial area) elevation = 1084.500(Ft.) Bottom (of initial area) elevation = 1075.200(Ft.) Difference in elevation = 9.300(Ft.) Slope = 0.01021 s(%)= 1.02 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.611 min. Rainfall intensity = 3.697(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.876 Subarea runoff = 7.159(CFS) Total initial stream area = 2.210(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 18.000 to Point /Station 18.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.210(Ac.) Runoff from this stream = 7.159(CFS) Time of concentration = 11.61 min. Rainfall intensity = 3.697(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 19.97 6.060 12.26 0.098 3.578 2 7.16 2.210 11.61 0.098 3.697 Qmax(1) = 1.000 * 1.000 * 19.975) + 0.967 * 1.000 * 7.159) + = 26.897 Qmax(2) = 1.034 * 0.947 * 19.975) + 1.000 * 1.000 * 7.159) + = 26.720 Total of 2 streams to confluence: Flow rates before confluence point: 19.975 7.159 Maximum flow rates at confluence using above data: 26.897 26.720 Area of streams before confluence: 6.060 2.210 Effective area values after confluence: 8.270 7.948 Results of confluence: Total flow rate = 26.897(CFS) Time of concentration = 12.262 min. Effective stream area after confluence = 8.270(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 8.27(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 18.000 to Point /Station 9.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1069.000(Ft.) Downstream point /station elevation = 1066.300(Ft.) Pipe length = 55.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.897(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 26.897(CFS) Normal flow depth in pipe = 13.83(In.) Flow top width inside pipe = 19.92(In.) Critical depth could not be calculated. Pipe flow velocity = 16.02(Ft /s) Travel time through pipe = 0.06 min.T': Time of concentration (TC) = 12.32 min. ................................................. �k+ .................. Process from Point /Station 9.000 to Point= �'S 9.000 * * ** CONFLUENCE OF MAIN STREAMS * * * *} The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 8.270(Ac.) Runoff from this stream = 26.897(CFS) Time of concentration = 12.32 min. Rainfall intensity = 3.568(In/Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 85.61 44.820 24.29 0.316 2.374 2 26.90 8.270 12.32 0.098 3.568 Qmax(1) _ 1.000 * 1.000 * 85.611) + 0.656 * 1.000 * 26.897) + = 103.255 Qmax(2) _ 1.580 * 0.507 * 85.611) + 1.000 * 1.000 * 26.897) + = 95.501 Total of 2 main streams to confluence: Flow rates before confluence point: 'OW&� 86.611 27.897 , %no , Maximum flow rates at confluence using above data: 103.255 95.501 Area of streams before confluence: 44.820 8.270 Effective area values after confluence: 53.090 31.003 Results of confluence: Total flow rate = 103.255(CFS) Time of concentration = 24.290 min. Effective stream area after confluence = 53.090(Ac.) Study area average Pervious fraction(Ap) = 0.288 Study area average soil loss rate(Fm) = 0.282(In /Hr) Study area total = 53.09(Ac.) End of computations, Total Study Area = 53.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.287 Area averaged SCS curve number = 32.0 �rrr►' FILE: A- Q100- 166520NLY.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 3- 4 -2006 Time: 2:55: 9 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 6 4 1 3.500 CD 7 4 1 3.500 CD 8 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - PM 16652 LINE A Q100 (USING WS CONTROL FROM DWG. NO. 3817) HEADING LINE NO 2 IS - FROM N'LY BNDRY OF TRACT 16678 TO JUNIPER /SLOVER HEADING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 7364.790 1060.040 6 1063.100 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 7700.000 1063.170 6 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 7705.500 1063.230 6 .013 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 8008.000 1066.250 6 .013 .000 .000 .000 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 8013.500 1066.300 7 8 0 .013 22.900 .000 1067.250 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 8344.500 1069.630 7 .013 ,.000 .000 .000 0 ELEMENT NO 7 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 8350.000 1069.690 7 8 0 .013 10.000 .000 1070.880 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 8670.000 1072.890 7 .013 .000 .000 .000 0 ELEMENT NO 9 IS A REACH U/6 DATA STATION INVERT, SECT N RADIUS ANGLE ANG PT MAN H Hydraulics 1 8732.530 1077.160 7 .013 ELEMENT NO 10 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 8732.530 1077.160 7 W S P G W WATER SURFACE PROFILE — ELEMENT CARD LISTING * W S ELEV 1077.160 AM 0 000 .000 0 PAGE NO 3 Hydraulics 2 - `I FILE: A- Q100- 16652ONLY.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 2:55:21 PM 16652 LINE A Q100 (USING WS CONTROL FROM DWG. NO. 3817) FROM N'LY BNDRY OF TRACT 16678 TO JUNIPER /SLOVER I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wt! INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - I - I - - I - - I - - I - - I- -I- -I- - I - -I - I - - I- - I - - I L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -FallI ZR Type Ch ********* 1********* 1******** 1********* 1********* 1******* 1******* 1********* 1******* 1******** 1 * * * * * * * *1 * * * * * * *1 * * * * * * *1 * * * ** I * * * * * ** I I I I I I I I I I I I I 7364.790 1060.040 3.155 1063.195 108.50 11.88 2.19 1065.39 .00 3.16 2.09 3.500 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 78.271 .0093 .0103 .81 3.16 1.00 3.50 .013 .00 .00 PIPE I .I I I I I I I I I I I∎ I 7443.061 1060.771 3.432 1064.203 108.50 11.33 1.99 1066.20 .00 3.16 .97 3.500 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 34.871 .0093 .0108 .38 3.43 .63 3.50 .013 .00 .00 PIPE I I I I I I I I I I I I I 7477.932 1061.096 3.500 1064.596 108.50 11.28 1.97 1066.57 .00 3.16 .00 3.500 .000 .00 1 .0 - I - I - - I - - I - - I - - I - - 1 - -I- - I - - I - -I- - I - - I- 1 222.068 .0093 .0114 2.52 3.50 .00 3.50 .013 .00 .00 PIPE 1 I . I I I I I I I I I I I I 7700.000 1063.170 4.009 1067.179 108.50 11.28 1.97 1069.15 .00 3.16 .00 3.500 .000 .00 1 .0 - I - I - -I- -I- - I - - I - - I - - I- -I- - I - -I- -I- - I - I 5.500 .0109 .0116 .06 4.01 .00 2.99 .013 .00 .00 PIPE I I I I I I I I I I I I I 7705.500 1063.230 4.013 1067.243 108.50 11.28 1.97 1069.22 .00 3.16 .00 3.500 .000 .00 1 .0 - I -I- - I - -I- - I - - I - - I - - I- -I- -I- - I - -I- - I - 1- 302.500 .0100 .0116 3.52 4.01 .00 3.50 .013 .00 .00 PIPE I I I I I I I I I I I I I 8008.000 1066.250 4.511 1070.761 108.50 11.28 1.97 1072.74 .00 3.16 .00 3.500 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I- JUNCT STR .0091 .0094 .05 4.51 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 8013.500 1066.300 5.623 1071.923 85.60 8.90 1.23 1073.15 .00 2.88 .00 3.500 .000 .00 1 .0 -I -I- - I- -I -I- -I- -I- -I- - I - - I - - I- -I- - I - 1- 331.000 .0101 .0072 2.40 5.62 .00 2.47 .013 .00 .00 PIPE I I I I I I I I I I I I I 8344.500 1069.630 4.689 1074.319 85.60 8.90 1.23 1075.55 .00 2.88 .00 3.500 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I- JUNCT STR .0109 .0064 .04 4.69 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 8350.000 1069.690 5.133 1074.823 75.60 7.86 .96 1075.78 .00 2.72 .00 3.500 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I- 248.627 .0100 .0056 1.40 5.13 .00 2.26 .013 .00 .00 PIPE i I Hydraulics 3 Hydraulics 4 FILE: A- Q100- 16652ONLY.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 2:55:21 PM 16652 LINE A Q100 (USING WS CONTROL FROM DWG. NO. 3817). FROM N'LY BNDRY OF TRACT 16678 TO JUNIPER /SLOVER I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wt1 INo Wth Station -I- I Elev I -I- (FT) - I- I Elev I -I- (CFS) I -I- (FPS) -I- Head I -I- Grd.El.1 Elev - I- I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel -1- HF ISE DpthlFroude -I- -I- NINorm Dp -I- I "N" I -I- X -Fall) ZR -I IType Ch 8598.627 I I 1072.176 4.051 I 1076.227 I I 75.60 7.86 I .96 I 1077.19 .00 I 2.72 I .00 I I 3.500 I .000 .00 I 1 .0 HYDRAULIC JUMP 8598.627 1072.176 1.741 1073.917 75.60 15.82 3.89 1077.80 .00 2.72 3.50 3.500 .000 .00 1 .0 - i - 11.625 - i - .0100 - I - - I - - I - - I - - I - .0236 - 1 - .27 - I - 1.74 2.39 - I - - I - 2.26 - I - .013 - I - .00 .00 1- PIPE 8610.252 I I 1072.292 1.714 I I 1074.006 I 75.60 16.14 I 4.04 I 1078.05 .00 I 2.72 I 3.50 I I 3..500 I .000 .00 I 1 .0 - I - 21.518 - I - .0100 - I - - I - - I - - I - - I - .0259 - I - .56 - I - 1.71 2.46 - I - - I - 2.26 - I - .013 - I - .00 .00 1- PIPE 8631.770 I I 1072.508 1.652 I 1074.159 I I 75.60 16.93 I 4.45 I 1078.61 .00 I 2.72 I 3.49 I I 3.500 i .000 .00 I 1 .0 - I - 19.821 - I - .0100 - I - - I - - I - - I - - I - .0294 - t - .58 - I - 1.65 2.64 - I - - I - 2.26 - I - .013 - i - .00 .00 1- PIPE 8651.591 I I 1072.706 1.592 I I 1074.298 I 75.60 17.75 I 4.89 I 1079.19 .00 I 2.72 I 3.49 I I 3.500 I .000 .00 I 1 .0 - I - 18.409 - I - .0100 - I - - I - - I - - I - - I - .0335 - I - .62 - I - 1.59 2.83 - I - - I - 2.26 - I - .013 - I - .00 .00 1- PIPE 8670.000 I I 1072.890 1.535 I I 1074.425 I 75.60 18.62 I 5.38 I 1079.81 .00 I 2.72 I 3.47 I I 3.500 I .000 .00 I 1 .0 3.934 .0683 .0350 .14 1.54 3.04 1.28 .013 .00 .00 PIPE 8673.934 I I 1073.159 1.551 I I 1074.710 I 75.60 18.36 I 5.24 I 1079.95 .00 I 2.72 I 3.48 I I 3.500 I .000 .00 I 1 .0 11.610 .0683 .0323 .37 1.55 2.97 1.28 .013 .00 .00 PIPE 8685.544 I I 1073.951 1.609 I I 1075.560 I 75.60 17.51 I 4.76 I 1080.32 .00 I 2.72 I 3.49 I I 3.500 I .000 .00 I 1 .0 - I - 9.326 - I - .0683 - I - - I - - I - - I - - I - .0284 - I - .26 - i - 1.61 2.77 - I - - I - 1.28 - I - .013 - I - .00 .00 1- PIPE 8694.870 I I 1074.588 1.669 I I 1076.258 I 75.60 16.69 I 4.33 I 1080.59 .00 I 2.72 I 3.50 I I 3.500 I .000 .00 I 1 .0 - I - 7.623 - I - .0683 - I - -I - I - - I - - I - .0250 - I - .19 - i - 1.67 2.58 - I - - I - 1.28 - I - .013 - I - .00 .00 1 PIPE Hydraulics 4 Hydraulics 5 FILE: A- Q100- 16652ONLY.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 2:55:21 PM 16652 LINE A Q100 (USING WS CONTROL FROM DWG. NO. 3817) FROM N'LY BNDRY OF TRACT 16678 TO JUNIPER /SLOVER I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip -I- L /Elem -I- ICh Slope I -I- -I- I I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm Dp -I- -I- I " N " 1 -I- X -Fall) ZR -I IType Ch 8702.493 I I 1075.109 1.733 I I 1076.841 I 75.60 15.92 I 3.93 I 1080.78 .00 I 2.72 I 3.50 I I 3.500 I .000 .00 I 1 .0 - I - 6.291 - I - .0683 - I - - I - - I - - I - - I - .0220 - I - .14 - I- 1.73 - I - 2.41 1.28 - I - - I - .013 - I - .00 .00 1- PIPE 8708.784 I I 1075.538 1.799 I I 1077.337 I 75.60 15.18 I 3.58 I 1080.91 .00 I 2.72 I 3.50 I f 3.500 I .000 .00 I 1 .0 - I - 5.225 - I - .0683 - I- - I - - I - - I - - I - .0194 - i - .10 - I - 1.80 - I - 2.24 1.28 - I - - I - .013 - I - .00 .00 1- PIPE 8714.009 I I 1075.895 1.868 I I 1077.763 I 75.60 14.47 I 3.25 I 1081.01 .00 I 2.72 I 3.49 I I 3.500 I .000 .00 I 1 .0 - I - 4.342 - I - .0683 - I - - I - - I - - I - - f - .0171 - I - .07 - I - 1.87 - I - 2.08 1.28 - I - - I - .013 - I - .00 .00 1- PIPE 8718.351 I I 1076.192 1.942 I I 1'078.133 I 75.60 13.80 I 2.96 I 1081.09 .00 I 2.72 I 3.48 I I 3.500 I .000 .00 I 1 .0 - I - 3.601 - I - .0683 - I - - I - - I - - I - - I - .0151 - I - .05 - I - 1.94 - I - 1.94 1.28 - I - - I - .013 - I - .00 .00 1- PIPE 8721.951 t I 1076.438 2.019 I I 1078.456 I 75.60 13.15 I 2.69 I 1081.14 .00 I 2.72 I 3.46 I I 3.500 I .000 .00 I 1 .0 - I - 2.963 - I - .0683 - i- - I - - I - - i - - I - .0133 - I - .04 - I - 2.02 - I - 1.80 1.28 - I - - I - .013 - I - .00 .00 1- PIPE 8724.914 I I 1076.640 2.100 I I 1078.740 I 75.60 12.54 I 2.44 I 1081.18 .00 I 2.72 I 3.43 I I 3.500 I .000 .00 I 1 .0 -I- 2.403 - I - .0683 - I- - I - - I - - I - - I - .0118 - I - .03 - I- 2.10 - I - 1.67 1.28 - I - - I - .013 - I - .00 .00 1- PIPE 8727.317 I I 1076.804 2.186 I I 1078.990 I 75.60 11.96 I 2.22 I 1081.21 .00 I 2.72 I 3.39 I I 3.500 I .000 .00 I 1 .0 - I - 1.905 - I - .0683 - I - - I - - I - - i - - I - .0105 - I - .02 - I - 2.19 - I - 1.54 1.28 - I - - I - .013 - I - .00 .00 1- PIPE 8729.223 I I 1076.934 2.278 I I 1079.212 I 75.60 11.40 I 2.02 I 1081.23 .00 I 2.72 I 3.34 I I 3.500 I .000 .00 I 1 .0 -I- 1.449 - I - .0683 - I - - I - - I - - I- - I - .0093 - I - .01 - I - 2.28 - I - 1.43 1.28 -I - I - .013 - I - .00 .00 1- PIPE 8730.672 I I 1077.033 - I - 2.376 - I - I I 1079.409 I 75.60 10_.87 I 1.84 I 1081.24 .00 I 2.72 I 3.27 I I 3.500 I .000 .00 I 1 .0 - I - 1.027 .0683 - I - - I - - I- - I - .0083 - I - .01 - I - 2.38 - I - 1.31 - I - 1.28 - I - .013 - I - .00 .00 1- PIPE Hydraulics 5 FILE: A- Q100- 16652ONLY.WSW - W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 2:55:21 PM 16652 LINE A Q100 (USING WS CONTROL FROM DWG. NO. 3817) FROM N'LY BNDRY OF TRACT 16678 TO JUNIPER /SLOVER Hydraulics 6 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL -I IPrs /Pip -I- L /Elem -I- ICh Slope -I- I I - I - -I- I -I- I -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -i Dp - i - I "N" -I I X -Fall) ZR IType Ch I I i I I 8731.699 I 1077.103 I I 2.481 1079.584 I 75.60 I 10.37 I 1.67 1081.25 .00 I I 2.72 3.18 3.500 .000 .00 1 .0 - I - .620 - I - .0683 - I - - I - - i - - I - - I - .0074 - I - .00 - I - 2.48 - I - 1.21 - I - 1.28 - I - .013 - I - .00 .00 1- PIPE 8732.319 I 1077.146 I I 2.595 1079.741 I 75.60 I 9.88 I 1.52 I 1081.26 .00 I I 2.72 3.06 I 3.500 I I .000 - I - .00 I 1 .0 - I - .211 - I - .0683 - I - - I - - I - - I - - I - .0066 - I - .00 - I - 2.60 - I - 1.10 - I - 1.28 - I - .013 .00 .00 1- PIPE 8732.530 -I- I 1077.160 -I- I 2.721 -I- I 1079.881 -I- I 75.60 -I- I 9.42 -I- I 1.38 -I- I 1081.26 -I- .00 -I- I I 2.72 -I- 2.91 -I- I 3.500 -I- I I .000 -I- .00 I 1 .0 I- Hydraulics 6 FILE: A1.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 3- 4 -2006 Time: 3: 7:45 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - PM 16652 LATERAL "A -1" HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - WATER SURFAC ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION 102.470 ELEMENT NO 2 IS A REACH U/S DATA STATION 131.620 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION 131.620 PROFILE * INVERT 1067.250 * INVERT 1068.220 INVERT 1068.220 W S P G W ELEMENT CARD LISTING * SECT 1 * SECT N 1 .013 * SECT 1 * PAGE NO 1 PAGE NO 2 W S ELEV 1071.340 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 1068.220 .Hydraulics 7 FILE: A1.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 3: 7:58 PM 16652 LATERAL "A -1" I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow Top)Height /IBase Wti INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L /Elem ICh Slope I I I I SF Ave1 HF ISE DpthIFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I i I I I I I I I I I I 102.470 1067.250 4.090 1071.340 26.90 8.56 1.14 1072.48 .00 1.81 .00 2.000 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 29.150 .0333 .0141 .41 4.09 .00 1.18 .013 .00 .00 PIPE I I I I I I I I I I. I 1 1 131.620 1068.220 3.532 1071.752 26.90 8.56 1.14 1072.89 .00 1.81 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Hydraulics 8 FILE: A2.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 3- 4 -2006 Time: 3: 8:43 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 3 0 .000 10.000 5.620 .000 .000 .00 CD 3 3 0 .000 6.000 2.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - PM 16652 LATERAL "A -2" HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 102.120 1070.880 1 1074.570 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 119.800 1071.630 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 123.300 1071.770 1 2 0 .013 3.700 .000 1071.800 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 135.800 1072.300 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS WALL ENTRANCE U/S DATA STATION INVERT SECT FP 135.800 1072.300 3 .500 ELEMENT NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 135.600 1072.300 3 1072.300 Hydraulics 9 Hydraulics 10 FILE: A2.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 3: 8:55 PM 16652 LATERAL "A -2" I Invert I Depth I Water I 4 i Vel Vel I Energy I Super ICriticaliFlow ToplHeight /IBase Wti INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip -I- -I- L /Elem ICh Slope I -I- -I- I I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" I -I- X -Fall) ZR -f IType Ch I I 102.120 1070.880 - I - - I - 3.690 - I - I I 1074.570 - I - I 16.50 - I - 5.25 I .43 I 1075.00 .00 I 1.46 I .00 I I 2.000 I .000 .00 I 1 .0 17.680 .0424 - I - - I - .0053 - I - .09 - I - 3.69 - I - .00 - I - .82 - I - .013 - I - .00 .00 1- PIPE I I 119.800 1071.630 - I - - I - 3.034 - I - I I 1074.664 - I - F 16.50 - I - 5.25 - i - I .43 - I - I 1075.09 .00 I 1.46 I - .00 I I 2.000 I .000 .00 1 1 .0 JUNCT STR .0400 .0043 - I - .01 - I - 3.03 - I - .00 - I - - I - .013 - I - .00 .00 I- PIPE I I 123.300 1071.770 - I - - I - 3.250 - I - i I 1075.020 - I - I 12.80 - I - 4.07 - I - I .26 I 1075.28 .00 I 1.29 I .00 I I 2.000 I .000 .00 I 1 .0 12.500 .0424 - I - .0032 - I - .04 - I - 3.25 - I - .00 - I - .72 - I - .013 - i - .00 .00 1- PIPE 135.800 1072.300 2.760 1075.060 12.80 4.07 .26 1075.32 .00 1.29 .00 2.000 .000 .00 1 .0 WALL ENTRANCE I I 135.800 1072.300 -I- -I- 3.043 -I- I I 1075.343 -I- I 12.80 -I- 2.10 -I- I .07 -I- I 1075.41 -I- .00 -I- I 1.08 -I- I 2.00 -I- I I 6.000 -I- I 2.000 -I- .00 I 0 .0 I- Hydraulics 10 /00 K fiewclo ,mod CO" 6// .11-10h ,2- s )lr Coelerkbe**17 Lo, On H FILE: A- 42Q25.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 3- 4 -2006 Time: 1:36: 3 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 5.000 CD 3 4 1 3.500 CD 4 4 1 2.000 CD 5 4 1 3.000 CD 6 4 1 3.500 CD 7 4 1 3.500 CD 8 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - PM 16652 LINE A Q25 (ASSUMES ENTIRE INTERCEPTION OF TRIBUTARY RUNOFF) HEADING LINE NO 2 IS - FROM CYPRESS /SANTA ANA TO JUNIPER /SLOVER HEADING LINE NO 3 IS - PAGE NO 2 W S ELEV 1042.900 RADIUS ANGLE ANG PT MAN H .000 .000 .000 2 RADIUS ANGLE ANG PT MAN H .000 .000 .000 2 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H 45.000 - 88.757 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1050.910 .000 56.100 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1051.290 .000 - 45.000 .000 RADIUS ANGLE Hydraulics 11 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 4779.320 1039.850 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 5640.850 1046.090 1 .013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 6014.100 1047.960 1 .013 ELEMENT NO 4 IS A TRANSITION U/S DATA STATION INVERT SECT N 6019.600 1049.490 3 .013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N 6089.310 1050.130 3 .013 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 6094.840 1050.180 3 4 0 .013 23.000 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N 6115.000 1050.370 3 .013 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 6121.020 1050.420 3 4 0 .013 23.000 PAGE NO 2 W S ELEV 1042.900 RADIUS ANGLE ANG PT MAN H .000 .000 .000 2 RADIUS ANGLE ANG PT MAN H .000 .000 .000 2 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H 45.000 - 88.757 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1050.910 .000 56.100 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1051.290 .000 - 45.000 .000 RADIUS ANGLE Hydraulics 11 13-9 .000 .000 RADIUS ANGLE ANG PT MAN H .000 * ELEMENT NO 9 IS A REACH .000 1056.760 .000 - 45.000 .000 RADIUS ANGLE U/S DATA STATION INVERT SECT N PAGE NO 3 RADIUS ANGLE 6759.850 1056.300 3 .000 .013 .000 ELEMENT NO 10 IS A JUNCTION .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 ANG PT MAN H .000 .000 .000 6767.270 1056.350 6 5 0 .013 18.400 .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI ,3 PHI 4 W S P G W 1067.250 .000 45.000 .000 RADIUS ANGLE WATER SURFACE PROFILE - ELEMENT CARD LISTING .000 .000 ELEMENT NO 11 IS A REACH MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1070.880 U/S DATA STATION INVERT SECT RADIUS N .000 .000 7359.290 1060.010 6 ANG PT .013 ELEMENT NO 12 IS A REACH ANGLE ANG PT MAN H .000 .000 .000 0 U/S DATA STATION INVERT SECT N 7364.790 1060.040 6 .013 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 7700.000 1063.170 6 .013 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N 7705.500 1063.230 6 .013 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N 8008.000 1066.250 6 .013 ELEMENT NO 16 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 8013.500 1066.300 7 8 0 .013 17.900 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT N 8344.500 1069.630 7 .013 ELEMENT NO 18 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 8350.000 1069.690 7 8 0 .013 7.800 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N 8670.000 1072.890 7 .013 ELEMENT NO 20 IS A REACH U/S DATA STATION INVERT SECT N 8732.530 1077.160 7 .013 . W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 21 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 8732.530 1077.160 7 13-9 W S ELEV 1077.160, Hydraulics 12 .000 .000 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 2 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1056.760 .000 - 45.000 .000 RADIUS ANGLE .000 .000 PAGE NO 3 RADIUS ANGLE ANG PT MAN H .000 .000 .000 1 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI ,3 PHI 4 .000 1067.250 .000 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1070.880 .000 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 PAGE NO 4 W S ELEV 1077.160, Hydraulics 12 Hydraulics 13 FILE: A- 42Q25.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 1:36:14 PM 16652 LINE A Q25 (ASSUMES ENTIRE INTERCEPTION OF TRIBUTARY RUNOFF) FROM CYPRESS /SANTA ANA TO JUNIPER /SLOVER I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I -I- Width -I- IDia. -FTIor -I- I.D.1 -I- ZL -I IPrs /Pip -I- L /Elem ICh -I- Slope I -I- -I- I I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude NINorm Dp I "N" I X -Fa111 ZR (Type Ch I I I I I I I 4779.320 I 1039.850 2.964 I I 1042.814 I 146.20 I 12.06 2.26 I 1045.07 .00 - I - 3.47 - I - 4.91 - I - 5.000 - I - .000 - I - .00 1 .0 1- - I - 507.962 - I - .0072 - I - - I - - I - - I - - I - .0072 - I - 3.68 2.96 1.35 2.96 .013 .00 .00 PIPE 5287.282 1043.529 2.964 1046.493 146.20 12.06 2.26 1048.75 .00 - I - 3.47 - I - 4.91 - I - 5.000 - I - .000 - I - .00 1 .0 1- - I - 217.195 - I - .0072 - I - - i - - I - - I - - I - .0072 - I - 1.55 2.96 1.35 I 2.96 .013 I I .00 I .00 PIPE I I 5504.477 I 1045.102 2.988 I I 1048.090 I 146.20 I 11.94 2.22 I 1050.30 .00 - I - I 3.47 - I - 4.90 - I - 5.000 - I - .000 - I - .00 1 .0 1- - I - 136.373 - I - .0072 - I - - I - - I - - I - - I - .0067 - I - .91 2.99 1.33 2.96 .013 I .00 I i .00 PIPE I I 5640.850 I 1046.090 3.110 I 1049.200 I I 146.20 I 11.39 2.01 I 1051.21 .00 I I 3.47 4.85 5.000 .000 .00 1 .0 28.023 .0050 .0065 .18 3.11 1.23 3.36 .013 I .00 I I .00 PIPE I I 5668.874 I 1046.230 3.040 I 1049.271 I I 146.20 I 11.70 2.12 - I - I 1051.40 - I - .00 - I - I I 3.47 - I - 4.88 - I - 5.000 - I - .000 - I - .00 1 .0 1- - I - 44.142 - I - .0050 - I - - I - - I - - I - .0071 .32 3.04 1.29 3.36 .013 .00 I I .00 PIPE I I 5713.016 I 1046.452 2.922 I 1049.373 I I 146.20 I 12.27 2.34 I 1051.71 - i - .00 - I - I I 3.47 - I - 4.93 - I - I 5.000 - I - .000 - I - .00 1 .0 1- - I - 39.700 - I - .0050 - I - - I - - I - - I - - I - .0081 .32 2.92 1.39 I 3.36 .013 I .00 I I .00 PIPE I I 5752.715 I 1046.650 2.810 I 1049.460 I I 146.20 I 12.87 2.57 I 1052.03 .00 - I - I 3.47 - I - 4.96 - I - 5.000 - I - .000 - I - .00 1 .0 1- - I - 36.497 - I - .0050 - I - - I - - I - - I - - I - .0091 - I - .33 2.81 1.50 I 3.36 .013 I .00 I I .00 PIPE I I 5789.212 I 1046.833 2.703 i 1049.537 I I 146.20 I 13.50 2.83 I 1052.36 - I - .00 - I - i 3.47 - I - 4.98 - I - 5.000 - f - .000 - I - .00 1 .0 1- - I - 33.951 - I - .0050 - I - - I - - I - - I - - I - .0104 .35 2.70 1.61 3.36 .013 I .00 I I .00 PIPE I I 5823.163 I 1047.003 2.602 I 1049.605 I I 146.20 I 14.15 3.11 - i - I 1052.72 - I - .00 - I - I I 3.47 - I - 5.00 - I - 5.000 - I - .000 - I - .00 1 .0 1- - I - 31.868 - I - .0050 - I - - I - - I - - I - .0118 .37 2.60 1.73 3.36 .013 .00 .00 PIPE. Hydraulics 13 Hydraulics 14 FILE: A- 42Q25.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 1:36:14 PM 16652 LINE A Q25 (ASSUMES ENTIRE INTERCEPTION OF TRIBUTARY RUNOFF) FROM CYPRESS /SANTA ANA TO JUNIPER /SLOVER Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip -I- L /Elem -I- ICh Slope I -I- -I- I I -I- I -I- -I- -I- - I- SF Avel HF ISE DpthlFroude -I- N1Norm -I- Dp -I- I "N" -I- I X -Fa111 ZR -I IType Ch 5855.030 I I 1047.163 2.506 - I - I I 1049.669 - I - I 146.20 14.85 - I - I I 3.42 1053.09 .00 I 3.47 I 5.00 I 5.000 I I .000 .00 I 1 .0 - I - 30.040 - I - .0050 - I - - I - - I - .0133 .40 - I - 2.51 - I - 1.86 - I - 3.36 - I - .013 - I - .00 .00 1- PIPE 5885.070 i I 1047.313 2.414 I I 1049.728 - I - I 146.20 15.57 - I - I I 3.76 1053.49 - I - .00 I 3.47 I 5.00 I 5.000 I I .000 .00 I 1 .0 - I - 28.442 - I - .0050 - I - - I - - I - .0152 .43 - i - 2.41 - I - 2.00 - I - 3.36 - I - .013 - I - .00 .00 1- PIPE 5913.513 I I 1047.456 2.327 I I 1049.783 I 146.20 16.33 I I 4.14 1053.92 .00 I 3.47 I 4.99 I 5.000 I I .000 .00 I 1 .0 - I - 26.999 - I - .0050 - I - - I - - I - - I - - I - - I- .0172 .47 - I - 2.33 - I - 2.15 - I - 3.36 - I - .013 - I - .00 .00 1- PIPE 5940.512 I I 1047.591 2.243 I i 1049.834 I 146.20 17.13 I I 4.55 1054.39 .00 I 3.47 I 4.97 I 5.000 I I .000 .00 I 1 .0 - I - 25.699 - I - .0050 - 1 - - I - - I - - I - - I - - I - .0196 .50 - I - 2.24 - I - 2.30 - I - 3.36 - I - .013 - I - .00 .00 1- PIPE 5966.210 I I 1047.720 2.163 - I - I I 1049.883 - I - I 146.20 17.96 I I 5.01 1054.89 .00 I 3.47 I 4.95 I 5.000 I I .000 .00 I 1 .0 - I - 24.500 - I - .0050 - I - - I - - I - - I- .0223 .55 - I - 2.16 - I - 2.47 - I - 3.36 - I - .013 - I - .00 .00 1- PIPE 5990.710 I I 1047.843 2.087 I I 1049.929 - I - I 146.20 18.84 I I 5.51 1055.44 .00 I 3.47 I 4.93 I 5.000 I I .000 .00 I 1 .0 - I - 23.390 - I - .0050 - I - - I - - I - - i - - I - .0254 .59 - I - 2.09 - I - 2.65 - I - 3.36 - I - .013 - I - .00 .00 1- PIPE 6014.100 I I 1047.960 2.013 I I 1049.973 I 146.20 19.76 I I 6.06 1056.04 .00 I 3.47 I 4.90 I 5.000 I I .000 .00 I 1 .0 TRANS STR .2782 .0228 .13 2.01 2.83 .013 .00 .00 PIPE 6019.600 I I 1049.490 3.376 I I 1052.866 I 146.20 15.37 I I 3.67 1056.53 .11 I 3.38 I 1.30 I 3.500 I I .000 .00 I 1 .0 - I - 4.175 - I - .0092 - I - - I - - I - - I - - I - - I - .0193 .08 - I - 3.48 - I - 1.00 - I - 3.50 - I - .013 - I - .00 .00 1- PIPE 6023.775 I I 1049.528 3.500 I I 1053.028 - I - I 146.20 15.20 I I 3.59 1056.61 3.50 I 3.38 I .00 I 3.500 I I .000 .00 I 1 .0 - I - 65.535 - I - .0092 - I - - I - - I - - I - - I - .0206 1.35 - i - 3.50 - I - .00 - I - 3.50 - I - .013 - I - .00 .00 1- PIPE Hydraulics 14 Hydraulics 15 FILE: A- 42Q25.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 1:36:14 PM 16652 LINE A Q25 (ASSUMES ENTIRE INTERCEPTION OF TRIBUTARY RUNOFF) FROM CYPRESS /SANTA ANA TO JUNIPER /SLOVER I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip - I- L /Elem -I- ICh Slope -I- I -I- I -I- I I -I- -I- SF Avel -I- HF -I- ISE DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X -Fa111 ZR -I IType Ch 6089.310 I 1050.130 I 4.973 I 1055.103 I 1 146.20 15.20 I 3.59 1058.69 I .00 i 3.38 I .00 I 3.500 I I .000 .00 I 1 .0 - I - JUNCT STR - i - .0091 - I - - I - - I - - I - - I - .0181 - I- .10 - I - 4.97 - i - .00 - I - - I - .013 - I - .00 .00 I- PIPE 6094.840 1050.180 6.798 1056.978 123.20 12.81 2.55 1059.52 .00 3.27 .00 3.500 .000 .00 1 .0 - I - 20.160 - I - .0094 - I - - I - - I - - I - - I - .0150 - I - .30 - I - 6.80 - I - .00 3.50 - I - - I - .013 - I - .00 .00 1 PIPE 6115.000 I 1050.370 I 6.910 I 1057.280 - I - I I 123.20 12.81 I 2.55 1059.83 I .00 I 3.27 I .00 I 3.500 I I .000 .00 I 1 .0 - I - JUNCT STR - I - .0083 - I - - I - - I - - I - .0125 - I - .07 - I - 6.91 - I - .00 - I - - I - .013 - I - .00 .00 I- PIPE 6121.020 I 1050.420 I 8.275 I 1058.695 - I - I I 100.20 10.41 I 1.68 1060.38 I .00 I 3.07 I .00 I 3.500 I I .000 .00 I 1 .0 - i - 638.830 - I - .0092 - I - - I - - I - - I - .0099 - I - 6.34 - I - 8.27 - I - .00 3.01 - I - - I - .013 - I - .00 .00 1- PIPE 6759.850 I 1056.300 I 8.900 I I 1065.200 I 100.20 10.41 I 1.68 1066.88 I .00 I 3.07 I .00 I 3.500 I I .000 .00 I 1 .0 - I - JUNCT STR - I - .0067 - I - - i - - I - - I - - I - .0083 - I- .06 - I - 8.90 - I - .00 - I - - I - .013 - I - .00 .00 I- PIPE 6767.270 I 1056.350 I 9.925 I 1066.275 I I 81.80 8.50 I 1.12 1067.40 I .00 I 2.82 I .00 I 3.500 I I .000 .00 I 1 .0 -I- 592.020 -I- .0062 -I- -I- -I- -I- -I- .0066 -I- 3.91 -I- 9.93 -I- .00 -I- 2.99 -I- .013 -I- .00 .00 1- PIPE 7359.290 I 1060.010 I 10.235 I 1070.245 I I 81.80 8.50 I 1.12 1071.37 I .00 I 2.82 I .00 I 3.500 I I .000 .00 I 1 .0 - I - 5.500 - I - .0055 - I - - I - - I - - I - - I - .0066 - I- .04 - I - 10.23 - I - .00 - I - 3.50 - I - .013 - I - .00 .00 1- PIPE 7364.790 I 1060.040 I 10.241 I I 1070.281 - I - I 81.80 8.50 I 1.12 1071.40 I .00 I 2.82 I .00 I 3.500 I I .000 .00 I 1 .0 - i - 335.210 - I - .0093 - I - - I - - I - - I - .0066 - I- 2.22 - I - 10.24 - I - .00 - I - 2.46 - I - .013 - I - .00 .00 1- PIPE 7700.000 I 1063.170 I 9.327 - I - I I 1072.497 - I - I 81.80 8.50 I 1.12 1073.62 I .00 I I 2.82 .00 I 3.500 I I .000 .00 I 1 .0 - I - 5.500 - I - .0109 - I - - I - - I - .0066 - I - .04 - I - 9.33 - i - .00 - I - 2.32 - I - .013 - I - .00 .00 1 PIPE Hydraulics 15 Hydraulics 16 FILE: A- 42Q25.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 1:36:14 PM 16652 LINE A Q25 (ASSUMES ENTIRE INTERCEPTION OF TRIBUTARY RUNOFF) FROM CYPRESS /SANTA ANA TO JUNIPER /SLOVER I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip -I- L /Elem -I- ICh Slope -I- I -I- I I -i- I -I- -I- SF Avel -I- HF -I- ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I IType Ch I I 7705.500 I 1063.230 I 9.303 - I - I 1072.533 - I - 81.80 8.50 - I - I 1.12 1073.66 i .00 I I 2.82 .00 I 3.500 I I .000 .00 I 1 .0 - I - 302.500 - I - .0100 - I - - I - .0066 - I - 2.00 - I - 9.30 - I - .00 - I - 2.40 - I - .013 - I - .00 .00 1- PIPE 8008.000 I 1066.250 I 8.283 - I - I I 1074.533 - I - I 81.80 - I - 8.50 - I - I 1.12 1075.66 I .00 I I 2.82 .00 I 3.500 I I .000 .00 I 1 .0 - I - JUNCT STR - I - .0091 - I - .0053 - I - .03 - I - 8.28 - I - .00 - I - - I - .013 - I- .00 .00 I- PIPE 8013.500 I 1066.300 I 8.905 - I - I I 1075.205 - t - I 63.90 - I - 6.64 - I - I .68 1075.89 I .00 I I 2.51 .00 I 3.500 I I .000 .00 I 1 .0 - I - 331.000 - I - .0101 - I - .0040 - I - 1.34 - I - 8.90 - I - .00 - I - 2.02 - i - .013 - I - .00 .00 1- PIPE 8344.500 I 1069.630 I 6.910 - I - I I 1076.540 - I - i 63.90 - I - 6.64 - I - I .68 1077.22 I .00 I I 2.51 .00 I 3.500 I I .000 .00 I 1 .0 - i - JUNCT STR - I - .0109 - I - .0036 - I - .02 - I - 6.91 - I - .00 - I - - I - .013 - I - .00 .00 I- PIPE 8350.000 I 1069.690 - I - I 7.139 - I - i I 1076.829 - I- I 56.10 - I - 5.83 - I - I .53 1077.36 I .00 I I 2.35 .00 I 3.500 I I .000 .00 I 1 .0 - I - 320.000 .0100 - I - .0031 - I - .99 - I - 7.14 - I - .00 - I - 1.87 - I - .013 - I - .00 .00 1- PIPE 8670.000 I 1072.890 I 4.934 I I 1077.824 I 56.10 5.83 I .53 1078.35 I .00 I I 2.35 .00 I 3.500 I I .000 .00 I 1 .0 - I - 16.026 - I - .0683 - i - - I - - I - - I - - I - .0031 - I - .05 - I - 4.93 - I - .00 - I - 1.10 - I - .013 - I - .00 .00 1- PIPE 8686.026 I 1073.984 I 3.889 I I 1077.873 I 56.10 5.83 I .53 1078.40 I .00 I I 2.35 .00 I 3.500 i I .000 .00 I 1 .0 HYDRAULIC JUMP 8686.026 I 1073.984 I 1.339 I I 1075.323 I 56.10 16.57 I 4.26 1079.59 I .00 I i 2.35 3.40 I 3.500 I i .000 .00 I 1 .0 - I - 7.155 - I - .0683 - I - - I - - I - - I - - I - .0307 - I - .22 - I - 1.34 - I - 2.93 - I - 1.10 - I - .013 - I - .00 .00 1- PIPE 8693.182 -I- I 1074.473 I 1.377 - I - I I 1075.850 - I- I 56.10 15.96 I 3.96 1079.81 I .00 I I 2.35 3.42 I 3.500 I I .000 .00 I 1 .0 7.560 -I- .0683 - I - - I - - I - .0273 - I - .21 - I - 1.38 - I - 2.77 - I - 1.10 - I - .013 - I - .00 .00 1- PIPE Hydraulics 16 Hydraulics 17 FILE: A- 42Q25.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 1:36:14 PM 16652 LINE A Q25 (ASSUMES ENTIRE INTERCEPTION OF TRIBUTARY RUNOFF) FROM CYPRESS /SANTA ANA TO JUNIPER /SLOVER I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Wth Station I Elev I (FT) I Elev -I- I (CFS) I -I- (FPS) -I- Head I -I- Grd.El.1 -I- Elev -I- I Depth -I- I Width -I- IDia. -FTIor -I- I.D.I -I- ZL IPrs /Pip -I -I- L /Elem -I- ICh Slope I -I- I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch 8700.741 I I 1074.989 1.427 I 1076.416 I I 56.10 15.22 I 3.60 I 1080.01 .00 I 2.35 I 3.44 I 3.500 I I .000 .00 I 1 .0 - I - 6.202 - I - .0683 - I - - I - - I - - I - - I - .0240 - I - .15 - I - 1.43 - I - 2.59 - I - 1.10 - I - .013 - I - .00 .00 1- PIPE 8706.943 1075.413 1.479 1076.892 56.10 14.51 - I - 3.27 - I - 1080.16 - I - .00 - I - 2.35 - I - 3.46 - I - 3.500 - I - .000 - I - .00 1 .0 - I - 5.143 - I - .0683 - I - - I - - I - .0211 .11 1.48 2.42 1.10 .013 .00 .00 1- PIPE 8712.086 I I 1075.764 1.533 I 1077.297 I I 56.10 13.84 I 2.97 I 1080.27 .00 I 2.35 I 3.47 I 3.500 I I .000 .00 I 1 .0 -I- 4.285 - I - .0683 - I - - I - - I - - I - - I - .0185 - I - .08 - I - 1.53 - I - 2.26 - I - 1.10 - I - .013 - I - .00 .00 1- PIPE 8716.371 I 1076.056 I 1.590 I 1077.647 I I 56.10 - I - 13.19 - I - I 2.70 - I - I 1080.35 - I - .00 - I - I 2.35 - I - I 3.49 - I - I 3.500 - I - I I .000 - I - .00 I 1 .0 - I - 3.579 - I - .0683 - I - - I - .0163 .06 1.59 2.10 1.10 .013 .00 .00 1- PIPE 8719.950 I 1076.301 I 1.650 I 1077.951 I I 56.10 12.58 I 2.46 - I - I 1080.41 .00 - I - I 2.35 - I - I 3.49 I 3.500 - I - I I .000 .00 I 1 .0 - I - 2.985 - I - .0683 - I - - I - - I - - I - .0143 - I - .04 1.65 1.96 - I - 1.10 .013 - I - .00 .00 1- PIPE 8722.936 I 1076.505 I 1.712 I 1078.217 I I 56.10 11.99 I 2.23 I 1080.45 .00 I 2.35 I 3.50 I I 3.500 I .000 .00 I 1 .0 2.474 .0683 .0126 .03 1.71 1.83 1.10 .013 .00 .00 PIPE 8725.409 I I 1076.674 1.777 I 1078.451 I I 56.10 11.43 I 2.03 I 1080.48 .00 I I 2.35 3.50 I I 3.500 i .000 .00 I 1 .0 - I - 2.029 - I - .0683 - I - - I - - I - - I - - I - .0111 - I - .02 - I - 1.78 - I - 1.70 - I - 1.10 - I - .013 - I - .00 .00 1- PIPE 8727.438 I I 1076.812 1.846 I 1078.658 I I 56.10 10.90 I 1.85 I 1080.50 - I - .00 I I 2.35 - I - 3.49 I I 3.500 - I - I .000 .00 I 1 .0 - I - 1.639 - I - .0683 - I - - I - - I - - I - - I - .0098 .02 - I - 1.85 1.58 - I - 1.10 .013 - I - .00 .00 1- PIPE 8729.077 I I 1076.924 1.918 I 1078.842 I I 56.10 10 - I - I 1.68 1 1080.52 .00 - I - I f 2.35 3.48 I I 3.500 I .000 .00 I 1 .0 -I- 1.286 - I - .0683 - I - - I - - I - - I - .0086 - I - .01 1.92 - I - 1.47 - I - 1.10 - i - .013 - I - .00 .00 1- PIPE Hydraulics 17 Hydraulics 18 FILE: 2 25.WSW W S P G W- CIVILDESICN Version 14.06 PAGE 6 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 1:36:14 PM 16652 LINE A Q25 (ASSUMES ENTIRE INTERCEPTION OF TRIBUTARY RUNOFF) FROM CYPRESS /SANTA ANA TO JUNIPER /SLOVER I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.) ZL IPrs /Pip -I -I- L /Elem -I- ICh Slope I -i- -I- I I -I- I -I- -I- SF Avel HF -I- -I- ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X- Fal'11 ZR IType Ch 8730.363 I I 1077.012 1.994 I 1079.005 I I 56.10 I 9.91 1.53 1080.53 I I .00 - I - 2.35 - I - I 3.47 - I - I 3.500 - I - I I .000 - I - .00 I 1 .0 1- - I - .967 - I - .0683 - I - - I - - I - - I - - I - .0076 .01 - I - 1.99 1.37 1.10 .013 .00 .00 PIPE I 8731.330 I I 1077.078 2.074 I 1079.151 I I 56.10 I 9.45 1.39 1080.54 I I .00 2.35 I 3.44 - I - I 3.500 - I - I I .000 - I - .00 1 .0 1- - I - .672 - I - .0683 - I - - I - - I - - i - - I - .0068 .00 - I - - I - 2.07 - I - 1.27 1.10 .013 .00 I I .00 PIPE I 8732.002 I I 1077.124 2.158 I 1079.282 I I 56.10 I 9.01 1.26 1080.54 I I .00 - I - 2.35 - I - I 3.40 - I - I 3.500 - I - .000 - I - .00 1 .0 1- - I - .396 - I - .0683 - I - - I - - I - - I - - I - .0060 .00 - I - 2.16 1.17 1.10 .013 .00 I I .00 PIPE I 8732.398 I I 1077.151 2.248 I 1079.399 I I 56.10 I 8.59 1.15 1080.55 I I .00 2.35 I 3.36 - I - I 3.500 - i - .000 - I - .00 1 .0 1- - I - .132 - I - .0683 - I - - i - - I - - I - - I - .0053 .00 - I - - I - 2.25 - I - 1.09 1.10 .013 .00 .00 PIPE 8732.530 - I - I I 1077.160 - I - 2.345 - I - I 1079.505 - I - I I 56.10 - I - I 8.19 1.04 1080.55 - I - - I - i I .00 - I - - I - 2.35 - I - I 3.29 - I - I 3.500 - I - I I .000 - I - .00 I 1 .0 I- Hydraulics 18 FILE: A- 42Q100.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 3- 4 -2006 Time: 1:29:49 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 5.000 CD 3 4 1 3.500 CD 4 4 1 2.000 CD 5 4 1 3.000 CD 6 4 1 3.500 CD 7 4 1 3.500 CD 8 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - PM 16652 LINE A Q100 (ASSUMES ENTIRE INTERCEPTION OF TRIBUTARY RUNOFF) HEADING LINE NO 2 IS - FROM CYPRESS /SANTA ANA TO JUNIPER /SLOVER HEADING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 4779.320 1039.850 1 1045.000 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5640.850 1046.090 1 .013 .000 .000 .000 2 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6014.100 1047.960 1 .013 .000 .000 .000 2 ELEMENT NO 4 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 6019.600 1049.490 3 .013 .000 .000 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6089.310 1050.130 3 .013 45.000 - 88.757 .000 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6094.840 1050.180 3 4 0 .013 30.900 .000 1050.910 .000 56.100 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6115.000 1050.370 3 .013 .000 .000 .000 0 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6121.020 1050.420 3 4 0 .013 30.900 .000 1051.290 .000 - 45.000 .000 RADIUS ANGLE Hydraulics 19 ELEMENT NO 9 IS A REACH U/S DATA ELEMENT NO 10 IS A JUNCTION U/S DATA * * * STATION INVERT SECT N 6759.850 1056.300 3 .013 * * * * * STATION INVERT SECT LAT -1 LAT -2 N Q3 6767.270 1056.350 6 5 0 .013 24.800 * Q3 22.900 * Q3 10.000 * 000 .000 59 RADIUS ANGLE ANG PT MAN H .000 .000 W S P G W 2 * * WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH RADIUS ANGLE .000 .000 U/S DATA STATION INVERT SECT N 3 RADIUS ANGLE ANG PT MAN H 7359.290 1060.010 6 .013 ELEMENT NO 12 IS A REACH .000 .000 .000 0 RADIUS ANGLE ANG PT U/S DATA STATION INVERT SECT N 0 RADIUS ANGLE ANG PT MAN H 7364.790 1060.040 6 .013 ELEMENT NO 13 IS A REACH .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 U/S DATA STATION INVERT SECT N RADIUS ANGLE 7700.000 1063.170 6 .013 ELEMENT NO 14 IS A REACH .000 .000 .000 0 * * U/S DATA STATION INVERT SECT N 1070.880 .000 45.000 .000 RADIUS 7705.500 1063.230 6 .013 ELEMENT NO 15 IS A REACH ANGLE ANG PT MAN H .000 .000 .000 0 U/S DATA STATION INVERT SECT N .000 .000 .000 0 8008.000 1066.250 6 .013 ELEMENT NO 16 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 8013.500 1066.300 7 8 0 .013 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT N 8344.500 1069.630 7 .013 ELEMENT NO 18 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 8350.000 1069.690 7 8 0 .013 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N 8670.000 1072.890 7 .013 ELEMENT NO 20 IS A REACH U/S DATA STATION INVERT SECT N 8732.530 1077.160 7 .013 ' W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 21 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 8732.530 1077.160 7 * Q3 22.900 * Q3 10.000 * 000 .000 59 W S ELEV 1077.160, Hydraulics 20 RADIUS ANGLE ANG PT MAN H .000 .000 .000 2 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1056.760 .000 - 45.000 .000 RADIUS ANGLE .000 .000 PAGE NO 3 RADIUS ANGLE ANG PT MAN H .000 .000 .000 1 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1067.250 .000 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1070.880 .000 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 PAGE NO 4 W S ELEV 1077.160, Hydraulics 20 Hydraulics 21 FILE: A- 42Q100.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 1:30: 2 PM 16652 LINE A Q100 (ASSUMES ENTIRE INTERCEPTION OF TRIBUTARY RUNOFF) FROM CYPRESS /SANTA ANA TO JUNIPER /SLOVER I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) -I- Head I -I- Grd.E1.1 -I- Elev -I- I Depth -I- I Width -I- IDia. -FTIor -I- I.D.I -I- ZL IPrs /Pip -I -I- L /Elem -I- ICh Slope I -I- -I- I I -I- I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I I I I I I I 4779.320 I I 1039.850 5.150 I I 1045.000 I 195.10 9.94 1.53 1046.53 .00 3.99 .00 5.000 - I - .000 -I- .00 1 1 .0 -I 103.229 -I .0072 -i -I- - I - -i- -I- .0056 - I - .58 -I- 5.15 -I- .00 -i 3.64 .013 .00 I .00 PIPE I 4882.548 I I 1040.598 5.000 I I 1045.598 I 195.10 9.94 I 1.53 I 1047.13 .00 I 3.99 I .00 I I 5.000 -I- .000 -I- .00 1 .0 -I 153.340 - I - .0072 -I -i -I- -i- - I - .0052 -I- .80 -I- 5.00 -I- .00 -I 3.64 .013 I .00 I .00 1- PIPE I 5035.889 i I 1041.708 4.537 I I 1046.245 I 195.10 10.42 I 1.69 I 1047.93 .00 I 3.99 I 2.90 I 5.000 - I - .000 -I- .00 1 .0 -I- 33.151 -I- .0072 -I- -I- -I- -I- -I- .0050 -I- .17 -I- 4.54. -I- .72 -I 3.64 .013 .00 .00 1- PIPE 5069.040 I 1041.948 I 4.362 I I 1046.310 I 195.10 10.73 I 1.79 I 1048.10 .00 i 3.99 I 3.34 I I 5.000 I .000 .00 I 1 .0 HYDRAULIC JUMP 5069.040 I 1041.948 I 3.641 I I 1045.589 I 195.10 12.74 I 2.52 I 1048.11 .00 I 3.99 I 4.45 I i 5.000 - I - I .000 - I - .00 I 1 .0 - I - 355.768 - I - .0072 - I - - I - - I - - I - - I - .0072 - I - 2.58 - I - 3.64 - I - 1.21 - I - 3.64 .013 .00 .00 1- PIPE 5424.808 I 1044.525 I 3.641 I I 1048.166 I 195.10 12.74 I 2.52 I 1050.69 .00 I 3.99 I 4.45 I I 5.000 - I - I .000 - I - .00 I 1 .0 - I - 216.042 - I - .0072 - I - - I - - I - - I - - I - .0076 - I - 1.65 - I - 3.64 - I - 1.21 - I - 3.64 .013 .00 .00 1- PIPE 5640.850 I 1046.090 I 3.498 I I 1049.588 I 195.10 13.30 I 2.75 I 1052.33 .00 i 3.99 - I - 1 4.58 - I - I I 5.000 - I - I .000 - I - .00 I 1 .0 - I - 2.070 - I - .0050 - I - - I - - I - - I - - I - .0080 - I - .02 - I - 3.50 1.31 4.43 .013 .00 .00 1 PIPE 5642.920 I 1046.100 I 3.489 I I 1049.589 I 195.10 13.34 I 2.76 I 1052.35 .00 I 3.99 - I - I 4.59 - I - I I 5.000 - i - I .000 .00 I 1 .0 - I - 36.501 - I - .0050 - I - - I - - I - - I - - I - .0086 - I - .31 - I - 3.49 1.32 4.43 .013 -1 .00 .00 1- PIPE 5679.421 I 1046.283 I 3.343 I I 1049.626 I 195.10 - I - 13.99 - I - I 3.04 - I - I 1052.66 - I - .00 I 3.99 I 4.71 - I - I I 5.000 - I - i .000 - I - .00 I 1 .0 - I - 36.177 - f - .0050 - I - - I - .0096 .35 - I - 3.34 - I - 1.43 4.43 .013 .00 .00 1- PIPE Hydraulics 21 Hydraulics 22 FILE: A- 42Q100.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 1 :30: 2 PM 16652 LINE A Q100 (ASSUMES ENTIRE INTERCEPTION OF TRIBUTARY RUNOFF) FROM CYPRESS /SANTA ANA TO JUNIPER /SLOVER I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip -I- L /Elem -I- ICh Slope I -I- I - I - I - I- I -I - I - SF Avel - I - HF ISE - I - DpthlFroude -I- NINorm Dp - I - -I- I "N" -I I X -Fa111 ZR - i IType Ch 5715.598 I I 1046.464 I 3.206 I 1049.670 I 195.10 14.67 I 3.34 I 1053.01 .00 i 3.99 I 4.80 I I 5.000 I .000 .00 I 1 .0 - I- 35.274 - I - .0050 - I - - I - - I - - I - - I - .0109 - I - .38 - I - 3.21 - i- 1.55 - I - 4.43 - I - .013 - I - .00 .00 1- PIPE 5750.873 I I 1046.641 I 3.078 I 1049.719 I 195.10 15.38 I 3.68 I 1053.39 .00 I 3.99 I 4.86 I I 5.000 I .000 .00 1 .0 - I - 34.105 - I - .0050 - I - - I - - I - - I - - I - .0122 - I - .42 - I - 3.08 - I - 1.68 - 1 - 4.43 - I - .013 - I - .00 .00 1- PIPE 5784.978 I I 1046.812 I 2.957 I 1049.769 1 195.10 16.14 I 4.04 I 1053.81 .00 I 3.99 I 4.92 I I 5.000 I .000 .00 I 1 .0 - I - 32.856 - I - .0050 - I - - I - - I - - I - - i - .0138 - I - .45 - I - 2.96 - I - 1.81 - I - 4.43 - I - .013 - I - .00 .00 1- PIPE 5817.834 I I 1046.977 i 2.843 I 1049.820 I 195.10 16.92 I 4.45 I 1054.27 .00 I 3.99 I 4.95 I I 5.000 I .000 .00 I 1 .0 - I - 31.574 - I - .0050 - I - - I - - I - - I - - I - .0157 - I - .49 - I - 2.84 - I - 1.95 - i - 4.43 - I - .013 - I - .00 .00 1- PIPE 5849.409 I I 1047.135 I 2.735 I 1049.870 I 195.10 17.75 I 4.89 I 1054.76 .00 I 3.99 I 4.98 I I 5.000 I .000 .00 I 1 .0 - I - 30.327 - I - .0050 - I - - I - - I - - i - - I - .0178 - I - .54 - I - 2.74 - I - 2.10 - I - 4.43 - I - .013 - I - .00 .00 1- PIPE 5879.735 I I 1047.287 I 2.633 I 1049.919 I 195.10 18.62 I 5.38 I 1055.30 .00 I 3.99 I 4.99 I I 5.000 I .000 .00 I 1 .0 - I- 29.112 - I - .0050 - I- - I - - I - - I - - I - .0201 - I - .59 - I - 2.63 - I - 2.26 - I - 4.43 - I - .013 - I- .00 .00 1- PIPE 5908.848 I i 1047.433 I 2.535 I 1049.968 i 195.10 19.52 I 5.92 I 1055.89 .00 I 3.99 I 5.00 I I 5.000 I .000 .00 I 1 .0 - I- 27.944 -I .0050 -I- - I - - I - - I - - I - .0229 - i - .64 - I - 2.54 - I - 2.43 - I - 4.43 - I - .013 - I- .00 .00 1- PIPE 5936.792 I I 1047.573 I 2.442 I 1050.015 I 195.10 20.48 I 6.51 I 1056.53 .00 I I 3.99 5.00 I I 5.000 I .000 .00 t 1 .0 - I - 26.826 - I - .0050 - I- - I - - I - - I - - I - .0260 - I - .70 - I - 2.44 - I - 2.61 - I - 4.43 - I - .013 - I- .00 .00 1- PIPE 5963.618 I I 1047.707 I 2.353 - I - I 1050.060 i 195.10 21.48 I 7.16 I 1057.22 .00 I I 3.99 4.99 I I 5.000 I .000 .00 I 1 .0 -I- 25.752 - I - .0050 - t - - I - - I - - I - .0295 - I - .76 - I - 2.35 - I - 2.81 - I - 4.43 - I - .013 - I- .00 .00 1- PIPE Hydraulics 22 Hydraulics 23 FILE: A- 42Q100.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 1:30: 2 PM 16652 LINE A Q100 (ASSUMES ENTIRE INTERCEPTION OF TRIBUTARY RUNOFF) FROM CYPRESS /SANTA ANA TO JUNIPER /SLOVER I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTlor I.D.I ZL IPrs /Pip -I- L /Elem -I- ICh Slope I -I- -I- I I -I- I -I- -I- SF Avel - I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I IType Ch 5989.370 I I 1047.836 2.269 I I 1050.105 i 195.10 22.52 I 7.88 I 1057.98 .00 I I 3.99 4.98 I 5.000 I I .000 .00 I 1 .0 - I - 24.730 - I - .0050 - I- - I - - I - - I - - I - .0336 - I - .83 - I - 2.27 - I - 3.01 - I - 4.43 - I - .013 - I - .00 .00 1- PIPE 6014.100 I I 1047.960 2.187 I I 1050.147 I 195.10 23.62 I 8.67 I 1058.81 .00 I I 3.99 4.96 I 5.000 I I .000 .00 I 1 .0 TRANS STR .2782 .0351 .19 2.19 3.23 .013 .00 .00 PIPE 6019.600 I I 1049.490 3.459 I I 1052.949 i 195.10 20.32 I 6.41 I 1059.36 3.50 I I 3.46 .75 I 3.500 i I .000 .00 I 1 .0 - I - .521 - I - .0092 - I - - I - - I - - i - - I - .0352 - I - .02 - I - 3.50 - I - 1.00 - I - 3.50 - I - .013 - I - .00 .00 1- PIPE 6020.121 I I 1049.495 3.500 I 1052.995 I I 195.10 20.28 I 6.39 i 1059.38 3.50 I I 3.46 .00 I 3.500 I I .000 .00 I 1 .0 - I - 69.189 - I - .0092 - I - - I - - I - - I - - I - .0368 - I - 2.54 - I - 3.50 - I - .00 - I - 3.50 - I - .013 - I - .00 .00 1- PIPE 6089.310 I I 1050.130 6.730 I 1056.860 I I 195.10 20.28 I 6.39 I 1063.25 .00 I I 3.46 .00 I 3.500 I I .000 .00 I 1 .0 - I - JUNCT STR - I - .0091 - I- - I - - I - - I - - I - .0321 - I - .18 - I - 6.73 - I- .00 - I - - I - .013 - I - .00 .00 I- PIPE 6094.840 I I 1050.180 10.035 I 1060.215 I I 164.20 17.07 I 4.52 I 1064.74 .00 i I 3.42 .00 I 3.500 I I .000 .00 I 1 .0 - I - 20.160 - I - .0094 - I - - I - - I - - I - - I - .0266 - I - .54 - I - 10.04 - I - .00 - I - 3.50 - I - .013 - I - .00 .00 1- PIPE 6115.000 I I 1050.370 10.382 I 1060.752 I I 164.20 17.07 I 4.52 I 1065.28 .00 I I 3.42 .00 I 3.500 I I .000 .00 I 1 .0 - I - JUNCT STR - I - .0083 - I- - I - - I - - I - - I - .022 - I - .13 - I - 10.38 - I - .00 - I - - I - .013 - I - .00 .00 I- PIPE 6121.020 I I 1050.420 12.856 I I 1063.276 I 133.30 13.85 I 2.98 I 1066.26 .00 I I 3.33 .00 I 3.500 I I .000 .00 I 1 .0 - I - 638.830 - I - .0092 - I - - I - - I - - I - - I - .0176 - I - 11.21 - I - 12.86 - I - .00 - I - 3.50 - I - .013 - I - .00 .00 1- PIPE 6759.850 I I 1056.300 18.488 - I - I I 1074.788 i 133.30 13.85 I 2.98 I 1077.77 .00 I I 3.33 .00 I 3.500 I I .000 .00 I 1 .0 - I - JUNCT STR - I - .0067 - I - - I - - I - - I - .0146 - I - .11 - I - 18.49 - I - .00 - I - - I - .013 - I - .00 .00 I- PIPE Hydraulics 23 Hydraulics 24 FILE: A- 42Q100.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 1:30: 2 PM 16652 LINE A Q100 (ASSUMES ENTIRE INTERCEPTION OF TRIBUTARY RUNOFF) FROM CYPRESS /SANTA ANA TO JUNIPER /SLOVER I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip -I- L /Elem -I- ICh Slope I -I- I - I- I -I- I -I- -I- SF Avel - I- -I- HF ISE DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X -Fall) ZR -I IType Ch 6767.270 I I 1056.350 I 20.360 I 1076.709 I 108.50 11.28 I 1.97 I 1078.68 .00 I 3.16 I .00 I 3.500 I I .000 .00 I 1 .0 - I - 592.020 - I - .0062 - i - - I - - I - - I - - I - .0116 - I - 6.89 - I - 20.36 - I - .00 3.50 - I - - I - .013 - I - .00 .00 1- PIPE 7359.290 1060.010 23.683 1083.693 108.50 11.28 1.97 1085.67 .00 3.16 .00 3.500 .000 .00 1 .0 - I - 5.500 - I - .0055 - I - - I - - I - - I - - I - .0116 - I - .06 - I - 23.68 - I - .00 3.50 - I - - I - .013 - I - .00 .00 1- PIPE 7364.790 I I 1060.040 I 23.717 I 1083.757 I 108.50 11.28 I 1.97 I 1085.73 .00 i 3.16 I .00 I 3.500 I I .000 .00 I 1 .0 - I - 335.210 - I - .0093 - I - - I - - I - - I - - I - .0116 - I - 3.90 - I - 23.72 - I - .00 3.50 - I - - I - .013 - I - .00 .00 1- PIPE 7700.000 I 1063.170 I I 24.486 I 1087.656 I 108.50 11.28 i 1.97 I 1089.63 .00 I 3.16 I .00 I 3.500 I I .000 .00 I 1 .0 - I - 5.500 - I - .0109 - I - - I - - I - - I - - I - .0116 - I - .06 - I - 24.49 - I - .00 2.99 - I - - I - .013 - I - .00 .00 1- PIPE 7705.500 I 1063.230 I I 24.490 I 1087.720 I 108.50 11.28 I 1.97 I 1089.69 .00 I 3.16 I .00 I 3.500 I i .000 .00 I 1 .0 - I - 302.500 - I - .0100 - I - - I - - I - - I - - I - .0116 - I - 3.52 - I - 24.49 - I - .00 3.50 - I - - I - .013 - I - .00 .00 1- PIPE 8008.000 I 1066.250 I i 24.988 I 1091.238 I 108.50 11.28 I 1.97 I 1093.21 .00 i 3.16 I .00 I 3.500 I I .000 .00 I 1 .0 - I - JUNCT STR - I - .0091 - I - - I - - I - - i - - I - .0094 - I - .05 - I - 24.99 - I - .00 - I - - I - .013 - I - .00 .00 I- PIPE 8013.500 I 1066.300 I I 26.100 I 1092.400 I 85.60 8.90 i 1.23 I 1093.63 .00 I 2.88 I .00 I 3.500 I I .000 .00 I 1 .0 331.000 .0101 .0072 2.40 26.10 .00 2.47 .013 .00 .00 PIPE 8344.500 I 1069.630 I I 25.166 I 1094.796 I 85.60 8.90 I 1.23 I 1096.03 .00 I I 2.88 .00 I I 3.500 I .000 .00 I 1 .0 -I- JUNCT STR - I - .0109 - I - - I - - I - - I - - 1 - .0064 - i - .04 - I - 25.17 - I - .00 - i - - I - .013 - l - .00 .00 I- PIPE 8350.000 I 1069.690 I I 25.610 I 1095.300 I 75.60 7.86 I .96 I 1096.26 .00 I i 2.72 .00 I I 3.500 I .000 .00 I 1 .0 320.000 .0100 .0056 1.81 25.61 .00 2.26 .013 .00 .00 PIPE Hydraulics 24 C) FILE: A- 42Q100.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 1:30: 2 PM 16652 LINE A Q100 (ASSUMES ENTIRE INTERCEPTION OF TRIBUTARY RUNOFF) FROM CYPRESS /SANTA ANA TO JUNIPER /SLOVER I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa111 ZR IType Ch I I I I I I I I I I I I I 8670.000 1072.890 24.216 1097.106 75.60 7.86 .96 1098.07 .00 2.72 .00 3.500 .000 .00 1 .0 - I - - i - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 62.530 .0683 .0056 .35 24.22 .00 1.28 .013 .00 .00 PIPE I I I 1 11 1 1 1 1 1 1 1 1 8732.530 1077.160 20.299 1097.459 75.60 7.86 .96 1098.42 .00 2.72 .00 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Hydraulics 25 1001K fie-vclo CD" 6111('Ok7' (ts CInW Dfopms�� G B . - 751 , re Ig -.*�,e jr e4pr .S e by •t 17.7 - 7. - 2- te /fl/ 1 W 2 m /,o ?, AeA 1 i i -C-T T c 3 n37 L : 11 1 4V Noe 7.2 4- 1 ifs = 107,9 cfs 0 ' / 95' 9 — / 07, cis - r- W i / / r ('r�0, , I — r-7 /Z C/,,- FILE: A- 42Q100Partia1.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 3- 4 -2006 Time: 2:23: 6 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 5.000 CD 3 4 1 3.500 CD 4 4 1 2.000 CD 5 4 1 3.000 CD 6 4 1 3.500 CD 7 4 1 3.500 CD 8 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - PM 16652 LINE A Q100 (ASSUMES PARTIAL INTERCEPTION OF RUNOFF) HEADING LINE NO 2 IS - LIMITED TO EXISTING CB'S AND IMMEDIATELY PROPOSED CB'S HEADING LINE NO 3 IS - FROM CYPRESS /SANTA ANA TO JUNIPER /SLOVER W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 4779.320 1039.850 1 1045.000 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5640.850 1046.090 1 .013 .000 .000 .000 2 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6014.100 1047.960 1 .013 .000 .000 .000 2 ELEMENT NO 4 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 6019.600 1049.490 3 .013 .000 .000 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6089.310 1050.130 3 .013 45.000 - 88.757 .000 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6094.840 1050.180 3 4 0 .013 9.500 .000 1050.910 .000 56.100 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6115.000 1050.370 3 .013 .000 .000 .000 0 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6121.020 1050.420 3 4 0 .013 9.500 .000 1051.290 .000 - 45.000 .000 RADIUS ANGLE Hydraulics 26 W S ELEV 1077.160 Hydraulics 27 .000 .000 RADIUS ANGLE ANG PT MAN H .000 * ELEMENT NO 9 IS A REACH .000 1056.760 .000 - 45.000 .000 RADIUS ANGLE U/S DATA STATION INVERT SECT N PAGE NO 3 RADIUS ANGLE 6759.850 1056.300 3 .000 .013 .000 ELEMENT NO 10 IS A JUNCTION .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 ANG PT MAN H .000 .000 .000 6767.270 1056.350 6 5 0 .013 24.600 .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 W S P G W 1067.250 .000 45.000 .000 RADIUS ANGLE WATER SURFACE PROFILE - ELEMENT CARD LISTING .000 .000 ELEMENT NO 11 IS A REACH MAN H .000 .000 .000 0 * * U/S DATA STATION INVERT SECT N 1070.880 .000 45.000 .000 RADIUS ANGLE 7359.290 1060.010 6 .000 .013 ELEMENT NO 12 IS A REACH .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H U/S DATA STATION INVERT SECT N PAGE NO 4 7364.790 1060.040 6 .013 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 7700.000 1063.170 6 .013 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N 7705.500 1063.230 6 .013 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N 8008.000 1066.250 6 .013 ELEMENT NO 16 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 8013.500 1066.300 7 8 0 .013 22.900 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT N 8344.500 1069.630 7 .013 ELEMENT NO 18 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 8350.000 1069.690 7 8 0 .013 13.100 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N 8670.000 1072.890 7 .013 ELEMENT NO 20 IS A REACH U/S DATA STATION INVERT SECT N 8732.530 1077.160 7 .013 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 21 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 8732.530 1077.160 7 W S ELEV 1077.160 Hydraulics 27 .000 .000 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 2 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1056.760 .000 - 45.000 .000 RADIUS ANGLE .000 .000 PAGE NO 3 RADIUS ANGLE ANG PT MAN H .000 .000 .000 1 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1067.250 .000 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1070.880 .000 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 PAGE NO 4 W S ELEV 1077.160 Hydraulics 27 Hydraulics 28 Hydraulics 29 FILE: A- 42Q100Partial.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 2:23:21 PM 16652 LINE A Q100 (ASSUMES PARTIAL INTERCEPTION OF RUNOFF) LIMITED TO EXISTING CB'S AND IMMEDIATELY PROPOSED CB'S FROM CYPRESS /SANTA ANA TO JUNIPER /SLOVER I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station - I- I Elev I -I- (FT) - I- I Elev I -I- (CFS) I - I- (FPS) -I- Head I Grd.El.l -I- -I- Elev - I- I Depth -I- I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem 1Ch Slope I I I I SF Avel HF ISE DpthlFroude NINorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I IType Ch 4779.320 I I 1039.850 5.150 I 1045.000 - I - I I 136.70 6.96 I I .75 1045.75 .00 I 3.35 I .00 I 5.000 I I .000 .00 I 1 .0 - I - 34.092 - I - .0072 - I - - I - - i - - I - - I - .0027 .09 - I - 5.15 - I - .00 - I - 2.84 - I - .013 - I - .00 .00 1- PIPE 4813.412 - I - I I 1040.097 5.000 - I - I I 1045.097 - i - I 136.70 - I - 6.96 - I - I I .75 1045.85 .00 I 3.35 I .00 I 5.000 I I .000 .00 I 1 .0 82.777 - I - .0072 - I - - I - .0026 .21 - I - 5.00 - I - .00 - I - 2.84 - I - .013 - I - .00 .00 1- PIPE 4896.189 - I - I 1040.697 - I - I 4.537 - I - I 1045.233 - I - I I 136.70 - I - 7.30 - I - I I .83 1046.06 .00 I 3.35 I 2.90 I 5.000 I I .000 .00 I 1 .0 39.280 .0072 - i - - I - .0025 .10 - I - 4.54 - I - .51 - I - 2.84 - I - .013 - I - .00 .00 1- PIPE 4935.469 - I - I 1040.981 I 4.267 - I - I I 1045.248 - I - I 136.70 - I - 7.66 I I .91 1046.16 .00 I 3.35 I 3.54 i 5.000 I I .000 .00 I 1 .0 28.822 - I - .0072 - I - - I - - I - .0027 .08 - I - 4.27 - I - .60 - I - 2.84 - I - .013 - I - .00 .00 1- PIPE 4964.291 I 1041.190 I 4.045 - I - I 1045.235 - I - I I 136.70 - I - 8.03 I I 1.00 1046.24 .00 I 3.35 I 3.93 I 5.000 I I .000 .00 I 1 .0 - I - 14.119 - I - .0072 - I - - I - - I - .0029 .04 - I - 4.05 - I - .68 - I - 2.84 - I - .013 - I - .00 .00 1 PIPE 4978.410 I 1041.292 I 3.927 I I 1045.219 I 136.70 8.26 I I 1.06 1046.28 .00 I 3.35 I 4.11 I 5.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 4978.410 I I 1041.292 2.840 I I 1044.132 I 136.70 11.87 I i 2.19 1046.32 .00 I 3.35 I 4.95 I 5.000 I I .000 .00 I 1 .0 - I - 362.213 - I - .0072 - I - - I - - I - - I - - I - - I - .0072 2.62 - I - 2.84 - I - 1.37 - I - 2.84 - I - .013 - I - .00 .00 1- PIPE 5340.623 I I 1043.915 2.840 - I - I I 1046.755 - I - I 136.70 - I - 11.87 - I - I I 2.19 1048.94 .00 I I 3.35 4.95 I 5.000 I I .000 .00 I 1 .0 - I - 211.311 - I - .0072 - I - - I - .0070 1.49 - I - 2.84 - I - 1.37 - I- 2.84 - I - .013 - I - .00 .00 1- PIPE 5551.934 I I 1045.446 2.895 - I - I I 1048.341 - I - I 136.70 11.60 I I 2.09 1050.43 .00 I 3.35 I 4.94 I 5.000 I i .000 .00 I 1 .0 - I - 88.917 - I - .0072 - I - - I - - I - - I - .0064 .57 - i - 2.89 - I - 1.32 - I - 2.84 - I - .013 - I - .00 .00 1 PIPE Hydraulics 29 Hydraulics 30 FILE: A- 42Q100Partial.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 2:23:21 PM 16652 LINE A Q100 (ASSUMES PARTIAL INTERCEPTION OF RUNOFF) LIMITED TO EXISTING CB'S AND IMMEDIATELY PROPOSED CB'S FROM CYPRESS /SANTA ANA TO JUNIPER /SLOVER I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip -I- L /Elem - I - ICh Slope I -I- -I- I -I- I I - I- -I- SF Avel -I- -I HF ISE DpthlFroude - I - NINorm -I- Dp - I - I "N" - I - I X -Fa111 ZR - I IType Ch 5640.850 I I 1046.090 3.012 I 1049.102 I I 136.70 11.06 I 1.90 I 1051.00 .00 I 3.35 I 4.89 I 5.000 I I .000 .00 I 1 .0 - I - 24.430 - I - .0050 - I - - I - -I - I - - t - .0062 - I - .15 - I - 3.01 - I - 1.23 - I - 3.21 - I - .013 - I- .00 .00 1- PIPE 5665.280 I 1046.213 I 2.960 I 1049.172 I I 136.70 11.30 - I - I 1.98 I 1051.15 .00 I 3.35 I 4.91 I 5.000 I i .000 .00 I 1 .0 - I - 47.391 - I - .0050 - I - - I - - I - - I - .0068 - I - .32 - I - 2.96 - I - 1.27 - I - 3.21 - I - .013 - I - .00 .00 1- PIPE 5712.670 I 1046.450 I 2.845 I 1049.295 I I 136.70 11.85 I 2.18 I 1051.47 .00 I 3.35 I 4.95 I I 5.000 I .000 .00 I 1 .0 - I - 41.211 - I - .0050 - I - - I - - I - - I - - I - .0077 - I - .32 - I - 2.85 - I - 1.37 - I - 3.21 - I - .013 - I - .00 .00 1- PIPE 5753.882 I 1046.656 I 2.737 - I - I 1049.394 - I - I I 136.70 12.42 I 2.40 I 1051.79 .00 I 3.35 I 4.98 I i 5.000 I .000 .00 I 1 .0 - I - 37.165 - I - .0050 - I - - I - - I - .0087 - I - .32 - I - 2.74 - I - 1.47 - I - 3.21 - I - .013 - I - .00 .00 1 PIPE 5791.047 - I - I 1046.843 - I - I 2.635 - I - I 1049.477 - I - i I 136.70 - I - 13.03 - I - i 2.64 I 1052.11 .00 I 3.35 I 4.99 I I 5.000 I .000 .00 I 1 .0 34.196 .0050 - I - .0099 - I - .34 - I - 2.63 - I - 1.58 - I - 3.21 - i - .013 - I - .00 .00 1- PIPE 5825.243 I 1047.014 I 2.537 I 1049.551 I I 136.70 13.67 I 2.90 I 1052.45 .00 I 3.35 I 5.00 I I 5.000 I .000 .00 I 1 .0 - I - 31.832 - I - .0050 - I - - I - - I - - I - - I - .0112 - I - .36 - I - 2.54 - I - 1.70 - I - 3.21 - I - .013 - I- .00 .00 1- PIPE 5857.075 I 1047.173 I 2.444 I 1049.617 I 1 136.70 14.33 I 3.19 I 1052.81 .00 I I 3.35 5.00 I I 5.000 I .000 .00 I 1 .0 -I- 29.851 -I- .0050 - I - - I - - I - - I - - I - .0127 - I - .38 - I - 2.44 - I - 1.83 - i - 3.21 - I - .013 - I- .00 .00 1- PIPE 5886.926 I 1047.323 I 2.355 I 1049.678 I I 136.70 15.03 I 3.51 I 1053.19 .00 I I 3.35 4.99 I I 5.0.00 I .000 .00 I 1 .0 -I- 28.165 -I- .0050 - I - - I - - I - - I - - I - .0145 - I - .41 - I - 2.35 - I - 1.96 - I - 3.21 - I - .013 - I - .00 .00 1- PIPE 5915.091 I 1047.464 I 2.270 - I - I 1049.734 - I - I I 136.70 - I - 15.77 - I - I 3.86 I 1053.59 .00 I I 3.35 4.98 I 1 5.000 I .000 .00 I 1 .0 - I - 26.653 - I - .0050 - I - .0164 - I - .44 - I - 2.27 - I - 2.11 - I - 3.21 - I - .013 - I - .00 .00 1- PIPE Hydraulics 30 Hydraulics 31 FILE: A- 42Q100Partial.WSW W S P G W- CIVILDESIGN Version 14.06 ?AGE 3 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 2:23:21 PM 16652 LINE A Q100 (ASSUMES PARTIAL INTERCEPTION OF RUNOFF) LIMITED TO EXISTING CB'S AND IMMEDIATELY PROPOSED CB'S FROM CYPRESS /SANTA ANA TO JUNIPER /SLOVER I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wti INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip -I L /Elem - I- ICh Slope I -I -I- I - I - I I - I- - I - -I -I- SF Avel HF ISE DpthlFroude - I - NINorm - I - bp - I- I " "N" I - I - X -Fall) ZR - I IType Ch 5941.744 I I 1047.597 2.189 I 1049.786 I I 136.70 16.54 - I - I I 4.25 1054.03 .00 I 3.35 I 4.96 I I 5.000 I .000 .00 I 1 .0 -I- 25.309 - I - .0050 - I - - I - - I - - I - - I - .0187 .47 - I - 2.19 - I - 2.26 - I - 3.21 - I - .013 - I - .00 .00 1- PIPE 5967.053 I I 1047.724 2.111 N I 1049.835 I 136.70 17.34 I I 4.67 1054.51 .00 I 3.35 I 4.94 I I 5.000 I .000 .00 I 1 .0 - I - 24.082 - I - .0050 - I - - I - - I - - I - - I - - i - .0213 .51 - I - 2.11 - I - 2.42 - I - 3.21 - I - .013 - i - .00 .00 1- PIPE 5991.135 I I 1047.845 2.037 I I 1049.882 I 136.70 18.19 I I 5.14 1055.02 .00 I 3.35 I 4.91 I i 5.000 I .000 .00 I 1 .0 - I - 22.965 - i - .0050 - I - - I- - I - - I - - I - - I - .0243 .56 - I - 2.04 - I - 2.59 - I - 3.21 - I - .013 - I - .00 .00 1- PIPE 6014.100 I 1047.960 I 1.965 I 1049.925 I I 136.70 19.08 I I 5.65 1055.58 .00 I 3.35 I 4.88 I I 5.000 I .000 .00 I 1 .0 TRANS STR .2782 .0209 .12 1.97 2.78 .013 .00 .00 PIPE 6019.600 I 1049.490 I 3.340 I 1052.830 I I 136.70 14.44 I I 3.24 1056.07 .11 I 3.34 I 1.46 I I 3.500 I .000 .00 I 1 .0 - I - 7.174 - I - .0092 - I - - I - - I - - I - - I - - I - .0168 .12 - I - 3.45 - I - 1.00 - I - 3.50 - I - .013 - I - .00 .00 1- PIPE 6026.774 I 1049.556 I 3.500 I 1053.056 I I 136.70 14.21 I I 3.13 1056.19 3.50 I 3.34 I .00 I I 3.500 I .000 .00 I 1 .0 - I - 62.536 - I - .0092 - I - - I - - I - - I - - I - - I - .0180 1.13 - I - 3.50 - I - .00 - I - 3.50 - I - .013 - I - .00 .00 1- PIPE 6089.310 I 1050.130 I 4.670 I 1054.800 I I 136.70 14.21 I I 3.13 1057.93 .00 I 3.34 I .00 I I 3.500 I .000 .00 I 1 .0 - I - JUNCT STR - I - .0091 - I - - I- - I - - I - - I - - I - .0172 .10 - I - 4.67 - I - .00 - I - - I - .013 - I - .00 .00 I- PIPE 6094.840 I 1050.180 - I - I 5.505 I 1055.685 - I - i I 127.20 13.22 t I 2.71 1058.40 .00 I I 3.29 .00 I I 3.500 I .000 .00 I 1 .0 - I - 20.160 .0094 - I - - I - - I - - I - - I - .0160 .32 - I - 5.50 - I - .00 - I - 3.50 - I - .013 - I - .00 .00 1- PIPE 6115.000 I 1050.370 - I - I 5.637 I I 1056.007 - I - I 127.20 13.22 I I 2.71 1058.72 .00 I I 3.29 .00 I I 3.500 I .000 .00 I 1 .0 -I JUNCT STR .0083 - I - - I - - I - - I - - I - .0148 .09 - I- 5.64 - I - .00 - I - - I - .013 - I - .00 .00 I- PIPE Hydraulics 31 Hydraulics 32 FILE: A- 42Q100Partial.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 2:23:21 PM 16652 LINE A Q100 (ASSUMES PARTIAL INTERCEPTION OF RUNOFF) LIMITED TO EXISTING CB'S AND IMMEDIATELY PROPOSED CB'S FROM CYPRESS /SANTA ANA TO JUNIPER /SLOVER I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /1Base Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) -I- Head I Grd.El.l -I- -I- Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip -I- L /Elem -I- ICh Slope I -I- -I- I -I- I I SF Avel HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I I X -Fall) ZR -f IType Ch 6121.020 I I 1050.420 6.391 I 1056.811 I I 117.70 12.23 I I 2.32 1059.14 .00 I 3.23 I .00 I 3.500 I I .000 .00 I 1 .0 - I - 638.830 - I - .0092 - I - - I - - I - - I - - I - - I - .0137 8.74 - I - 6.39 - I - .00 - I - 3.50 - I - .013 - I - .00 .00 1- PIPE 6759.850 I I 1056.300 9.487 I 1065.787 I I 117.70 12.23 I I 2.32 1068.11 .00 I 3.23 i .00 I 3.500 I I .000 .00 I 1 .0 - I - JUNCT STR - I - .0067 - I - - I - - I - - I - - I - - I - .0111 .08 - I - 9.49 - I - .00 - I - - I - .013 - I - .00 .00 I- PIPE 6767.270 I I 1056.350 11.064 I 1067.414 I I 93.10 9.68 I I 1.45 1068.87 .00 I 2.98 I .00 I 3.500 I I .000 .00 I 1 .0 - I - 592.020 - I - .0062 - I - - I - - I - - I - - I - - I - .0086 5.07 - I - 11.06 - I - .00 - I - 3.50 - I - .013 - I - .00 .00 1- PIPE 7359.290 I I 1060.010 12.546 I 1072.556 I I 93.10 9.68 I I 1.45 1074.01 .00 I 2.98 I .00 I 3.500 I I .000 .00 I 1 .0 - I - 5.500 - I - .0055 - I - - I - - I - - I - - I - - I - .0086 .05 - I - 12.55 - I - .00 - I - 3.50 - I - .013 - I - .00 .00 1- PIPE 7364.790 I I 1060.040 12.563 I 1072.603 I I 93.10 - I - 9.68 I I 1.45 1074.06 .00 I 2.98 I .00 I 3.500 I I .000 .00 I 1 .0 -I 335.210 - I - .0093 - I - - I - - I - - I - - I - .0086 2.87 - I - 12.56 - I - .00 - I - 2.74 - I - .013 - I - .00 .00 1- PIPE 7700.000 I I 1063.170 12.303 I 1075.473 I I 93.10 9.68 I I 1.45 1076.93 .00 I 2.98 I .00 I 3.500 I I .000 .00 I 1 .0 -I- 5.500 -I .0109 - I - -I- -I- -I- -I- - I - .0086 .05 -I- 12.30 -I- .00 -I- 2.56 - I - .013 -I- .00 .00 1- PIPE 7705.500 I I 1063.230 12.290 I 1075.520 I I 93.10 9.68 I I 1.45 1076.97 .00 I 2.98 I .00 I 3.500 I I .000 .00 I 1 .0 - I - 302.500 - I - .0100 -I- -I - I - - I - -I- -I .0086 2.59 -I- 12.29 -I- .00 - I - 2.66 - I - .013 -I- .00 .00 1 PIPE 8008.000 I I 1066.250 11.861 I 1078.110 I I 93.10 9.68 I I 1.45 1079.56 .00 I 2.98 I .00 I 3.500 I I .000 .00 I 1 .0 - I - JUNCT STR -I- .0091 - I - - I - -i- -I- -I- -t- .0067 .04 -I- 11.86 -I- .00 -i- - I - .013 - I - .00 .00 I- PIPE 8013.500 I I 1066.300 12.721 - I - I 1079.021 - I - I I 70.20 - I - 7.30 - I - I I .83 1079.85 - I - - I - .00 I I 2.63 .00 I 3.500 I I .000 .00 I 1 .0 - I - 331.000 - I - .0101 .0049 1.61 - I - 12.72 - I - .00 - I - 2.15 - I - .013 - I - .00 .00 1- PIPE Hydraulics 32 Hydraulics 33 FILE: A- 42Q100Partial.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 3- 4 -2006 Time: 2:23:21 PM 16652 LINE A Q100 (ASSUMES PARTIAL INTERCEPTION OF RUNOFF) LIMITED TO EXISTING CB'S AND IMMEDIATELY PROPOSED CB'S FROM CYPRESS /SANTA ANA TO JUNIPER /SLOVER I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) -I- - I - Head I Grd.E1.1 -I- -I- Elev - I - I Depth -I- I Width - I - IDia. -FTIor - I - I.D.1 -I ZL IPrs /Pip - I -I- L /Elem -I- ICh Slope I -I- -I- I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I I I t I I 8344.500 I 1069.630 I I 11.003 1080.633 I I 70.20 7.30 I .83 1081.46 - I - .00 - I - 2.63 - I - .00 - I - 3.500 - I - .000 - I - .00 1 .0 I- -I- JUNCT STR -I- .0109 -I- -I- - I - - I - - I - .0040 .02 11.00 .00 .013 .00 .00 PIPE 8350.000 I 1069.690 I I 11.400 1081.090 I I 57.10 5.93 I I .55 1081.64 .00 I 2.37 - I - I .00 - I - I 3.500 - I - i I .000 - I - .00 I 1 .0 - I - 320.000 - I - .0100 - I - - I - - I - - I - - I - - I - .0032 1.03 - I - 11.40 .00 1.89 .013 .00 .00 1- PIPE 8670.000 I 1072.890 I I 9.230 1082.120 I I 57.10 5.93 I I .55 1082.67 - I - - I - .00 - I - I 2.37 - I - I .00 - I - I 3.500 - I - I I .000 - I - .00 I 1 .0 1- - I - 62.530 - I - .0683 - I - - i - - I - - I - .0032 .20 9.23 .00 1.11 .013 .00 .00 PIPE 8732.530 - I - I 1077.160 - I - I I 5.162 1082.322 - I - - I - I I 57.10 5.93 - I - - I - I I .55 1082.87 - I - - I - .00 - I - I 2.37 - I - I .00 - I - I 3.500 - I - I i .000 - I - .00 I 1 .0 I- Hydraulics 33 CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 -------------------------------------------------------------------- HYDRAULIC ANALYSIS PROPOSED CATCH BASIN AT JUNIPER AVENUE PARCEL MAP 16652 DATE: 04 -18 -2005 PROJECT NO. 160 -05 -001 ------------------------------------------------------------- - - - - -- Program License Serial Number 4043 -------------------------------------------------------------------- *** Street Flow +Inlet Analysis * ** Upstream (headworks) Elevation = 1081.500(Ft.) Downstream (outlet) Elevation = 1077.600(Ft.) Runoff /Flow Distance = 298.000(Ft.) Maximum flow rate in channel(s) = 4.100(CFS) -------------------------------------------------------------- - - - - -- Top of street segment elevation = 1081.500(Ft.) End of street segment elevation = 1077.600(Ft.) Length of street segment = 298.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.680(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points: X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 0.9667 right of way 12.0000 0.6667 top of curb 12.0000 0.0000 flow line 13.5000 0.1400 gutter end 13.5000 0.1400 grade break 34.0000 0.5500 crown CURB INLET TYPE STREET DRAIN, Opening Height = 8.000(In.) Street Inlet Calculations: Street flow in street inlet depression = 4.100(CFS) Gutter depression depth = 4.000(In.) Gutter depression width = 1.500(Ft.) Depth of flow = 0.653(Ft.) Average velocity = 2.872(Ft /s) Total flow rate in 1/2 street = 4.100(CFS) U.S. DOT Hydraulic Engineering Circular No. 12 inlet calculations: ►. Street flow half width at start of inlet = 10.465(Ft.) �r Flow rate in gutter section of street = Qw = 2.559(CFS) Given inlet length L = 10.000(Ft.) Ratio of frontal flow to total flow = EO = 0.6241 Half street cross section data points through curb inlet: X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 12.0000 12.0000 13.5000 13.5000 34.0000 Length required for total flow Lt = .6 * Q ^0.42 * Slope ^.3 * where Manning's n = 0.0150 and Se = Equivalent Street x -slope Efficiency = 1 - (1- L /Lt) ^1.8 1.3000 right of way 1.0000 top of curb 0.0000 flow line 0.4733 gutter /depression end 0.4733 grade break 0.8833 crown interception = Lt (1 /(n *Se) ^:6 = 11.081(Ft.) Slope = street slope = 0.0131 including depression = 0.1587 = 0.9848 Remaining flow in street below inlets = 0.062(CFS) Depth of flow = 0.092(Ft.) Average velocity = 1.368(Ft /s) Total flow rate in 1/2 street = 0.062(CFS) Streetflow hydraulics: Halfstreet flow width (curb to crown) = 1.500(Ft.) Average flow velocity = 1.37(Ft /s) Channel including Gutter and area towards property line: Flow Width = 0.987(Ft.) Flow Area = 0.045(Sq.Ft) Velocity = 1.368(Ft /s) Flow Rate = 0.062(CFS) Froude No. = 1.1237 Channel from outside edge of gutter towards grade break: Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) Velocity = 0.000(Ft /s) Flow Rate = 0.000(CFS) Froude No. = 0.0000 Channel from grade break to crown: Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) Velocity = 0.000(Ft /s) Flow Rate = 0.000(CFS) Froude No. = 1.1286 bar Total flow rate in street = 0.062(CFS) NEGLEGIBLE PI m CATCH BASIN SIZING FOR THE ULTIMATE DEVELOPED CONDITION ASSUMING THAT NO FUTURE CATCH BASINS ARE ADDED CAPACITY OF EXISTING SUMP CB'S AT SLOVER AND JUNIPER (1 @ W =10', the other @ W =14 1 ) » »SUMP TYPE BASIN INPUT INFORMATION «« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 33.30 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.91 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 13.99 » »SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 23.80 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.91 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 10.00 Total Capacity 33.3 cfs + 23.8 cfs = 57.1 cfs, therefore the flowby will be 75.6 - 57.1 =18.5 cfs PROPOSED CB W =10' » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 13.40 GUTTER FLOWDEPTH(FEET) = 0.52 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: CM QQ BASIN WIDTH FLOW INTERCEPTION 6.50 4.94 7.00 5.30 7.50 5.65 8.00 6.00 8.50 6.29 9.00 6.59 9.50 6.87 10.00 7.15 10.50 7.43 11.00 7.71 11.50 7.98 12.00 8.25 12.50 8.51 13.00 8.78 13.50 9.04 14.00 9.29 15.00 9.76 15.50 9.99 16.00 10.20 16.50 10.41 17.50 10.80 18.00 10.99 18.50 11.17 19.00 11.35 19.50 11.52 25.50 13.17 26.00 13.28 26.50 13.39 26.55 13.40 therefore 9.3 + 4.1 -7.2 = 6.2 will flow by x,,.28' FLOW -BY CB PROPOSED BY CROUSEBEERS » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) =; 32.60 GUTTER FLOWDEPTH(FEET) = 0.67 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 14.00 14.45 15.00 15.33 19.50 18.81 20.00 19.19 21.00 19.93 - 21.50 20.30 22.00 20.66 22.50 21.03 23.00 21.39 23.50 21.74 24.00 22.09 24.50 22.43 25.00 22.77 25.50 23.10 26.00 23.42 27.00 24.04 28.00 24.64 therefore 32.6 - 24.6 = 8 efs will flow by 28.50 24.92 29.00 25.20 29.50 25.48 30.00 25.75 45.00 31.53 45.50 31.66 46.00 31.79 48.00 32.28 48.50 32.39 49.00 32.50 ,00%. 49.46 32.60 ------------------------------------------------------------------- 14' SUMP CB PROPOSED BY CROUSE/BEERS » »SUMP TYPE BASIN INPUT INFORMATION «« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 30.80 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.91 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 12.94 N%0 EX. 4' CB'S AT JUNIPER AND SANTA ANA ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »SUMP TYPE BASIN INPUT INFORMATION «« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 9.50 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.91 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.99 Therefore two 4' catch basins will accommodate 19.0 cfs. CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 ----------------------------------------------------------- HYDRAULIC ANALYSIS N.^W BIO -SWALE (V- DITCH) PARCEL MAP 16652 PREPARED BY TGA DEVELOPMENT & ENGINEERING.INC. --------------------------------------------------------- Program License Serial Number 4043 --------------------------------------------------------- *** Improved Channel Analysis * ** Upstream (headworks) Elevation = 1075.900(Ft.) Downstream (outlet) Elevation = 1074.700(Ft.) Runoff /Flow Distance = 117.000(Ft.) Maximum flow rate in channel(s) = 18.100(CFS) ------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ * ** CALCULATED DEPTH DATA AT FLOW = 18.10(CFS) * ** Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.500 Slope or 'Z' of right channel bank = 2.500 Manning's 'N' = 0.020 Maximum depth of channel = 2.000(Ft.) Flow(q) thru channel = 18.100(CFS) Depth of flow = 1.194(Ft.) Average velocity = 5.078(Ft /s) Total flow rate in 1/2 street = 18.100(CFS) Channel flow top width = 5.970(Ft.) Depth of flow in channel = 1.19(Ft.) Total number of channels (same dimensions) = 1 Flow Velocity = 5.08(Ft /s) Individual channel flow = 18.100(CFS) Total capacity of channel(s) = 18.100(CFS) Sub - Channel No. 1 Critical depth = 1.266(Ft.) Critical flow top width = 6.328(Ft.) ' Critical flow velocity= 4.520(Ft /s) Critical flow area = 4.005(Sq.Ft) 94 TGA Development 8• Engineering Inc. Job 160 -05 -001 �41111111111111i AM Civil Engineers- Planners Sheet No. 1 of 1 WINAML 1181 California Avenue, Suite 101 B Calculated by: MJG Date 6/29/2005 Corona, CA 92881 Checked by: MJG Date 6/29/2005 (951) 371 -0264 fax (951) 371 -1365 Scale nts Calculation Sheet created and used with oennission by Aaron Skeers at Madole & Associates Inc. 8 Description: PM 1 6652 ! Stan dard Street Flo JUNIPER AVE STREET CAPACITY Iii////// �//.%'%/ f% G% t�' �% J�//!/ Y// / / / / % %iJ ///f/ %f%/1%�%/.9��/�!7! sir � � � ., , ,: �i:' / / //• %i'! // � ! % t �., r , } f �, , . , . Condition: Street R/0/W = 68 ft, Curb -Curb = 44 ft, Curb Height = 8 in, Crossfall = 0.02 ft/ft Curb Geometry: Batter = 0.25', Gutter Width = 1.5% Hike = 0.11', Lip = 0.03' Parkway Width /Slope / Mannings N = 12'/ 0.02 / 0.025, Street Mannings N = 0.015 Street Cross - section Diagram 1.00 0.90 1--------------------- - - - - -- 0.91 0.80 0.70 .6; -- - - - - - - - - - - - - - - - - - - - - .67 0.60- _ --- -- --- --- -0.55 - -- --- -- 0.50 0.40 0.30 0.20 0.14 0.14 0.10 0.00 0.11 0.11 0.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 , CITY OF FONTANA SOUTH FONTANA MASTER DRAINAGE PLAN MASTER PLAN DRAINAGE STUDY FOR EMPIRE CENTER AREA FACILITIES: P1, P2, P3, DZ-1, DZ-2, DZ-2A, DZ-3, DZ-4, DZ-5, DZ-6, & DZ-7 VOLUME NO. 1 PREPARED FOR: THE CITY OF FONTANA STEVEN NAWAR, P.E. - PROJECT MANAGER PREPARED BY: HALL & FOREMAN, INC. 43513 RIDGE PARK DRIVE TEMECULA, CA 92590 (951) 676 -6726 GERALD J. BARIL, P.E. - PROJECT MANAGER HERMAN HOVAGIMYAN, P.E. - PROJECT ENGINEER m JANUARY 2005 JN 04339 At PO /RDz11171SU TABLE OF CONTENTS VOLUME NO. 1 ❑ INTRODUCTION ❑ OVERVIEW AND DISCUSSION ❑ FINDINGS ❑ RECOMMENDATIONS APPENDICES 1. 100 - YEAR AMC 3 HYDROLOGY ❑ HYDROLOGIC DATA ❑ Q -100 SUMMARY W/O DETENTION ❑ Q -100 SUMMARY W/DETENTION o HYDROLOGY CALCULATIONS ❑ HYDRAULIC CALCULATIONS • DECLEZ CHANNEL W/O DETENTION • JURUPA RCB W/O DETENTION • DECLEZ CHANNEL W/DETENTION • JURUPA RCB W/DETENTION 2. 100 -YEAR AMC 2 HYDROLOGY ❑ Q -100 SUMMARY W/O DETENTION o HYDROLOGY CALCULATIONS o HYDRAULIC CALCULATIONS • DECLEZ CHANNEL • JURUPA RCB VOLUME NO. 2 APPENDICIES 3. 25 - YEAR AMC 2 HYDROLOGY o Q -25 SUMMARY W/O DETENTION o HYDROLOGY CALCULATIONS ❑ HYDRAULIC CALCULATIONS • DECLEZ CHANNEL • JURUPA RCB • SIERRA AVENUE LINE DZ-3 (REACHES A, B, C, & D • JURUPA RCB 4. MASTER DRAINAGE PLAN UPDATES ❑ SUMMARY o HYDRAULIC CALCULATIONS 13a oRn LANE 0 D�'-5 0 /00 yr &LI-clof ez/ riot San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2001 Version 6.4 Rational Hydrology Study Date: 01/07/05 ------------------------------------------------------------------------ FONTANA / LINE DZ -5 HYDROLOGY 100 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 -----------------------------------------------------=------------------ ********* Hydrology Study Control Information * * * * * * * * ** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 10 .1 Process from Point /Station 700.000 to Point /Station 701.000 * * ** INITIAL AREA EVALUATION * * ** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fml= 0.275(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1104.000(Ft.) Bottom (of initial area) elevation = 1096.700(Ft.) Difference in elevation = 7.300(Ft.) Slope = 0.00730 s(%)= 0.73 TC = k(0.360) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 15.263 min. Rainfall intensity = 3.069(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.819 Subarea runoff = 12.575(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.275(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + +. + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 701.000 to Point /Station 702.000 Aawk * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** NOW Top of street segment elevation = 1096.700(Ft.) End of street segment elevation = 1095.000(Ft.) 7 (30Z Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.O(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 18.863(CFS) Depth of flow = 0.488(Ft.), Average velocity = 2.394(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.668(Ft.) Flow velocity = 2.39(Ft /s) Travel time = 2.30 min. TC = 17.56 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In /Hr) Rainfall intensity = 2.822(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area, (total area with modified rational method)(Q =KCIA) is C = 0.812 Subarea runoff = 10.346(CFS) for 5.000(Ac.) Total runoff = 22.922(CFS) Effective area this stream = 10.00(Ac.) Total Study (Main Stream No. 1) = 10.00(Ac.) Area averaged Fm value = 0.275(In /Hr) Street flow at end of street = 22.922(CFS) Half street flow at end of street = 11.461(CFS) Depth of flow = 0.514(Ft.), Average velocity = 2.570(Ft /s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 702.000 to Point /Station 703.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1095.000(Ft.) End of street segment elevation = 1092.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020'' Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000'(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) 13a3 Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 34.383(CFS) Depth of flow = 0.587(Ft.), Average velocity = 2.907(Ft /s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.91(Ft /s) Travel time = 3.78 min. TC = 21.34 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In /Hr) Rainfall intensity = 2.510(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.801 Subarea runoff = 17.310(CFS) for 10.000(Ac.) Total runoff = 40.232(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 20.00(Ac.) Area averaged Fm value = 0.275(In /Hr) Street flow at end of street = 40.232(CFS) Half street flow at end of street = 20.116(CFS) Depth of flow = 0.617(Ft.), Average velocity = 3.094(Ft /s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 703.000 to Point /Station 704.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = ,1092.000(Ft.) End of street segment elevation = 1082.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 60.347(CFS) Depth of flow = 0.757(Ft.), Average velocity = '5.382(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 4.49(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 33.076(Ft.) Flow velocity = 5.38(Ft /s) 1364 Travel time = 2.04 min. TC = 23.39 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In /Hr) Rainfall intensity = 2.376(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.796 Subarea runoff = 35.407(CFS) for 20.000(Ac.) Total runoff = 75.639(CFS) . -- Effective area this stream = 40.00(Ac.) Total Study Area (Main Stream No. 1) = 40.00(Ac.) Area averaged Fm value = 0.275(In /Hr) Street flow at end of street = 75.639(CFS) Half street flow at end of street = 75.639(CFS) Depth of flow = 0.815(Ft.), Average velocity = 5.563(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 7.44(Ft.) Flow width (from curb towards crown)= 36.019(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + +++ + ++ Process from Point /Station 704.000 to Point /Station .30.000 * * ** PIPEFLOW TRAVEL TIME CUser specified size) * * ** Upstream point /station eleion = 1076.000(Ft.) Downstream point /station'ereation = 1066.000(Ft.) Pipe length = 1000.00(Ft.r Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 75.639(CFS) Given pipe size = .36.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 5.523(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 12.856(Ft.) • Minor friction loss = 2.667(Ft.) K- factor = 1.50 Pipe flow velocity = 10.70(Ft /s) Travel time through pipe = — 1.56 min. Time of concentration (TC) = 24.95 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 30.000 to Point /Station 30.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 40.000(Ac.) Runoff from this stream = 75.639(CFS) Time of concentration = 24.95 min. Rainfall intensity = 2.286(In /Hr) Area averaged loss rate (Fm) = 0.2748(In /Hr) Area averaged Pervious ratio (Ap) = 0.3500 •+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 705.000 to Point /Station 706.000 * * ** INITIAL AREA EVALUATION * * ** 136 SO CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1085.700(Ft.) Bottom (of initial area) elevation = 1075.300(Ft.) Difference in elevation = 10.400(Ft.) Slope = 0.01040 s(%)= 1.04 TC = k(0.360) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 14.220 min. Rainfall intensity = 3.202(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.823 Subarea runoff = 26.349(CFS) Total initial stream area = 10.000(Ac.) Pervious area fraction = 0 -.350 Initial area Fm value = 0.275(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 706.000 to Point /Station 707.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1075.300(Ft.) End of street segment elevation = 1072.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20. 000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 36.230(CFS) Depth of flow = 0.532(Ft.), Average velocity = 3.765(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.76(Ft /s) Travel time = 1.46 min. TC = 15.68 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In /Hr) l30t On Rainfall intensity = 3.020(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified Depth of flow = 0.560(Ft.), Average velocity = 4.052(Ft /s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) rational method)(Q =KCIA) is C = 0.825 Subarea runoff = 17.257(CFS) for 7.500(Ac.) Total runoff = 43.607(CFS) Effective area this stream = 17.50(Ac.) Total Study Area (Main Stream No. 1) = 57.50(Ac.) Area averaged Fm value = 0.251(In /Hr) Street flow at end of street = 43.607(CFS) Half street flow at end of street = 21.803(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 707.000 to Point /Station 707.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 17.500(Ac.) Runoff from this stream = 43.607(CFS) Time of concentration = 15.68 min. Rainfall intensity 3.020(In /Hr) Area averaged loss rate (Fm) = 0.2513(In /Hr) Area averaged Pervious ratio (Ap) = 0.4143 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 75.639 24.95 2.286 2 43.607 15.68 3.020 Qmax (1) _ 1.000 * 1.000 * 75.639) + 0.735 * 1.000 * 43.607) + = 107.681 Qmax(2) _ 1.365 * 0.629 * 75.639) + 1.000 * 1.000 * 43.607) + = 108.513 Total of 2 streams to confluence: Flow rates before confluence point: 75.639 43.607 Maximum flow rates at confluence using above data: 107.681 108.513 Area of streams before confluence: 40.000 17.500 Effective area values after confluence: 57.500 42.644 Results of confluence: Total flow rate = 108.513(CFS) Time of concentration = 15.681 min. Effective stream area after confluence = 42.644(Ac.) Stream Area average Pervious fraction(Ap) = 0.370 Stream Area average soil loss rate(Fm) = 0.268(In /Hr) Study area (this main stream) = 57.50(Ac.) `400K +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 30.000 to Point /Station 31.000 PIPEFLOW TRAVEL TIME (User specified size) * * ** - Upstream point /station elevation = 1066.000(Ft.) Downstream point /station elevation = 1062.200(Ft.) Pipe length = 990.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 108.513(CFS) Given pipe size = 39.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 17.279(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 17.093(Ft.) Minor friction loss = 3.985(Ft.) K- factor = 1.50 Pipe flow velocity = 13.08(Ft /s) Travel time through pipe = 1.26 min. Time of concentration (TC) = 16.94 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 31.000 to Point /Station 31.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 42.644(Ac.) Runoff from this stream = 108.513(CFS) Time of concentration = 16.94 min. Rainfall intensity = 2.883(In /Hr) Area averaged loss rate (Fm) = 0.2676(In /Hr) Area averaged Pervious ratio (Ap) = 0.3696 ,. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 708.000 to Point /Station 709.000 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1072.000(Ft.) Bottom (of initial area) elevation = 1069.200(Ft.) Difference in elevation = 2.800(Ft.) Slope = 0.00280 s( %)= 0.28 TC = k(0.389) *((length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 19.976 min. Rainfall intensity = 2.612(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.824 Subarea runoff = 16.144(CFS) Total initial stream area = 7.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 709.000 to Point /Station 710.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** 1306 Top of street segment elevation = 1069.200(Ft.) End of street segment elevation = 1062.600(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 37.669(CFS) Depth of flow = 0.687(Ft.), Average velocity = 4.266(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.00(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 29.579(Ft.) Flow velocity = 4.27(Ft /s) Travel time = 2.58 min. TC = 22.56 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 0.000 �.. Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In /Hr) Rainfall intensity = 2.428(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.818 Subarea runoff = 38.509(CFS) for 20.000(Ac.) Total runoff = 54.653(CFS) Effective area this stream = 27.50(Ac.) Total Study Area (Main Stream No. 1) = 85.00(Ac.) Area averaged Fm value = 0.220(In /Hr) Street flow at end of street = 54.653(CFS) Half street flow at end of street = 54.653(CFS)+— Depth of flow = 0.785(Ft.), Average velocity = 4.438(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 5.91(Ft.) Flow width (from curb towards crown)= 34.489(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + ++ Process from Point /Station 710.000 to Point /Station 710.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 27.500(Ac.) Runoff from this stream = 54.653(CFS) Time of concentration = 22.56 min. Rainfall intensity = 2.428(In /Hr) Area averaged loss rate (Fm) = 0.2200(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 1307 � Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 108.513 16.94 2.883 2 54.653 22.56 2.428 Qmax(1) _ 1.000 * 1.000 * 108.513) + 1.206 * 0.751 * 54.653) + = 158.021 Qmax(2) _ 0.826 * 1.000 * 108.513) + 1.000 * 1.000 * 54.653) + = 144.295 Total of 2 streams to confluence: Flow rates before confluence point: 108.513 54.653 Maximum flow rates at confluence using above data: 158.021 144.295 Area of streams before confluence: 42.644 . 27.500 Effective area values after confluence: 63.300 70.144 Results of confluence: Total flow rate = 158.021(CFS) Time of concentration —= 16.942 min. Effective stream area after confluence = 63.300(Ac.) Stream Area average Pervious fraction(Ap) = 0.421 Stream Area average soil loss rate(Fm) = 0.249(In /Hr) Study area (this main stream) = 70.14(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 31.000 to Point /Station 32.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 1056.600(Ft.) Downstream point /station elevation = 1052.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 158.021(CFS) Given pipe size = 39.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 28.017(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 24.166(Ft.) Minor friction loss = 8.451(Ft.) K- factor = 1.50 Pipe flow velocity = 19.05(Ft /s) Travel time through pipe = 0.58 min. Time of concentration (TC) = 17.52 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 32.000 to Point /Station 32.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 63.300(Ac.) Runoff from this stream = 158.021(CFS) Time of concentration = 17.52 min. Rainfall intensity = 2.826(In /Hr) 1 Area averaged loss rate (Fm) = 0.2490(In /Hr) Area averaged Pervious ratio (Ap) = 0.4207 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 711.000 to Point /Station 712.000 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1069.600 (Ft.) Bottom (of initial area) elevation = 1062.100(Ft.) Difference in elevation = 7.500(Ft.) Slope = 0.00750 s( %)= 0.75 TC = k(0.389) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 16.404 min. Rainfall intensity = 2.939(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.833 Subarea runoff = 12.238(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 712.000 to Point /Station 713.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1062.100(Ft.) End of street segment elevation = 1058.000(Ft.) Length of street segment = 990.000(Ft.) Height of curb above gutter flowlin6 = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 30.594(CFS) Depth of flow = 0.749(Ft.), Average velocity = 2.803(Ft /s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 4.09(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 32.675(Ft.) Flow velocity = 2.80(Ft /s) 'qrw Travel time = 5.89 min. TC = 22.29 min. Adding area flow to street 1311 RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In /Hr) Rainfall intensity = 2.445(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.819 Subarea runoff = 27.821(CFS) for 15.000(Ac.) Total runoff = 40.058(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 105.00(Ac.) Area averaged Fm value = 0.220(In /Hr) Street flow at end of street = 40.058(CFS) Half street flow at end of street = 40.058(CFS) Depth of flow = 0.819(Ft.), Average velocity = 2.914(Ft /s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 7.60(Ft.) Flow width (from curb towards crown)= 36.188(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 713.000 to Point /Station 713.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.000(Ac.) Runoff from this stream = 40.058(CFS) Time of concentration = 22.29 min. Rainfall intensity = 2.445(In /Hr) Area averaged loss rate (Fm) = 0.2200(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 158.021 17.52 2.826 2 40.058 22.29 2.445 Qmax(1) _ 1.000 * 1.000 * 158.021) + 1.171 * 0.786 * 40.058) + = 194.884 Qmax (2 ) _ 0.852 * 1.000 * 158.021) + 1.000 * 1.000 * 40.058) + = 174.764 Total of 2 streams to confluence: Flow rates before confluence point: 158.021 40.058 Maximum flow rates at confluence using above data: 194.884 174.764 Area of streams before confluence: 63.300 20.000 1000% Effective area values after confluence: 79.020 83.300 `ftw Results of confluence: Total flow rate = 194.884(CFS) C-,— 1312 Time of concentration = 17.520 min. Effective stream area after confluence = 79.020(Ac.) Stream Area average Pervious fraction(Ap) = 0.440 Stream Area average soil loss rate(Fm) = 0.242(In /Hr) Study area (this main stream) = 83.30(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 32.000 to Point /Station 35.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 1052.000(Ft.) Downstream point /station elevation = 1041.000(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 194.884(CFS) Given pipe size = 51.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 10.975(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 17.579(Ft.) Minor friction loss = 4.396(Ft.) K- factor = 1.50 Pipe flow velocity = 13.74(Ft /s) Travel time through pipe = 1.60 min. Time of concentration (TC) = 19.12 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 35.000 to Point /Station 35.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** ; w+qr Along Main Stream number: 1 in normal stream number 1 Stream flow area = 79.020(Ac.) Runoff from this stream = 194.884(CFS) Time of concentration = 19.12 min. Rainfall intensity = 2.681(In /Hr) Area averaged loss rate (Fm) = 0.2420(In /Hr) Area averaged Pervious ratio (Ap) = 0.4397 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 35.000 to Point /Station 35.000 * * ** USER DEFINED FLOW INFORMATION AT A POINT * * ** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 75.62 Adjusted SCS curve number for AMC 3 = 91.37 Pervious ratio(Ap) = 0.2280 Max loss rate(Fm)= 0.038(In /Hr) Rainfall intensity = 2.528(In /Hr) for a 100.0 year storm User specified values are as follows: TC = 21.09 min. Rain intensity = 2.53(In /Hr) Total area this stream = 115.81(Ac.) Total Study Area (Main Stream No. 1) = 220.81(Ac.) Total runoff = 258.29(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 35.000 to Point /Station 35.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 CITY OF FONTANA SOUTH FONTANA MASTER DRAINAGE PLAN MASTER PLAN DRAINAGE STUDY FOR EMPIRE CENTER AREA FACILITIES: P1, P2, P3, DZ-1, DZ-2, DZ-2A, DZ-3, DZ-4, DZ-5, DZ-6, & DZ-7 VOLUME NO.2 PREPARED FOR: THE CITY OF FONTANA STEVEN NAWAR, P.E. - PROJECT MANAGER PREPARED BY: HALL & FOREMAN, INC. 43513 RIDGE PARK DRIVE TEMECULA, CA 92590 (951) 676 -6726 GERALD J. BARIL, P.E. - PROJECT MANAGER HERMAN HOVAGIMYAN, P.E. - PROJECT ENGINEER JANUARY 2005 JN 04339 p p p Spi 13 4 p e ve top ce( 0 P2 Y7 C �j '-�) San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2001 Version 6.4 Rational Hydrology Study Date: 01/13/05 ----------------------------------------------------- 7 ----------------- FONTANA./ LINE DZ -$ HYDROLOGY 25 YEAR STORM JN 04339 ----------------------------------------------------------------------- Hall & Forman, Inc. - SIN 950 ----------------------------- ------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** ---------------------------------------------------------------------- Rational hydrology study storm event year is. 25.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 25.00. 1 hour rainfall = 1.097 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++±+++++++++++++++++++++++++ +++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 700.000 to Point /Station 701.000 * * ** INITIAL AREA EVALUATION * * ** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In /Hr) Initial subarea data: . Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1104.000(Ft.) Bottom (of initial area) elevation = 1096.700(Ft.) Difference in elevation = 7.300(Ft.) Slope = 0.00730 s(%)= 0.73 TC = k(0.360) *[(1ength ^3) /(elevation change)] ^0.2 Initial area time of concentration = 15.263 min. Rainfall intensity = 2.494(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.777 Subarea runoff = 9.685(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.342(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 701.000 to Point /$tation 702.000 * ** *'STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Jaewk Top of street segment elevation = 1096.700(Ft.) ``tw►' End of street segment elevation = 1095.000(Ft.) Length of street segment = 330.000(Ft.) 1351 (352 Height of curb above gutter flowline 8.0(In.) ' Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) ,Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter - 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from -grade break to crown = 0.0150 Estimated mean.flow rate at midpoint of street = 14.527(CFS) Depth of flow = 0.451(Ft.), Average velocity = '2.244(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.791(Ft.) Flow velocity = 2.24(Ft /s) Travel time = 2.45 min. TC = 17.71 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil. group A = -1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In /Hr) Rainfall intensity = 2.281(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(¢ -KCIA) is C = 0.765 Subarea runoff = 7.766(CFS) for 5.000(Ac.) Total runoff = 17.451(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 10.00(Ac.) Area averaged Fm value = 0.342(In /Hr) Street flow at end of street = 17.451(CFS) Half street flow at end of street = 8.725(CFS) Depth of flow = 0.477(Ft.), Average velocity = 2.348(Ft/s) Flow width (from curb towards crown)= 19.090(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + ± + + + + + + + + + + +++ Process from Point /Station 702.000 to Point /Station 703.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1095.000(Ft.) End of street segment elevation = 1092.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.020 ' Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 135? Estimated mean flow rate at midpoint of street = 26.176(CFS) Depth of flow = 0.542(Ft.), Average velocity = 2.609(Ft /s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.61(Ft /s) Travel time = 4.22 min. TC = 21.93 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C — 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) — 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In /Hr) Rainfall intensity = 2.007(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (Q =KCIA) is C = 0.747 Subarea runoff = 12.513(CFS) for 10.000(Ac.). Total runoff =- 29.964(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 20.00(Ac.) Area averaged Fm value = 0.342(In /Hr) Street flow at end of street = 29.964(CFS) Half street flow at end of street = 14.982(CFS) Depth of flow = 0.564(Ft.), Average velocity = 2.753(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 703.000 to Point /Station 704.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1092.000(Ft.) End of street segment elevation = 1082.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 44.946(CFS) Depth of flow = 0.678(Ft.), Average velocity = 5.244(Ft/f) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.56(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 29.148(Ft.) Flow velocity = 5.24(Ft /s) Travel time = 2.10 min. TC = 24.03 min. ,,. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 1 154 Decimal fraction soil group B = 0.000 ` Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In /Hr) Rainfall intensity = 1.900(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method)(Q =KCIA) is C = 0.738 Subarea runoff = 26.111(CFS) for 20.000(Ac.) Total runoff = 56.075(CFS) Effective area this stream = 40.00(Ac.) Total Study Area (Main Stream No. 1) = 40.00(Ac.) Area averaged Fm value = 0.342(In /Hr) Street flow at end of'street = 56.075(CFS) Half street flow at end of street = 56.075(CFS) Depth of flow = 0.737(Ft.), Average velocity = 5.334(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 3.53(Ft.) Flow width (from curb towards crown)= 32.118(Ft.) .. ... + + + + + + + +t +t +t +t + +t + + + +t +.... .....++ + + + + + + + + + + + + + + + +..... + + + + + + + +,+ Process from Point /Station . 7b4.000 to Point /Station 30.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 1076.000(Ft.) Downstream point /station elevation = 1066.000(Ft.) Pipe length = 1000.00(Ft.) Mann,ing's N = 0.013 No. of pipes = 1 Required pipe flow = 56.075(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 56.075(CFS) < Normal flow depth in pipe = 25.27(In.) Flow top width inside pipe = 32.94(In.) Critical Depth = 29.14(In:) Pipe flow velocity = 10.57(Ft /s) Travel time through pipe = 1.58 min. Time of concentration (TC) = 25.60 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 30.000 to Point /Station 30.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal'stream - number 1 Stream flow area = 40.000(Ac.) Runoff from this stream = 56.075(CFS) Time of concentration = 25.60 min. Rainfall intensity = 1.829(In /Hr) Area averaged loss rate (Fm) = 0.3422(In /Hr) Area averaged Pervious ratio (Ap) = 0.3500 .........+++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 705.000 to Point /Station 706.000 * * ** INITIAL AREA EVALUATION * * ** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 1 55 �M• SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1085.700(Ft.) Bottom (of initial area) elevation = 1075.300(Ft.) Difference in elevation = 10.400(Ft.) Slope = 0.01040 s( %)= 1.04 TC = k(0.360) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 14.220 min. Rainfall intensity = 2.603(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.782 Subarea runoff = 20.344(CFS) Total initial stream area = 10.000(Ac.) - Pervious area fraction = 0.350 Initial area Fm value = 0.342(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 706.000 to Point /Station 707.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1075.300(Ft.) End of street segment elevation = 1072.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.)' Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 27.972(CES) Depth of flow = 0.497(Ft.), Average velocity = 3.397(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.40(Ft /s) Travel time = 1.62 min. TC = 15.84 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In /Hr) Rainfall intensity = 2.440(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.770 Subarea runoff = 12.523(CFS) for 7.500(Ac.) ,00w- Total runoff = 32.866(CFS) Effective area this stream = 17.50(Ac.) '*ag" Total Study Area (Main Stream No. 1) = 57.50(Ac.) Area averaged Fm value = 0.353(In /Hr) 135( Street flow at end of street = 32.866(CFS) Half street flow at end of street = 16.433(CFS) Depth of flow = 0.518(Ft.), Average velocity = 3.622(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 707.000 to Point /Station 707.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 17.500(Ac.) Runoff from this stream = 32.866(CFS) Time of concentration = 15.84 min. Rainfall intensity = 2.440(In /Hr) Area averaged loss rate (Fm) = 0.3528(In /Hr) Area averaged Pervious ratio (Ap) = 0.4143 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 56.075 25.60 1.829 2 32.866 15.84 2.440 Qmax(1) = 1.000 * 1.000 * 56.075) + 0.707 * 1.000 * 32.866) + = 79.321 Qmax(2) = ,.. 1.411 * 0.619 * 56.075) + 1.000 * 1.000 * 32.866) + = 81.807 Total of 2 streams to confluence: Flow rates before confluence point: 56.075 32.866 Maximum flow rates at confluence using above data: 79.321 81.807 Area of streams before confluence: 40.000 17.500 Effective area values after confluence: 57.500 42.244 Results of confluence: Total flow rate = 81.807(CFS) Time of concentration = 15.839 min. Effective stream area after confluence = 42.244(Ac.) Stream Area average Pervious fraction(Ap) = 0.370 Stream Area average soil loss rate(Fm) = 0.345(In /Hr) Study area (this main stream) = 57.50(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 30.000 to Point /Station 31.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 1066.000(Ft.) Downstream point /station elevation = 1062.200(Ft.) Pipe length = 990.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 81.807(CFS) Given pipe size = 39.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. 1351 The approximate hydraulic grade line above the pipe invert is rrr 8.180(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 9.715(Ft.) Minor friction loss = 2.265(Ft.) K- factor = 1.50 Pipe flow velocity = 9.86(Ft /s) Travel time through pipe = 1.67 min. Time of concentration (TC) = 17.51 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 31.000 to Point /Station 31.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 42.244(Ac.) Runoff from this stream = 81.807(CFS) Time of concentration = 17.51 min. Rainfall intensity = 2.297(In/Hr) Area averaged loss rate (Fm) = 0.3455(In /Hr) Area averaged Pervious ratio (Ap) = 0.3696 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 708.000 to Point /Station 709.000 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 0.000 ., Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1072.000(Ft.) Bottom (of initial area) elevation = 1069.200(Ft.) Difference in elevation = 2.800(Ft.) Slope = 0.00280 s(%)= 0.28 TC = k(0.389) *((length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 19.976 min. Rainfall intensity = 2.122(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.744 Subarea runoff = 11.850(CFS) Total initial stream area = 7.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 709.000 to Point /Station 710.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1069.200(Ft.) End of street segment elevation = 1062.600(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 1358 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.617(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 26.116(Ft.) Flow velocity = 4.01(Ft /s) Travel time = 2.74 min. TC = 22.72 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction- -soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Area averaged Fm value = 0:367(In /Hr) Street flow at end of street = 39.547(CFS) Half street flow at end of street = 39.547(CFS) Depth of flow = 0.700(Ft.), Average velocity = 4.278(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.66(Ft.) Flow width (from curb towards crown)= 30.242(Ft.) rational method)(Q =KCIA) is C = 0.732 Subarea runoff = 27.697(CFS) for 20.000(Ac.) Total runoff = 39.547(CFS) Effective area this stream = 27.50(Ac.) Total Study Area Stream No. 1) = 85.00(Ac.) 27.649(CFS) 4.012(Ft /s) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In /Hr) Rainfall intensity = 1.965(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified +++++++++++++++++++++++++ f+++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 710.000 to Point /Station 710.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 27.500(Ac.) Runoff from this stream = 39.547(CFS) Time of concentration = 22.72 min. Rainfall intensity = 1.965(In /Hr) Area averaged loss rate (Fm) = 0.3670(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 8 1 81.807 17.51 2 39.547 22.72 Qmax (1) = Rainfall Intensity (In /Hr) 2.297 1.965 1.000 * 1.000 * 81.807) + 1.208 * 0.771 * 39.547) + = 118.627 Qmax (2 ) = 1351 10 0.830 * 1.000 * 81.807) + 1.000 * 1.000 * 39.547) + _ Results of confluence: Effective area values after confluence: 63.443 69.744 107.433 Total of 2 streams to confluence: Flow rates before confluence point: 81.807 39.547 Maximum flow rates at confluence using above data: 118.627 107.433 Area of streams before confluence: 42.244 27.5 Total flow rate = 118.627(CFS) Time of concentration = 17.512 min.. Effective stream area after confluence = 63.443(Ac.) Stream Area average Pervious fraction(Ap) = 0.421 Stream Area average soil loss rate(Fm) = 0.354(In /Hr) Study area (this main stream) = 69.74(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 31.000 to Point /Station 32.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 1056.600(Ft.) Downstream point /station elevation = 1052.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 118.627(CFS) Given pipe size = 39.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 13.782(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 13.619(Ft.) Minor friction loss = 4.763(Ft.) K- factor = 1.50 Pipe flow velocity = 14.30(Ft /s) Travel time through pipe = 0.77 min. Time of concentration (TC) = 18.28 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 32.000 to Point /Station 32.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 63.443(Ac.) Runoff from this stream = 118.627(CFS) Time of concentration = 18.28 min. Rainfall intensity = 2.238(In /Hr) Area averaged loss rate (Fm) = 0.3539(In /Hr) Area averaged Pervious ratio (Ap). = 0.4210 +++++++++++++++++++++++++++f+++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station .711.000 to Point /Station 712.000 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 (3Go Decimal fraction soil group D = 0.000 �...w SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1069.600(Ft.) Bottom (of initial area) elevation = 1062- 100(Ft.) Difference in elevation = 7.500(Ft.) Slope = 0.00750 s( %)= 0.75 TC = k(0.389) *[(length ^3) /(elevation change) ]^0.2- Initial area time of concentration = 16.404 min. Rainfall intensity = 2.389(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.762 Subarea runoff = 9.098(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 712.000 to Point /Station 713.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1062.100(Ft.) End of street segment elevation = 1058.000(Ft.) Length of street segment = 990.000.(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42:000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 22.746(CFS) Depth of flow = 0.669(Ft.), Average velocity = 2.740(Ft /s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0,11(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 28.690(Ft.) Flow velocity = 2.74(Ft /s) Travel time = 6.02 min. TC = 22.43 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = _0.5000 • Max loss rate(Fm)= 0.367(In /Hr) Rainfall intensity = 1.980(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.733 Subarea runoff = 19.939(CFS) for 15.000(Ac.) ' Total runoff = 29.037(CFS) Effective area this stream = 20.00(Ac.) 131 Total Study Area (Main Stream No. 1) = 105.00(Ac.) Area averaged Fm value = 0.367(In /Hr) Street flow at end of street = 29.037(CFS) Half street flow at end of street = 29.037(CFS) Depth of flow = 0.735(Ft.), Average velocity = 2.786(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 3.41(Ft.) Flow width (from curb towards crown)= 31.992(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 713.000 to Point /Station 713.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.000(Ac.) Runoff from this stream = 29.037(CFS) Time of concentration = 22.43 min. Rainfall intensity = 1.980(In /Hr) Area averaged loss rate (Fm) = 0.3670(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 118.627 18.28 2.238 'low,. 2 29.037 22.43 1.980 Qmax(1) = 1.000 * 1.000 * 118.627) + 1.160 * 0.815 * 29.037) + = 146.088 Qmax(2) = 0.863 * 1.000 * 118.627) + 1.000 * 1.000 * 29.037) + = 131.405 Total of 2 streams to confluence: Flow rates before confluence point: 118.627 29.037 Maximum flow rates at confluence using above data: 146.088 131.405 Area of streams before confluence: 63.443 20.000 Effective area values after confluence: 79.746 83.443 Results of confluence: Total flow rate = 146.088 (CFS) Time of concentration = 18.281 min. l 9 q • r l ' 6 • Effective stream area after confluence = 79.746(Ac.) Stream Area average Pervious fraction(Ap) = 0.440 Stream Area average soil loss rate(Fm) = 0.357(In /Hr) Study area (this main stream) = 83.44(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 32.000 to Point /Station 35.000" * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 1052.000(Ft.). o Downstream point /station elevation = 1041.000(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 GENERAL NOTES 1. ALL WORK SHALL BE IN ACCORDANCE WITH THESE PLANS, THE CITY OF FONTANA STANDARD PLANS, THE CONTRACT PROVISIONS AND THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION ( - GREEN BOOK - ). ALL REFERENCE SPECIFICATIONS AND STANDARDS SHALL BE THE LATEST EDITION UNLESS OTHERWISE NOTED. 2. WHEN A TECHNICAL CONFLICT IS FOUND TO EXIST IN THE CONTRACT DOCUMENTS THAT CAN NOT BE RESOLVED BY REFERENCE TO PRECEDENCE PROVISIONS IN THE "GREEN BOOK ", THE CONTRACTOR SHALL IMMEDIATELY REPORT SAID CONFLICT TO THE CITY ENGINEER FOR RESOLUTION. 3. ALL MATERIALS AND METHODS ARE SUBJECT TO THE APPROVAL OF THE CITY ENGINEER. 4. ADVANCE CONSTRUCTION SIGNING INDICATING DURATION OF PROJECT SHALL BE IN PLACE ONE WEEK PRIOR TO IMPLEMENTING DETOURS. 5. CONSTRUCTION PERMITS SHALL BE OBTAINED FROM THE CITY OF FONTANA COMMUNITY DEVELOPMENT DEPARTMENT, ENGINEERING DIVISION PRIOR TO THE START OF ANY WORK. INSPECTION COORDINATION SHALL BE REQUESTED AT LEAST TWO WORKING DAYS PRIOR TO THE START OF ANY WORK IN PUBLIC RIGHT -OF -WAY WITHIN THE CITY LIMITS. CALL (909) 350 -7610. 6. THE CONTRACTOR SHALL CONFORM TO ALL TRAFFIC CONTROL POLICIES, METHODS AND PROCEDURES DESCRIBED IN THE STATE OF CALIFORNIA MANUAL OF TRAFFIC CONTROLS, LATEST NON- METRIC EDITION UNLESS OTHERWISE DIRECTED BY THE CITY TRAFFIC ENGINEER. 7. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN BARRICADES, DELINEATORS OR OTHER TRAFFIC CONTROL DEVICES AT ALL TIMES. B. THE CONTRACTOR SHALL OBTAIN A PERMIT TO PERFORM EXCAVATION OR TRENCH WORK FOR TRENCHES 5 FEET OR GREATER IN DEPTH FROM THE CALIFORNIA STATE DIVISION OF INDUSTRIAL SAFETY. 9. THE WALLS AND FACES OF ALL EXCAVATIONS GREATER THAN FIVE (5) FEET IN DEPTH SHALL BE GUARDED BY SHORING, SLOPING OF THE GROUND OR OTHER APPROVED MEANS PURSUANT TO THE REQUIREMENTS OF THE DMSION OF INDUSTRIAL SAFETY OF THE STATE OF CALIFORNIA TRENCHES LESS THAN FIVE (5) FEET SHALL ALSO BE GUARDED WHEN THE POTENTIAL EXISTS FOR GROUND MOVEMENT. 10. NO MATERIAL OR EQUIPMENT SHALL BE STORED IN THE PUBLIC RIGHT OF WAY WITHOUT OBTAINING A SEPARATE PERMIT FOR THAT PURPOSE. 11. THE LOCATIONS OF UTILITIES SHOWN HAVE BEEN DETERMINED FROM AVAILABLE INFORMATION, HOWEVER, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE, IN THE FIELD, THE TRUE LOCATION AND ELEVATION OF ANY EXISTING UTILITIES, AND TO EXERCISE PROPER PRECAUTION TO AVOID DAMAGE THERETO. THE CONTRACTOR SHALL CONTACT UNDERGROUND SERVICE ALERT AT 1 -800- 227 -2600 TWO WORKING DAYS BEFORE EXCAVATION. 12. THE CONTRACTOR SHALL COORDINATE CONSTRUCTION WITH ALL UTILITY COMPANIES INCLUDING, BUT NOT LIMITED T0, GAS, TELEPHONE, ELECTRIC, CABLE TELEVISION. LANDSCAPING, LANDSCAPE IRRIGATION, DOMESTIC WATER, RECLAIMED WATER, SEWER, STORM DRAIN. FLOOD CONTROL AND CALTRANS. ALL UTILITY COMPANIES SHALL BE GIVEN TWO WORKING DAYS NOTICE PRIOR TO WORK AROUND THEIR FACILITIES. 13. THE CONTRACTOR SHALL NOT OPERATE ANY FIRE HYDRANT OR WATER MAIN VALVES WITHOUT APPROPRATE AGENCY AUTHORIZATION. CONTRACTOR SHALL COORDINATE WITH THE APPROPRIATE WATER COMPANY FOR VALVE OPERATION AND WATER REQUIREMENTS. 14. STATIONING REFERS TO THE CENTERLINE OF STORM DRAIN EXCEPT WHERE OTHERWISE NOTED. 15. ADEQUATE CONSTRUCTION CONTROL STAKES SHALL BE SET BY THE ENGINEER TO ENABLE THE CONTRACTOR TO CONSTRUCT THE WORK TO THE PLAN GRADES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PRESERVATION OF BENCHMARKS AND CONSTRUCTION CONTROL STAKING DURING CONSTRUCTION. 16. THE CONTRACTOR SHALL NOT DISTURB EXISTING SURVEY MONUMENTS, MONUMENT TIES OR BENCH MARKS WITHOUT PRIOR NOTIFICATION TO THE CITY ENGINEER. 17. REMOVAL AND REPLACEMENT OF EXISTING SURVEY CONTROL, INCLUDING SURVEY MONUMENTS, MONUMENT TIES AND BENCH MARKS, SHALL BE DONE BY A REGISTERED CIVIL ENGINEER OR LICENSED LAND SURVEYOR. SURVEY MONUMENTS THAT WILL BE DESTROYED AS A RESULT OF THIS CONSTRUCTION SHALL BE REPLACED. THE CONTRACTOR SHALL NOTIFY THE ENGINEER ONE WEEK PRIOR TO CONSTRUCTION SO THAT TIES TO MONUMENTS CAN BE ESTABLISHED FOR LATER REPLACEMENT OF THE MONUMENT. 18. THE CONTRACTOR SHALL MAINTAIN ACCESS FOR LOCAL RESIDENTS AND BUSINESSES AT ALL TIMES. A MINIMUM 12 FOOT LANE SHALL BE MAINTAINED AT ALL TIMES IN THE CONSTRUCTION AREA FOR RESIDENTS AND EMERGENCY VEHICLES, 19. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN AN EFFECTIVE MEANS OF DUST CONTROL, INCLUDING ADEQUATE WATERING, AT ALL TIMES. 20. THE CONTRACTOR SHALL NOT CAUSE ANY EXCAVATED MATERIAL, MUD, SILT OR DEBRIS TO BE DEPOSITED ONTO PUBLIC OR PRIVATE PROPERTY ADJACENT TO THE RIGHT OF WAY DURING CONSTRUCTION WITHOUT PRIOR WRITTEN APPROVAL. 21. NO TRENCH BACKFILL SHALL TAKE PLACE WITHOUT PRIOR APPROVAL OF THE CITY INSPECTOR. 22. A GEOTECHNICAL ENGINEER SHALL CERTIFY ALL BACKFILL COMPACTION. FAILURE TO OBTAIN THE REQUIRED DENSITY SHALL REQUIRE REWORKING OF THAT PORTION OF THE WORK UNTIL THE SPECIFIED DENSITY IS OBTAINED. 23. CARE SHOULD BE TAKEN TO PREVENT GRADES, DITCHES, AND SWALES FROM UNDERMINING STREET IMPROVEMENTS. UPON INSPECTION OF THE SITE, THE CITY ENGINEER MAY REQUIRE TEMPORARY NON - ERODEABLE SWALES ENTERING OR LEAVING IMPROVEMENTS. 24. ALL EXPOSED CONCRETE SURFACES SHALL CONFORM IN GRADE, COLOR AND FINISH TO MATCH EXISTING CONCRETE. 25. NO OPEN TRENCH SHALL BE ALLOWED AT THE END OF THE DAY WITHOUT PRIOR APPROVAL OF THE CITY ENGINEER. 26 PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL EXPOSE EXISTING FACILITIES, AND VERIFY ELEVATION AND LOCATION OF CONNECTIONS. CITY APPROVAL OF CONNECTIONS TO EXISTING FACILITIES DOES NOT IMPLY CORRECTNESS OF ELEVATIONS OR LOCATIONS SHOWN ON THE PLANS. 27. IF EXISTING UTILITIES OR ANY OTHER FACILITIES CONFLICT WITH THE PROPOSED IMPROVEMENTS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER AND ALL AFFECTED AGENCIES IMMEDIATELY. 28. NO CONCRETE SHALL BE PLACED UNTIL THE FORMS AND REINFORCING STEEL HAVE BEEN PLACED, INSPECTED AND APPROVED. 29. ALL UNDERGROUND UTILITIES SHALL BE INSTALLED, TESTED AND APPROVED PRIOR TO PAVING OF STREETS. 30. APPROVED SOIL STERILANT IS REQUIRED UNDER ALL NEW ASPHALT PAVEMENT PRIOR TO PLACEMENT. 31. ALL MANHOLES, CL.EANOUT FRAMES, COVERS AND VALVE BOXES SHALL BE RAISED TO FINISHED GRADE BY THE PAVING CONTRACTOR UPON COMPLETION OF PAVING. 32. UPON COMPLETION OF CONSTRUCTION, CONTRACTOR SHALL RESTORE ALL SIGNING, STRIPING, BARRICADES, AND OTHER TRAFFIC CONTROL DEVICES TO THE SATISFACTION OF THE CITY TRAFFIC ENGINEER. 33. AS -BUILT DRAWINGS SHALL BE PROVIDED BY THE CONTRACTOR TO THE ENGINEER OF RECORD, WHO SHALL PROVIDE RECORD DRAWtNGS TO THE CITY ENGINEER. 34. MINIMUM D -LOAD FOR STORM DRAIN PIPE IS 1350. DE A-`Wl DIAL TVO VIJRKING BEFORE DAYS BEFORE YOU DIG YQU DIG TOLL FREE I- EDO ERVICE 600 A PUBLIC SERVICE BY UIDERG11 SERVICE ALERT CITY OF FONTANA STORM DRAIN IMPROVEMENT PLANS P.M. 16652 JR 17596) SLO VERAVE I I I I I I 1 0255 - 031 -13 1 I 'I I 0255- 031 -14 I PARC0. I I 1 0255 - 031 -15 LU -; 0255- 031 -20 ._.• PM 16852 :. PAIOEE_.i �...., w a. lz 1 0255- 031 -19 =_.....____._�,'_:.:..{._. SOILS ENGINEER: 11 I I GEO -ETKA, INC. 739 N. MAIN STREET 1 0255 - 031 -18 1 1 0255 - 191 -19 ORANGE, CA 92868 (714) 771 -6911 I I (714) 771 -1278 1 025s- 191 - za 0255 - 191 -21 I I I DEVELOPER: I I LEBANOFF DEVELOPMENT GROUP 1 0255- t9t - 18 2595 WEST POST ROAD, SUITE A TRACT 11665 LAS VEGAS, NEVADA 87119 I I 1 (702) 336 -0636 1 (702) 914 -0312 1 I + 0255 - 191 - 17 1 OWNER: 1 0255 - 031 - 17 FONTANA CROSSINGS L.L.0 I INDEX MAP 45325 SAGE LANE, NO 6 1 SCALE: 1"=120" PALM DESERT, CA 92260 (714) 742 -5535 1 - - � I I CITY OF FONTANA UTILITY NOTIFICATION LIST CITY OF FONTANA PACIFIC BELL CO. ATTN: BRIAN WREN ATTN: VIRGINIA BECKER 1 8353 SIERRA AVENUE 3939 E.CORONADO STREET FONTANA, CA 92335 ANAHEIM, CA 92807 - - (909) 350 -6632 (714) 666 -5467 THE GAS COMPANY COMCAST (CABLE TV) ATTN GREG GASPAR ATTN: JACK MAYES 16231 VALLEY BLVD. 1205 DUPONT AVENUE PRIVATE ENGINEER'S NOTICE TO CONTRACTORS FONTANA. CA 92335 ONTARIO, CA 91761 (909) 428 -8411 (909) 390 -4736 THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES OR STRUCTURES (800) 427 -2000 SHOWN ON THESE PLANS ARE OBTAINED BY A SEARCH OF AVAILABLE RECORDS; TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING UTILITIES EXCEPT S0. CALIFORNIA EDISON COMPANY GENERAL TELEPHONE COMPANY THOSE SHOWN ON THESE PLANS. THE CONTRACTOR IS REQUIRED TO TAKE DUE 7951 REDWOOD AVENUE ATTN: STEVE HOCK PRECAUTIONARY MEASURES TO PROTECT THE UTILITY LINES SHOWN ON THESE FONTANA, CA. 92335 1400 E. PHILLIPS BLVD. DRAWINGS. THE CONTRACTOR FURTHER ASSUMES ALL LIABILITY AND RESPON- (909) 820 -5598 UNDERGROUND ONTARIO, CA. 91765 (909) SIBILFTY FOR THE UTILITY PIPES, CONDUITS OR STRUCTURES SHOWN OR NOT (909) B75 -5100 - TRANSMISSIONS 800) 422 -4133 SHOWN ON THESE DRAWINGS. (213) 637 -1233 PIPELINES THE CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSI- (909) 357 -6233 DISTRIBUTION FONTANA WATER COMPANY BIUTY FOR THE JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION 600 422 -4133 ATTN; MICHAEL J. McGRAW OF THIS PROJECT: INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT ( ) THIS SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; 8440 NUEVO AVENUE AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY, AND HOLD THE OWNER CRAWFORD CANYON MUTUAL WATER CO. FONTANA. CA 92335 AND THE ENGINEER HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, ATTN: BILL VANDERKIEFT. JR. (909) 822 -2201 IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING (679) B6B -6040 FAX; (BOB) 82 }_SPAS FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER OR THE ENGINEER. UNDERGROUND SERVICE ALERT CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AND SHALL REPORT (B00) 227 -2600 ALL DISCREPANCIES TO THE ENGINEER PRIOR TO THE COMMENCEMENT OF WORK. REV190N DESCRIPTION DATE ENpt Ott DATE THE BZIS OF BEARINGS FOR THIS SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT PROJECT IS THE CENTERUNE OF SLOVER Q gOFESSTD, V AVENUE BEING N89'53'28 - E PER M.B COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL 4 o Jas 4/ 148/109 -110, RECORDS OF SAN ,•P`dA �C,N n BERNARDINO COUNTY. SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, $ S BENCH MARK 120377 No 65195 °_ o THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO AT THE INTERSECTION OF SLOVER AVENUE ,/ ERP 9 - OD - 07 e SIERRA AVENUE BEING A FOUND I" I P. BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STAMPED LS 5749 EOF CALIT ELEVATION: 1 08940 STANDARDS IN EFFECT. VICINITY MAP NOT TO SCALE GRANULAR BEDDING FROM SELECTED TRENCH SIDE MATERIAL (I MAX. SIZE). TOP OF STRUCTURAL PVMT. SUBGRADE 3' MAX. SIZE N4TNE SOIL COMPACTED 95X 111 / O R SLOPE OR PUTTER OR ADEQUATE SHORING /// NOTES: � /� j / 6' MAX. SIZE t. TRENCH WIDTH SHALL BE CONTROLLED 9 III- r. I 11 STORM DRAW PIPE D.6'D' III= III= E GRANULAR BEDDING FROM SELECTED TRENCH SIDE MATERIAL FOR PPE ;D 2 �CRUSHS CRUSHED "To "TONE DEPTH G RCP TRENCH DETAIL NOT TO SCALE LEGEND A.C. B.C. VALLEY BLVD B.V.C. B W. BEG. VERTICAL CURVE BACK SIDEWALK 10 FREEWAY CATCH BASIN C.L. CENTERLINE SLOVER AVE END CURVE CT y g a 6 PROJ LOCATION � SANTA ANA AVE E.V.C. END VERTICAL CURVE JURUPA AVE FLOW LINE F.S. FINISH SURFACE G.B. GRADE BREAK VICINITY MAP NOT TO SCALE GRANULAR BEDDING FROM SELECTED TRENCH SIDE MATERIAL (I MAX. SIZE). TOP OF STRUCTURAL PVMT. SUBGRADE 3' MAX. SIZE N4TNE SOIL COMPACTED 95X 111 / O R SLOPE OR PUTTER OR ADEQUATE SHORING /// NOTES: � /� j / 6' MAX. SIZE t. TRENCH WIDTH SHALL BE CONTROLLED 9 III- r. I 11 STORM DRAW PIPE D.6'D' III= III= E GRANULAR BEDDING FROM SELECTED TRENCH SIDE MATERIAL FOR PPE ;D 2 �CRUSHS CRUSHED "To "TONE DEPTH G RCP TRENCH DETAIL NOT TO SCALE LEGEND A.C. B.C. ASPHALTIC CONCRETE BEGIN CURVE B.V.C. B W. BEG. VERTICAL CURVE BACK SIDEWALK C.B. CATCH BASIN C.L. CENTERLINE E.C. END CURVE E.P EDGE PAVEMENT E.G. EDGE GRADE E.V.C. END VERTICAL CURVE FI FLOW LINE F.S. FINISH SURFACE G.B. GRADE BREAK HGL HYDRAUUC GRADE LINE H.P. HIGH POINT INV. INVERT LE. LANDSCAPE EASEMENT MH MANHOLE D.C. ON CENTER P.C.C. PORTLAND CEMENT CONCRETE (R) RIDGE LINE RCP REINFORCED CONCRETE PIPE R/W RIGHT OF WAY SO STORM DRAIN TAN. TANGENT T.C. TOP OF CURB WS WATER SURFACE CSPA CORRUGATED STEEL PIPE ARCH TO TOP OF PIPE ZONE. 2. TRENCH DEPTHS OF GREATER THAN 5' SHALL HAVE ADEOUATE SHORING. 3. CLASS R AGG.BISE ALL TRENCHES LESS THAN 100' IN LENGTH. NOTE COMPACTION SHALL BE 905 W ALL ZONES UNLESS OTHERWISE SPECIFIED. TRENCH STABILITY SHALL CONFORM TO CAL -OSHA REOOREMENIS. CONSTRUCTION NOTES QUANTITIES O2 INSTALL 24" RCP, D -LOAD PER PROFILE 60 LF O INSTALL 42" RCP, D -LOAD PER PROFILE 1352 LF SO CONSTRUCT MANHOLE PER A.P.W.A. STD. PLAN 320 -1, SEE DETAIL ON SHEET 4. 4 EA O CONSTRUCT CONIC. COLLAR PER APWA STD, PLAN 380 -2, SEE DETAIL ON SHEET 4. 1 EA O TRENCHING PER CITY OF FONTANA STD. DWG. NO. 131 - BOREMOVE EXISTING RECTANGULAR CHANNEL I EA O REMOVE EXISTING 28" X 20" CSPA i EA 10 JOIN PROP. RCP TO EXISTING CATCH BASIN 1 EA TA DEVELOPMENT & ENGINEERING, INC. PLANNING AND CIVIL ENGINEERING 3536 CONCOUP.S STREET, SUITE 220 ONTARIO, CA 91764 (909) 476 -9555 PHONE (909) 476 -9001 FAX CITY OF FONTANA, CALIFORNIA STORM DRAIN IMPROVEMENT PLANS D"m BY:MJG /JC P.M. 16652 (TR 17596) JUNIPER AVE $G " A SF DE9RED Br:HAJG TITLE SHEET DATE DEC MANUEL DE JESUS GONZALES. RCE 65195 (EXP. 9- 30 -07) DATE I MJG /AT DRANWG NO_ 3962 1080 - EX. SURFACE OVER . PIPE CL x z EX. SURFACE "` OVER PIPE CL 0 = ry o oil U m n K p n - 1070- .... H + 100 — II — n R - ,�— EX. & FINISH SURFACE OVER PIPE CL U m n hm o °D + Z~ HGL 100 LAT "A -1' HGL — — 106725 INV _ 4' SEWER 100 S = 0,0100 LATERAL U RKAL.R9� i 4" SEWER — — — _ I L V LATERAL — — — — 5 =0.009 - - -- — o o g PROP. 8" SEWER ° n �¢ ' o 0 INSTALL 286.50 LF 42" RCP 1350 D -LOAD 01m =85.6cts 1 O INSTALL 302 50 LF 42" RCP V.:o. =8.9fps O1m= 108.5cfs Vm l 1.3fps 74 +00 1350 D -LOAD O,A 108.5cfs V_-11.9fps 75 +00 76 +00 - 1350 D -LOAD 01 � =1 1 08 3fps LINE "A" 77 +00 78 +00 79 +00 80 +00 81 +00 82 +00 -1 0 0 Q Q + M ' M 00 . W Q W I— 2 (0.0 -1070 W W Z W J (n 2 U H Q -1060- 83 +00 O Ln N D - 0 0 0 0 0 0 mz= vt z5 n n n n Q m d�N oz N ^� .... _ N $$ r N O 6 NO o O o cl . o cx Q n ioo 2z 6 n n EX. CURB & GUTTER EX. R W d EX. CURB & GUTTER - +1 +� Q C nU / - Vm II oDU I PE R STR JUNIPER — LINE A' PROP B" SEWER EX. EP ~ a '� _ .SEE DwG. N0. 3 16 W UJI ND0'00'02 "E_ -_ ..... _ . .... .__ _ ( ,_) D L - - 74 +�0 - - - 75 +�U -- �6 +00 m �7+ 0" - -- - '78 +V0" - - " -� -- - -- 75+•00 - CD+ 81 +00 82} B3 _ H = _._ ........ ._._ ... ... .. ..N ° .._....... __ ... ....._......._._._...._.. ...___..........._......_. _..__.__..._.. __._..__..........__....r. ....__ ........... _ - _.._. .. _.__.._.__._..___........ ._.. _. ___. .._._...._. .. .. ...._i- L- -.__....._....._ _ ..._.._.._.__. _._... _..._._.. ....__....._...... ..._.... - _ _......._..._ .._ V I V I EX. 42" STORM DRAIN - I - ` -EX WATER LINE "A -1" REF ER TO DWG. N0. 3817 `v 4 7' – – – – – – 4 •� _ W W _ 6' - - - - - - - - .EX. CURB k CITTTER - - .. ...... - _ _ Z W EX. WATER LINE TO BE RELOCATED PROP. CURB & GUTTER J N EX. R/W BY FONTAN4 WATER CO. TO PROVIDE P pRpp 0 Do O 0 V MIN. CLEARANCE _ C1 a 1 6 o- .. _._.. PM 16652 Q :ln rn rn- ._.. -.. .. C`) N 1 ._.__,. PARCEL 1 30' 30' 1 1 ,n N In ............ _. ul 1n 1n n + ° .... Ln z € - I .. _.. ...... _. .... ... _.... ...._.. .._.... ..__._ .._... I I CURVE TABLE CURVE DELTA I RADIUS I LENGTH ITANGENT Cl 44'48'23' 22.50 17.60 1 9.28 SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO u » e a= 1 AT THE INTERSECTION OF SLOVER AVENUE & SIERRA AVENUE BEING A FOUND I- LP tTOLL TWO WORKING DAYS BEFORE G YOU DIG t- 800 - 227 -2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT THE BASIS OF BEARINGS FOR THIS SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT — PROJECT IS THE CENTERLINE OF SLOVER Q �LDF ES$Jp AVENUE BEING NBS53'28 PER M.B. COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL o �« 4 i �d f 148/109 -110. RECORDS OF SAN BERNARDINO COUNTY BPS' de SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO u » e a= BENCH MARK: s zaln AT THE INTERSECTION OF SLOVER AVENUE & SIERRA AVENUE BEING A FOUND I- LP BRING THEM INTO CONFORMANCE WITH CONDITIONS AND t E•p' 9 -30-0] Y STAMPED L.S. 5749 ELEVATION. 108840 STANDARDS IN EFFECT. f FCAU�� TGA DEVELOPMENT & ENGINEERING, INC. PLANNING AND CIVIL ENGINEERING 3536 CONCOUP,S STREET, SUITE 220 ONTARIO, CA 91764 (909) 476 -9555 PHONE (909) 476 -9001 FAX MANUEL DE JESUS GONZALES. RCE 55195 (EXP. 9- 30 -07) DATE HORIZ 1 "= 40' WERT 1 "= 4' PLAN 1 "= 40' CONSTRUCTION NOTES 4OINSTALL 42" RCP, D -LOAD PER PROFILE OS CONSTRUCT MANHOLE PER A.P.W.A. STD. PLAN 320 -1, SEE DETAIL ON SHEET 4 0) 70TRENCHING PER CITY OF FONTANA. STD DWG NO 131 E a V_ O C7 n co O O ,N to 3 04 O 0 co co C 0 GRAPHIC SCALE b n 1m ( IN FEET ) O 1 16 _ 40 fL C> Co CITY OF FONTANA, CALIFORNIA STORM DRAIN IMPROVEMENT PLANS MJG /JF P.M. 16652 (TR 17596) JUNIPER AVE `" SI BY. MJG LINE W DALE DEC BY APPROVED BY: DRAMMIG N0. Mh /AT CITY ENGINEER R.0 -E 51152 DATE 3952 EX. & FINISH SURFACE OVER PIPE CL U p 1080- 55 O m II EX. B" WATER-, r� p 10 G 0 L II TOP 00 II W F- W 5= 0.0 LLI T "A 1 070 vy. (f�) 1070.68 INV _ W W 4" SEWER _I Z W V IATERAI — = 2 — — H g PROP 8" SEWER Q e e gm + c °i e m^ 0 0 N S 1060 - m m 83 +00 0 o o M N DO I— �= Do In N W W ZW J (n U I- —._. M T DD � (5A Z" RT DIAL TMD WORKING BEFORE DAYS BEFORE YOU DIG YOU DIG TOLL FREE 1- 800 - 227 -2600 A PUBLIC SERVICE By UIDERGRg1ND SERVICE ALERT REW90N DESCRIPTION INSTALL 382.53 LF 42" RCP 1350 D -LOAD 0,m =75.6cfs a L 44.50 LF 42" RCP VI,",= 18.6fps 1350 D -LOAD '^ 0t 85.6cf s fs V—= 8.9fps LINE A 84 +00 85 +00 86 +00 87 +00 t � EX. WATER LINE TO BE 'EX. 6" WATER 8' RELOCATED BY FONTANA R/W . WATER CO. TO PROVIDEpROP. CURB & GUTTER �.� 1' MIN. CLEARANCE PROP SWALE PM 16652 ° > PARCEL 2 Z o , o n it n3 e:: -1070 tV O + c N n it S =0.0422 II ¢ 6 3 ... DEVELOPMENT & ENGINEERING, INC. 3 40 52' O INSTALL 42" RCP, D -LOAD PER PROFILE II 1n O CONSTRUCT MANHOLE PER A.PWA STD PLAN 320 -1, SEE DETAIL ON SHEET 4 4 oe R d" CS C INLET GRATE�ASSEMBLY c O h ,..... ¢ 40't 12 © REMOVE EXISTING RECTANGULAR CHANNEL N c{ (`7 1070- - '1070- X IC P.M. 16652 (TR 17596) JUNIPER AVE -1070 . . BUNCH " r zom C7 0 1' MIN. Lo 909) 47b - 9555 PHONE (909) 476 - 9001 FAY. CD TD 3A O O O CURVE I DELTA I RADIUS ILENGTH TANGENT O S.D. 03 ' S= SD LINE PER TO BE RELOCATED HERE BY FONTANA EX. CB & GUTTER JI U.) 1 MIN. ONSITE IMPS. WATER COMPANY U I + 0 PROTECT IN PLACE Ln I fnch - 40 ft m o o Lr) _y ° MANUEL DE JESUS GONZALES, RCE 65195 (EXP. 9- 30 -07) DATE m � 0 n CITY ENGINEER R.C.E 51152 DATE C) O _ per. m N + 14 9 +47.15 CL EX. CS EP �EX. R/W w m m ° m 01DO= 12.Bc3s � (1082.T6 TC W =10'. V= 5.00') V—=4.1fps 1060- 0 - - �EX. PROP. G SEWER JUNIPER AVE (sEE DWG�NO. 381b�» 4 "A" 7 LINE qq N00'0 ................... .- _ . 0_02.E.............. ...._� 1.... !; 4 7 _ H1 5 LINE "A'�P SO LI PLACf __.._...._.._..... EX. WATER LINE TO BE 'EX. 6" WATER 8' RELOCATED BY FONTANA R/W . WATER CO. TO PROVIDEpROP. CURB & GUTTER �.� 1' MIN. CLEARANCE PROP SWALE PM 16652 ° > PARCEL 2 Z o , o n it n3 e:: -1070 tV O + c N n , i v aa W .s Jg� U rn pOn r 1080 - .. - .1080 -� _. + + +. a,< FINISH SURFACE n - 9T § OVER PIPE CIL d� Il,o ms Sow c zo ° ° il d II W K FINISH SURFACE OVER PIPE CL 1` M h. - -1080 o ^ � 1 70 j WS it S =0.0422 II ¢ 6 3 ... DEVELOPMENT & ENGINEERING, INC. IL O INSTALL 42" RCP, D -LOAD PER PROFILE II 1n , i v aa W .s Jg� U rn pOn r 1080 - .. - .1080 -� _. + + +. a,< FINISH SURFACE n - 9T § OVER PIPE CIL d� Il,o ms Sow c zo ° ° il d II W K FINISH SURFACE OVER PIPE CL 1` M h. - -1080 o ^ � 1 70 j WS CONSTRUCTION NOTES HGL I DO 1071.13 WS S =0.0422 TGA DEVELOPMENT & ENGINEERING, INC. IL O INSTALL 42" RCP, D -LOAD PER PROFILE N O CONSTRUCT MANHOLE PER A.PWA STD PLAN 320 -1, SEE DETAIL ON SHEET 4 4 oe R d" CS C INLET GRATE�ASSEMBLY c O h O7 TRENCHING PER CITY OF FONTANA STD. DWG. NO 131 O © REMOVE EXISTING RECTANGULAR CHANNEL • N PER ONSITE IMPS. (`7 1070- - '1070- IC P.M. 16652 (TR 17596) JUNIPER AVE -1070 . . BUNCH " r zom C7 0 1' MIN. Lo 909) 47b - 9555 PHONE (909) 476 - 9001 FAY. CD TD 3A O EX. 6" WATER'' ' C CURVE I DELTA I RADIUS ILENGTH TANGENT „ S.D. 03 ' S= SD LINE PER TO BE RELOCATED HERE BY FONTANA z 0 1 MIN. ONSITE IMPS. WATER COMPANY n f 0 ( IN FEET ) APPROVED BY. I fnch - 40 ft m o o CITY OF FONTANA CALIFORNIA _y MANUEL DE JESUS GONZALES, RCE 65195 (EXP. 9- 30 -07) DATE 0 n CITY ENGINEER R.C.E 51152 DATE 3952 cli N I of qq 3Soo m N + INSTALL 12.50 LF 24' RCP + 1350 D -LOAD w + 01DO= 12.Bc3s V—=4.1fps 1060- -1060- -1060 INSTALL 17.68 LF 24" RCP 1350 D -LOAD INSTALL 29.15 LF 24" RCP 01 16.5cfs Vm 5.3fps 1350 D -LOAD 01a= 26.9cfs VA 8 .6fps LAT. "A -2 PROFILE LAT. "A -1 VERT t "= 4' 1+00 2 +00 1+00 2 +00 PLAN t "= 40 CONSTRUCTION NOTES E O2 INSTALL 24" RCP, D -LOAD PER PROFILE TGA DEVELOPMENT & ENGINEERING, INC. IL O INSTALL 42" RCP, D -LOAD PER PROFILE N O CONSTRUCT MANHOLE PER A.PWA STD PLAN 320 -1, SEE DETAIL ON SHEET 4 4 oe R d" CS C 6O CONSTRUCT CONC- COLLAR PER APWA STD PLAN 380 -2, SEE DETAIL ON SHEET 4 c O h O7 TRENCHING PER CITY OF FONTANA STD. DWG. NO 131 O © REMOVE EXISTING RECTANGULAR CHANNEL • N O9 REMOVE EXISTING 28" X 20" CSPA (`7 10 JOIN PROP RCP TO EXISTING CATCH BASIN 3 536 CONCOURS STREET, SUITE 220 ONTARIO, CA 91764 IC P.M. 16652 (TR 17596) JUNIPER AVE v BUNCH " r zom C7 0 u No. 65195 ° e i c Lo 909) 47b - 9555 PHONE (909) 476 - 9001 FAY. CD TD DESINED BY: O CURVE TABLE C CURVE I DELTA I RADIUS ILENGTH TANGENT „ Cl 1 24'59'19 45.00 19.63 9.97 Q MJG 0 GRAPHIC SCALE BRING THEM INTO CONFORMANCE WITH CONDITIONS AND A NI W O 9 0 ( IN FEET ) APPROVED BY. I fnch - 40 ft tD CITY OF FONTANA CALIFORNIA _y THE MIS OF BEARINGS FOR THIS PROJECT 15 THE CENTERLINE OF SLOVER SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT 1 <s " TGA DEVELOPMENT & ENGINEERING, INC. STORM DRAIN IMPROVEMENT PLANS a AVENUE BEING N8"53'28'E PER MB COMMENCEWITHIN TWO YEARS OF THE DATE OF APPROVAL 4 oe R d" CS C PLANNING AND CIVIL ENGINEERING 148/109 -110, RECORDS OF SAN BERNARDINO COUNTY SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, ti4 ,� 3 536 CONCOURS STREET, SUITE 220 ONTARIO, CA 91764 DRAW BY: MJG JC P.M. 16652 (TR 17596) JUNIPER AVE s<.4E AS H S BUNCH " r zom u No. 65195 ° e i c 909) 47b - 9555 PHONE (909) 476 - 9001 FAY. DESINED BY: LINE "A" & LATS. "A- 1 -rA-2 DATE THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO „ MJG DEC 2g9e AT THE INTERSECTION OF SLOVER AVENUE & SIERRA AVENUE BEING A FOUND 1 1 P. BRING THEM INTO CONFORMANCE WITH CONDITIONS AND + c1V1 Q ?` r0 !'CAl4 p CHECKED BY: APPROVED BY. pAN NG NO' 3 749 STAMPED 949 D LS TAMPE STANDARDS IN EFFECT. MANUEL DE JESUS GONZALES, RCE 65195 (EXP. 9- 30 -07) DATE MJG /AT CITY ENGINEER R.C.E 51152 DATE 3952 4 7 E g6+0o 0 e 6 STA. 36 +40.93 JUNIPER AVE. STA. 10 +00.00 SLOVER AVE. 52' I 52' ' .1 40' 40'" 12 ' HY a soo rN{IZ•t fAOi PUTS EAa wr Asa r a „� /1•w [TRFYT. SIIrTpt. F mN wA - 3 a 11•N . y L [LDK z LIME D •� 2- ♦Ow J MJ E n E i MDT t>m{ LINE EKTIIA IEWNI • - •I • sTEP,, •YNL IISMML Oil. IN e .TN_SUf m __ [M�� RM8K TH CONNECTION step[ -`C SECTION A -A Af _ I d i Win R IM. NMENI • OOW1 I (, PLAN P DOWEL DETAIL STRUCTURAL DATA FOR W • •Ef{•1. Y • Y[ .1n) ) OR ■ I I.z r .OA CT SEE PROCT FlA1W AMERICAN PUBLIC WORKS ASSOCIATION • SOUTHERN CALIFORNIA CHAPTER sr - CURB OPENING CATCH BASIN 300-2 DEE sTANDMDfPfo1F0ATMNY Id11NfIl1C WOMB CORYTRIKT1oM [MEET, OFi NOTES I. WHERE THE BASIN IS TO BE CONSTRUCTED WITHIN THE LIMITS OF EXISTING OR PROPOSED SIDEWALK OR IS CONTIGUOUS TO SUCH SIDEWALK THE TOP SLAB OF THE BASIN MAY BE POURED EITHER MONOLITHIC WITH THE SIDEWALK OR SEPARATELY, USING THE SAME CLASS PROVIDE THA I WEAKE� PLANEE WHEN OR A PO mMl ) SAWCUUT S AROUN MALL THE EXTERNAL PERIMETER OF THE CATCH BASIN WALLS, INCLUDING ACROSS THE FULL WIDTH OF LORS SIDEWALK N D SCORING INOTo A LL EXPOS PO IIOPOi �ED AND C I ADJACENT L TO�T11 E BASIN. 2. ALL CARVED CONCRETE SURFACES %HALL BE FORMED BY CURVED FORMS. AMC SMALL NOT BE SHAPED BY PLASTERING. 3. FLOOR OF B ►SIN $HALL BE GIVEN A STEEL TROWEL FINISH AND SMALL HAVE A LONGITUDINAL AND LATERAL SLOPE OF 1:12 MINIMUM AND I:3 MXIMUM. EXCEPT WHERE THE GUTTER GRADE EXCEEDS A PERCENT. IN WHICH CASE THE LONGITUDINAL SLOPE OF THE FLOOR SHALL BE THE SAME AS THE GUTTER GRACE SLOPE FLOOR FROM ALL DIRECTIONS TO THE OUTLET. 4. DIMENSIONS B • 970 _dw -2•) Y • THE DIFFERENCE IN ELEVATION BETWEEN THE TOP OF THE CURB AND THE INVERT OF THE CATCH BASIN AT THE OUTLET • 1.35 m(4.59. Y THE DIFFERENCE IN ELEVATION BETWEEN THE TOP OF THE CURB AND THE INVERT AT THE UPSTREAM END OF THE BASIN. AND SHALL BE DETERMINED BY THE REQUIREMENTS OF NOTE S. BUT SHALL NOT BE LESS THM CURB FACE PLUS 300 RAIEIr). , VI • THE DIFFERENCE IN ELEV BETWEEN THE TO OF THE MRS AND THE INVERT OF THE IN NOTED ON THE PROJECT PLANS. N TIN • NOTED ON T PROJECT PLUS. W = NOTED ON THE PROJECT P A THE A IN DEGRCES, OR BY T CENTERLINE OF THE CONNECTOR PIPE AND THE CATCH BASIN WALL TO WHICH THE CONNECTOR PIPE IS ATTACHED. S. PLACE EANNECTOR PIPES AS INDICATED ON THE PROJECT PLANS. UNLESS OTHERWISE SPECI- FIED. THECONNELTOR PIPE SMY1 BE LOCATED AT THE DOWNSTREAM END OF THE BASIN. WHERE THE CONNECTOR PIPE 1S SHOWN AT A EARNER, THE CENTERLINE OF THE PIPE SNALL INTERSECT THE INSIDE CORNER OF THE BASIN. THE PIPE MY BE WT AMD TR IM°ED AT A SKEW NECESSARY TO INSURE MINIWIN BO mmf3 PIPE EIBFJNENT, ALL AROWD. WITHIN THE CATCH BASIN WALL. ARD 73 RNNI@') RADIUS OF ROUNDING Of STRUCTURE CONCRETE, AL L AROUND. ADJACENT TD PIPE ENDS. A MD NOLI TIIC CATCH BASIN COMIECTION SXALL BE USED TO JOIN THE CONNECTOR PIPE TO THE CATCH BASIN WMENEVEA ANGLE •A• IS LESS YHY/ M DEARa 0R GREATER TH U 110 DEGREES. OR WHENE VER TXE CONNECTOR PIPE IS LOCATED IN A CORNEA. THE OPTIONAL USE OF A MONOLITHIC CATCH BASIN CONNECTION IN AMY CASE IS PERMITTED. MONOLITHIC CATCH BASIN CONNECTIOMS WY BE CONSTRUCTED TO AY010 GUT- TING STANDARD LENGTHS OF pipe. G. THEY BE AT IL NE O END WALL STEP SN ALL BE SPACED 300 ­11r) APART. THE TOP STEP SMALL BE 175 w r) BELOW THE TOP TO THE MANHOLE AND PROJECT 65 Ir2- 1/2 ALL OTHER STEPS SMALL PROJECT 130 ­95'). 7. DOWELS ARE REQUIRED AT EACH CORNER AND AT 2 edri ON CORER IIWIIMUM) ALONG THE BACKWALL B. THE FOLLOWING ST CARD PLANS ME INCORPORATED HEREIN: 308 MONOLITHIC CATCH BASIN CONNECTION 309 CATCH BASIN REINFORCEMENT 310 CATCH BASIN FACE PLATE ASSEMBLY AND PROTECTION BAR 312 CATCH BASIN YAWIOLE MANE AND COVER 635 STEEL STEP 636 POLYPROPYLENE PLASTIC STEP 9. DIMENSIONS SHOWN ON THIS PLAN FOR METRIC AND ENGLISH UNITS ARE NOT EXACT EQUAL VALUES. IF METRIC VALUES ARE USED, ALL VALUES USED FOR CONSTRUCTION SHALL BE METRIC VALUES. EXCEPT REHIFORCING BARS SIZES IN ENGLISH UNITS MY BE SUBSTITUTED FOR METRIC BAR SIZES. IF ENGLISH UNITS ARE USED. ALL VALUES USED FOR CONSTRUCTION SMALL BE ENGLISH UNITS. DO � C74 �E R T D TVD VDRK ING GAYS BEFORE rlw Dt0 TOLL FREE I -800- 227 -2600 A PUBLIC SE BY UNDERGROUND SERVICE SERV[CE A REVISION DESCRIPTION F O PTIOPTIONAL OUTEIOE I /- EDOEE TO BE EDGE OF CONptETE / ROUIOED TO D BSS B I // --El TS Aw 13.1 R Ts I39 °c R r ON-31 TIE BM • R- ID OF SPUR Ct tC 1- YOwK). E BARS At 2T3 Aw (!' -!9 LONE. L J SEE NOTE 2 -ISW NI X MI-S) .3) TE BAP BYRS 900 Aw TS Ramie f!'1 04 LY n (3' -0.1 LONG SEE NO W .= � � lySYIN) J BARB 1.4 W 11• -0•) 1 /'-S'1 LONG TS .•I3•) OC corr.AOD•L BARS Iso R. DETAIL F 4 F 18.1 OC TO INSIDE EDGE MANHOLE SEE NOTE 2 IRINtB AND COYER NOT 3NON0 OF PLAN ISFE MITE ° FT !lMA SNOT MOWN MANHOLE FRYE PLAN STREET AND LOVER PER GRADE STD. PL 630 610 �, 1.11 NNI , YAOLE SHAFT 123 ..• . s0 PER STD. PIPE SEAT LEVEL 15•Ar) D � PLAN 324 PIPE SEAT BEE NOTE M =t 900 - (3' -0' E BARS E BMS, - TIE BAR E I STEPS � I � 1 l R TIE BM � a' N I D !MS i P - 125 IMn I5•1 F J BARE P yOp Rou90 EDGES r -19 TO TS mm 1!'I R spit LIME IswNl 0450 mn ITT 118 OC BOTH ELEVATION I` GIAOE POINTS. WAYS TO BE USED APPLIES AT fEE MOTE / WHEN C. IS ISDO w• THIS POINT 1 60.1 oR o SECTION B -B SECTION A -A CONCRETE RRINGS, STREET GRADE PER IITD. PLAN 321 � �AIM 8 OM 23 An 1311•) IT TIME STEP IN �� I -M BIAS PAYED pp SEE TALE STREETS F� rMIABLE X BM8 �- ISO •� 1 E SARS 400 mm 11{•1 FOR F N , I IDw•3 OR N) PAVED STR[ETE, TIE BARS 630 mM (2' -29 FOR UNPAVED STREETS J BIAS ROUND EDae! ro Ts ..I 13•W SECTION C -C AMERICAN PUBLIC WORKS ASSOCIATION - SOUTHERN CALIFORNIA A CHAPTER MANHOLE PIPE TO PIPE MAIN LINE �LP'"" ID =900 mm 36" OR LARGER 320 -1 WE NYRM STANDARD ARD {PYCIRGl10MS ION PWJC V/]NNI{ WN6111YLIIOI 6MER 1 OF4 NOTES I. WHEN DEPTH N FROM STREET GRADE TO THE TOP OF THE BOX IS LESS THAN 067 mm IY I /r7 FOR PAVED STREETS OR 1060 mm (3' -6') FOR UN- PAVED STREETS, CONSTRUCT MONOLITHIC SHAFT PER SECTION C -C AND DETAIL 'N'. SHAFT FOR ANY DEPTH OF MANHOLE MAY BE CONSTRUCTED PER SECTION C-C. WHEN DIAMETER D IS 1200 mm 148•) OR LESS. CENTER OF SHAFT WY BE LOCATED PER NOTE 2. 2. CENTER OF MANHOLE SHAFT SHALL BE LOCATED OVER CENTER LINE OF STORM DRAIN WHEN DIAMETER q IS 1200 mm 140•) OR LESS. IN WHICH CASE PLACE E BARS SYMMETRICALLY AROUND SHAFT AT 45' WITH CENTER LINE AND OMIT J BARS. 3. L AND P SHALL HAVE THE FOLLOWING VALUES UNLESS OTHERWISE SHOWN ON THE PROJECT INRAWINGS: A. 0I.2400 mm 196 OR LESS. L•1.7 m IS'-6'1. P•130 mm (S'1 ' B, pz OVER 2400 mm 1969. L-1.9 m I6' -09. P•210 mm 981 L MAY BE INCREASED OR LOCATION OF MANHOLE SHIFTED TO MEET PIPE ENDS. WHEN L GREATER THAN THAT SHOWN ABOVE IS SPECIFIED, 0 BARS SHALL BE CONTINUED 150 mm l6'7 OC. 4. STATIONS OF MANHOLES SHOWN ON PROJECT DRAWINGS APPLY AT CENTER LINE OF SHAFT. 0.EVATIONS ARE SHOWN AT CENTER LINE OF SHAFT AND REFER TO THE PROLONGED INVERT GRADE LINES. S. REINFORCEMENT SHALL CONFORM TO ASTY A 615M. GRADE 300 IASTN A 615, GRADE 407. AND SHALL TERMINATE 40 mm (I 1/21 CLEAR OF CONCRETE SUR- FACES UNLESS OTHERWISE SHOWN. 6. FLOOR OF MANHOLE SHALL BE STEEL TROWELED TO SPRING LINE. T. BODY OF MANHOLE SHALL BE POURED IN ONE CONTIGUOUS OPERATION EXCEPT THAT d CONSTRUCTION JOINT WITH A LONGITUDINAL KEYWAY MAY BE PLACED AT SPRING LINE. S. THICKNESS OF THE DECK SHALL VARY WHEN NECESSARY TO PROVIDE A LEVEL SEAT BUT SMALL NOT BE LESS THAN THE TABULAR VALUES FOR F SHOWN ON TABLE SH. 2. S. D BARS SHALL BE 15W4) FOR Dz•975 ­09') OR LESS. 1510-5) .31 FOR DY :1030 mm (42') TO 2100 mm (84'1 INCLUSIVE AND 20100.61 •61 FOR i Dz•2250 mm l90 OR OVER. 10. CENTER LINE OF INLET PIPE SHALL INTERSECT INSIDE FACE OF CONE AT I ' SPRING LINE UNLESS OTHERWISE SHOWN. 11, STEPS SHALL CONFORM TO STANDARD PLAN 635 OR 636 UNLESS OTHERWISE SHOWN. STEPS SHALL BE UNIFORMLY SPACED 330 mm 114 TO 375 mm 115'7 OC. THE LOWEST STEP SHALL NOT BE MORE THAN 600 mm (24') ABOVE THE INVERT. 12. THE FOLLOWING CRITERIA SHALL BE USED FOR THIS MANHOLE A MAINLINE 900 mm (36•) INSIDE DIAMETER OR LARGER. EXCEPT IF THE WIN LINE RCP DOWNSTREAM OF MANHOLE IS 900 mm (36•) TO 1050 mm (4Y1 INSIDE DIAMETER AND THE WIN LINE RCP UPSTREAM IS 825 mm (33•) OR LESS STANDARD PLAN 321 SHALL BE USED. AMERICAN PUBLIC WORKS A380GATKJN - SOUTHERN CALIFORNIA CHAPTER CHAPTER snul� MANHOLE PIPE TO PIPE MAIN LINE 320 -1 ID=9 00 mm 36" OR LARGER NIEEF'OM THE BASIS OF BEARINGS FOR THIS PROJECT IS THE CENTERLINE OF SLOVEN AVENUE BEING NB9'S3'28 - E PER MB 148/109 -110. RECORDS OF SAN BERNARDINO COUNTY BENCH PARK: , 20977 AT THE INTERSECTION OF SLOVEN AVENUE @ SIERRA AVENUE BEING a FOUND 1" I P STAMPED L5 3145 imMra�•nM �YrrrrrTl�r^n•at� I� M�ZYl1 aMi T =ai BBit•T.liTTi7iiT3i t•n�� ®� �'n'Ae� ® Bt ®�EI37�(�LIG�I�D3Z7�F)=➢Y 91 ®FIT =�IIUaF]y]�Bt:1Ra1♦ [TI•aR➢BFI7)�'7� ISM O 300 mm IN O LJ2 ITV ►J- fLOW F ISM a 3 00 mm IN O Irl - TIES. 3SOK - (560K -52501 CONCRETE YS mm U•7 (TYP.1 ' 6IW WT �a W. Y LINE D / RO WT N0. Y 69 YI D.14 IDp -0) DETAIL 'A' (!EE VOTE 101 INTERIOR SURFACE OR EQUAL 11 HIS FORM or PIPE CU T No. N !ANN THE TIME AT M Z WITH MALE OF ATH TIE TRANS- DETAIL 'B' VERSE FLAME NE REVERSE O SECTION AND 'TA'TAPE A BOTH SECTIONS TOGETHER FORMING THE DEFLECTION ANGLE A TYPICAL JOINT FOR CUT M0. A !ANN THE rIWE LOM{ITYDIMYJ.Y REMOVING A STRIP REINFORCED COCONCRETE EfE PIPE S.I4 Ipeb 1 W10E ON THE f10E OPPOSITE THE MEN M JOINT. BOq [ LNOf OF THE WT TOGETHER AND, INVERT THE INNS IM THE FIFE AMERICAN PUBLIC WORKS ASSOCIATION - SOUTHERN CALIFORNIA CHAPTER CONCRETE COLLAR FOR RCP 300 mm 12" THROUGH 1800 mm 72" 380-2 B. THE OUTSIDE DIAMETER OF THE LATERAL GUST BE LESS THAN OR EQUAL TO I/2 THE INSIDE DIAMETER OF THE WIN LINE IF THE UPSTREAM AND DOWNSTREAM DIAMETERS OF THE MANHOLE ARE NOT THE SAME THE GOVERNING INSIDE DIAMETER OF THE WIN LINE SHALL BE CONSIDERED TO BE THAT WHERE THE EXTENDED CENTER LINE OF THE LATERAL ENTERS THE MANHOLE. 4 IN NO INSTANCE SHALL THE INSIDE DIAMETER OF THE LATERAL TO THE MANHOLE BE GREATER THAN 750 mm (30 li. MANHOLE FRAME AND COVER SMALL CONFORM TO STANDARD PLAN 63D UNLESS OTHERWISE SHOWN. 14. MANHOLE SHAFT SHALL CONFORM TO STANDARD PLAN 324 UNLESS OTHERWISE SHOWN. 15. WHERE A MANHOLE SHAFT - 900 mm (36') WITHOUT REDUCER IS SPECIFIED REFER TO STANDARD PLAN 326. 16. WHERE A PRESSURE MANHOLE SHAFT -WITH ECCENTRIC REDUCER IS SPECIFIED REFER TO STANDARD PLAN 328. 17. WHERE A PRESSURE MANHOLE SHAFT - 814 mm (36') WITHOUT REDUCER IS SPECIFIED REFER TO STANDARD PLAN 329. IB. DIMENSIONS SHOWN ON THIS PLAN FOR METRIC AND ENGLISH UNITS ARE NOT EXACT EQUAL VALUES. IF METRIC VALUES ARE USED. ALL VALUES USED FOR CONSTRUCTION SHALL BE METRIC VALUES. EXCEPT REINFORCING BAR 512E5 IN ENGLISH UNITS MAY BE SUBSTITUTED FOR METRIC BAR SIZES. IF ENGLISH UNITS ARE USED. ALL VALUES USED FOR CONSTRUCTION SHALL BE ENGLISH UNITS. THE FOLLOWING STANDARD PLUS ARE INCORPORATED HEREIN 324 MANHOLE SHAFT -WITH ECCENTRIC REDUCER 326 MANHOLE SHAFT - 900 mm (36'7 WITHOUT REWCER 328 PRESSURE MANHOLE SHAFT -WITH ECCENTRIC 329 PRESSURE WNNOLE SHAFT 914 mm (36'1 WITHOUT REDUCER 630 610 mm 129• WNMOLE FRAME AND COYER 635 914 mm (36 .1 MANHOLE FRAME AND COYER 633 STEEL STEP 636 POLYPROPYLENE PLASTIC STEP I I I AMERICAN PUBLIC WORKS ASSOCIATION - SOUTHERN CALIFORNIA CHAPTER srAxlwm nAx MANHOLE PIPE TO PIPE MAIN LINE 320 1 ID =900 mm 36" OR LARGER fNEEI.OF. SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL' SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN EFFECT. oT ? de Jesly�4lfy u � :•2 E ND 65195 E•P' 9 -3D -07 Y ' C/V1L F� I DFLAUF NOTES I. A CONCRETE COLLAR IS REQUIRED WHERE THE CHANGE IN GRADE EXCEEDS 10 PERCENT. 2 FOR CURVE JOINTS (SEE DETAIL B. SHEET D IF THE EXTREME ENDS OF THE PIPE LEAVE A CLEAR SPACE THAT IS GREATER THAN 23 mm (I BUT IS LESS THAN 75 nMd(3') A CONCRETE COYER IS REQUIRED IN ACCORDANCE WITH SUBSECTION 306 -1.2.4 OF THE SSPWC. IF THE EXTREME ENDS OF THE PIPE LEAVE A CLEAR SPACE THAT IS EQUAL TO OR GREATER THAN 75 mm (3 BUT LESS THAN ISO mm (6'1. A CONCRETE COLLAR IS REQUIRED. IF THE CLEAR SPACE IS 150 mm IB'I OR GREATER, A TRANSITION STRUCTURE IS REQUIRED. _ 3. CONCRETE COLLAR SHALL NOT BE USED FORA 412E CHANGE ON THE WIN LINE 4. CONNECTOR PIPES A WHERE PIPES OF DIFFERENT DIAMETERS ARE JOINED WITH A CONCRETE COLLAR. L AND T SHALL BE THOSE OF THE LARGER PIPE D•DI OR 02 `NEVER WNICHEYER IS GREATER. B. WHEN q S EQUAL TO OR LESS IS 4. JOIN INVERTS AND WHEN DI I S GREATER THAN 02. JOIN SOFFITS. _ S. FOR PIPE LARGER THAN 1800 mm (72') SPECIAL COLLAR DETAILS ARE REQUIRED. 6. FOR PIPE SIZE NOT LISTED USE NEXT SIZE LARGER. 7. REINFORCEMENT SHALL CONFORM TO ASTM A 615 M IA 6131 GRADE 300(40). S. WHERE REINFORCING 18 REQUIRED THE DIAMETER OF THE CIRCULAR TIES SHALL BE M(2X WALL THICKNESS) • T. 9. REINFORCING SHALL BE USED WHERE THE PIPE DIAMETER IS GREATER THAN 525 mm (21 AND ON ALL PIPES WHERE THE SPACES BETWEEN THE EXTREME OUTER ENDS IS 73 mm (3 OR LARGER. CIRCULAR TIES: PIPE DIAMETER WHERE THE SPACE BETWEEN PIPE ENDS EXCEEDS 75 mm (3•). THE NUMBER OF CIRCULAR TIES SHALL BE INCREASED TO MAINTAIN AN APPROXIMATE SPACING OF 150 mm (6') 0.4 10. WHERE THE PIPE IS 523 mm 121') OR LESS IN DIAMETER AN INTERIOR FORM OF UNSEALED SONG -TUBE OR EQUAL SHALL BE USED TO PROVIDE A SMOOTH INTERIOR JOINT. THE PAPER FORM WY BE LEFT IN PLACE IEEE DETAIL A). WHEN 711E PIPE IS 600 mm (24.) OR LARGER A REMOVABLE INTERIOR FORM SHALL BE USED OR THE INTERIOR JOINT SXALL BE COMPLETELY FILLED WITH MORTAR AND NEATLY POINTED. II. DIMENSIONS SHOWN ON THIS PLAN FOR METRIC AND ENGLISH UNITS ARE NOT EXACT EQUAL VALUES. IF METRIC VALUES ARE USED, ALL VALUES USED FOR CONSTRUCTION SHALL BE METRIC VALUES. EXCEPT REINFORCING BAR SIZES IN ENGLISH LIMITS MAY BE SUBSTITUTED FOR METRIC BAR SIZES. IF ENGLISH UNITS ARE USED. ALL VALUES USED FOR CONSTRUCTION SHALL BE ENGLISH UNITS. AMFJUCA N PUBLIC WORKS ASSOCIATION - 801RlERN CALIFORNIA ALIF CHAPTER srUwmPHAN CONCRETE COLLAR FOR RCP 380-2 300 mm 12" THROUGH 1800 M!! ENMET =DTI ��� DEVELOPMENT & ENGINEERING, INC. PLANNING AND CIVIL ENGINEERING 353E CONCOURS STREET, SUITE 220 ONTARIO, CA 91764 (909) 476 -9555 PHONE (909) 476 -9001 FAY GUT ND. I N - �� WT 1 � 2 CITY OF FONTANA, CALIFORNIA ?� STORM DRAIN IMPROVEMENT PLANS a DRAWN BT: MJG JC P.M. 16652 (TR 17596) JUNIPER AVE DESIGNED BY DALE: MJG DEC 2Q96 OiE040 BT APPROVED BT: ORAMING MANUEL DE JESUS GCNZALES, RCE 65795 (EXP. 9- 30 -07) DATE MJG /F? 3962 I / WALL AND SLAB DIMENSIONS AND REINFORCEMENT REQUIREMENTS REREINFORCEMENT REINFORCEMENT YlX YAI 1 I REWIRED IN W Y FRONT REM SOTTOY END Lo 013.0) z1 r[•) In r{•1 WALL WALL dIAB WY1 Iso r{•1 Lo ras•) as r1r) zoo -1" mo - #4 Ee rTl I.{ r6 WD r {•1 IN r 6.1 '� 2" O.C. Ea rr) as .nr) zeo r 1.: rvt Wo rsT r) zao rs� 4.o rH•I leo rvl ° F r{•1 q0 I rlrl wo no - L1 rST FOD r {•1 I.o rH'1 ss r{•1 " f Q R [ 7 IA rF'1 RIO rF'1 F00 rF'1 C 0 r {•1 !00 r {7 zeo rR'1 y 0 B ae .ua) fzo rn ao rlo•> E � a.s rlr) zoo Mr[T s>o .rlo•) t ° NO. OF CIRCULAR TIES S2S mm (21') OR LE55 S 600 mm 124 TO 750 mm (309 3 625 mm (33 TO 1425 mm (S T7 4 1500 mm (60') TO IB00 mm (72 5 F PLI�iTE sLI1�K NY Gil. o I OM G AND WVG " � KR C D SERV[CE A REVISION DESCRIPTION F O PTIOPTIONAL OUTEIOE I /- EDOEE TO BE EDGE OF CONptETE / ROUIOED TO D BSS B I // --El TS Aw 13.1 R Ts I39 °c R r ON-31 TIE BM • R- ID OF SPUR Ct tC 1- YOwK). E BARS At 2T3 Aw (!' -!9 LONE. L J SEE NOTE 2 -ISW NI X MI-S) .3) TE BAP BYRS 900 Aw TS Ramie f!'1 04 LY n (3' -0.1 LONG SEE NO W .= � � lySYIN) J BARB 1.4 W 11• -0•) 1 /'-S'1 LONG TS .•I3•) OC corr.AOD•L BARS Iso R. DETAIL F 4 F 18.1 OC TO INSIDE EDGE MANHOLE SEE NOTE 2 IRINtB AND COYER NOT 3NON0 OF PLAN ISFE MITE ° FT !lMA SNOT MOWN MANHOLE FRYE PLAN STREET AND LOVER PER GRADE STD. PL 630 610 �, 1.11 NNI , YAOLE SHAFT 123 ..• . s0 PER STD. PIPE SEAT LEVEL 15•Ar) D � PLAN 324 PIPE SEAT BEE NOTE M =t 900 - (3' -0' E BARS E BMS, - TIE BAR E I STEPS � I � 1 l R TIE BM � a' N I D !MS i P - 125 IMn I5•1 F J BARE P yOp Rou90 EDGES r -19 TO TS mm 1!'I R spit LIME IswNl 0450 mn ITT 118 OC BOTH ELEVATION I` GIAOE POINTS. WAYS TO BE USED APPLIES AT fEE MOTE / WHEN C. IS ISDO w• THIS POINT 1 60.1 oR o SECTION B -B SECTION A -A CONCRETE RRINGS, STREET GRADE PER IITD. PLAN 321 � �AIM 8 OM 23 An 1311•) IT TIME STEP IN �� I -M BIAS PAYED pp SEE TALE STREETS F� rMIABLE X BM8 �- ISO •� 1 E SARS 400 mm 11{•1 FOR F N , I IDw•3 OR N) PAVED STR[ETE, TIE BARS 630 mM (2' -29 FOR UNPAVED STREETS J BIAS ROUND EDae! ro Ts ..I 13•W SECTION C -C AMERICAN PUBLIC WORKS ASSOCIATION - SOUTHERN CALIFORNIA A CHAPTER MANHOLE PIPE TO PIPE MAIN LINE �LP'"" ID =900 mm 36" OR LARGER 320 -1 WE NYRM STANDARD ARD {PYCIRGl10MS ION PWJC V/]NNI{ WN6111YLIIOI 6MER 1 OF4 NOTES I. WHEN DEPTH N FROM STREET GRADE TO THE TOP OF THE BOX IS LESS THAN 067 mm IY I /r7 FOR PAVED STREETS OR 1060 mm (3' -6') FOR UN- PAVED STREETS, CONSTRUCT MONOLITHIC SHAFT PER SECTION C -C AND DETAIL 'N'. SHAFT FOR ANY DEPTH OF MANHOLE MAY BE CONSTRUCTED PER SECTION C-C. WHEN DIAMETER D IS 1200 mm 148•) OR LESS. CENTER OF SHAFT WY BE LOCATED PER NOTE 2. 2. CENTER OF MANHOLE SHAFT SHALL BE LOCATED OVER CENTER LINE OF STORM DRAIN WHEN DIAMETER q IS 1200 mm 140•) OR LESS. IN WHICH CASE PLACE E BARS SYMMETRICALLY AROUND SHAFT AT 45' WITH CENTER LINE AND OMIT J BARS. 3. L AND P SHALL HAVE THE FOLLOWING VALUES UNLESS OTHERWISE SHOWN ON THE PROJECT INRAWINGS: A. 0I.2400 mm 196 OR LESS. L•1.7 m IS'-6'1. P•130 mm (S'1 ' B, pz OVER 2400 mm 1969. L-1.9 m I6' -09. P•210 mm 981 L MAY BE INCREASED OR LOCATION OF MANHOLE SHIFTED TO MEET PIPE ENDS. WHEN L GREATER THAN THAT SHOWN ABOVE IS SPECIFIED, 0 BARS SHALL BE CONTINUED 150 mm l6'7 OC. 4. STATIONS OF MANHOLES SHOWN ON PROJECT DRAWINGS APPLY AT CENTER LINE OF SHAFT. 0.EVATIONS ARE SHOWN AT CENTER LINE OF SHAFT AND REFER TO THE PROLONGED INVERT GRADE LINES. S. REINFORCEMENT SHALL CONFORM TO ASTY A 615M. GRADE 300 IASTN A 615, GRADE 407. AND SHALL TERMINATE 40 mm (I 1/21 CLEAR OF CONCRETE SUR- FACES UNLESS OTHERWISE SHOWN. 6. FLOOR OF MANHOLE SHALL BE STEEL TROWELED TO SPRING LINE. T. BODY OF MANHOLE SHALL BE POURED IN ONE CONTIGUOUS OPERATION EXCEPT THAT d CONSTRUCTION JOINT WITH A LONGITUDINAL KEYWAY MAY BE PLACED AT SPRING LINE. S. THICKNESS OF THE DECK SHALL VARY WHEN NECESSARY TO PROVIDE A LEVEL SEAT BUT SMALL NOT BE LESS THAN THE TABULAR VALUES FOR F SHOWN ON TABLE SH. 2. S. D BARS SHALL BE 15W4) FOR Dz•975 ­09') OR LESS. 1510-5) .31 FOR DY :1030 mm (42') TO 2100 mm (84'1 INCLUSIVE AND 20100.61 •61 FOR i Dz•2250 mm l90 OR OVER. 10. CENTER LINE OF INLET PIPE SHALL INTERSECT INSIDE FACE OF CONE AT I ' SPRING LINE UNLESS OTHERWISE SHOWN. 11, STEPS SHALL CONFORM TO STANDARD PLAN 635 OR 636 UNLESS OTHERWISE SHOWN. STEPS SHALL BE UNIFORMLY SPACED 330 mm 114 TO 375 mm 115'7 OC. THE LOWEST STEP SHALL NOT BE MORE THAN 600 mm (24') ABOVE THE INVERT. 12. THE FOLLOWING CRITERIA SHALL BE USED FOR THIS MANHOLE A MAINLINE 900 mm (36•) INSIDE DIAMETER OR LARGER. EXCEPT IF THE WIN LINE RCP DOWNSTREAM OF MANHOLE IS 900 mm (36•) TO 1050 mm (4Y1 INSIDE DIAMETER AND THE WIN LINE RCP UPSTREAM IS 825 mm (33•) OR LESS STANDARD PLAN 321 SHALL BE USED. AMERICAN PUBLIC WORKS A380GATKJN - SOUTHERN CALIFORNIA CHAPTER CHAPTER snul� MANHOLE PIPE TO PIPE MAIN LINE 320 -1 ID=9 00 mm 36" OR LARGER NIEEF'OM THE BASIS OF BEARINGS FOR THIS PROJECT IS THE CENTERLINE OF SLOVEN AVENUE BEING NB9'S3'28 - E PER MB 148/109 -110. RECORDS OF SAN BERNARDINO COUNTY BENCH PARK: , 20977 AT THE INTERSECTION OF SLOVEN AVENUE @ SIERRA AVENUE BEING a FOUND 1" I P STAMPED L5 3145 imMra�•nM �YrrrrrTl�r^n•at� I� M�ZYl1 aMi T =ai BBit•T.liTTi7iiT3i t•n�� ®� �'n'Ae� ® Bt ®�EI37�(�LIG�I�D3Z7�F)=➢Y 91 ®FIT =�IIUaF]y]�Bt:1Ra1♦ [TI•aR➢BFI7)�'7� ISM O 300 mm IN O LJ2 ITV ►J- fLOW F ISM a 3 00 mm IN O Irl - TIES. 3SOK - (560K -52501 CONCRETE YS mm U•7 (TYP.1 ' 6IW WT �a W. Y LINE D / RO WT N0. Y 69 YI D.14 IDp -0) DETAIL 'A' (!EE VOTE 101 INTERIOR SURFACE OR EQUAL 11 HIS FORM or PIPE CU T No. N !ANN THE TIME AT M Z WITH MALE OF ATH TIE TRANS- DETAIL 'B' VERSE FLAME NE REVERSE O SECTION AND 'TA'TAPE A BOTH SECTIONS TOGETHER FORMING THE DEFLECTION ANGLE A TYPICAL JOINT FOR CUT M0. A !ANN THE rIWE LOM{ITYDIMYJ.Y REMOVING A STRIP REINFORCED COCONCRETE EfE PIPE S.I4 Ipeb 1 W10E ON THE f10E OPPOSITE THE MEN M JOINT. BOq [ LNOf OF THE WT TOGETHER AND, INVERT THE INNS IM THE FIFE AMERICAN PUBLIC WORKS ASSOCIATION - SOUTHERN CALIFORNIA CHAPTER CONCRETE COLLAR FOR RCP 300 mm 12" THROUGH 1800 mm 72" 380-2 B. THE OUTSIDE DIAMETER OF THE LATERAL GUST BE LESS THAN OR EQUAL TO I/2 THE INSIDE DIAMETER OF THE WIN LINE IF THE UPSTREAM AND DOWNSTREAM DIAMETERS OF THE MANHOLE ARE NOT THE SAME THE GOVERNING INSIDE DIAMETER OF THE WIN LINE SHALL BE CONSIDERED TO BE THAT WHERE THE EXTENDED CENTER LINE OF THE LATERAL ENTERS THE MANHOLE. 4 IN NO INSTANCE SHALL THE INSIDE DIAMETER OF THE LATERAL TO THE MANHOLE BE GREATER THAN 750 mm (30 li. MANHOLE FRAME AND COVER SMALL CONFORM TO STANDARD PLAN 63D UNLESS OTHERWISE SHOWN. 14. MANHOLE SHAFT SHALL CONFORM TO STANDARD PLAN 324 UNLESS OTHERWISE SHOWN. 15. WHERE A MANHOLE SHAFT - 900 mm (36') WITHOUT REDUCER IS SPECIFIED REFER TO STANDARD PLAN 326. 16. WHERE A PRESSURE MANHOLE SHAFT -WITH ECCENTRIC REDUCER IS SPECIFIED REFER TO STANDARD PLAN 328. 17. WHERE A PRESSURE MANHOLE SHAFT - 814 mm (36') WITHOUT REDUCER IS SPECIFIED REFER TO STANDARD PLAN 329. IB. DIMENSIONS SHOWN ON THIS PLAN FOR METRIC AND ENGLISH UNITS ARE NOT EXACT EQUAL VALUES. IF METRIC VALUES ARE USED. ALL VALUES USED FOR CONSTRUCTION SHALL BE METRIC VALUES. EXCEPT REINFORCING BAR 512E5 IN ENGLISH UNITS MAY BE SUBSTITUTED FOR METRIC BAR SIZES. IF ENGLISH UNITS ARE USED. ALL VALUES USED FOR CONSTRUCTION SHALL BE ENGLISH UNITS. THE FOLLOWING STANDARD PLUS ARE INCORPORATED HEREIN 324 MANHOLE SHAFT -WITH ECCENTRIC REDUCER 326 MANHOLE SHAFT - 900 mm (36'7 WITHOUT REWCER 328 PRESSURE MANHOLE SHAFT -WITH ECCENTRIC 329 PRESSURE WNNOLE SHAFT 914 mm (36'1 WITHOUT REDUCER 630 610 mm 129• WNMOLE FRAME AND COYER 635 914 mm (36 .1 MANHOLE FRAME AND COYER 633 STEEL STEP 636 POLYPROPYLENE PLASTIC STEP I I I AMERICAN PUBLIC WORKS ASSOCIATION - SOUTHERN CALIFORNIA CHAPTER srAxlwm nAx MANHOLE PIPE TO PIPE MAIN LINE 320 1 ID =900 mm 36" OR LARGER fNEEI.OF. SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL' SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN EFFECT. oT ? de Jesly�4lfy u � :•2 E ND 65195 E•P' 9 -3D -07 Y ' C/V1L F� I DFLAUF NOTES I. A CONCRETE COLLAR IS REQUIRED WHERE THE CHANGE IN GRADE EXCEEDS 10 PERCENT. 2 FOR CURVE JOINTS (SEE DETAIL B. SHEET D IF THE EXTREME ENDS OF THE PIPE LEAVE A CLEAR SPACE THAT IS GREATER THAN 23 mm (I BUT IS LESS THAN 75 nMd(3') A CONCRETE COYER IS REQUIRED IN ACCORDANCE WITH SUBSECTION 306 -1.2.4 OF THE SSPWC. IF THE EXTREME ENDS OF THE PIPE LEAVE A CLEAR SPACE THAT IS EQUAL TO OR GREATER THAN 75 mm (3 BUT LESS THAN ISO mm (6'1. A CONCRETE COLLAR IS REQUIRED. IF THE CLEAR SPACE IS 150 mm IB'I OR GREATER, A TRANSITION STRUCTURE IS REQUIRED. _ 3. CONCRETE COLLAR SHALL NOT BE USED FORA 412E CHANGE ON THE WIN LINE 4. CONNECTOR PIPES A WHERE PIPES OF DIFFERENT DIAMETERS ARE JOINED WITH A CONCRETE COLLAR. L AND T SHALL BE THOSE OF THE LARGER PIPE D•DI OR 02 `NEVER WNICHEYER IS GREATER. B. WHEN q S EQUAL TO OR LESS IS 4. JOIN INVERTS AND WHEN DI I S GREATER THAN 02. JOIN SOFFITS. _ S. FOR PIPE LARGER THAN 1800 mm (72') SPECIAL COLLAR DETAILS ARE REQUIRED. 6. FOR PIPE SIZE NOT LISTED USE NEXT SIZE LARGER. 7. REINFORCEMENT SHALL CONFORM TO ASTM A 615 M IA 6131 GRADE 300(40). S. WHERE REINFORCING 18 REQUIRED THE DIAMETER OF THE CIRCULAR TIES SHALL BE M(2X WALL THICKNESS) • T. 9. REINFORCING SHALL BE USED WHERE THE PIPE DIAMETER IS GREATER THAN 525 mm (21 AND ON ALL PIPES WHERE THE SPACES BETWEEN THE EXTREME OUTER ENDS IS 73 mm (3 OR LARGER. CIRCULAR TIES: PIPE DIAMETER WHERE THE SPACE BETWEEN PIPE ENDS EXCEEDS 75 mm (3•). THE NUMBER OF CIRCULAR TIES SHALL BE INCREASED TO MAINTAIN AN APPROXIMATE SPACING OF 150 mm (6') 0.4 10. WHERE THE PIPE IS 523 mm 121') OR LESS IN DIAMETER AN INTERIOR FORM OF UNSEALED SONG -TUBE OR EQUAL SHALL BE USED TO PROVIDE A SMOOTH INTERIOR JOINT. THE PAPER FORM WY BE LEFT IN PLACE IEEE DETAIL A). WHEN 711E PIPE IS 600 mm (24.) OR LARGER A REMOVABLE INTERIOR FORM SHALL BE USED OR THE INTERIOR JOINT SXALL BE COMPLETELY FILLED WITH MORTAR AND NEATLY POINTED. II. DIMENSIONS SHOWN ON THIS PLAN FOR METRIC AND ENGLISH UNITS ARE NOT EXACT EQUAL VALUES. IF METRIC VALUES ARE USED, ALL VALUES USED FOR CONSTRUCTION SHALL BE METRIC VALUES. EXCEPT REINFORCING BAR SIZES IN ENGLISH LIMITS MAY BE SUBSTITUTED FOR METRIC BAR SIZES. IF ENGLISH UNITS ARE USED. ALL VALUES USED FOR CONSTRUCTION SHALL BE ENGLISH UNITS. AMFJUCA N PUBLIC WORKS ASSOCIATION - 801RlERN CALIFORNIA ALIF CHAPTER srUwmPHAN CONCRETE COLLAR FOR RCP 380-2 300 mm 12" THROUGH 1800 M!! ENMET =DTI ��� DEVELOPMENT & ENGINEERING, INC. PLANNING AND CIVIL ENGINEERING 353E CONCOURS STREET, SUITE 220 ONTARIO, CA 91764 (909) 476 -9555 PHONE (909) 476 -9001 FAY GUT ND. I N - �� WT 1 � 2 CITY OF FONTANA, CALIFORNIA ?� STORM DRAIN IMPROVEMENT PLANS a DRAWN BT: MJG JC P.M. 16652 (TR 17596) JUNIPER AVE DESIGNED BY DALE: MJG DEC 2Q96 OiE040 BT APPROVED BT: ORAMING MANUEL DE JESUS GCNZALES, RCE 65795 (EXP. 9- 30 -07) DATE MJG /F? 3962 I / WALL AND SLAB DIMENSIONS AND REINFORCEMENT REQUIREMENTS REREINFORCEMENT REINFORCEMENT YlX YAI 1 I REWIRED IN W Y FRONT REM SOTTOY END Lo 013.0) z1 r[•) In r{•1 WALL WALL dIAB WY1 Iso r{•1 Lo ras•) as r1r) zoo -1" mo - #4 Ee rTl I.{ r6 WD r {•1 IN r 6.1 '� 2" O.C. Ea rr) as .nr) zeo r 1.: rvt Wo rsT r) zao rs� 4.o rH•I leo rvl ° F r{•1 q0 I rlrl wo no - L1 rST FOD r {•1 I.o rH'1 ss r{•1 " f Q R [ 7 IA rF'1 RIO rF'1 F00 rF'1 C 0 r {•1 !00 r {7 zeo rR'1 y 0 B ae .ua) fzo rn ao rlo•> E � a.s rlr) zoo Mr[T s>o .rlo•) t ° NO. OF CIRCULAR TIES S2S mm (21') OR LE55 S 600 mm 124 TO 750 mm (309 3 625 mm (33 TO 1425 mm (S T7 4 1500 mm (60') TO IB00 mm (72 5 BERNARDINO COUNTY BENCH PARK: , 20977 AT THE INTERSECTION OF SLOVEN AVENUE @ SIERRA AVENUE BEING a FOUND 1" I P STAMPED L5 3145 imMra�•nM �YrrrrrTl�r^n•at� I� M�ZYl1 aMi T =ai BBit•T.liTTi7iiT3i t•n�� ®� �'n'Ae� ® Bt ®�EI37�(�LIG�I�D3Z7�F)=➢Y 91 ®FIT =�IIUaF]y]�Bt:1Ra1♦ [TI•aR➢BFI7)�'7� ISM O 300 mm IN O LJ2 ITV ►J- fLOW F ISM a 3 00 mm IN O Irl - TIES. 3SOK - (560K -52501 CONCRETE YS mm U•7 (TYP.1 ' 6IW WT �a W. Y LINE D / RO WT N0. Y 69 YI D.14 IDp -0) DETAIL 'A' (!EE VOTE 101 INTERIOR SURFACE OR EQUAL 11 HIS FORM or PIPE CU T No. N !ANN THE TIME AT M Z WITH MALE OF ATH TIE TRANS- DETAIL 'B' VERSE FLAME NE REVERSE O SECTION AND 'TA'TAPE A BOTH SECTIONS TOGETHER FORMING THE DEFLECTION ANGLE A TYPICAL JOINT FOR CUT M0. A !ANN THE rIWE LOM{ITYDIMYJ.Y REMOVING A STRIP REINFORCED COCONCRETE EfE PIPE S.I4 Ipeb 1 W10E ON THE f10E OPPOSITE THE MEN M JOINT. BOq [ LNOf OF THE WT TOGETHER AND, INVERT THE INNS IM THE FIFE AMERICAN PUBLIC WORKS ASSOCIATION - SOUTHERN CALIFORNIA CHAPTER CONCRETE COLLAR FOR RCP 300 mm 12" THROUGH 1800 mm 72" 380-2 B. THE OUTSIDE DIAMETER OF THE LATERAL GUST BE LESS THAN OR EQUAL TO I/2 THE INSIDE DIAMETER OF THE WIN LINE IF THE UPSTREAM AND DOWNSTREAM DIAMETERS OF THE MANHOLE ARE NOT THE SAME THE GOVERNING INSIDE DIAMETER OF THE WIN LINE SHALL BE CONSIDERED TO BE THAT WHERE THE EXTENDED CENTER LINE OF THE LATERAL ENTERS THE MANHOLE. 4 IN NO INSTANCE SHALL THE INSIDE DIAMETER OF THE LATERAL TO THE MANHOLE BE GREATER THAN 750 mm (30 li. MANHOLE FRAME AND COVER SMALL CONFORM TO STANDARD PLAN 63D UNLESS OTHERWISE SHOWN. 14. MANHOLE SHAFT SHALL CONFORM TO STANDARD PLAN 324 UNLESS OTHERWISE SHOWN. 15. WHERE A MANHOLE SHAFT - 900 mm (36') WITHOUT REDUCER IS SPECIFIED REFER TO STANDARD PLAN 326. 16. WHERE A PRESSURE MANHOLE SHAFT -WITH ECCENTRIC REDUCER IS SPECIFIED REFER TO STANDARD PLAN 328. 17. WHERE A PRESSURE MANHOLE SHAFT - 814 mm (36') WITHOUT REDUCER IS SPECIFIED REFER TO STANDARD PLAN 329. IB. DIMENSIONS SHOWN ON THIS PLAN FOR METRIC AND ENGLISH UNITS ARE NOT EXACT EQUAL VALUES. IF METRIC VALUES ARE USED. ALL VALUES USED FOR CONSTRUCTION SHALL BE METRIC VALUES. EXCEPT REINFORCING BAR 512E5 IN ENGLISH UNITS MAY BE SUBSTITUTED FOR METRIC BAR SIZES. IF ENGLISH UNITS ARE USED. ALL VALUES USED FOR CONSTRUCTION SHALL BE ENGLISH UNITS. THE FOLLOWING STANDARD PLUS ARE INCORPORATED HEREIN 324 MANHOLE SHAFT -WITH ECCENTRIC REDUCER 326 MANHOLE SHAFT - 900 mm (36'7 WITHOUT REWCER 328 PRESSURE MANHOLE SHAFT -WITH ECCENTRIC 329 PRESSURE WNNOLE SHAFT 914 mm (36'1 WITHOUT REDUCER 630 610 mm 129• WNMOLE FRAME AND COYER 635 914 mm (36 .1 MANHOLE FRAME AND COYER 633 STEEL STEP 636 POLYPROPYLENE PLASTIC STEP I I I AMERICAN PUBLIC WORKS ASSOCIATION - SOUTHERN CALIFORNIA CHAPTER srAxlwm nAx MANHOLE PIPE TO PIPE MAIN LINE 320 1 ID =900 mm 36" OR LARGER fNEEI.OF. SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL' SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN EFFECT. oT ? de Jesly�4lfy u � :•2 E ND 65195 E•P' 9 -3D -07 Y ' C/V1L F� I DFLAUF NOTES I. A CONCRETE COLLAR IS REQUIRED WHERE THE CHANGE IN GRADE EXCEEDS 10 PERCENT. 2 FOR CURVE JOINTS (SEE DETAIL B. SHEET D IF THE EXTREME ENDS OF THE PIPE LEAVE A CLEAR SPACE THAT IS GREATER THAN 23 mm (I BUT IS LESS THAN 75 nMd(3') A CONCRETE COYER IS REQUIRED IN ACCORDANCE WITH SUBSECTION 306 -1.2.4 OF THE SSPWC. IF THE EXTREME ENDS OF THE PIPE LEAVE A CLEAR SPACE THAT IS EQUAL TO OR GREATER THAN 75 mm (3 BUT LESS THAN ISO mm (6'1. A CONCRETE COLLAR IS REQUIRED. IF THE CLEAR SPACE IS 150 mm IB'I OR GREATER, A TRANSITION STRUCTURE IS REQUIRED. _ 3. CONCRETE COLLAR SHALL NOT BE USED FORA 412E CHANGE ON THE WIN LINE 4. CONNECTOR PIPES A WHERE PIPES OF DIFFERENT DIAMETERS ARE JOINED WITH A CONCRETE COLLAR. L AND T SHALL BE THOSE OF THE LARGER PIPE D•DI OR 02 `NEVER WNICHEYER IS GREATER. B. WHEN q S EQUAL TO OR LESS IS 4. JOIN INVERTS AND WHEN DI I S GREATER THAN 02. JOIN SOFFITS. _ S. FOR PIPE LARGER THAN 1800 mm (72') SPECIAL COLLAR DETAILS ARE REQUIRED. 6. FOR PIPE SIZE NOT LISTED USE NEXT SIZE LARGER. 7. REINFORCEMENT SHALL CONFORM TO ASTM A 615 M IA 6131 GRADE 300(40). S. WHERE REINFORCING 18 REQUIRED THE DIAMETER OF THE CIRCULAR TIES SHALL BE M(2X WALL THICKNESS) • T. 9. REINFORCING SHALL BE USED WHERE THE PIPE DIAMETER IS GREATER THAN 525 mm (21 AND ON ALL PIPES WHERE THE SPACES BETWEEN THE EXTREME OUTER ENDS IS 73 mm (3 OR LARGER. CIRCULAR TIES: PIPE DIAMETER WHERE THE SPACE BETWEEN PIPE ENDS EXCEEDS 75 mm (3•). THE NUMBER OF CIRCULAR TIES SHALL BE INCREASED TO MAINTAIN AN APPROXIMATE SPACING OF 150 mm (6') 0.4 10. WHERE THE PIPE IS 523 mm 121') OR LESS IN DIAMETER AN INTERIOR FORM OF UNSEALED SONG -TUBE OR EQUAL SHALL BE USED TO PROVIDE A SMOOTH INTERIOR JOINT. THE PAPER FORM WY BE LEFT IN PLACE IEEE DETAIL A). WHEN 711E PIPE IS 600 mm (24.) OR LARGER A REMOVABLE INTERIOR FORM SHALL BE USED OR THE INTERIOR JOINT SXALL BE COMPLETELY FILLED WITH MORTAR AND NEATLY POINTED. II. DIMENSIONS SHOWN ON THIS PLAN FOR METRIC AND ENGLISH UNITS ARE NOT EXACT EQUAL VALUES. IF METRIC VALUES ARE USED, ALL VALUES USED FOR CONSTRUCTION SHALL BE METRIC VALUES. EXCEPT REINFORCING BAR SIZES IN ENGLISH LIMITS MAY BE SUBSTITUTED FOR METRIC BAR SIZES. IF ENGLISH UNITS ARE USED. ALL VALUES USED FOR CONSTRUCTION SHALL BE ENGLISH UNITS. AMFJUCA N PUBLIC WORKS ASSOCIATION - 801RlERN CALIFORNIA ALIF CHAPTER srUwmPHAN CONCRETE COLLAR FOR RCP 380-2 300 mm 12" THROUGH 1800 M!! ENMET =DTI ��� DEVELOPMENT & ENGINEERING, INC. PLANNING AND CIVIL ENGINEERING 353E CONCOURS STREET, SUITE 220 ONTARIO, CA 91764 (909) 476 -9555 PHONE (909) 476 -9001 FAY GUT ND. I N - �� WT 1 � 2 CITY OF FONTANA, CALIFORNIA ?� STORM DRAIN IMPROVEMENT PLANS a DRAWN BT: MJG JC P.M. 16652 (TR 17596) JUNIPER AVE DESIGNED BY DALE: MJG DEC 2Q96 OiE040 BT APPROVED BT: ORAMING MANUEL DE JESUS GCNZALES, RCE 65795 (EXP. 9- 30 -07) DATE MJG /F? 3962 I / WALL AND SLAB DIMENSIONS AND REINFORCEMENT REQUIREMENTS REREINFORCEMENT REINFORCEMENT YlX YAI 1 I REWIRED IN W Y FRONT REM SOTTOY END Lo 013.0) z1 r[•) In r{•1 WALL WALL dIAB WY1 Iso r{•1 Lo ras•) as r1r) zoo -1" mo - #4 Ee rTl I.{ r6 WD r {•1 IN r 6.1 '� 2" O.C. Ea rr) as .nr) zeo r 1.: rvt Wo rsT r) zao rs� 4.o rH•I leo rvl ° F r{•1 q0 I rlrl wo no - L1 rST FOD r {•1 I.o rH'1 ss r{•1 " f Q R [ 7 IA rF'1 RIO rF'1 F00 rF'1 C 0 r {•1 !00 r {7 zeo rR'1 y 0 B ae .ua) fzo rn ao rlo•> E � a.s rlr) zoo Mr[T s>o .rlo•) t ° NO. OF CIRCULAR TIES S2S mm (21') OR LE55 S 600 mm 124 TO 750 mm (309 3 625 mm (33 TO 1425 mm (S T7 4 1500 mm (60') TO IB00 mm (72 5 CITY OF FONTANA, CALIFORNIA ?� STORM DRAIN IMPROVEMENT PLANS a DRAWN BT: MJG JC P.M. 16652 (TR 17596) JUNIPER AVE DESIGNED BY DALE: MJG DEC 2Q96 OiE040 BT APPROVED BT: ORAMING MANUEL DE JESUS GCNZALES, RCE 65795 (EXP. 9- 30 -07) DATE MJG /F? 3962 I / WALL AND SLAB DIMENSIONS AND REINFORCEMENT REQUIREMENTS REREINFORCEMENT REINFORCEMENT YlX YAI 1 I REWIRED IN W Y FRONT REM SOTTOY END Lo 013.0) z1 r[•) In r{•1 WALL WALL dIAB WY1 Iso r{•1 Lo ras•) as r1r) zoo -1" mo - #4 Ee rTl I.{ r6 WD r {•1 IN r 6.1 '� 2" O.C. Ea rr) as .nr) zeo r 1.: rvt Wo rsT r) zao rs� 4.o rH•I leo rvl ° F r{•1 q0 I rlrl wo no - L1 rST FOD r {•1 I.o rH'1 ss r{•1 " f Q R [ 7 IA rF'1 RIO rF'1 F00 rF'1 C 0 r {•1 !00 r {7 zeo rR'1 y 0 B ae .ua) fzo rn ao rlo•> E � a.s rlr) zoo Mr[T s>o .rlo•) t ° NO. OF CIRCULAR TIES S2S mm (21') OR LE55 S 600 mm 124 TO 750 mm (309 3 625 mm (33 TO 1425 mm (S T7 4 1500 mm (60') TO IB00 mm (72 5 NO. OF CIRCULAR TIES S2S mm (21') OR LE55 S 600 mm 124 TO 750 mm (309 3 625 mm (33 TO 1425 mm (S T7 4 1500 mm (60') TO IB00 mm (72 5 �7 r. '7 '77�- - y- r � _ : • F! �..r- t . c. W. a... ... :7 ZO 4 PA C-1 C-2 T T-N BERNARD 0 COUNTY 7 SAN BERNARDINO COUNTY HYDROLOGY aurtc 5 1 J �. ��; X- ti V Se g . T A ' �6 Lt r ff -I -'n S J Tf X IF L v I*Ap E • iA 97T-' SU 'I . SORCG �La� J - ga w K �A- A --:?ft L-A .......... V 7 . ° g >: 7- :f -7 t miv-: . ..... �JWL 7 A. �II III 7 A �q c- ! A tag hi r 4 A 27 A: A FOR SOUTHWEST-A AREA c - L-lb I L K *: 1.1 �: L 1 5� L LEGINO it PpzTec SOIL GROUP BOUNDARY SCALE 1148P00 A SOIL GROUP DESIGNATION BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 [HYDROLOGIC SOILS GROUP MAP t- luumr- %,—I C-1 C-2 T T-N BERNARD 0 COUNTY FOR SOUTHWEST-A AREA c - L-lb I L K *: 1.1 �: L 1 5� L LEGINO it PpzTec SOIL GROUP BOUNDARY SCALE 1148P00 A SOIL GROUP DESIGNATION BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 [HYDROLOGIC SOILS GROUP MAP t- luumr- %,—I w I I T4N - 1. ur ,30 I _ I i �- I I _'�• T I l I e _ i I .3 I - I - - �- - i r ' 7 - - t-� � - I_-_ _ .�' I - - -� - - - - - ` I I.I , I C '•� - I��_ T � ' - - - ' -� ' I - - _ I D , i — *- - - wESr I i I a I I 1.2 ._ I �' I I p K � lr \C I1- l.qu..4.r -t- < I I 1.3 1 � 9 10 I 12 1- v --r 1 1 -` , ' � + 1 - -I ' 1. 1 I I Cal N3 /! J T -2 _ � R° o EsK .� ' T3N — — _ - • 'e • T• .�'e -4 Is I J I l y I 1 - I �j t...n a N o. / Is I 2 F l 22 I' w• °" l•Y` 1 I I / A r a[<� \ i - \ -1 _1 . 2y ti 6 ' 2 �T.cL_ - Ir- }-t - I' I 't -� - -}`� I a )' -1 / „_".� {/ J _ •, °, : -. - I - I � i. . i • nr � I I LE 7r r 1 - -+- II.. � ( ` =� �. j "[[. - -* „•.c � :i �"gact [ - c. - I -- - � I ` - i. ..1 _ � ' y 1.7 � J � I� � �� - - _ I ` t ) ( � - _ N • J2 3. c (L � nw - (f- g - --s _ Y ''�.. I l ` l • r' \ I I I i a f i. • °i " cc°" • �F� I �-_ - _ 1.5 - = I.8 ' r i ^ J. • \:``� II' I I �( I k�i' l d - °ly ,�, • i . - - -I-- �1! �V AL. ' 3 � ID •°® �" l �-- -I- /\ •... \ 1 � _ �.--- .i`- T ` - J .�°[f � 1.�ct• : �t� � ALDwIh BE o% •n tJ ^ f f l 1.2 T2N ~ . I T I '- • �'% _ - q -- -� i - T� LLL - -- - 1- I •� I ' i � Mrn / ~ �--I I I I I \ y -• • • • Nc R C(T,T � - 4. ' - - b • y F� rr" c°..n4.'. I .�I 1. • • • • • •�. ^F t I GEAR L I i ° • = I f{ l 1.1 � j I u; '� 1 I �GR�'cOR1 ' _ _ _- __ • I.E _ _ - _ - - f __ - - \ -� _ ` - r- -T2 N ' I I I N a \ maw • I.0 , I ( _ �y ~� [n r.!�r[. ,.c w.° °. .\ _ - Ir.c[r*��"_ a+e[ - _ 1 -_� i -+ - Ne w IVILI '� -� - 1 /[ '- I.s ( e y { - '� I _ c.r _ - ' • ' r !� / / 1.4 w „ L ; 'l �s I�[ I I 8 V •. ' ' ' a� ' ! :, l ,a �� - - !� I c•• ! i / - I 1.4 I r 1 : �S ) j 1 u • : y i ` ,•i • �l / / L RINO anus I • � 1 / _ ' 04` I /� T 1 L'� - y _j J- \• ` 3 4 g1EEg i I a / ' i = i / ' I / ' ' • l ♦ - _ �C' IFr t • 4C 1- • ._ = I. /-• 1 ' 1 S"_ _" .`/ / - % - c - - _ / 1' •O 'L FL ►Tf _ -1�_ -:r- I ,d' elk om TTW t {- Du, I : ..;} .`J Csntew , t ; , r 'I �"� - «, TI N _ ' ... ; AL. A I 5�r I - • 1 f r 54h a Rh4RO1 -- _ E N -SDI O 41 i s' ✓r \ r� I �1 I i t uA+Fmir 1 ' .•.•i .,.[ R I ALT [[ '� -- - * - - - L - y.i - ,�'•�. ' _ • - IOU i DA Nm° " y' FON TA N ANA _ _ -- - - __ y�-• -_ _ �. IF'c'' -I' -'• �e.rni - ' - 1 • - . __ _ r L .� - }+, T ` '' ` f • ��� - - 1 4 " .. . - ' 7 .5!" . 0 : - 1T� T' - /• ON T lOpi• -- . t r • C ` TON z a - -- - ..:.." .,� y L ' - I _ - -_ _ ' \ TLj S . ••, - REDLANDS •.[ •[[ 1.2 • - • Rte �I •3 I s.ror •.+•,:,.. - pIESTNORE - +... _ ae. _ Y _ 0" ._.LI -. _ i -1- - \' - y_ • s-• � - - Be • .. s[ Eu )i r. - t' t ?` `' _ iF • ...,. I I I I I ' / �i r IPA • rw. _ �� °'• !„ . " P° I - . W ORANp TERRIE 't t I +- • +b ' - - ±!e - - - �- �•- - •-� - _- , ?. j t - -- ' - I -` i SAN IERNAIIWNO OUNtit' RI ./ °..- -'°. c a R 1 E I • I RE I I s i e . 00' J [ w • V RlID E COYNT 1 T2S e` --� wen •vc _ ._ .._ _ r ...�E;. ^ g� "r : •8 - ".°... _ . i _ I arts rat ......, i �1 i 1 ,�P•P? - R4W " 5 R3 °� ° „. R2W \ 9oa R1 i I I I . SAN BERNARDINO COUNTY -r - ` i•',`+1 = - - - - - - FLOOD CONTROL' DISTRICT — - R5W VALLEY AREA iR4J0 I . I ,FL DNrRDL` R EDUCED DRAWING T3S — — I ISM SCALE SCALE I 4 MILES YID - 10 YEAR I HOUR - '•• .: - 1 t :�� �:�=' - - -� - SAN BERNARDINO COUNTY BASED ON U.SD.G, NDAA ATLAS 2, 1913 ” ' A •d3o APFI BY — — -� — I— •- - - - - -- -- � 4st�s.J i 8 R7W R6 • j2W I I - — HYDROLOGY MANUAL LEGEND: FL > • � •• r / .B ISOLINES ppQCIPITATION (INCFfE5) DATE SCALE. � FILE N0. OR Na NO. ��J 1982 I "•2 ML WRD I 3 °t 12 a_tt rlr_��ar a_•z " UICERNE -{ - 4- wLLEr - R2Wf — t a• S R . �:, RIE I R W t ! - R6W I R5Yli I . I + f i. I 4W `. ; r•�IS T4N - 1. ur ,30 I _ I i �- I I _'�• T I l I e _ i I .3 I - I - - �- - i r ' 7 - - t-� � - I_-_ _ .�' I - - -� - - - - - ` I I.I , I C '•� - I��_ T � ' - - - ' -� ' I - - _ I D , i — *- - - wESr I i I a I I 1.2 ._ I �' I I p K � lr \C I1- l.qu..4.r -t- < I I 1.3 1 � 9 10 I 12 1- v --r 1 1 -` , ' � + 1 - -I ' 1. 1 I I Cal N3 /! J T -2 _ � R° o EsK .� ' T3N — — _ - • 'e • T• .�'e -4 Is I J I l y I 1 - I �j t...n a N o. / Is I 2 F l 22 I' w• °" l•Y` 1 I I / A r a[<� \ i - \ -1 _1 . 2y ti 6 ' 2 �T.cL_ - Ir- }-t - I' I 't -� - -}`� I a )' -1 / „_".� {/ J _ •, °, : -. - I - I � i. . i • nr � I I LE 7r r 1 - -+- II.. � ( ` =� �. j "[[. - -* „•.c � :i �"gact [ - c. - I -- - � I ` - i. ..1 _ � ' y 1.7 � J � I� � �� - - _ I ` t ) ( � - _ N • J2 3. c (L � nw - (f- g - --s _ Y ''�.. I l ` l • r' \ I I I i a f i. • °i " cc°" • �F� I �-_ - _ 1.5 - = I.8 ' r i ^ J. • \:``� II' I I �( I k�i' l d - °ly ,�, • i . - - -I-- �1! �V AL. ' 3 � ID •°® �" l �-- -I- /\ •... \ 1 � _ �.--- .i`- T ` - J .�°[f � 1.�ct• : �t� � ALDwIh BE o% •n tJ ^ f f l 1.2 T2N ~ . I T I '- • �'% _ - q -- -� i - T� LLL - -- - 1- I •� I ' i � Mrn / ~ �--I I I I I \ y -• • • • Nc R C(T,T � - 4. ' - - b • y F� rr" c°..n4.'. I .�I 1. • • • • • •�. ^F t I GEAR L I i ° • = I f{ l 1.1 � j I u; '� 1 I �GR�'cOR1 ' _ _ _- __ • I.E _ _ - _ - - f __ - - \ -� _ ` - r- -T2 N ' I I I N a \ maw • I.0 , I ( _ �y ~� [n r.!�r[. ,.c w.° °. .\ _ - Ir.c[r*��"_ a+e[ - _ 1 -_� i -+ - Ne w IVILI '� -� - 1 /[ '- I.s ( e y { - '� I _ c.r _ - ' • ' r !� / / 1.4 w „ L ; 'l �s I�[ I I 8 V •. ' ' ' a� ' ! :, l ,a �� - - !� I c•• ! i / - I 1.4 I r 1 : �S ) j 1 u • : y i ` ,•i • �l / / L RINO anus I • � 1 / _ ' 04` I /� T 1 L'� - y _j J- \• ` 3 4 g1EEg i I a / ' i = i / ' I / ' ' • l ♦ - _ �C' IFr t • 4C 1- • ._ = I. /-• 1 ' 1 S"_ _" .`/ / - % - c - - _ / 1' •O 'L FL ►Tf _ -1�_ -:r- I ,d' elk om TTW t {- Du, I : ..;} .`J Csntew , t ; , r 'I �"� - «, TI N _ ' ... ; AL. A I 5�r I - • 1 f r 54h a Rh4RO1 -- _ E N -SDI O 41 i s' ✓r \ r� I �1 I i t uA+Fmir 1 ' .•.•i .,.[ R I ALT [[ '� -- - * - - - L - y.i - ,�'•�. ' _ • - IOU i DA Nm° " y' FON TA N ANA _ _ -- - - __ y�-• -_ _ �. IF'c'' -I' -'• �e.rni - ' - 1 • - . __ _ r L .� - }+, T ` '' ` f • ��� - - 1 4 " .. . - ' 7 .5!" . 0 : - 1T� T' - /• ON T lOpi• -- . t r • C ` TON z a - -- - ..:.." .,� y L ' - I _ - -_ _ ' \ TLj S . ••, - REDLANDS •.[ •[[ 1.2 • - • Rte �I •3 I s.ror •.+•,:,.. - pIESTNORE - +... _ ae. _ Y _ 0" ._.LI -. _ i -1- - \' - y_ • s-• � - - Be • .. s[ Eu )i r. - t' t ?` `' _ iF • ...,. I I I I I ' / �i r IPA • rw. _ �� °'• !„ . " P° I - . W ORANp TERRIE 't t I +- • +b ' - - ±!e - - - �- �•- - •-� - _- , ?. j t - -- ' - I -` i SAN IERNAIIWNO OUNtit' RI ./ °..- -'°. c a R 1 E I • I RE I I s i e . 00' J [ w • V RlID E COYNT 1 T2S e` --� wen •vc _ ._ .._ _ r ...�E;. ^ g� "r : •8 - ".°... _ . i _ I arts rat ......, i �1 i 1 ,�P•P? - R4W " 5 R3 °� ° „. R2W \ 9oa R1 i I I I . SAN BERNARDINO COUNTY -r - ` i•',`+1 = - - - - - - FLOOD CONTROL' DISTRICT — - R5W VALLEY AREA iR4J0 I . I ,FL DNrRDL` R EDUCED DRAWING T3S — — I ISM SCALE SCALE I 4 MILES YID - 10 YEAR I HOUR - '•• .: - 1 t :�� �:�=' - - -� - SAN BERNARDINO COUNTY BASED ON U.SD.G, NDAA ATLAS 2, 1913 ” ' A •d3o APFI BY — — -� — I— •- - - - - -- -- � 4st�s.J i 8 R7W R6 • j2W I I - — HYDROLOGY MANUAL LEGEND: FL > • � •• r / .B ISOLINES ppQCIPITATION (INCFfE5) DATE SCALE. � FILE N0. OR Na NO. ��J 1982 I "•2 ML WRD I 3 °t 12 a_tt rlr_��ar a_•z " B -12 FIGURE B -4 Various types of outlets with watertight adapters for. ADS N-12 * SDR -35 Sewer * Sch 40 DWV * Corrugated PVC * Ribbed PVC 14° Variable Overall Height *(2) 4 "- 24" 6" Minimum *(2) Maximum recommended overall height 10' '(1) Adapters can be mounted at any angle 0 to 359 To determine minimum angle between adapters please see chart at left. 24 Options memo I L�E 1 t' /�}�j �� err rwr� 0P, 11 , n Standard H -25 Rated Pedestrian H -10 Rated Scud Domed --- 11 -. . _ ,.I Nyloplast Standard Grate Inlet Capacity Chart This chart is based on equations from the FAA Airport Drainage AC 15015320- 5B,1970, Page 35. Certain assumptions have been made and no two installations will necessarily perform the same way. Safety factors should change with site conditions such that a safety factor 1.25 should be used for an inlet in pavement, and a safety factor of 2.0 should be used in turf areas. Nyloplast Standard Grates 8" - 30" U 12.00 11.00 10.00 9.00 8.00 7.00 6.00 5.00 4.00 3.00 2.00 1.00 D.OD 000 Basin Outlet Pipe Size Flaw Rate CFS' 4" 0.229 6" 0.662 8" 1.441 10" 2.612 12" 4.152 15" 7.126 18" 12.163 24" 25.821 30" 52.173 30' Grate 3099CGS ' Maximum flow capacity before drain basin begins to backfill. Calculation based on an average pipe slope of 1 %. 24 " Grate 2499CGS 15" Grate 1599CGS 18" Grate 1899CGS 12" Grate 1299CGS 10" Grate 1099CGS 8" Grate 0899CGS 1.10 THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY AWA MATERIAL 3130 VERONA AVE NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT arm BUFORD, GA 30519 OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER OR LICENSE THE USE OF THE DESIGN OR DATE 07MAR00 f� PHN (770) 932.2443 N last FAX (770) 932 - 2490 TECHNICAL INFORMATION SHOWN HEREIN ✓ www.nooplast- us.com APPD BY CJA PROJECT NOJNAME TITLE REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY GRATE 1 COVER ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS DATE 07MAR00 8" - 30" STANDARD INLET CAPACITY IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN DWG SIZE A SCALE 1:2 SHEET 1 OF 1 DWG NO. 7001. 110 REV C PERMISSION FROM NYLOPLAST. 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 Head,Feet GRATE 0 2 ^ .^^'-� �r% 3,04 " FRAME 0 28,50 STANDARD APPROX. DRAIN AREA = 194.60 SQ. IN. '47 APPROX. WEIGHT WITH FRAME = 124.00 LBS, NYLOPLAST 24" GRATES /COVERS STANDARD GRATE HAS H -25 HEAVY DUTY RATING SOLID COVER HAS H -25 HEAVY DUTY RATING PEDESTRIAN GRATE HAS H -10 MEDIUM DUTY RATING QUALITY: MATERIALS SHALL CONFORM TO ASTM A536 GRADE 70 -50 -05 MATERIAL: DUCTILE IRON PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINT LOCKING DEVICE AVAILABLE UPON REQUEST PRICE INCLUDES FRAME & GRATE/COVER 3 ^` `�R O 24.75 30 SOLID APPROX. WEIGHT WITH FRAME = 138,00 LBS. '47 3,04 I - FRAME 0 28.50 *PEDESTRIAN APPROX. DRAIN AREA= 164.10 SQ, IN. '47 APPROX, WEIGHT WITH FRAME = 99,50 LBS, SIZE OF OPENING MEETS REQUIREMENTS OF AMERICAN DISABILITY ACT AS STATED IN FEDERAL REGISTER PART III, DEPARTMENT OF JUSTICE, 28 CFR PART 36. NONDISCRIMINATION ON THE BASIS OF DISABILITY BY PUBLIC ACCOMMODATIONS AND IN COMMERCIAL FACILITIES; FINAL RULE. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH NYLOPLAST HAS PROPRIETARY RIGHTS, THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHEI IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST, DRAWN BY AWA MATERIAL 3130 VERONA AVE BUFORD, GA 30518 DATE 15AUG00 DUCTILE IRON Nylo last PHN (770) 832.2443 FAX X ( 7 70) 32.249 A BY CJA PROJECT NOJNAME TITLE DATE 15AUG00 GRATE I COVER NEW STYLE 24" STANDARD, SOLID & PEDESTRIAN DWG SIZE A SCALE 1:12 SHEET 11 OF 1 DWG NO. 7001. 110 -051 REV C r-nATC rx 7A, 75 2499CGS r 12" - 30" DRAIN BASIN 12" - 30" INLINE DRAIN THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY CJA MATERIAL 3130 VERONA AVE NYLOPLAST HAS PROPRIETARY RIGHTS, THE RECEIPT BUFORD, GA 30519 OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR DATE 2.22 -02 PHN (770) 932.2443 N to last FAX (770) 932.2490 TECHNICAL INFORMATION SHOWN HEREIN www nyloplasl- us.coi APPO BY CJA PROJECT NO.INAME TITLE REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS DATE 2.22 -02 DRAIN BASIN I INLINE DRAIN 12 IN - 301N DB & ID NON TRAFFIC INSTALLATION IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN DWG SIZE A SCALE 1:100 SHEET 1 OF 1 DWG NO. 7001.110.111 REV A PERMISSION FROM NYLOPLAST. STONE OR GRAVEL MATERIAL MEETING CLASS 1 OR 2 AS SPECIFIED IN ASTM D2321. BACKFILL MATERIAL SHALL BE PLACED UNIFORMLY IN 12" LIFTS AND COMPACTED TO 90.95% DENSITY. STONE OR GRAVEL MATERIAL MEETING CLASS 10R 2 AS SPECIFIED IN ASTM D2321, BACKFILL MATERIAL SHALL BE PLACED UNIFORMLY IN 12" LIFTS AND COMPACTED TO 90 - 95% DENSITY, Section 2721 Engineered Surface Drainage Products GENERAL PVC surface drainage inlets shall include the drain basin type as indicated on the contract drawing and referenced within the contract specifications. The ductile iron grates (12" and 15" frames are cast iron) for each of these fittings are to be considered an integral part of the surface drainage inlet and shall be furnished by the same manufacturer. The surface drainage inlets shall be as manufactured by Nyloplast a division of Advanced Drainage Systems, Inc., or prior approved equal. MATERIALS The drain basins required for this contract shall be manufactured from PVC pipe stock, utilizing a thermo - molding process to reform the pipe stock to the specified configuration. The drainage pipe connection stubs shall be manufactured from PVC pipe stock and formed to provide a watertight connection with the specified pipe system. This joint tightness shall conform to ASTM D3212 for joints for drain and sewer plastic pipe using flexible elastomeric seals The pipe bell spigot shall be joined to the main body of the drain basin or catch basin. The pipe stock used to manufacture the main body and pipe stubs of the surface drainage inlets shall meet the mechanical property requirements for fabricated fittings as described by ASTM D3034, Standard for Sewer PVC Pipe and Fittings; ASTM F1336, Standard for PVC Gasketed Sewer Fittings. The grates furnished for all surface drainage inlets shall be ductile iron grates for sizes 8 ", 10 ", 12 ", 15 ", 18 ", 24" and 30" (12" and 15" frames are cast iron) shall be made specifically for each basin so as to provide a round bottom flange that closely matches the diameter of the surface drainage inlet. Grates for drain basins shall be capable of supporting K25 wheel loading for heavy -duty traffic or H -10 loading for pedestrian traffic. 12" and 15" grates will be hinged to the frame using pins. Metal used in the manufacture of the castings shall conform to ASTM A536 grade 70 -50 -05 for ductile iron and ASTM A -48 -83 class 30B for 12" and 15" cast iron frames. Grates shall be provided painted black. INSTALLATION The specified PVC surface drainage inlet shall be installed using conventional flexible pipe backfill materials and procedures. The backfill material shall be crushed stone or other granular material meeting the requirements of class 1 or 2 material as defined in ASTM D2321 The surface drainage inlets shall be bedded and back - filled uniformly In accordance with ASTM D2321 The drain basin body will be cut at the time of the final grade so as to maintain a one piece, leak proof structure. No brick, stone or concrete block will be used to set the grate to the final grade height. For H -25 Load rated installations, an 8" to 10" thick concrete ring will be poured under the grate and frame as recommended by details provided from the manufacturer. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHEF IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. DRAWN BY CJA MATERIAL 3130 VERONA AVE BUFORD, GA 30518 DATE 10MAR00 rrylo la S { PHN MO) 932.2443 FAX (770) 932.2490 APPD BY CJA PROJECT NOJNAME ` wwwm74oplast -us coi TITLE DATE 10MAR00 DRAIN BASIN SECTION 2721 8" - 30" SPECIFICATIONS DWG SIZE A I SCALE 1:1 SHEET 1 OF 1 DWG NO. 7001410-011 REV C Rt Accnciates_ Inc. sneering • Surveying • Planning • Construction Management EMPIRICAL RECOMMENDATION FOR CROSS CONNECTING OFFSITE INTERIM AND ULTIMATE STORM DRAIN SYSTEMS FOR TRACT MAP NO. 16678 IN THE CITY OF FONTANA Prepared for BRISTLECONE INVESTMENTS, LLC. 19 CORPORATE PLAZA, STE. 210 NEWPORT BEACH, CA 92660 Prepared by: GROUSE /BEERS AND ASSOCIATES 2191 5 STREET, SUITE 200 NORCO, CA 92860 Prepar,I under the N. CROUSE N 2191 5th Street, Suite 200 Norco, CA 92860 -1967 (951) 736 -2040 FAX: (951) 736 -5292 May 19, 2005 5n of: R.C.E. # 23796 No. 23796 6 Exp: 12/31/05 rin, w �I � `• j i r � �� ■� I 4i3 �S3