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Home My WebLink AboutParcel Map 30177 Parcel 3 - 4 Hydrology ReportTrans -Pacific CO N SU 11 A NTS DRAINAGE STUDY 27431 Enterprise Circle West Temecula, CA 92590-4333 Tel. (909) 676-7000 Fax (909)699-7324 e-mail tpc®pe,net HYDROLOGY & HYDRAULIC CALCULATIONS FOR VAIL RANCH TOWNE SQUARE PLOT PLAN 17095 \�N SANG y No. 26457 Exp 3-31-04 CML Won Sang Yoo, R.C.E. R.C.E.#26457 Prepared by: TRANS -PACIFIC CONSULTANTS, INC. 27431 ENTERPRISE CRICLE WEST TEMECULA, CA 92590 JULY, 2001 Revised September 2001 Professional Engineering Services Since 1976 TABLE OF CONTENTS SECTION PAGE I. SUMMARY II. INTRODUCTION III. MAPS AND PLATES 1. Vicinity Map 2. Rainfall Intensities Calculations 3. RCFC & WCD Discussion for 100 Year -24 Hour Precipitation Overlay 4. Plate E-5.6 with Overlay (100 Year -24 Hour Precipitation) 5. Plate D-4.3 (2 Year- 1 Hour Precipitation) 6. Plate D-4.6 (Slope of Intensity Duration Curve) 7. Hydrologic Soils Group Map for Portion Murrieta 8. Hydrology Map Vail Ranch Towne Square PP 17095/PM 30177 IV. RATIONAL HYDROLOGY STUDY (100 YEAR STORM) V. RATIONAL HYDROLOGY STUDY (10 YEAR STORM) VI. APPENDICIES a I. SUMMARY N 1 SUMMARY The proposed project (approximately 13.4 acres), a commercial/service development, lies at the southwesterly comer of Highway 79 South and Mahlon Vail Road. Wolf Store Road, an existing privately maintained roadway bounds the southern portion of the project. Temecula Creek Channel, an existing fully improved channel, flowing east to west is directly adjacent to Wolf Store Road. The drainage flows generated by the project are part of a master plan tributary to Temecula Creek Channel. The results of the study are presented in Section IV and. V of this report. SUMMARY The proposed project (approximately 13.4 acres), a commercial/service development, lies at the southwesterly comer of Highway 79 South and Mahlon Vail Road. Wolf Store Road, an existing privately maintained roadway bounds the southern portion of the project. Temecula Creek Channel, an existing fully improved channel, flowing east to west is directly adjacent to Wolf Store Road. The drainage flows generated by the project are part of a master plan tributary to Temecula Creek Channel. The results of the study are presented in Section IV and. V of this report. I F i II. INTRODUCTION I I I I 11 I 1 5 H. INTRODUCTION 1. PROJECT DESCRIPTION The project (Vail Ranch Towne Square — Plot Plan No. 17095) is currently bounded by Highway 79 South to the North, Mahlon Vail Road to the West and Wolf Store Road to the south (See Vicinity Map). Temecula Creek Channel lies directly adjacent to the South of Wolf Store Road. The project is tributary to an existing drainage outlet (Line "RR") which was a part of Temecula Creek Channel and Wolf Store Road construction. "Line RR" outlet is currently maintained by Riverside County Flood Control and Water Conservation District. The upstream existing drainage system, which falls outside the channel right of way, identified as "Line RR, RR -1, RR -2" are privately maintained storm drain pipes (See Section VI, Appendices — Reference plans). 2. PURPOSE OF STUDY The purpose of the study is to maintain the design capacity of the existing drainage outlet to Temecula Creek Channel. The hydrology map reflects the proposed drainage system connections to the existing private storm drains and catch basin. 3. DESCRIPTION OF ANALYSIS/METHODOLOGY Hvdroloev The 10- and 100 -Year storm rational method hydrology was prepared using the Civil Cadd/Civil Design Software, 1992 Version 3.3. The hydrology study control information, i.e. 2 -year- 1 hour precipitation, 100 -year- 24 hour precipitation, slope intensity duration curve and hydrologic soils map for Pechanga were obtained from Riverside County Flood Control and Water Conservation District (RCFC & WCD) 1978 Manual, which is included in Section III of this report. The rainfall intensities were adjusted to reflect the changes using RCFC & WCD overlay. Calculations are presented under rainfall intensity calculations in Section III. Drainage flows were calculated to be picked up at proposed catch basin locations and eventually routed via pipe flows. a MAPS AND PLATES I SEC.16, T.8S., R.2W VICINITY MAP Q0 NOT TO SCALE CT SITE VAIL ROAD I RAINFALL INTENSITIES CALCULATIONS ' 100 Year -24 Hour (using RCFC overlay on Plate E-5.6):= 6.0" 100 Year — 6 Hour (adjusted per RCFC factor of 0.57) 6.0 x 0.57 = 3.42" 100 Year — 3 Hour (adjusted per RCFC factor of 0.38) 6.0 x 0.38 = 2.28" 100 Year — I Hour (adjusted per RCFC factor of 0.20) 6.0 x 0.20 = 1.20" 2 Year —1 Hour (Plate D-4.3) = 0.57" Slope — Intensity Duration (Plate D-4.6) = 0.55" rl sa� IGO yEAE j�3idrJD C� Fk9.U� Pc?,n'T PAIA:FALJ_.IVALI.Q.N,/vA! -T11E ISO+;t,,ET n1A.I�S �iACtl�=SU.6S'T-ArJ'7",.p,LL� �IZ-6M l-�cC�Uir E� StaTtOr.; pA I I�uF '-its 'fF?� LiMk_Mf AWOUAIT 1F `aFIcOFET" DUiLLrfOrl DATA AtIAILABLC AtiD s�>pzT LE TuS� �T r'LCtDe•D -rc U-DI_jz - JaA-I-I05 -T-o i0 UAI.VE:a . 7}I�;Sc 'ZAi ,Os Dt 4 r.;c r ccr �pae:_ L!I WtTt1 MAt� Qc�T7vS Ems. :JTAC jTiCG�L 2ATIL7S,JTr1' ('/i7JOS i([.Ct!ED Tp Co22tGA7.E- (JET<=-/ !/1=LZL, (�ur7}F n7�9P r'f'7"IDs �� 'P.tiiv S i�T IOrJs l:V tTti-1 'f7dE (A/,,,'r'ESi ..+ � C Q -S Ink:L' E �> l7l' /�%. 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' LEGEND HYDROLOGIC SOILS GROUP MAP ' SOILS GROUP BOUNDARY ' FOR SOILS GROUP DESIGNATION •: R C F C& W C D MURRIETA j H ROLOGY 1MANIJAL 0 FEET 2000 — — ME LEGEND: rx\ AREA DESIGNATION AREA IN ACRES NODE NUMBER DRAINAGE BOUNDARY FLOW F'L0NODE ELEVATION CATCH BASIN PRIVATE STORM DRAIN Q100 = 0.0 CFS DRAINAGE FLOWS DIRECTION OF FLOW GRAPHIC SCALE 0 20 40 8,13 ( IN FEET ) 1 inch = 40 ft Turr I q 77 TOP---- -6 %NOON W0001* 8 95.5 FS 93-0 21 FL T' 9 3 0 F� 3 9 FS t 092.40 J i I PAD= 1 _4 LA" IFS -A C PAD=1093.90 CZ) C A -4 -A 36 0.61 D _ - I E1 i; __ I _j rF 4 411, F x 0= 2. 0 CFS 0 3.197C Ar B INLET 4-4- J o.78 2 90-0 FL 0. Q100=1.3 CFS Q10=0.9 CFS to I I i 1, it 0) 100-=Z4 US -4 C -A 1041-6 US 1�� 11 PAD=1093.40 A N -la - I - - ----- 1711�1 " 1 1', i i f r 7_4 41 t '0000 14 li 1 _J R 1 r CV 9- 0.8 r --I T, �i * 0.181 JES J S, q 10 y M w.2 Ql 00=6.2 CFS Y3 rr' LO I Q10=4.2 CFS, N• PIPE 2 (PRIYATE) L=145" t FA - 19 D AM FS 5 �ZT/ f -a -l - _:D 711 00000 =1 1.6 CFS A .8 CFS PAD=1091.60 to INLET 2 88.3 FL 041 90.7 FS 0 X 3 0 86.2 INV. 00000 'it Ii III '� i (� PAD= 70 A H 70 PIPE A7 L 0.27) Ql 00=8,3 QF 0 \U-16 i; __'0.59 84.2 -_- Q10=5.6 CFS Q100= CFS Lg 0-67 Q10. 7.8 C it FL 0.6 3& RCP (PRIVATE; Ql 00=4.5 CFS 0.3 3.q qFS Q10 Li 87.3 `83.6 ---t IME -T-- =1 59 FL 61) Ql 00=2.3 CFS FL 90.3 -1250 L 2 Q10=1.5 CFS FS r 8 Qf 00= 8.2 CFS 1 FL • Ql 0=5.5 CFS 5 FL 85.9 FS 6 83. �pqD (pj�IVATE) 01 0=4.3 C Q10,0=9.4 C 17 FS FL �_ -70 Q100-14.8 CFS F S Ql 0= 10.0 CFS 30 WOL. sic. 7 80.4 4� 18 FL Q100=22.8 CFS Q10=15.3 CFS H - g p,S�N _ -- - EX. 30" L=20'8 CA LINE "RR"R" ()A 00 CFS r _ _ � � _ _ _ ELK NNEL CHA 160 OUTLET NCR R"� 2 76F. EK 30" 09 Q1-0' 42,.7 CFS 79. 2 FL Q100=50.2 CFS SCALE COUNTY OF RIVERSIDE Q10=42,7 CFS HorizontalHYDROLOGY MAP - - - 1 ---OF 1 #P=40 # VAIL RANCH TOWN SQUARE Vertical ------ SHEETS a>NP.P. 17095 T.P.M. 30177 274.31 ENTERPRISE CMLE WEST NIA TEMECULA. CAUFORNIA 92590 TEL. (09) 676-7000 K -DY -1 3 2 STATE R UTE 79 SC UTf-i �94.2_ 94.3 - FS FS ='q _7 F A 4 � V_ Ir :0 Turr I q 77 TOP---- -6 %NOON W0001* 8 95.5 FS 93-0 21 FL T' 9 3 0 F� 3 9 FS t 092.40 J i I PAD= 1 _4 LA" IFS -A C PAD=1093.90 CZ) C A -4 -A 36 0.61 D _ - I E1 i; __ I _j rF 4 411, F x 0= 2. 0 CFS 0 3.197C Ar B INLET 4-4- J o.78 2 90-0 FL 0. Q100=1.3 CFS Q10=0.9 CFS to I I i 1, it 0) 100-=Z4 US -4 C -A 1041-6 US 1�� 11 PAD=1093.40 A N -la - I - - ----- 1711�1 " 1 1', i i f r 7_4 41 t '0000 14 li 1 _J R 1 r CV 9- 0.8 r --I T, �i * 0.181 JES J S, q 10 y M w.2 Ql 00=6.2 CFS Y3 rr' LO I Q10=4.2 CFS, N• PIPE 2 (PRIYATE) L=145" t FA - 19 D AM FS 5 �ZT/ f -a -l - _:D 711 00000 =1 1.6 CFS A .8 CFS PAD=1091.60 to INLET 2 88.3 FL 041 90.7 FS 0 X 3 0 86.2 INV. 00000 'it Ii III '� i (� PAD= 70 A H 70 PIPE A7 L 0.27) Ql 00=8,3 QF 0 \U-16 i; __'0.59 84.2 -_- Q10=5.6 CFS Q100= CFS Lg 0-67 Q10. 7.8 C it FL 0.6 3& RCP (PRIVATE; Ql 00=4.5 CFS 0.3 3.q qFS Q10 Li 87.3 `83.6 ---t IME -T-- =1 59 FL 61) Ql 00=2.3 CFS FL 90.3 -1250 L 2 Q10=1.5 CFS FS r 8 Qf 00= 8.2 CFS 1 FL • Ql 0=5.5 CFS 5 FL 85.9 FS 6 83. �pqD (pj�IVATE) 01 0=4.3 C Q10,0=9.4 C 17 FS FL �_ -70 Q100-14.8 CFS F S Ql 0= 10.0 CFS 30 WOL. sic. 7 80.4 4� 18 FL Q100=22.8 CFS Q10=15.3 CFS H - g p,S�N _ -- - EX. 30" L=20'8 CA LINE "RR"R" ()A 00 CFS r _ _ � � _ _ _ ELK NNEL CHA 160 OUTLET NCR R"� 2 76F. EK 30" 09 Q1-0' 42,.7 CFS 79. 2 FL Q100=50.2 CFS SCALE COUNTY OF RIVERSIDE Q10=42,7 CFS HorizontalHYDROLOGY MAP - - - 1 ---OF 1 #P=40 # VAIL RANCH TOWN SQUARE Vertical ------ SHEETS a>NP.P. 17095 T.P.M. 30177 274.31 ENTERPRISE CMLE WEST NIA TEMECULA. CAUFORNIA 92590 TEL. (09) 676-7000 K -DY -1 3 2 IV. ' RATIONAL HYDROLOGY STUDY (100 YEAR STORM) I I i �J I \1�5' ' Riverside County Rational Hydrology Program ` CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 I! ------Rational Hydrology -Study---- Date: 09/17/01 VAIL RANCH TOWNE SQAURE PLOT PLAN 17095 - 100 YEAR FLOWS FILE: SQUARE ------------------------------------------------------'--------------- ********* Hydrology Study Control Information ------------------------------------------------------'--------------- RANPAC Inc., Temecula, California - S/N 560 ' Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 1 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve = 0.5500 +++++++++++++++++++++++++++++++++++++++++++++++++++++i-++++++++++++++++ ' Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 235.000(Ft.) ' Top (of initial area) elevation = 93.100(Ft.) Bottom (of initial area) elevation = 90.500(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.01106 s(percent)= 1.11 ' TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.556 min. / Rainfall intensity = 4.392(In/Hr) for a 100.0 year storm E COMMERCIAL subarea type ' Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 ' Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction - 0.900 Initial subarea runoff = 2.374(CFS) Total initial stream area = 0.610(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++++++++++++++++;-++++++++++++++++ Process from Point/Station 2.000 to Point/Station 5.000 **** IMPROVED CHANNEL TRAVEL TIME **** ' Upstream point elevation = 90.50(Ft.) Downstream point elevation = 89.00(Ft.) Channel length thru subarea = 155.00(Ft.) Channel base width = 10.000(Ft.) G1 \o RI index for soil(AMC 2) = 62.50 ' Pervious area fraction = 0.100; Impervious fraction Rainfall intensity = 4.001(In/Hr) for a 100.0 Subarea runoff = 0.779(CFS) for 0.220(Ac.) Total runoff = 3.153(CFS) Total area = = 0.900 year storm 0.830(Ac.) Process from Point/Station 2.000 to Point/Station 5.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number Stream flow area = 0.830(Ac.) Runoff from this stream = 3.153(CFS) Time of concentration = 7.77 min. Rainfall intensity = 4.001(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++i ++++++++++++++++.h Process from Point/Station 3.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 440.000(Ft.) Top (of initial area) elevation = 93.700(Ft.) Bottom (of initial area) elevation = 89.000(Ft.) Difference in elevation = 4.700(Ft.) Slope = 0.01068 s(percent)= 1.07 TC = k(0.300)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 8.487 min. Rainfall intensity = 3.812(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.629(CFS) Total initial stream area = 0.780(Ac.) Pervious area fraction = 0.100 ++++++++++++++t++++++++++++++++++++++++++++++++++++f +}-:}++++++++++++++ Process from Point/Station 3.000 to Point/Sta.tion 5.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.780(Ac.) Runoff from this stream = 2.629(CFS) Time of concentration = 8.49 min. Rainfall intensity = 3.812(In/Hr) Q in Slope or 'Z' of left channel bank = 12.500 Slope or 'Z' of right channel bank = 12.500 Estimated mean flow rate at midpoint of channel = 2.802(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.120(Ft.) Flow(q) thru subarea = 2.802(CFS) Depth of flow = 0.115(Ft.), Average velocity = 2.129(Ft/s) Channel flow top width = 12.876(Ft.) Flow Velocity = 2.13(Ft/s) ' Travel time = 1.21 min. Time of concentration = 7.77 min. Critical depth = 0.127(Ft.) rG Adding area flow to channel COMMERCIAL subarea type O Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 ' Pervious area fraction = 0.100; Impervious fraction Rainfall intensity = 4.001(In/Hr) for a 100.0 Subarea runoff = 0.779(CFS) for 0.220(Ac.) Total runoff = 3.153(CFS) Total area = = 0.900 year storm 0.830(Ac.) Process from Point/Station 2.000 to Point/Station 5.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number Stream flow area = 0.830(Ac.) Runoff from this stream = 3.153(CFS) Time of concentration = 7.77 min. Rainfall intensity = 4.001(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++i ++++++++++++++++.h Process from Point/Station 3.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 440.000(Ft.) Top (of initial area) elevation = 93.700(Ft.) Bottom (of initial area) elevation = 89.000(Ft.) Difference in elevation = 4.700(Ft.) Slope = 0.01068 s(percent)= 1.07 TC = k(0.300)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 8.487 min. Rainfall intensity = 3.812(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.629(CFS) Total initial stream area = 0.780(Ac.) Pervious area fraction = 0.100 ++++++++++++++t++++++++++++++++++++++++++++++++++++f +}-:}++++++++++++++ Process from Point/Station 3.000 to Point/Sta.tion 5.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.780(Ac.) Runoff from this stream = 2.629(CFS) Time of concentration = 8.49 min. Rainfall intensity = 3.812(In/Hr) Q in '+++++++++++++++++++++++++++++++++++++++++++++++++++.++ +++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 320.000(Ft.) Top (of initial area) elevation = 93.000(Ft.) Bottom (of initial area) elevation = 89.000(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.01250 s(percent)= 1.25 TC = k(0.300)*[(lengthA3)/(elevation change) ]A0.2 Initial area time of concentration = 7.241 min. Rainfall intensity = 4.159(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 ' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.799(CFS) Total initial stream area = 0.760(Ac.) ' Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++++++++++++++++ +a-+++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.760(Ac.) Runoff from this stream = 2.799(CFS) Time of concentration = 7.24 min. Rainfall intensity = 4.159(In/Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.153 7.77 4.001 ' 2 2.629 8.49 3.812 3 2.799 7.24 4.159 Largest stream flow has longer or shorter time of concentration Qp = 3.153 + sum of ' Qa Tb/Ta 2.629 * 0.916 = 2.407 Qb Ia/Ib 2.799 * 0.962 = 2.692 Qp = 8.253 Total of 3 streams to confluence: Flow rates before confluence point: ' 3.153 2.629 2.799 Area of streams before confluence: 0.830 0.780 0.760 Results of confluence: Total flow rate = 8.253(CFS) Time of concentration = 7.771 min. Effective stream area after confluence = 2.370(Ac.) r++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** IMPROVED CHANNEL TRAVEL TIME **** _- Upstream point elevation Downstream point elevation = 85.90(Ft.) Channel length thru subarea = 185.00(Ft.) N O•-7 V Channel base width = 10.000(Ft.) ' Slope or 'Z' of left channel bank = 12.500 Slope or 'Z' of right channel bank = 12.500 Estimated mean flow rate at midpoint of channel = 8.863(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.120(Ft.) Flow(q) thru subarea = 8.863(CFS) Depth of flow = 0.186(Ft.), Average velocity = 3.964(Ft/s) !!Warning: Water is above left or right bank elevations Channel flow top width = 13.000(Ft.) Flow Velocity = 3.96(Ft/s) Travel time = 0.78 min. Time of concentration = 8.55 min. Critical depth = 0.258(Ft.) ERROR - Channel depth exceeds maximum allowable depth Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 ' Rainfall intensity = 3.796(In/Hr) for a 100.0 year storm Subarea runoff = 1.175(CFS) for 0.350(Ac.) Total runoff = 9.428(CFS) Total area = 2.720(Ac.) +++++++++++++++++++}+++}++}+++++}++++++++++}++++... FA .++++++++++}}}}}}} Process from Point/Station 6.000 to Point/Station 7.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 85.90(Ft.) ---- -Downstream Downstream point elevation = 83.60(Ft.) Channel length thru subarea = 210.00(Ft.) Channel base width = 3.000(Ft.) Slope or 'Z' of left channel bank = 1.500 Slope or 'Z' of right channel bank = 1.500 Estimated mean flow rate at midpoint of channel = 10.589(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 10.589(CFS) Depth of flow = 0.506(Ft.), Average velocity = 5.572(Ft/s) Channel flow top width = 4.517(Ft.) Flow Velocity = 5.57(Ft/s) Travel time = 0.63 min. Time of concentration = 9.18 min. Critical depth = 0.648(Ft.) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.651(In/Hr) for a 100.0 year storm Subarea runoff = 2.162(CFS) for 0.670(Ac.) Total runoff = 11.590(CFS) Total area = 3.390(Ac.) +++++++}}++}+}}}}}}t+++++}}}+++}}+++++++++++}}+}+++f+.}i......f+++}+++++ Process from Point/Station 7.000 to Point/Station 18.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 83.60(Ft.) Downstream point/station elevation = 80.40(Ft.) Pipe length = 70.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.590(CFS) 35 N G-7 \0% Given pipe size = 30.00(In.) Calculated individual pipe flow = 11.590(CFS) Normal flow depth in pipe = 7.37(In.) Flow top width inside pipe = 25.82(In.) Critical Depth = 13.70(In.) ' Pipe flow velocity = 12.39(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 9.27 min. Process from Point/Station 7.000 to Point/Station 18.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.390(Ac.) Runoff from this stream = 11.590(CFS) Time of concentration = 9.27 min. Rainfall intensity = 3.631(In/Hr) ' Program is now starting with Main Stream No. 2 ' Process from Point/Station 8.000 to Point/Staticn 10.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 450.000(Ft.) ' Top (of initial area) elevation = 95.500(Ft.) Bottom (of initial area) elevation = 91.400(Ft.) Difference in elevation = 4.100(Ft.) Slope = 0.00911 s(percent)= 0.91 / TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.841 min. 1 Rainfall intensity = 3.727(In/Hr) for a 100.0 year storm ' COMMERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.933(CFS) Total initial stream area = 0.890(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++- F+++++++++++++++++ Process from Point/Station 8.000 to Point/Station 10.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number ) Stream flow area = 0.890(Ac.) Runoff from this stream = 2.933(CFS) Time of concentration = 8.84 min. Rainfall intensity = 3.727(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Stat ion 10.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 94.300(Ft.) Bottom (of initial area) elevation = 91.400(Ft.) Difference in elevation = 2.900(Ft.) Slope = 0.00725 s(percent)= 0.72 TC = k(0.300)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 8.828 min. Rainfall intensity = 3.730(In/Hr) for a 100.0 year storm RZ COMMERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) _ Pervious area fraction = 0 Initial subarea runoff = Total initial stream area = A = 0.000 B = 0.500 C = 0.500 D = 0.000 62.50 100; 3. Pervious area fraction = 0.100 Impervious fraction = 0.900 232(CFS) 0.980(Ac.) '+++++++++++++++++++++++++++++++++++++++++++++++++++-F+++++++++++++++++-F Process from Point/Station 9.000 to Point/Station 10.000 **** CONFLUENCE OF MINOR STREAMS **** ' Along Main Stream number: 2 in normal stream number —2 — Stream flow area = 0.980(Ac.) Runoff from this stream = 3.232(CFS) ' Time of concentration = 8.83 min. Rainfall intensity = 3.730(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.933 8.84 3.727 2 3.232 8.83 3.730 Largest stream flow has longer or shorter time of concentration Qp = 3.232 + sum of Qa Tb/Ta 2.933 * 0.999 = 2.928 Qp = 6.160 Total of 2 streams to confluence: Flow rates before confluence point: 2.933 3.232 ' Area of streams before confluence: 0.890 0.980 Results of confluence: Total flow rate = 6.160(CFS) Time of concentration = 8.828 min. Effective stream area after confluence = 1.870(A.--.) Process from Point/Station 10.000 to Point/Station 13.000 **** IMPROVED CHANNEL TRAVEL TIME **** ' Upstream point elevation = 91.40(Ft.) Downstream point elevation = 90.70(Ft.) Channel length thru subarea = 145.00(Ft.) Channel base width = 10.000(Ft.) 1 Slope or 'Z' of left channel bank = 12.500 Slope or 'Z' of right channel bank = 12.500 Estimated mean flow rate at midpoint of channel = 7.280(CFS) ' Mannings 'N' = 0.015 - Maximum depth of channel 0.120(Ft.) Flow(q) thru subarea = 7.280(CFS) Depth of flow = 0.236(Ft.), Average velocity = 2.!522(Ft/s) !!Warning: Water is above left or right bank elevations Channel flow top width = 13.000(Ft.) Flow Velocity = 2.52(Ft/s) Travel time = 0.96 min. Time of concentration = 9.79 min. Critical depth = 0.227(Ft.) ERROR - Channel depth exceeds maximum allowable depth Adding area flow to channel COMMERCIAL subarea type MW M Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 ' RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.524(In/Hr) for a 100.0 year storm Subarea runoff = 2.117(CFS) for 0.680(Ac.) ' Total runoff = 8.277(CFS) Total area = 2.550(Ac.) '+++++++++++++++++++++++++++++++++++++++++++++++++++;++-t++++++++++++++a- Process from Point/Station 10.000 to Point/Station 13.000 **** CONFLUENCE OF MAIN STREAMS **** ' The following data inside Main Stream is listed: - In Main Stream number: 1 Stream flow area = 2.550(Ac.) Runoff from this stream = 8.277(CFS) ' Time of concentration = 9.79 min. Rainfall intensity = 3.524(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++i-+++++++++++++++ Process from Point/Station 9.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 235.000(Ft.) Top (of initial area) elevation = 94.300(Ft.) Bottom (of initial area) elevation = 92.200(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00894 s(percent)= 0.89 TC = k(0.300)*((lengthA3)/(elevation change) ]A0.2 Initial area time of concentration = 6.844 min. Rainfall intensity = 4.290(In/Hr) for a 100.0 vear storm O 4 l COMMERCIAL subarea type 1 Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction 0.900 Initial subarea runoff = 1.558(CFS) Total initial stream area = 0.410(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++- F+++++++++++++++++ Process from Point/Station 9.000 to Point/Station 12.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number i Stream flow area = 0.410(Ac.) Runoff from this stream = 1.558(CFS) Time of concentration = 6.84 min. Rainfall intensity = 4.290(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++a++-:++++++++++++++ Process from Point/Station 11.000 to Point/Stat.iot*1 12.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 175.000(Ft.) Top (of initial area) elevation = 94.200(Ft.) Bottom (of initial area) elevation = 92.200(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.01143 s(percent)= 1.14 TC = k(0.300)*[(lengthA3)/(elevation change)]A0.2 2Z Initial area time of concentration = 5.791 min. Rainfall intensity = 4.703(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.502(CFS) Total initial stream area = 0.360(Ac.) ' Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++i.++++++++++++++++h ' Process from Point/Station 11.000 to Point/Station 12.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number ' Stream flow area = 0.360(Ac.) Runoff from this stream = 1.502(CFS) Time of concentration = 5.79 min. Rainfall intensity = 4.703(In/Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.558 6.84 4.290 ' 2 1.502 5.79 4.703 Largest stream flow has longer time of concentration Qp = 1.558 + sum of Qb Ia/Ib ' 1.502 * 0.912 = 1.370 Qp = 2.928 Total of 2 streams to confluence: ' Flow rates before confluence point: 1.558 1.502 Area of streams before confluence: 0.410 0.360 ' Results of confluence: Total flow rate = 2.928(CFS) Time of concentration = 6.844 min. Effective stream area after confluence = 0.770(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++4++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13.000 ' **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *"** Top of street segment elevation = 92.200(Ft.) ' End of street segment elevation = 90.700(Ft.) Length of street segment = 195.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 30.000(Ft.) 21 Distance from crown to crossfall grade break = 28.500(Ft.) Slope from gutter to grade break (v/hz) = 0.065 Slope from grade break to crown (v/hz) = 0.010 Street flow is on (1] 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 = 2.000(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 = 3.270(CFS) ' Depth of flow = 0.335(Ft.), Average velocity = 1.822(Ft/s) N Streetflow hydraulics at midpoint of street travel: Hal street flow width = 18.334(Ft.) Flow velocity = 1.82(Ft/s) Travel time = 1.78 min. TC = 8.63 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction Rainfall intensity = 3.777(In/Hr) for a 100.0 Subarea runoff = 0.601(CFS) for 0.180(Ac.) Total runoff = 3.529(CFS) Total area = Street flow at end of street = 3.529(CFS) Half street flow at end of street = 3.529(CFS) Depth of flow = 0.341(Ft.), Average velocity = 1 Flow width (from curb towards crown)= 18.909(Ft.) 0.900 year storm 0.950(Ac.) 856(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.950(Ac.) Runoff from this stream = 3.529(CFS) Time of concentration = 8.63 min. Rainfall intensity = 3.777(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 8.277 9.79 2 3.529 8.63 Largest stream flow has longer Qp = 8.277 + sum of Qb Ia/Ib 3.529 * 0.933 = Qp = 11.570 Rainfall Intensity (In/Hr) 3.524 3.777 time of concentration 3.293 Total of 2 main streams to confluence: Flow rates before confluence point: 8.277 3.529 Area of streams before confluence: 2.550 0.950 Results of confluence: Total flow rate = 11.570(CFS) Time of concentration = 9.786 min. Effective stream area after confluence = 3.500(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++f++++++++++++++ Process from Point/Station 13.000 to Point/Station. 17.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 86.20(Ft.) Downstream point/station elevation = 83.90(Ft.) Pipe length = 226.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.570(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 11.570(CFS) Normal flow depth in pipe = 10.85(In.) Flow top width inside pipe = 28.83(In.) Critical Depth = 13.66(In.) Pipe flow velocity = 7.23(Ft/s) Travel time through pipe = 0.52 min. Time of concentration (TC) = 10.31 min. Process from Point/Station 13.000 to Point/Station 17.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number —I — Stream flow area = 3.500(Ac.) Runoff from this stream = 11.570(CFS) Time of concentration = 10.31 min. Rainfall intensity = 3.425(In/Hr) +++++++++t++.....++++++++++++t+++++++++++++++++.........+++++++i+++}}i' Process from Point/Station 14.000 to Point/Station 15.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 150.000(Ft.) Top (of initial area) elevation = 88.500(Ft.) Bottom (of initial area) elevation = 86.600(Ft.) Difference in elevation = 1.900(Ft.) Slope = 0.01267 s(percent)= 1.27 TC = k(0.300)*[(1ength^3)/(elevation change)]^0.2 Initial area time of concentration = 5.334 min. Rainfall intensity = 4.921(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction 0.900 Initial subarea runoff = 2.053(CFS) Total initial stream area = 0.470(Ac.) Pervious area fraction = 0.100 Process from Point/Station 15.000 to Point/Station 16.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 86.60(Ft.) Downstream point elevation = 84.20(Ft.) Channel length thru subarea = 125.00(Ft.) Channel base width = 3.000(Ft.) Slope or 'Z' of left channel bank = 1.500 Slope or 'Z' of right channel bank = 1.500 Estimated mean flow rate at midpoint of channel = 3.341(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 3.341(CFS) Depth of flow = 0.219(Ft.), Average velocity = 4.577(Ft/s) Channel flow top width = 3.658(Ft.) F1 Flow Velocity = 4.58(Ft/s) Travel time = 0.46 min. Time of concentration = 5.79 min. Critical depth = 0.320(Ft.) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 N 4:1 2'S Rainfall intensity = 4.704(In/Hr) for a 100.0 year storm Subarea runoff = 2.462(CFS) for 0.590(Ac.) Total runoff = 4.514(CFS) Total area = 1.060(Ac.) Process from Point/Station 16.000 to Point/Station 17.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ' Upstream point/station elevation = 84.20(Ft.) Downstream point/station elevation = 83.90(Ft.) Pipe length = 10.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.514(CF5) Given pipe size = 30.00(In.) Calculated individual pipe flow = 4.514(CFS) Normal flow depth in pipe = 5.13(In.) ' Flow top width inside pipe = 22.59(In.) Critical Depth = 8.39(In.) Pipe flow velocity = 8.10(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 5.81 min. Process from Point/Station 16.000 to Point/Station 17.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.060(Ac.) Runoff from this stream = 4.514(CFS) Time of concentration = 5.81 min. Rainfall intensity = 4.695(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CES) (min) (In/Hr) 1 11.570 10.31 3.425 ' 2 4.514 5.81 4.695 Largest stream flow has longer time of concentration Qp = 11.570 + sum of Qb Ia/Ib ' 4.514 * 0.730 = 3.293 Qp = 14.863 Total of 2 streams to confluence: Flow rates before confluence point: 11.570 4.514 Area of streams before confluence: 3.500 1.060 ' Results of confluence: Total flow rate = 14.863(CFS) Time of concentration = 10.307 min. ' Effective stream area after confluence = 4.560(Ac..) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 83.90(Ft.) ' Downstream point/station elevation = 80.40(Ft.) Pipe length = 105.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.863(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 14.863(CFS) Normal flow depth in pipe = 9.06(In.) Flow top width inside pipe = 27.55(In.) Critical Depth = 15.59(In.) ' Pipe flow velocity = 11.88(Ft/s) Travel time through pipe = 0.15 min. ' Time of concentration (TC) = 10.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++F ' Process from Point/Station 17.000 to Point/Station 18.000 **** CONFLUENCE OF MAIN STREAMS **** ' The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.560(Ac.) Runoff from this stream = 14.863(CFS) ' Time of concentration = 10.45 min. Rainfall intensity = 3.399(In/Hr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensi-=y No. (CFS) (min) (In/Hr) ' 1 8.277 9.79 3.524 2 14.863 10.45 3.399 Largest stream flow has longer time of concentration Qp = 14.863 + sum of Qb Ia/Ib 8.277 * 0.964 = 7.982 Qp = 22.845 ' Total of 2 main streams to confluence: Flow rates before confluence point: 8.277 14.863 Area of streams before confluence: ' 2.550 4.560 Results of confluence: Total flow rate = 22.845(CFS) Time of concentration = 10.455 min. Effective stream area after confluence = 7.110(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++ Process from Point/Station 18.000 to Point/Station 20.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 80.40(Ft.) Downstream point/station elevation = 79.00(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 22.845(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 22.845(CFS) Normal flow depth in pipe = 9.34(In.) Flow top width inside pipe = 27.78(In.) Critical Depth = 19.52(In.) Pipe flow velocity = 17.51(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 10.47 min. Process from Point/Station 18.000 to Point/Station 20.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.110(Ac.) Runoff from this stream = 22.845(CFS) ' Time of concentration = 10.47 min. Rainfall intensity = 3.395(In/Hr) '+++++++++++++++++++++++++++++++++++++++++++++++++++++++.t++++++++++++++ ,I Process from Point/Station 19.000 to Point/Station 20.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 3.483(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 ' Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction := 0.900 ' User specified values are as follows: TC = 10.00 min. Rain intensity = 3.48(In/Hr) Total area = 9.50(Ac.) Total runoff = 28.40(CFS) +++++++++++++++++++++++++++++++++++++++++++++++++++++.F4-+++++++++++++++ Process from Point/Station 19.000 to Point/Station 20.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 83.50(Ft.) Downstream point/station elevation = 79.00(Ft.) Pipe length = 22.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 28.400(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 28.400(CFS) Normal flow depth in pipe = 7.93(In.) Flow top width inside pipe = 26.46(In.) Critical Depth = 21.82(In.) Pipe flow velocity = 27.34(Ft/s) Travel time through pipe = 0.01 min. . Time of concentration (TC) = 10.01 min. Process from Point/Station 19.000 to Point/Station 20.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.500(Ac.) Runoff from this stream = 28.400(CFS) Time of concentration = 10.01 min. ' Rainfall intensity = 3.480(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensi_ty No. (CFS) (min) (In/Hr) 1 22.845 10.47 3.395 2 28.400 10.01 3.480 Largest stream flow has longer or shorter time of concentration Qp = 28.400 + sum of Qa Tb/Ta 22.845 * 0.956 = 21.841 Qp = 50.241 Total of 2 streams to confluence: Flow rates before confluence point: 22.845 28.400 Area of streams before confluence: 7.110 9.500 Results of confluence: Total flow rate = 50.241(CFS) Time of concentration = 10.013 min. Effective stream area after confluence = 16.610(Ac:.) +++++++++++++++++++++++++++++++++++++++++++++++++++++4 ++++++++++++++++ nfi. ' Process from Point/Station 20.000 to Point/Station 21.000 (�+ **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 79.00(Ft.) Downstream point/station elevation = 76.20(Ft.) Pipe length = 69.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 50.241(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 50.241(CFS) Normal flow depth in pipe = 14.25(In.) Flow top width inside pipe = 39.77(In.) Critical Depth = 26.58(In.) Pipe flow velocity = 17.47(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 10.08 min. End of computations, total study area = 17.45 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 62.5 ?A ' Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date09/17/01 ---- -- -- _ SUB -AREA "F" AND "I" 100 YEAR FLOW ' FILE: 3SQUAR ********* Hydrology Study Control Information ------------------------------------------------------------------------- RANPAC Inc., Temecula, California - SIN 560 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++i-+++++++++++++++ ' Process from Point/Station 8.000 to Point/Station 22.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 370.000(Ft.) ' Top (of initial area) elevation = 95.500(Ft.) Bottom (of initial area) elevation = 92.600(Ft.) Difference in elevation = 2.900(Ft.) Slope = 0.00784 s(percent)= 0.78 ' TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.425 min. Rainfall intensity = 3.827(In/Hr) for a 100.0 year storm COMMERCIAL subarea type ' Runoff Coefficient = 0.884 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 ' Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction 0.900 ' Initial subarea runoff = 6.262(CFS) Total initial stream area = 1.850(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** IMPROVED CHANNEL TRAVEL TIME **** ' Upstream point elevation = 92.60(Ft.) Downstream point elevation = 90.30(Ft.) Channel length thru subarea = 160.00(Ft.) ' Channel base width = 10.000(Ft.) 0 Slope or 'Z' of left channel bank = 12.500 ' Slope or 'Z' of right channel bank = 12.500 Estimated mean flow rate at midpoint of channel = 7.277(CFS) Manning's 'N' = 0.015 Maximum depth of channel 0.120(Ft.) ' Flow(q) thru subarea = 7.277(CFS) Depth of flow = 0.174(Ft.), Average velocity = 3.499(Ft/s) !!Warning: Water is above left or right bank elevations ' Channel flow top width = 13.000(Ft.) Flow Velocity = 3.50(Ft/s) Travel time 0.76 min. Time of concentration = 9.19 min. ' Critical depth = 0.227(Ft.) ERROR - Channel depth exceeds maximum allowable depth Adding area flow to channel COMMERCIAL subarea type ' Runoff Coefficient = 0.884 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 ' Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction =: 0.900 Rainfall intensity = 3.649(In/Hr) for a 100.0 year storm ' Subarea runoff = 1.935(CFS) for 0.600(Ac.) Total runoff = 8.197(CFS) Total area = 2.450(Ac.) End of computations, total study area = 2.45 (Ac.) The following figures may ' be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 62.5 (1 ❑ 11 1 3% 3� Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study1Date_-09/17/01 --------------------------- -- --- -------------------------- SUB-AREA "G" AND "H" 100 YEAR FLOW FILE: 2SQAUR ' ----- ------ ********* Hydrology Study Control Information ----------------------------------- RANPAC Inc., Temecula, California - S/N 560 ------------------------------------------------------------------------- Rational Method Hydrology Program based on ' Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) ' 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) ' Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve = 0.5500 ++-F++++++++++++++++i+++t++++i-++++t++++++t+++t++++.++i-++++++++++++++t++ Process from Point/Station 24.000 to Point/Stat ion 25.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 240.000(Ft.) Top (of initial area) elevation = 93.000(Ft.) ' Bottom (of initial area) elevation = 90.000(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.01250 s(percent)= 1.25 TC = k(0.300)*[(lengthA3)/(elevation change)]^0.2 ' Initial area time of concentration = 6.454 min. 6 Rainfall intensity = 4.431(In/Hr) for a 100.0 year storm COMMERCIAL subarea type ' Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 �-33 Decimal fraction soil group B = 0.500 ' Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.296(CFS) Total initial stream area = 0.330(Ac.) Pervious area fraction = 0.100 Process from Point/Station 25.000 to Point/Station. 27.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ' Upstream point/station elevation = 90.00(Ft.) Downstream point/station elevation = 88.30(Ft.) Pipe length = 235.00(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 1.296(CFS) 3� Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.296(CFS) Normal flow depth in pipe = 5.48(In.) Flow top width inside pipe = 11.96(In.) Critical Depth = 5.77(In.) Pipe flow velocity = 3.71(Ft/s) Travel time through pipe = 1.06 min. Time of concentration (TC) = 7.51 min. +++++++++++++++++++++++++++++++++++++++++++++++++++.F+++++++++++++++++-F Process from Point/Station 25.000 to Point/Station 27.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number —I — Stream flow area = 0.330(Ac.) Runoff from this stream = 1.296(CFS) Time of concentration = 7.51 min. Rainfall intensity = 4.077(In/Hr) Process from Point/Station 26.000 to Point/StE.tion 27.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 205.000(Ft.) Top (of initial area) elevation = 94.100(Ft.) Bottom (of initial area) elevation = 88.300(Ft.) Difference in elevation = 5.800(Ft.) Slope = 0.02829 s(percent)= 2.83 TC = k(0.300)*((lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 5.196 min. Rainfall intensity = 5.019(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction 0.900 Initial subarea runoff = 1.203(CFS) Total initial stream area = 0.270(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 27.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number :? Stream flow area = 0.270(Ac.) Runoff from this stream = 1.203(CFS) Time of concentration = 5.15 min. Rainfall intensity = 5.019(In/Hr) Summary of stream data: Stream Flow rate TC ' No. (CFS) (min) Rainfall Intensity (In/Hr) H 0?7. 55 1 1.296 7.51 4.077 2 Largest 1.203 5.15 5.019 stream flow has longer time Qp = 1.296 + of concentration sum of Qb Ia/Ib 1.203 * 0.812 = 0.977 Qp = 2.273 Total of 2 streams to confluence: Flow rates before confluence point: H 0?7. 55 1.296 1.203 1 Area of streams before confluence: 0.330 0.270 Results of confluence: Total flow rate = 2.273(CFS) Time of concentration = 7.510 min. Effective stream area after confluence = 0.600(Ac.) ++++++++++++++++++++++}}+++}++++++++++++++++++++...H ++++++++++++++++-h Process from Point/Station 27.000 to Point/Station 28.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 88.30(Ft.) Downstream point/station elevation = 87.20(Ft.) Pipe length = 19.00(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 2.273(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.273(CFS) Normal flow depth in pipe = 3.89(In.) Flow top width inside pipe = 11.23(ln.) Critical Depth = 7.73(In.) Pipe flow velocity = 10.29(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 7.53 min. End of computations, total study area = 0.60 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 62.5 1 I L1 w� I I d LJ V. ' RATIONAL HYDROLOGY STUDY (10 YEAR STORM) A Il II -�f5 II It II 11 Ii A II Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date: 09/17/01 ------------------------------------------------------------------ VAIL RANCH TOWNE SQAURE PLOT PLAN 17095 - 10 YEAR FLOWS FILE: SQUARE ------------------------------------------------------------------------- ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------- RANPAC Inc., Temecula, California - SIN 560 ------------------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (in./hr.) Slope of intensity duration curve = 0.5500 +++++++++++++++++++++++++++++++++++++++++++++++++++-F+++++++++++++++++-F Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 235.000(Ft.) - Top (of initial area) elevation = 93.100(Ft.) Bottom (of initial area) elevation = 90.500(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.01106 s(percent)= 1.11 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.558 min. Rainfall intensity = 2.973(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.598(CFS) Total initial stream area = 0.610(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 5.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 90.50(Ft.) Downstream point elevation = 89.00(Ft.) Channel length thru subarea = 155.00(Ft.) Channel base width = 10.000(Ft.) iF14 Slope or 'Z' of left channel bank = 12.500 Slope or 'Z' of right channel bank = 12.500 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.015 Maximum depth of channel = Flow(q) thru subarea = 1 Depth of flow = 0.091(Ft.), Channel flow top width = 12 Flow Velocity = 1.85(Ft/s) Travel time = 1.39 min. 0.120(Ft.) 886(CFS) Average velocity 285(Ft.) Time of concentration = 7.95 min. Critical depth = 0.100(Ft.) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.879 Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fractioi Rainfall intensity = Subarea runoff = Total runoff = 2 group A = 0.000 group B = 0.500 group C = 0.500 group D = 0.000 2) = 62.50 0.100; Impervious 2.674(In/Hr) for 0.517(CFS) for 0 1.886(CFS) 1.852(Ft/s) fraction = 0.900 10.0 year storm 220(Ac.) 115(CFS) Total area = 0.830(Ac.) Process from Point/Station 2.000 to Point/Station 5.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.830(Ac.) Runoff from this stream = 2.115(CFS) Time of concentration = 7.95 min. Rainfall intensity = 2.674(In/Hr) (D.22. +++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++ Process from Point/Station 3.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 440.000(Ft.) Top (of initial area) elevation = 93.700(Ft.) Bottom (of initial area) elevation = 89.000(Ft.) Difference in elevation = 4.700(Ft.) Slope = 0.01068 s(percent)= 1.07 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.487 min. Rainfall intensity = 2.580(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.768(CFS) Total initial stream area = 0.780(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++......++.t++++++++++++++ Process from Point/Station 3.000 to Point/Station 5.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.780(Ac.) Runoff from this stream = 1.768(CFS) Time of concentration = 8.49 min. Rainfall intensity = 2.580(In/Hr) 3� Process from Point/Station 4.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 320.000(Ft.) - Top (of initial area) elevation = 93.000(Ft.) Bottom (of initial area) elevation = 89.000(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.01250 s(percent)= 1.25 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.241 min. Rainfall intensity = 2.816(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction .= 0.900 Initial subarea runoff = 1.883(CFS) Total initial stream area = 0.760(Ac.) Pervious area fraction = 0.100 1++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.760(Ac.) Runoff from this stream = 1.883(CFS) Time of concentration = 7.24 min. Rainfall intensity = 2.816(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.115 7.95 2.674 2 1.768 8.49 2.580 3 1.883 7.24 2.816 Largest stream flow has longer or shorter time of concentration Qp = 2.115 + sum of Qa Tb/Ta 1.768 * 0.937 = 1.657 Qb Ia/Ib 1.883 * 0.950 = 1.789 Qp = 5.561 Total of 3 streams to confluence: Flow rates before confluence point: 2.115 1.768 1.883 Area of streams before confluence: 0.830 0.780 0.760 Results of confluence: Total flow rate = 5.561(CFS) Time of concentration = 7.953 min. Effective stream area after confluence = 2.370(Ac:.) Process from Point/Station 5.000 to Point/Station 6.000 ' **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 89.00(Ft.) 1 Downstream point elevation= - 85.90(Ft.) Channel length thru subarea 185.00(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 12.500 Slope or 'Z' of right channel bank = 12.500 Estimated mean flow rate at midpoint of channel = 5.971(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.120(Ft.) Flow(q) thru subarea = 5.971(CFS) Depth of flow = 0.150(Ft.), Average velocity = :;.385(Ft/s) !!Warning: Water is above left or right bank elevations Channel flow top width = 13.000(Ft.) Flow Velocity = 3.38(Ft/s) Travel time = 0.91 min. Time of concentration = 8.86 min. Critical depth = 0.201(Ft.) ERROR - Channel depth exceeds maximum allowable depth Adding area flow to channel ' COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction =z 0.900 Rainfall intensity = 2.519(In/Hr) for a 10.0 year storm Subarea runoff = 0.774(CFS) for 0.350(Ac.) Total runoff = 6.335(CFS) Total area = 2.720(Ac.) Process from Point/Station 6.000 to Point/Station 7.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 85.90(Ft.) Downstream point elevation = 83.60(Ft.) Channel length thru subarea = 210.00(Ft.) Channel base width = 3.000(Ft.) Slope or 'Z' of left channel bank = 1.500 Slope or 'Z' of right channel bank = 1.500 Estimated mean flow rate at midpoint of channel = 7.115(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 7.115(CFS) Depth of flow = 0.402(Ft.), Average velocity = 4.908(Ft/s) Channel flow top width = 4.207(Ft.) Flow Velocity = 4.91(Ft/s) Travel time = 0.71 min. Time of concentration = 9.58 min. Critical depth = 0.512(Ft.) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.414(In/Hr) for a 10.0 year storm Subarea runoff = 1.420(CFS) for 0.670(Ac.) Total runoff = 7.755(CFS) Total area = -;.390(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++H....++++++++++ Process from Point/Station 7.000 to Point/Station, 18.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 83.60(Ft.) Downstream point/station elevation = 80.40(Ft.) Pipe length = 70.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.755(CFS) P 0.35 Given pipe size = 30.00(In.) Calculated individual pipe flow = 7.755(CFS) Normal flow depth in pipe = 6.03(In.) Flow top width inside pipe = 24.04(In.) Critical Depth = 11.09(In.) Pipe flow velocity = 11.02(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 9.68 min. r++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 18.000 **** CONFLUENCE OF MAIN STREAMS **** LThe following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.390(Ac.) Runoff from this stream = 7.755(CFS) Time of concentration = 9.68 min. Rainfall intensity = 2.400(In/Hr) f Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++++++++++i++++.F++fi-++++++++++++++ ' Process from Point/Station 8.000 to Point/Station 10.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 450.000(Ft.) Top (of initial area) elevation = 95.500(Ft.) Bottom (of initial area) elevation = 91.400(Ft.) Difference in elevation = 4.100(Ft.) Slope = 0.00911 s(percent)= 0.91 TC = k(0.300)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.841 min. Rainfall intensity = 2.523(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction 0.900 Initial subarea runoff = 1.972(CFS) Total initial stream area = 0.890(Ac.) Pervious area fraction = 0.100 Process from Point/Station 8.000 to Point/Station 10.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.890(Ac.) Runoff from this stream = 1.972(CFS) Time of concentration = 8.84 min. Rainfall intensity = 2.523(In/Hr) I++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 94.300(Ft.) Bottom (of initial area) elevation = 91.400(Ft.) Difference in elevation = 2.900(Ft.) Slope = 0.00725 s(percent)= 0.72 / TC = k(0.300)*[(length^3)/(elevation change)]^0.2 C Initial area time of concentration = 8.828 min. ' Rainfall intensity = 2.525(In/Hr) for a 10.0 year storm J INK E • - Mm COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 ' Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.173(CFS) ' Total initial stream area = 0.980(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++;-++.+++++++++++++++++ Process from Point/Station 9.000 to Point /St:at.ion 10.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number -2 Stream flow area = 0.980(Ac.) Runoff from this stream = 2.173(CFS) Time of concentration = 8.83 min. Rainfall intensity = 2.525(In/Hr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.972 8.84 2.523 2 2.173 8.83 2.525 Largest stream flow has longer or shorter time of concentration ' QP = 2.173 + sum of Qa Tb/Ta 1.972 * 0.999 = 1.969 Qp = 4.143 Total of 2 streams to confluence: Flow rates before confluence point: 1.972 2.173 Area of streams before confluence: 0.890 0.980 Results of confluence: Total flow rate = 4.143(CFS) Time of concentration = 8.828 min. Effective stream area after confluence = 1.870(Fic ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 13.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 91.40(Ft.) - Downstream point elevation = 90.70(Ft.) Channel length thru subarea = 145.00(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 12.500 Slope or 'Z' of right channel bank = 12.500 Estimated mean flow rate at midpoint of channel = 4.896(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.120(Ft.) Flow(q) thru subarea = 4.896(CFS) Depth of flow = 0.189(Ft.), Average velocity = 2.152(Ft/s) !!Warning: Water is above left or right bank elevati.on.s Channel flow top width = 13.000(Ft.) Flow Velocity = 2.15(Ft/s) Travel time = 1.12 min. Time of concentration = 9.95 min. Critical depth = 0.178(Ft.) ERROR - Channel depth exceeds maximum allowable depth Adding area flow to channel COMMERCIAL subarea type 11/1 06 W 4Z Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.364(In/Hr) for a 10.0 year storm Subarea runoff = 1.410(CFS) for 0.680(Ac.) Total runoff = 5.553(CFS) Total area = 2.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++i-++++++++++++++++t Process from Point/Station 10.000 to Point/Station 13.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.550(Ac.) Runoff from this stream = 5.553(CFS) Time of concentration = 9.95 min. Rainfall intensity = 2.364(In/Hr) Program is now starting with Main Stream No. 2 ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++-t++++++++++++++-: from Point/Station 9.000 to Point/Station 12.000 PProcess **** INITIAL AREA EVALUATION **** Initial area flow distance = 235.000(Ft.) Top (of initial area) elevation = 94.300(Ft.) Bottom (of initial area) elevation = 92.200(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00894 s(percent)= 0.89 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.844 min. Rainfall intensity = 2.904(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.881 ED Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction= 0.900 Initial subarea runoff = 1.049(CFS) Total initial stream area = 0.410(Ac.) '.. ' Pervious area fraction = 0.100 Process from Point/Station 9.000 to Point/Station 12.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 ' Stream flow area = 0.410(Ac.) Runoff from this stream = 1.049(CFS) Time of concentration = 6.84 min. ' Rainfall intensity = 2.904(In/Hr) Process from Point/Station 11.000 to Point/Station 12.000 ' **** INITIAL AREA EVALUATION **** Initial area flow distance = 175.000(Ft.) ' Top (of initial area) elevation = 94.200(Ft.) Bottom (of initial area) elevation = 92.200(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.01143 s(percent)= 1.14 n�5� TC = k(0.300)*[(length^3)/(elevation change)]^0.2 4Z Initial area time of concentration = 5.791 min. Rainfall intensity = 3.184(In/Hr) for a COM 10.0 year storm - MERCIAL subarea type Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction 0.900 Initial subarea runoff = 1.011(CFS) Total initial stream area = 0.360(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++-F+++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number Stream flow area = 0.360(Ac.) Runoff from this stream = 1.011(CFS) Time of concentration = 5.79 min. Rainfall intensity = 3.184(In/Hr) Summary of stream data: Rainfall Intensity (In/Hr) 2.904 3.184 time of concentration 0.922 Total of 2 streams to confluence: Flow rates before confluence point: 1.049 1.011 Area of streams before confluence: 0.410 0.360 Results of confluence: Total flow rate = 1.971(CFS) Time of concentration = 6.844 min. Effective stream area after confluence = 0.770(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++- Process from Point/Station 12.000 to Point/Station 13.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *^'** Top of street segment elevation = 92.200(Ft.) End of street segment elevation = 90.700(Ft.) Length of street segment = 195.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfall grade break = 28.500(Ft.) Slope from gutter to grade break (v/hz) = 0.065 Slope from grade break to crown (v/hz) = 0.010 Street flow is on (1] 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 = 2.000(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 = 2.201(CFS) Depth of flow = 0.307(Ft.), Average velocity = 1.659(Ft/s) N, , Stream Flow rate TC ' No. (CFS) (min) 1 1.049 6.84 ' 2 Largest 1.011 5.79 stream flow has longer Qp = 1.049 + sum of Qb Ia/Ib 1.011 * 0.912 = Qp = 1.971 Rainfall Intensity (In/Hr) 2.904 3.184 time of concentration 0.922 Total of 2 streams to confluence: Flow rates before confluence point: 1.049 1.011 Area of streams before confluence: 0.410 0.360 Results of confluence: Total flow rate = 1.971(CFS) Time of concentration = 6.844 min. Effective stream area after confluence = 0.770(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++- Process from Point/Station 12.000 to Point/Station 13.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *^'** Top of street segment elevation = 92.200(Ft.) End of street segment elevation = 90.700(Ft.) Length of street segment = 195.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfall grade break = 28.500(Ft.) Slope from gutter to grade break (v/hz) = 0.065 Slope from grade break to crown (v/hz) = 0.010 Street flow is on (1] 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 = 2.000(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 = 2.201(CFS) Depth of flow = 0.307(Ft.), Average velocity = 1.659(Ft/s) N, , Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.573(Ft.) Flow velocity = 1.66(Ft/s) Travel time = 1.96 min. TC = 8.80 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 ' Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction 0.900 Rainfall intensity = 2.529(In/Hr) for a 10.0 year storm Subarea runoff = 0.400(CFS) for 0.180(Ac.) Total runoff = 2.370(CFS) Total area = 0.950(Ac.) ' Street flow at end of street = 2.370(CFS) Half street flow at end of street = 2.370(CFS) Depth of flow = 0.312(Ft.), Average velocity = 1.669(Ft/s) Flow width (from curb towards crown)= 16.063(Ft.) Process from Point/Station 12.000 to Point/Station 13.000 ' **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is -listed.- In isted:In Main Stream number: 2 ' Stream flow area = 0.950(Ac.) Runoff from this stream = 2.370(CFS) Time of concentration = 8.80 min. ' Rainfall intensity = 2.529(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity ' No. (CFS) (min) (In/Hr) 1 5.553 9.95 2.364 2 2.370 8.80 2.529 Largest stream flow has longer time of concentration Qp = 5.553 + sum of Qb Ia/Ib ' 2.370 * 0.935 = 2.216 Qp = 7.769 Total of 2 main streams to confluence: ' Flow rates before confluence point: 5.553 2.370 Area of streams before confluence: 2.550 0.950 Results of confluence: ' Total flow rate = 7.769(CFS) Time of concentration = 9.951 min. Effective stream area after confluence = 3.500(Ac.) '++++++++++++++++++++++++++++++++++++++++++++++++++++++.Fi.++++++++++++++ Process from Point/Station 13.000 to Point/Station: 17.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =86.20(Ft.) Downstream point/station elevation = 83.90(Ft.) Pipe length = 226.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.769(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 7.769(CFS) Normal flow depth in pipe = 8.81(In.) IFlow top width inside pipe = 27.32(In.) 202. Critical Depth ' Pipe flow velocity = 6.46(Ft/s) Travel time through pipe = 0.58 min. Time of concentration (TC) = 10.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++i++< -++++++++++++++i+ Process from Point/Station 13.000 to Point/Stat-on 17.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.500(Ac.) Runoff from this stream = 7.769(CFS) Time of concentration = 10.53 min. Rainfall intensity = 2.291(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++i.++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 150.000(Ft.) Top (of initial area) elevation = 88.500(Ft.) Bottom (of initial area) elevation = 86.600(Ft.) Difference in elevation = 1.900(Ft.) Slope = 0.01267 s(percent)= 1.27 TC = k(0.300)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 5.334 min. Rainfall intensity = 3.331(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.382(CFS) Total initial stream area = 0.470(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 66.60(Ft.) Downstream point elevation = 84.20(Ft.) Channel length thru subarea = 125.00(Ft.) Channel base width = 3.000(Ft.) Slope or 'Z' of left channel bank = 1.500 Slope or 'Z' of right channel bank = 1.500 Estimated mean flow rate at midpoint of channel = 2.249(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 2.249(CFS) Depth of flow = 0.173(Ft.), Average velocity = 3.9'77(Ft/s) Channel flow top width = 3.520(Ft.) Flow Velocity = 3.98(Ft/s) Travel time = 0.52 min. Time of concentration = 5.86 min. Critical depth = 0.250(Ft.) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 K- 0.4-7, W L U 'AR Rainfall intensity = 3.164(In/Hr) for a 10.0 year storm Subarea runoff = 1.646(CFS) for 0.590(Ac.) Total runoff = 3.028(CFS) Total area = 1.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 17.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 84.20(Ft.) - Downstream point/station elevation = 83.90(Ft.) Pipe length = 10.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.028(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 3.028(CFS) Normal flow depth in pipe = 4.22(In.) Flow top width inside pipe = 20.87(In.) Critical Depth = 6.82(In.) Pipe flow velocity = 7.19(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 5.88 min. +++++++++++++++++++++++++++++++++++++++++++++++++++.F+++++++++++++++++-F Process from Point/Station 16.000 to Point/Station 17.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number —2 — Stream flow area = 1.060(Ac.) Runoff from this stream = 3.028(CFS) Time of concentration = 5.88 min. Rainfall intensity = 3.157(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 7.769 10.53 2 3.028 5.88 Largest stream flow has longer QP = 7.769 + sum of Qb Ia/Ib 3.028 * 0.726 = QP = 9.966 Rainfall Intensi'=y (In/Hr) 2.291 3.157 time of concentration 2.197 Total of 2 streams to confluence: Flow rates before confluence point: 7.769 3.028 Area of streams before confluence: 3.500 1.060 Results of confluence: Total flow rate = 9.966(CFS) Time of concentration = 10.534 min. Effective stream area after confluence = 4.560(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 83.90(Ft.) Downstream point/station elevation = 80.40(Ft.) Pipe length = 105.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.966(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 9.966(CFS) Normal flow depth in pipe = 7.39(In.) Flow top width inside pipe = 25.86(In.) Critical Depth = 12.66(In.) Pipe flow velocity = 10.60(Ft/s) 0 Travel time through pipe = 0.17 min. Time of concentration (TC) = 10.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 17.000 to Point/Station 18.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed:----------- --------- In Main Stream number: 2 Stream flow area = 4.560(Ac.) Runoff from this stream = 9.966(CFS) ' Time of concentration = 10.70 min. Rainfall intensity = 2.272(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.553 9.95 2.364 2 9.966 10.70 2.272 Largest stream flow has longer time of concentration Qp = 9.966 + sum of ' Qb Ia/Ib 5.553 * 0.961 = 5.336 Qp = 15.302 Total of 2 main streams to confluence: Flow rates before confluence point: 5.553 9.966 Area of streams before confluence: 2.550 4.560 Results of confluence: Total flow rate = 15.302(CFS) Time of concentration = 10.699 min. Effective stream area after confluence = 7.110(Ac.) Process from Point/Station 18.000 to Point/Station 20.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 80.40(Ft.) Downstream point/station elevation = 79.00(Ft.) Pipe length = 20.00(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow 15.302(CF3) Given pipe size = 30.00(In.) Calculated individual pipe flow = 15.302(CFS) Normal flow depth in pipe = 7.61(In.) Flow top width inside pipe = 26.11(In.) Critical Depth = 15.82(In.) Pipe flow velocity = 15.62(Ft/s) ' Travel time through pipe = 0.02 min. Time of concentration (TC) = 10.72 min. '+++++++++++++++++++++++++++++++++++++++++++++++++++++++t++++++++++++++ Process from Point/Station 18.000 to Point/Station 20.000 **** CONFLUENCE OF MINOR STREAMS **** ' Along Main Stream number: 1 in normal stream number i Stream flow area = 7.110(Ac.) Runoff from this stream = 15.302(CFS) Time of concentration = 10.72 min. Rainfall intensity = 2.269(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++-F++++++++++++++ a1 Process from Point/Station 19.000 to Point/Station 20.000 USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity 2.358(In/Hr) for a 10.((5 -year storm COMMERCIAL subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 ' Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 ' User specified values are as follows: TC = 10.00 min. Rain intensity = 2.36(In/Hr) Total area = 9.50(Ac.) Total runoff = 28.40(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++-F+++++++++++++++ Process from Point/Station 19.000 to Point/Station 20.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 83.50(Ft.) Downstream point/station elevation = 79.00(Ft.) Pipe length = 22.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 28.400(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow 28.400(CFS) Normal flow depth in pipe 7.93(In.) 1 Flow top width inside pipe 26.46(In.) Critical Depth = 21.82(In.) Pipe flow velocity = 27.34(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) 10.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++i-+++++++++++++++ Process from Point/Station 19.000 to Point/Station 20.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area 9.500(Ac.) Runoff from this stream = 28.400(CFS) Time of concentration 10.01 min. ' Rainfall intensity = 2.356(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity ' No. (CFS) (min) (In/Hr) 1 15.302 10.72 2.269 2 28.400 10.01 2.356 Largest stream flow has longer or shorter time of concentration Qp = 28.400 + sum of ' Qa Tb/Ta 15.302 * 0.934 14.293 Qp = 42.693 ' Total of 2 streams to confluence: Flow rates before confluence point: 15.302 28.400 Area of streams before confluence: 7.110 9.500 Results of confluence: Total flow rate = 42.693(CFS) Time of concentration = 10.013 min. Effective stream area after confluence 16.610(Ac:.) Process from Point/Station 20.000 to Point/Stati.cn21.000 "% **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 79.00(Ft.) Downstream point/station elevation = 76.20(Ft.) Pipe length = 69.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 42.693(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 42.693(CFS) Normal flow depth in pipe = 13.09(In.) Flow top width inside pipe = 38.91(In.) Critical Depth = 24.45(In.) Pipe flow velocity = 16.69(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 10.08 min. End of computations, total study area = 17.45 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 62.5 up Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date: 09/17/0'L -------------------------------------------------'------------------ - SUB -AREA "F" AND "I" 10 YEAR FLOW FILE: 3SQUAR --------------------------------------------------------------------------- ********* Hydrology Study Control Information --------------------------------- RANPAC Inc., Temecula, California - SIN 560 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (in./hr.) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++}i.++++++++++++++++ ' Process from Point/Station 8.000 to Point/Station 22.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 370.000(Ft.) ' Top (of initial area) elevation = 95.500(Ft.) Bottom (of initial area) elevation = 92.600(Ft.) Difference in elevation = 2.900(Ft.) Slope = 0.00784 s(percent)= 0.78 C TC = k(0.300)*[(length^3)/(elevation change)]^0.2 f Initial area time of concentration = 8.425 min. Rainfall intensity = 2.591(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 ' Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 ' Initial subarea runoff = 4.212(CFS) Total initial stream area = 1.850(Ac.) Pervious area fraction = 0.100 Process from Point/Station 22.000 to Point/Station 23.000 **** IMPROVED CHANNEL TRAVEL TIME **** ' Upstream point elevation = 92.60(Ft.) Downstream point elevation = 90.30(Ft.) Channel length thru subarea = 160.00(Ft.) ' Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 12.500 Slope or 'Z' of right channel bank = 12.500 Estimated mean flow rate at midpoint of channel = 4.895(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.120(Ft.) Flow(q) thru subarea = 4.895(CFS) Depth of flow = 0.140(Ft.), Average velocity = 2.985(Ft/s) !!Warning: Water is above left or right bank elevations Channel flow top width = 13.000(Ft.) Flow Velocity = 2.99(Ft/s) Travel time = 0.89 min. Time of concentration = 9.32 min. Critical depth = 0.178(Ft.) ERROR - Channel depth exceeds maximum allowable depth Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.451(In/Hr) for a 10.0 year storm Subarea runoff = 1.291(CFS) for 0.600(Ac.) Total runoff = 5.503(CFS) Total area = 2.450(Ac.) End of computations, total study area = 2.45 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 62.5 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date: 09/17/01. --------------------------------------------------- SUB-AREA "G" AND "H" 10 YEAR FLOW FILE: 2SQAUR ----------------------------- ----------------------------- ------------- ********* Hydrology Study Control Information ****k***** --------------------------------------------- RANPAC Inc., Temecula, California - SIN 560 --------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (in./hr.) Slope of intensity duration curve = 0.5500 Process from Point/Station 24.000 to Point/Station 25.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 240.000(Ft.) Top (of initial area) elevation = 93.000(Ft.) Bottom (of initial area) elevation = 90.000(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.01250 s(percent)= 1.25 TC = k(0.300)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 6.454 min. Rainfall intensity = 3.000(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction= 0.900 Initial subarea runoff = 0.872(CFS) Total initial stream area = 0.330(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++t+4....+++++++++++ Process from Point/Station 25.000 to Point/Station 27.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 90.00(Ft.) Downstream point/station elevation = 88.30(Ft.) Pipe length = 235.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.872(CFS) 0.33 Given pipe size = 12.00(In.) ' Calculated individual pipe flow = 0.872(CFS) Normal flow depth in pipe = 4.41(In.) Flow top width inside pipe = 11.57(In.) ' Critical Depth = 4.69(In.) Pipe flow velocity = 3.33(Ft/s) Travel time through pipe = 1.17 min. Time of concentration (TC) = 7.63 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Stadion 27.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.330(Ac.) Runoff from this stream = 0.872(CFS) Time of concentration = 7.63 min. Rainfall intensity = 2.736(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++ Process from Point/Station 26.000 to Point/Station 27.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 205.000(Ft.) Top (of initial area) elevation = 94.100(Ft.) Bottom (of initial area) elevation = 88.300(Ft.) Difference in elevation = 5.800(Ft.) Slope = 0.02829 s(percent)= 2.83 TC = k(0.300)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 5.146 min. Rainfall intensity = 3.397(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.610(CFS) Total initial stream area = 0.270(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++.F+++++++++++++++++ Process from Point/Station 26.000 to Point/Stationn 27.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number :? Stream flow area = 0.270(Ac.) Runoff from this stream = 0.810(CFS) Time of concentration = 5.15 min. Rainfall intensity = 3.397(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 0.872 7.63 2 0.810 5.15 Largest stream flow has longer QP = 0.872 + sum of Qb Ia/Ib 0.810 * 0.805 = Qp = 1.524 Rainfall Intensity (In/Hr) 2.736 3.397 time of concentration 0.652 Total of 2 streams to confluence: '�n� Flow rates before confluence point: 0.872 0.810 Area of streams before confluence: 0.330 0.270 Results of confluence: Total flow rate = 1.524(CFS) Time of concentration = 7.629 min. Effective stream area after confluence = 0.600(Ac:.) ++++++++++++++++++++++++++++++++++++++++++++++++.....H++++++++++++++++ Process from Point/Station 27.000 to Point/Station 28.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 88.30(Ft.) Downstream point/station elevation = 87.20(Ft.) Pipe length = 14.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.524(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.524(CFS) Normal flow depth in pipe = 3.17(In.) Flow top width inside pipe = 10.58(In.) Critical Depth = 6.28(In.) Pipe flow velocity = 9.19(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 7.65 min. End of computations, total study area = 0.60 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 62.5 c/hN VI. APPENDICIES :4' _ __ _ — -T� -- - — I r. t i.' I r r . i '' U :@4: I I G::r , .- ,..,-}-: I __i -I-'--- i. •-- -!_ ..I - I-- -. �-. I. �_f ' + I i I 1 1 I t f-1- - - L ,: r I I I� ; r r t I , .i_ _i I I �{._,. l _:. � J- �'i � _�.i FiNroN• t �;, - - - - r ` 1(.:{--!-(-"�-I "r _ t -i I.I..�_}__ .�..i.�. t. _f__.E W_. �'_I- ._ us kLr_a-_..__ l_}__I_.._� m.f. '- t ; ; I. it __ I I I..L_ :.' _ I' _` f -I I I I ! ~ -_ 1 -- --- - 1 - ? r - -l'i F,_ _�_(;:L: � -. _�,_!; ,. •-�. -- - - I -- `-t I t ,sem - :..,... 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PRpF/L<4A E i t {yI r ff Ef I LI LI{/L,�.._.� '?b . -15Q4 ��. .NO /L.�_ T r t L .1_l1_ I5 /4 /5 /6 17 6 /0 PRIVATE // /0F00 /Oa/D /0r20 /0+30 LU/SENO ROAD Yi SEE SNEET NO. /2 $'\ 'Q o,- CONSTRUCTION NOTES 0 LONSTRUCr CATCH BAS/N NO / PER 2aQ, /Bits. 30 FL R.GF.C.O, sTO. D.WG ce /00 i ; 4Q - j Q!T GONsr is. Noz PER R.CF6. Sro DWG NO. JS P.7 f I a "2� /7 \J CONST. 1.5. NO S PER R.CEc. S70 DWG. NO, rs3OJ NSr 30'RCP CO moi_ GONSr LOCAL 2. SSIOu •,ten �I at^I Ih`' -�/— STD: OWG NO LO 20/.CASES )(\ I I Ld PR/VgTE S.O I I »F Id T r REMOVE EX/Sr F(ARF,O FNO CFr.TION L7 L/NE //RR -/I RR -2 "RR -3// I (i f I OO SrO. D;YG NO LB. lO/ON OCATCH BASIN PER I STD. r5F NO I B Y09 I CWSr TFl1F0'C1a IM.V6 AFr/X//cv s.o�srD. Dw w a0-') at a•Ja � ,\ I I � , �o. ae_� $•ae •aYu' Or r -Pi ra� m I I C.lN" L4> f I ALu1. \o /e-s�oo" P /n 9)1 F 1 I I' / A .v L.ao eo' 6 /Q LG Op IAAS I I A AOS ,Oy. r— Y I/ \T ' •//r OO OOL VE T f.Ol C' 6 (� I 1 4 (h y 61 I I I O So' G.Olf-J` : 1 1'. _.141LB� la, /4 ♦6i JS AAa/h Pfi \Q <'1 4. Aca r Acrrvo ✓3/>1 P 0 A � ' - / CGGV J +/(l./'l.R. I - I seGv :"/oe0 a6 r0/✓� I � c—,va ce.siT<N',y cm /s ca d'4R //J /i b 27 � �_ �_- � d1BDA. OB�.R 16Rr,i\j' T - R,Uu of FwJ rEYT - _ inYL 9 a C 41 R ,GIpOD — n —+< ASEO LINE 'RR'- /j7 "RR -2' W+2B', V-526" T B'/ D JD PER RCFCO OWG NO. 7-20 %�':� Nea•4V /r -E °� tD anwv 7� es �a 4c�v' N�.E wry - -I - - - _ ae m o.ae ro /NE -ez 2 - e---- - -- < ... _ _ TRANSITION STRUCTURE NO.3 .'✓UNCTION STRUCTURE NO..2 urtw.Pa°"C1v1Y % I WOLF STORE ROAD E.? R. C. F. G'.0 STD. DWG. T.S. 303 y /%P (� /a >A�/ L Ne - s Lrr. wr Lcir PER RC.FC.O STD. DWG ✓S. 227 ro_ o cNA vee i// A 3 oo. co L c Ara / SCALE: /'• a^' SCALE: 1"-2' - - — /a.ee�—oo e./vs -.ea 3 PR/NATE P). rJ..ro.J Jes ccr wra - JAN 43 1999 i NF ISIONS! a:/ s/o SCHEDULE E" L d%e>acae7e ce �w w n/xa! / ✓ nvv°novai oeo wnLL suBH rE B N COUNTY OF RIVERSIDE ' i SFAL< n TRANS PAC/F/C CCNSULTA TS' .•STORU DRAIN PLAN.) zD 59 fXP /7 ALnn EX a naw w r J JI/96 rtt. Imr, ase-rova v ` APPROVED BY , Y $YALE: BENCH MARX � I NAIL RANCH COM. TRACT 2JI72 =.fret oe CM[CKED 0f�/ ✓ \< N.I it nr / / e.c.t/.r�../^.�ry(/ / ,tt/ !1 AS SHOWN' r/ 23 .va0e h� eeax vs,-rv�e- g[d newrt--•,�G � a '\�, SEE SHEETNo..I I L/NE RR -/ -2" F7(ENB. OATS 7 /R 9.1 '+T'" I' DA rE.' Z rn a:o:valr+.noa tint.rxr BATE. 02 /o- 92 Y. O. s'r FOR: F.R. 493 r 7- 7- 7-1 —1-7-7—F7 M-1 p j IT L �Ii--Ij- 1 17 10 J_ h:1 4-1 j 4e i_,j I .,i L TtT !_4 7 1 r�� f L e _�L °/./ IC AoLrA k _rm 7 376 jCrS N �l Ir i A I +1 J "; i i _ I I I �- 1 I r4 'A zol, f ! i I '�'-1� I , i 1 f. 1 I.I I I I�.i . JtD I 1p L ::; -I,. ; , I-1 I. 1 I .. r ! :. ;. '-�.. .. I � I I I 't' I_r..k I -.I'_ - - - _ ..I 4_I_ I I i i� f j � i �Ij /0+00 10x50 11 /0�00 10�50 Hoo "xu CONSTRUCT/ON NOT PP1YA7r 10 CONSrRucr CArCN8ASIN NO, PER MAHLON VAIL CIRCLE S ro owa C6 '00 SCE SHEEr No. IS (s) coysr24' R.c.p (I D, CONST. LOCAL DEPRFSSION PER RC ECO STO ZAV6. NO. L0101 ,LASE a __ll 1. 2k C2) REN�r EX/SrEN, ANV II'rM i;e i - , I Tj I TiT .5 L =0=r ct ni 60 63 PROPOSED LINE "S PER- -zos _&ma. 7 PRIVATE S.D. WOLF STORE ROAD PRIVATE JAN 13 MLVISIQNS RE SCHEOUL E *E kp�M�"`D FOR SEALS. fo BY P�AL TRANS PACIFIC CONSULTANTS COUNTY OF RIVERSIDE I'll, 04 7C ',YP 1MV96 St_% STORM DRAIN PLANS 18 L "7'N txo 0 APPROVED Byt "I I "e AS SHOWN SHEET NO, I LINE "S-1 5-2 VAIL RANCH COM. TRACT 2jl7z rE: ol TILE m Adm., 9D3-7'